HomeMy WebLinkAboutBLAIR CONSTRUCTION BELAIR HILLS SUBDIVISION IMPROVEMENTS
BELAIR HILLS SUBDIVISION IMPROVEMENT
PROJECT NUMBER: 324-04-203824335
LIST OF PROJECT DOCUMENTS
Section
Instruction to Bidders
Georgia Prompt Pay Act
Special Conditions
Agreement
>- Contractor's Affidavit and Agreement
>- Subcontractor's Affidavit and Agreement
>- Good Faith Efforts - Subcontractor &
Supplier Contact Form
>- LSB Subcontractor/Supplier Utilization Plan
>- Statement of Non-Discrimination
>- Contractor's Conflict of Interest Statement
>- Contractor's Bid Form
>- Contractor's Bidders Qualijication Statement
>- Contractor's Power of Attorney Document
General Conditions
Supplementary Conditions
Proposal
>- Addendum 1
o Attachments
· Revised Bid Schedule
· Report of Geotechnical Exploration
· Augusta Utilities - Standard Technical
Specijications(Section 33 05 01.12
Gravity Sewer Pipe and Fitting
>- Addendum 2
General Notes
Traffic Control
Water System Project - Measurements & Payment
Water Distribution System
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Pae:es
IB-l thm IB-3
PP A-I
SP-l thru SP-2
A-I thru A-4
3 thru 33
SC-l thru SC-2
P -1 thru P - 8
G-l thru G-14
1 thru 54
P-l thru P-4
Section 14Al thru 14A47
Oftice Of The. Administrator
Frtderick L Russen, Adminimator
. jtoom80l. MunidplllBuilding
530 Gmne Strm - AU(jVSTA, vA. 3~ I
(7()(;J 821-2400- FAX (106r821-181~
www.augustaga.gov
Tmteka Allen, Interim Dcpu~ AdminislfatOr
Robertlewn1t, Interim Oepu~ Adnllni~tor
August 19, 2008
Mr. Abie Ladsoo
Ens:ineering Olrector
505 Telfair Street
Augusta, GA 30901
Dear Able:
The Augl,lsta-RichmondCauntyCornmlssion. at their regulat meeting held on Tuesday August 19. 2008,
took action on thefollowlnsltems.
e
Approved (CPB '324;{)4UO~20382433S) Change Number Four in the Jmount of $6.549,090.64 with
funding of SSQ,6.t2.00 from SPLOST Phase IV Re~ptu~,$l,600,OOO.OO from (Augusta Utilities
Department}, and $87,000.00 from (Augusta ReereatlonDepanment) for Projeet Engineering and
Construction. Also approve award of Construction Contract to Blair Construction, Ine. in the amount of
S6,S49,090.64 for thtf Belair Hills Subdivision ItI'Iprovements Project. subject to reeeiptof a d~iled
project sChedule, a contractor's project team approved by the ErIt,linf:eringDepart~Il1:, a trClffic co~troJ
plan, a staging plan, signed contract{S) and proper boods. Also approve Supplemental Agreement NuRlber
Four 10 W.R. Toole Englneer$, Ine;. in the amount of S174,ClOO.OOfor additional sef'vi.Ces..tl'latl/'lclude
cQnstruction observation andfleJd engineering. (Apptoved bvEnglneering Services COmmittee August 11,
2008)
15.
Approved SUpplemental Aal'eement Number Two t(J CraMton Engineering Group, P.C. (or additional
Profeuionill oesis" Services ofthe D'AntigniC: Street Drainage Improvements Project In the amount of
~16G,130.00 for the Engineerillg Department. (Approved bV Engineefins SetVlces Committee August 11,
20(8)
Approved award of C9ntra.:t to Hardy AppraisOJI Ser\ficesln the amount of $14,500.00 for preparing
appraisals on the Marvin Griffin Road Project [CPEI 323.041110--296823603). subject to receipt of a
detailed work ~hedt.lle and a signed crinti'ac:t to be fl.lndedfrorrl the project Right-Of-Way accOunt for the
Engineering Department. (Approvedbv E/'lgll'l(~efina Services C(JmrnltteeALlgl.l!it 11. 2008)
Authoriled the Engineering Department to approvE! Supplemental Agreement seven (7) with PBS & J in
the amount of$6S,3SB toup~~te the. ttaffic.counts and cOver .additional c()sts .assoclilted with th~
extended project schedule as part of the improvements to Wrightsboro Road from jimmIe Dyess Parkway
tol-S20. ARC# 323-04-296823309. FUI'ldsWiII be transferred from theprOj~ctRightofWay Account to the
project Engineering Account. (Approved.by ~ngioeering Services Committee August 11, 20081
Invitation To Bid
Sealed bids will be received at this office until 3:00 p.m., Thursday, June 19,2008
Bid Item #08-141 Belair Hills Subdivision Improvements for Engineering
Bids will be received by Augusta, GA Commission hereinafter referred to as the OWNER at the offices
of:
Geri A. Sams
Procurement Department
530 Greene Street - Room 605
Augusta, Georgia 30901
706-821-2422
Bid documents may be examined at the office of the Augusta, GA Procurement Department, 530 Greene
Street - Room 605, Augusta, GA 30901. Plans and specifications for the project can be made
available upon request to Imaging Technologies. The fees for the plans and specifications which
are non-refundable is $150.00
Documents may also be examined during regular business hours at the Augusta Builders Exchange, 1262
Merry Street, Augusta, GA 30904; F. W. Dodge Plan Room, 1281 Broad Street, Augusta, GA 30901. It
is the wish of the Owner that all businesses are given the opportunity to submit on this project. To
facilitate this policy the Owner is providing the opportunity to view plans online (www.itrepro.com) at
no charge through Imaging Technologies (706724-7924) beginning Thursday, May 8, 2008. Bidders are
cautioned that submitting a package without Procurement of a complete set are likely to overlook issues
of construction phasing, delivery of goods or services, or coordination with other work that is material to
the successful completion of the project. Bidders are cautioned that sequestration of documents through
any other source is not advisable. Acquisition of documents from unauthorized sources places the bidder
at the risk of receiving incomplete or inaccurate information upon which to base his qualifications.
A Mandatory Pre-Bid Conference will be held on Tuesday, June 3, 2008 @ 10:00 a.m. in the
Procurement Department - Room 605. All questions must be submitted in writing to the office of
the Procurement Department by fax at 706-821-2811 or by mail. No bid will be accepted by fax, all
must be received by mail or hand delivered. All questions are to be submitted in writing by Friday,
June 6, 2008 by 3:00 p.m.
No Bid may be withdrawn for a period of 60 days after time has been called on the date of opening. A
10% Bid bond is required to be submitted in a separate envelope so marked along with the bidders'
qualifications; a 100% performance bond and a 100% payment bond will be required for award.
Bidders will please note that the number of copies requested; all supporting documents including financial
statements and references and such other attachments that may be required by the bid are material
conditions of the package. Any package found incomplete or submitted late shall be rejected by the
Procurement Office. Any bidder allegedly contending that he/she has been improperly disqualified from
bidding due to an incomplete bid submission shall have the right to appeal to the appropriate committee
ofthe Augusta Commission. Please mark Bid number on the outside of the envelope.
GERI A. SAMS, Procurement Director
Publish:
Augusta Chronicle
Metro Courier
cc: Tameka Allen
Abie Ladson
Tony Williams
May 8, 15,22,29,2008
May 14 2008
Interim Deputy Administrator
Engineering
Engineering
SECTION IB
INSTRUCTION TO BIDDERS
IB-Ol. GENERAL:
All proposals must be presented in a sealed envelope, addressed to the Owner. The proposal
must be filed with the Owner on or before the time stated in the invitation for bids. Mailed
proposals will be treated in every respect as though filed in person and will be subject to the
same requirements.
Proposals received subsequent to the time stated will be returned unopened. Prior to the time
stated any proposal may be withdrawn at the discretion of the bidder, but no proposal may be
withdrawn for a period of sixty (60) days after bids have been opened, pending the execution of
contract with the successful bidder.
IB-02. EXAMINATION OF WORK:
Each bidder shall, by careful examination, satisfy himself as to the nature and location of the
work, the conformation of the ground, the character, quality and quantity of the facilities needed
preliminary to and during the prosecution of the work, the general and local conditions, and all
other matters which can in any way affect the work or the cost thereof under the contract. No
oral agreement or conversation with any officer, agent, or employee of the Owner, either before
or after the execution of the contract, shall affect or modify any of the terms or obligations
therein.
IB-03. ADDENDA AND INTERPRET A TIONS:
No interpretation of the meaning of plans, specifications or other prebid documents will be made
to any bidder orally.
Every request for such interpretation should be in wntmg addressed to the Purchasing
Department, 530 Greene Street, Augusta, Georgia, 30911 and to be given consideration must be
received at least ten working days prior to the date fixed for the opening of bids. Any and all
such interpretations and any supplemental instructions will be in the form of written addenda to
the specifications which, if issued, will be sent to the Augusta-Richmond County Purchasing
Director at least five working prior to the date fixed for the opening of bids. The
Purchasing Director shall send by certified mail with return receipt requested to all
prospective bidders (at the respective addresses furnished for such purposes), not later than three
working days prior to the date fixed for the opening of bids. Failure of any bidder to receive any
such addendum or interpretation shall not relieve such bidder from any obligation under his bid
as submitted. All addenda so issued shall become part of the Contract Documents.
Engineering Department Contract
Belair Hills Subdivision Improvements 12/2007
1 B-1
IB-04. PREPARATION OF BIDS:
Bids shall be submitted on the forms provided and must be signed by the bidder or his authorized
representative. Any corrections to entries made on bid forms should be initialed by the person
signing the bid.
Bidders must quote on all items appearing on the bid forms, unless specific directions in the
advertisement, on the bid form, or in the special specifications allow for partial bids. Failure to
quote on all items may disqualify the bid. When quotations on all items are not required, bidders
shall insert the words "no bid" where appropriate.
Alternative bids will not be considered unless specifically called for.
Telegraphic bids will not be considered. Modifications to bids already submitted will be allowed
if submitted by telegraph prior to the time fixed in the Invitation for Bids. Modifications shall be
submitted as such, and shall not reveal the total amount of either the original or revised bids.
Bids by wholly owned proprietorships or partnerships will be signed by all owners. Bids of
corporations will be signed by an officer of the firm and his signature attested by the secretary
thereof who will affix the corporate seal to the proposal.
NOTE: A 10% Bid Bond is required in all cases.
IB-05. BASIS OF AWARD:
The bids will be compared on the basis of unit prices, as extended, which will include and cover
the furnishing of all material and the performance of all labor requisite or proper, and completing
of all the work called for under the accompanying contract, and in the manner set forth and
described in the specifications.
Where estimated, quantities are included in certain items ofthe proposal, they are for the purpose
of comparing bids. While they are believed to be close approximations, they are not guaranteed.
It is the responsibility of the Contractor to check all items of construction. In case of error in
extension of prices in a proposal, unit bid prices shall govern.
IB-06. BIDDER'S QUALIFICATIONS:
No proposal will be received from any bidder unless he can present satisfactory evidence that he
is skilled in work of a similar nature to that covered by the contract and has sufficient assets to
meet all obligations to be incurred in carrying out the work. He shall submit with his proposal,
sealed in a separate envelope, a FINANCIAL EXPERIENCE AND EQUIPMENT
STATEMENT, giving reliable information as to working capital available, plant equipment, and
his experience and general qualifications. The owner may make such investigations as are
deemed necessary to determine the ability of the bidder to perform the work and the bidder shall
furnish to him all such additional information and data for this purpose as may be requested. The
Owner reserves the right to reject any bid if the evidence submitted by the bidder or
investigation of him fails to satisfy the Owner that such bidder is properly qualified to carry out
the obligations of the contract and to complete the work contemplated therein. Part of the
evidence required above shall consist of a list of the names and addresses of not less than five
(5) firms or corporations for which the bidder has done similar work.
Engineering Department Contract
Belair Hills Subdivision Improvements 12/2007 1 B-2
IB-07. PERFORMANCE BOND:
At the time of entering into the contract, the Contractor shall give bond to the owner for the use
of the owner and all persons doing work or furnishing skill, tools, machinery or materials under
or for the purpose of such contract, conditional for the payment as they become due, of all just
claims for such work, tools, machinery, skill and terms, for saving the owner harmless from all
cost and charges that may accrue on account of the owner performing the work specified, and for
compliance with the laws pertaining thereto. Said bond shall be for the amount of the contract
satisfactory to the owner and authorized by law to do business in the State of Georgia.
Attorneys-in-fact who sign bonds must file with each copy thereof, a certified and effectively
dated copy ofthe power of attorney.
IB-08. REJECTION OF BIDS:
These proposals are asked for in good faith, and awards will be made as soon as practicable,
provided satisfactory bids are received. The right is reserved, however to waive any
informalities in bidding, to reject any and all proposals, or to accept a bid other than the lowest
submitted if such action is deemed to be in the best interest of the Owner.
Engineering Department Contract
Belair Hills Subdivision Improvements 12/2007
18 - 3
GEORGIA PROMPT PAY ACT
This Agreement is intended by the Parties to, and does, supersede any and all provisions of the
Georgia Prompt Pay Act, O.C.G.A. Section 13-11-1, et seq. In the event any provision of this
Agreement is inconsistent with any provision of the Prompt Pay Act, the provision of this
Agreement shall control.
All claims, disputes and other matters in question between the Owner and the Contractor arising
out of or relating to the Agreement, or the breach thereof, shall be decided in the Superior Court
of Richmond Count, Georgia. The Contractor, by executing this Agreement, specifically
consents to venue in Richmond County and waives any right to contest the venue in the Superior
Court of Richmond County, Georgia.
Notwithstanding any provision of the law to the contrary, the parties agree that no interest shall
be due Contractor on any sum held as retainage pursuant to this Agreement and Contractor
specifically waives any claim to same.
NOTICE
All references in this document, which includes all papers, writings, drawings, plans or
photographs to be used in connection with this document, to "Richmond County Board of
Commissioners" shall be deemed to mean "Augusta Richmond County Commission-Council and
all references to "Chairman" shall be deemed to mean "Mayor".
DISPOSALS
Prior to any material from this project being wasted or otherwise disposed of outside the project
limits the Contractor shall furnish the Engineer a copy of written permission, signed by the
property owner (or his authorized agent) describing the estimated amount and type of material to
be placed on said property. If any portland cement concrete, asphaltic concrete, wood or other
such materials are to be wasted on the property, a copy of the owner's inert landfill permit,
issued by the Environmental Protection Division shall be furnished to the Engineer prior to any
such waste being removed from the project.
In all cases, regardless of the material being wasted, a grading permit issued by Augusta
Richmond County must be furnished to the Engineer.
Engineering Department
Belair Hills Subdivision Contract
PPA - 1
BELAIR HILLS SUBDIVISION IMPROVEMENT
PROJECT NUMBER: 324-04-203824335
SPECIAL CONDITIONS
SCOPE:
This project includes paving, grading, storms drainage, and sanitary sewer work in the Belair
Hills Subdivision. The contractor shall supply all material, equipment, labor, supplies, and
supervision necessary to properly complete this project as specified.
TERMINI AND LENGTH:
NOTE:
Applications for all permits have been filed with Georgia Department of Transportation. In the
event no permits have been issued, the Contractor shall schedule the work so that the
construction in the permitted areas can be done in conjunction with the work adjacent to the
permitted areas.
INCIDENT AL CONSTRUCTION ITEMS:
All work and materials without a specific pay item shall be considered incidental. To related pay
items, but is not limited to, all removal and disposals, borrow if needed, remove and reset fences,
remove and reset ornamental shrubs, bushes and sod, and the obtaining, maintaining and
restoration of any required borrow and/or waste pits.
IN PLACE EMBANKMENT:
There are approximately 200 cubic yards of Embankment. These figures represent the NEAT
quantities as shown by the cross sections. No shrinkage factor has been applied to the in place
embankment
No borrow pits are provided for this project. Any borrow source must have GADOT approval
prior to the borrow being incorporated into the project. Any agreements between the contractor
and the owner of the borrow source must be submitted to the Engineering Department at 1815
Marvin Griffin Rd., Augusta, Georgia, 30906, ATTENTION: PreConstruction. Engineering
Department can be contacted at 706-796-5040. Payment for all earthwork, including borrow,
will be included in the payment for Item 208-0100 in place embankment.
SPI- 1
DRIVEWAYS:
All driveways shall be in conformance with GDOT standards.
TYPICAL SECTIONS:
Refer to signed Final Construction Plans.
SPI- 2
SECTION A
AGREEMENT
THIS AGREEMENT, made on the _ day of
, 2008 by and between the
City of Aue:usta
party ofthe first part, hereinafter called the OWNER, and Blair Construction. Inc.
party of the second part, hereinafter called the CONTRACTOR.
WITNESSETH, that the Contractor and the Owner, for the considerations hereinafter names,
agree as follows:
ARTICLE I - SCOPE OF ':(HE WORK:
The Contractor hereby agrees to furnish all of the materials and all of the equipment and labor
necessary, and to perform all of the work shown on the plans and described in the specifications
for the project entitled:
Belair Hills Subdivision Improvements
Project Number: 324-04-203824335
And in accordance with the requirements and provisions of the Contract Documents as defined in
the General and Special Conditions hereto attached, which are hereby made a part of this
agreement.
ARTICLE II - TIME OF COMPLETION - LIQUIDATED DAMAGES:
The work to be performed under this Contract shall be commenced within lQ. calendar days after
the date of written notice by the Owner to the Contractor to proceed. All work shall be
completed within 18 months with such extensions of time as are provided for in the General
Conditions.
It is hereby understood and mutually agreed, by and between the contractor and the Owner, that
the date of beginning, rate of progress and the time for completion of the work to be done
hereunder are ESSENTIAL CONDITIONS of this contract. Contractor agrees that said work
shall be executed regularly, diligently, and uninterruptedly at such rate of progress as will insure
full completion thereof within the time specified. It is expressly understood and agreed by and
between the Contractor and the Owner, that the time for completion of the work described herein
is a reasonable time for completion of the same, taking into consideration the average climatic
range and construction conditions prevailing in this locality.
A-I
ONCE MOBILIZED, THE CONTRACTOR SHALL NOT STOP MAJOR
CONSTRUCTION ACTIVITIES FOR MORE THAN 14 DAYS, UNLESS APPROVED
BY THE AUGUSTA-RICHMOND COUNTY ENGINEERING DEPARTMENT. IN THE
EVENT THAT UNAPPROVED MAJOR CONSTRUCTION ACTIVITIES ARE CEASED
FOR MORE THAN 14 DAYS, A TOTAL OF TWO THOUSAND DOLLARS ($2.000)
SHALL BE PAID TO THE OWNER FOR EACH AND EVERY CALENDAR DAY THE
CONTRACTOR DOES NOT COMMENCE MAJOR CONSTRUCTION ACTIVITIES.
IF THE CONTRACTOR SHALL NEGLECT, FAIL, OR REFUSE TO COMPLETE THE
WORK WITHIN THE TIME HEREIN SPECIFIED, then the contractor does hereby agree,
as a part of the consideration for the awarding of this contract, to pay the Owner the sum of Two
Thousand Dollars $2.000 not as a penalty, but as liquidated damages for such breach of contract
as hereinafter set forth, for each and every calendar day that the contractor shall be in default
after the time stipulated in the Contract for completing the work.
The said amount is fixed and agreed upon by and between the Contractor and the Owner because
of the impracticability and extreme difficulty of fixing and ascertaining the actual damages the
Owner would, in such event, sustain, and said amounts shall be retained from time to time by the
Owner from current periodical estimates.
It is further agreed that time is of the essence of each and every portion of this Contract and the
specifications wherein a definite portion and certain length of time is fixed for the additional
time is allowed for the completion of a work, the new time limit fixed by extension shall be the
essence of this contract.
ARTICLE 111- PAYMENT:
(a) The Contract Sum
The owner shall pay to the Contractor for the performance of the contract the amount as
stated in the Proposal and Schedule of Items. No variations shall be made in the amount
except as set forth in the specifications attached hereto.
(b) Progress Payment
No later than the fifth day of every month,. the Contractor shall submit to the Owner's
Engineer, an estimate covering the percentage of the total amount of the contract which has
been completed from the start of the job up to and including the last working day of the
proceeding month, together with such supporting evidence as may be required by the Owner
and/or the Engineer. This estimate shall include only the quantities in place and at the unit
prices as set forth in the Bid Schedule.
On the vendor run, following approval of the invoice for payment, the owner shall after
deducting previous payments made, pay to the Contractor 90% of the amount of the estimate
on units accepted in place. The 10% retained percentage may be held by the Owner until the
final completion and acceptance of all work under the Contract.
A-2
ARTICLE IV - ACCEPTANCE AND FINAL PAYMENT:
(a) Upon receipt of written notice that the work is ready for final inspection
acceptance, the Engineer shall within 10 days, make such inspection and when he
finds the work acceptable under the contract and the contract fully performed, he
will promptly issue a final certificate, over his own signature, stating that the
work required by this Contract has been completed and is accepted by him under
the terms and conditions thereof, and the entire balance found to be due the
Contractor, including the retained percentage, shall be paid to the Contractor by
the owner within 15 days after the date of said final certificate.
(b) Before final payment is due, the Contractor shall submit evidence satisfactory to
the Engineer that all payrolls, material bills, and other indebtedness connected
with work have been paid, except that in case of disputed indebtedness of liens of
evidence of payment of all such disputed amounts when adjudicated in cases
where such payment has not already been guaranteed by surety bond.
(c) The making and acceptance of the final payment shall constitute a waiver of all
claims by the Owner, other than those arising from unsettled liens, from faulty
work appearing within 12 months after final payment, from requirements of the
specifications, or from manufacturer's guarantees. . It shall also constitute a
waiver of all claims by the contractor except those previously made and still
unsettled.
(d) If after the work has been substantially completed, full completion thereof is
materially delayed through no fault of the Contractor, and the Engineer, so
certifies, the Owner shall upon certification of the Engineer, and without
terminating the contract, make payment of the balance due for that portion of the
work fully completed and accepted.
(e) Notwithstanding any provision of the General Conditions, there shall be no
substitution of materials or change in means, methods, techniques, sequences or
procedures of construction that are not determined to be equivalent to those
indicated or required in the Contract Document, without an Amendment to the
Contract.
Each payment shall be made under the terms and conditions governing final
payment, except that it shall not constitute a waiver of claims.
A - 3
IN WITNESS WHEREOF, the parties hereto have executed this Agreement in three (3)
counterparts, each of which shall be deemed an original, in the year and day first mentioned
above.
AUGUSTA, GEORGIA
COMMISSION-COUNCIL
(Owner)
By: L9~p
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Bond No. 929 461 423
PERFORMANCE BOND
Conforms with The American Institute of Architects
A.I.A. document No. A-311
KNOW ALL BY THESE PRESENTS: that Blair Construction, Inc., PO Box 770, Evans, Georgia 30809
(Here insert full name and address or legal title of Contractor)
as Principal, hereinafter called Contractor, and, Western Surety Company, CNA Plaza. ChicaQo. Illinois 60685
(Here insert full name and address or legal title of Surety)
as Surety, hereinafter called Surety, are held and firmly bound unto Augusta-Richmond County Commission, 530 Greene St.,
Room 605, Augusta, Georgia 30911 (Here insert full name and address or legal title of Owner)
as Obligee, hereinafter called Owner, in the amount of Six Million Five Hundred Forty Nine Thousand Ninety and 64/100 - - -
-- -- -- -- - -- -- -- - -- -- - -- - - - - -- -- -- -- -- -- - - - - -- - -- -- -- - -- - -- -- -. Dollars ($ 6,549,090.64 .).
for the payment whereof Contractor and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly
and severally, firmly by these presents.
WHEREAS,
Contractor has by written agreement dated
, entered into a contract
with Owner for Belair Subdivision Improvements - Project Number: 324-04-203824335
(Here insert full name, address and description of project)
in accordance with Drawings and Specifications prepared by
(Here insert full name and address or legal title of Architect)
which contract is by reference made a part hereof, and is hereinafter referred to as the Contract.
S.1219/GEEF 10/99
Page 1 of 2
PERFORMANCE BOND
929461423
NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION is such that, if Contractor shall promptly and faithfully perform said
Contract, then this obligation shall be null and void; otherwise it shall remain in full force and effect.
The Surety hereby waives notice of any alteration or
extension of time made by the Owner.
Whenever Contractor shall be, and declared by Owner to be
in default under the Contract, the Owner having performed
Owner's obligations thereunder, the Surety may promptly remedy
the default, or shall promptly
I) Complete the Contract in accordance with its terms and
conditions, or
2) Obtain a bid or bids for completing the Contract in accordance
with its terms and conditions, and upon determination by Surety of
the lowest responsible bidder, or, if the Owner elects, upon
determination by the Owner and the Surety jointly of the lowest
responsible bidder, arrange for a contract between such bidder and
Owner, and make available as Work progresses (even though there
should be a default or a succession of defaults under the
Signed and sealed this
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S-1219/GEEF 10/99
Page 2 of 2
contract or contracts of completion arranged under this paragraph)
sufficient funds to pay the cost of completion less the balance of the
contract price; but not exceeding, including other costs and damages
for which the Surety may be liable hereunder, the amount set forth
in the first paragraph hereof. The term "balance of the contract
price," as used in this paragraph, shall mean the total amount
payable by Owner to Contractor under the Contract and any
amendments thereto, less the amount properly paid by Owner to
Contractor.
Any suit under this bond must be instituted before the
expiration of two (2) years from the date on which final payment
under the Contract falls due.
No right of action shall accrue on this bond to or for the use of
any person or corporation other than the Owner named herein or the
heirs, executors, administrators or successors of the Owner.
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Georgia 30809 _ ,
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Illinois 60685
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Buck Leigh, Attorney' act
JTitle)
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LABOR AND MATERIAL PAYMENT BOND
Bond No. 929 461 423
Conforms with The American Institute of Architects
A.I.A. Document No. A-311
THIS BOND IS ISSUED SIMULTANEOUSLY WITH PERFORMANCE BOND IN FAVOR OF THE
OWNER CONDITIONED ON THE FULL AND FAITHFUL PERFORMANCE OF THE CONTRACT
KNOW ALL BY THESE PRESENTS: that Blair Construction, Inc., PO Box 770, Evans, Georgia 30809
(Here insert full name and address or legal title of Contractor)
as Principal, hereinafter called Principal, and, Western Surety Company, CNA Plaza, ChicaQo, Illinois 60685
(Here insert full name and address or legal title of Surety)
as Surety, hereinafter called Surety, are held and firmly bound unto Augusta-Richmond County Commission, 530 Greene St.,
Room 605, Augusta, GA 30911 (Here insert full name and address or legal title of Owner)
as Obligee, hereinafter called Owner, for the use and benefit of claimants as hereinbelow defined, in the amount of Six Million Five
Hundred Forty Nine Thousand Ninety and 64/100 - - - - - - - - - - - - - - - - - - - - - - - - - - Dollars ($ 6,549,090.64 ).
for the payment whereof Principal and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and
severally, firmly by these presents.
WHEREAS,
Principal has by written agreement dated
, entered into a contract
with Owner for Belair Subdivision Improvements - Project Number 324-04-203824335
(Here insert full name, address and description of project)
in accordance with Drawings and Specifications prepared by
(Here insert full name and address or legal title of Architect)
which contract is by reference made a part hereof, and is hereinafter referred to as the Contract.
S-1220/GEEF 10/99
Page 1 of 2
LABOR AND MATERIAL PAYMENT BOND
929 461 423
NOW, THEREFORE, THE CONDITION OF THIS OBLIGA nON is such that, if Principal shall promptly make payment to all claimants as hereinafter
defined, for all labor and material used or reasonably required for use in the performance of the Contract, then this obligation shall be void; otherwise it shall
remain in full force and effect, subject, however, to the following conditions:
I. A claimant is defined as one having a direct contract with the
Principal or with a Subcontractor of the Principal for labor, material, or
both, used or reasonably required for use in the performance of the
Contract, labor and material being construed to include that part of water,
gas, power, light, heat, oil, gasoline, telephone service or rental of
equipment directly applicable to the Contract.
2. The above named Principal and Surety hereby jointly and
severally agree with the Owner that every claimant as herein defined, who
has not been paid in full before the expiration of a period of ninety (90)
days after the date on which the last of such claimant's work or labor was
done or performed, or materials were furnished by such claimant, may sue
on this bond for the use of such claimant, prosecute the suit to final
judgment for such sum or sums as may be justly due claimant, and have
execution thereon. The Owner shall not be liable for the payment of any
costs or expenses of any such suit.
3. No suit or action shall be commenced hereunder by any claimant:
a) Unless claimant, other than one having a direct contract with the
Principal, shall have given written notice to any two of the following: the
Principal, the Owner, or the Surety above named, within ninety (90) days
after such claimant did or performed the last of the work or labor, or
furnished the last of the materials for which said claim is made, stating
with substantial accuracy the amount claimed and the name of the party to
whom the materials
Signed and sealed this
// -et
day of
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(Witness)
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(Witness)
S-1220/GEEF 10/99
Page 2 of 2
were furnished, or for whom the work or labor was done or performed.
Such notice shall be served by mailing the same by registered mail or
certified mail, postage prepaid, in an envelope addressed to the Principal,
Owner or Surety, at any place where an office is regularly maintained for
the transaction of business, or served in any manner in which legal process
may be served in the state in which the aforesaid project is located, save
that such service need not be made by a public officer.
b) After the expiration of one (I) year following the date on which Principal
ceased Work on said Contract, it being understood, however, that if any
limitation embodied in this bond is prohibited by any law controlling the
construction hereof such limitation shall be deemed to be amended so as to
be equal to the minimum period of limitation permitted by such law.
c) Other than in a state court of competent jurisdiction in and for the county
or other political subdivision of the state in which the Project, or any part
thereof, is situated, or in the United States District Court for the district in
which the Project, or any part thereof, is situated, and not elsewhere.
4. The amount of this bond shall be reduced by and to the extent of
any payment or payments made in good faith hereunder, inclusive of the
payment by Surety of mechanics' liens which may be filed of record against
said improvement, whether or not claim for the amount of such lien be
presented under and against this bond.
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Blair Construction, Inc., PO Box 770, 'Evans; " ~
Georgia 30809 ~> \~. '.'.
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(Seal)
(Principal)
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W~~ f!f.
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(Title)
Western Surety Company, CNA Plaza, Chicago,
Illinois 60685
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'(S::;~ety)
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Buck Leigh, Attorney- - act
-(Title)
Western Surety Co.mpany
POWER OF ATTORNEV APPOINTING tNmVlDUAL ATTORNEV~IN~FACT
Know All Men By The~~. Prese.ntll, That WESTERN SURBTY COMP ANY, Ii South Dakota corporation, is a duly organized and existing c.orporMion
having its princ.ipal office in the City of SiClllX Falls, and State of South Dakota, and tnat it does by virtue of the signature and seal herein affixed hereby
make, cOl1stitute and appoint
Thomas M Albus, Buck Leigh, Individually
of Columbia, SC, its tme and lawful Attorney{s)-in-Fact with full power andatlthority hereby confclTed to sign, seal and execllte for aud on its behalf honds,
undertakings and other obligatory instruments of similar nature
~ In Unlimited Amounts ~
and to bind it therehy as fully and to the same extent M jf such iMtmmenls were sigl1ed by a duly a\lthorized off1cer oflhc corporation Ancl all the acts of said
Attorney, pursuant to fhe authOlity hereby given, are hereby rati fied and confirmed.
This Power of Attomey is made Ilnd executed pursuant to and by authority of the By-Law printed on the reverse h!!ll'c.of, duly adopted, as indicated, by
the shareholders of the corporation,
In Witness Whereof, WESTRRN SURETY COMPANY has el\uscd thc.se presents to be signed by its Senior Vice Pre.qident and its eorpornte seal to
be hereto affixed on this 17th day of October, 2006.
WESTERN SURETY COMPANY
State of South Dakota
County of Minnehaha
} Sa
On this 17th day of October, 2006, before me perwnally camc Paul T. I3nJflat to me known who bel'ng by m.e (I 1 d'd d d
. ,. . . " . u y sworn, I epose an g.ay: that
he resides in the City of Sioux Palls, Stale of South Dakota; that be is the Senior Vice President of WF.'3TERN ST IR"'TY C()MPANY J . . . .
, ...... \, ". , . (esel'lbl~d 10 and
which exeented the above instnJmellt; thaI he knows the scal of said corporation' that the seal affixed to tIle said 1'118tll.1m t' I .. '
, . ' . . ., ". " en IS slIe 1 corporate scal; that It was
so affixed pursuan1 to aUlhonty gIve" by the Board of Directors of said corporalion and thaI he signed his llame thereto "111'"11^111. to I'k I'
. ., _., '.', t'." n ... I e aut 10l'IIY, and
acknowledges same to be the aet and deed of said corporation. '
November 30, 2.9~
!~~~~~~~..~~~~~~'~~~~~~~~~~~+
i D, KRELL $
j:~NOT^RY puat..IC~1 ~
-r~SOUTH DAKOTA .. ~
" ~
+"'~~~""""t~"'~""'~tt~II1~~'A"'~~~'f>..~"'" ...
~
My commission expires
CIi'.RTIFtCA TE
I, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY d I b '0
-. 0 lere y certlry Ihilt t.he Power of Attorney he .' b " .' ,
fOI'ee, and further certify t.hat the By-I aw of f.he corporation i t d h ' rellla ove set iOrih IS still in
,J .. . 1'1' neon t c reverse hereof is still in force In leslimOl I f I h
my name and affixed the. seal ofthc said corporation this //-;7"""-" ~~ /'. 'Y w,creo ave herc'"1to subscribed
__EL-==-__ MY 0 f _...:::.:zt:. _ _rffL...""::::.E!!"'- , ~o g
---..-..-----....
WESTERN SURETY
L .. COMPANY
Form P428().09-06. .
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1.... Ne!SQI1, AssistAnt Secretary
tel 9/8/2008 T1me. 11.44 AM To: Patr1cK @ 9,17068681855
Paqe: 002-003
ACORD
TM
CERTIFICATE OF LIABILITY INSURANCE
DATE (MM/DDNYYY)
09/08/2008
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTiFICATE DOES NOT AMEND, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
PRODUCER (770)246-8300 FAX (770)246-8301
Sutter, McLellan & Gilbreath, Inc.
1424 North Brown Road
Suite 300
Lawrenceville, GA 30043-8107
INSURED Blair Construction, Inc.; Evans Grading &
Paving, LLC; Southern Asphalt, LLC.
P. O. Box 770
Evans, GA 30809
INSURERS AFFORDING COVERAGE
INSURER A: National Trust Insurance
INSURER B: FCCI Insu rance CO.
INSURER C
INSURER D:
INSURER E:
NAIC#
COVERAGES
THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOlWlTHSTANDING
ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR
MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH
POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INSR ~~'?;~ lYPE OF INSURANCE POLICY NUMBER PgkWl ~fltgg;w,E Pg~$~ ~X~~~N LIMITS
LTR
GENERAL LIABILllY CPPOO04476 02/14/2008 02/14/2009 EACH OCCURRENCE $ 1,000,000
X COMMERCIAL GENERAL L1ABILllY ~~~~JO RENTED $ 50,OOe
I CLAIMS MADE [8] OCCUR MED EXP (Anyone person) $ 5,OOe
A PERSONAL & ADV INJURY $ 1. 000. 000
-
GENERAL AGGREGATE $ 2,000,000
-
GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000
I POLICY IXl j~gj- n LOC
AUTOMOBILE LIABILllY CA 0005458 02/14/2008 02/14/2009 COMBINED SINGLE LIMIT
X (Ea accident) $
ANY AUTO 1,000,000
-
ALL OWNED AUTOS BODIL Y INJURY
- (Per person) $
SCHEDULED AUTOS
A X
HIRED AUTOS BODIL Y INJURY
X (Per accident) $
NON-OWNED AUTOS
-
- PROPERTY DAMAGE $
(Per accident)
GARAGE lIABILllY AUTO ONLY - EA ACCIDENT $
==l ANY AUTO OTHER THAN EAACC $
AUTO ONLY: AGG $
EXCESS/UMBRELLA LIABILIlY UMBOO02841 02/14/2008 02/14/2009 EACH OCCURRENCE $ 5,000,000
m OCCUR D CLAIMS MADE AGGREGATE $ 5,000,000
B ~ DEDUCTIBLE $
$
X RETENTION $ 10,OOC $
WORKERS COMPENSATION AND 010-WC08A-54981 02/14/2008 02/14/2009 X I T'1;~g~~S I IO~-
EMPLOYERS' L1ABILllY OFFICERS INCLUDED EL EACH ACCIDENT $ 1 000 000
A ANY PROPRIETOR/PARTNER/EXECUTIVE
OFFICER/MEMBER EXCLUDED? EL DISEASE - EA EMPLOYEE $ 1,000,000
If yes, describe under EL DISEASE - POLICY LIMIT $ 1,000,000
SPECIAL PROVISIONS below
OTHER
~ESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PRO'$ISIONS
roj: Belair Hills Subdivision Improvements, Contract Amount 6,549,090.64
CE TIFICATE HOLDER
Augusta GA Commission
Room 60S, Municipal Building
August, GA 30911
CANCELLA nON
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL
~ DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,
BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR L1ABILIlY
OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES,
AUTHORIZED REPRESENTATIVE
-7'~~ C ~
Mark Ja nes CSP/LINDAM
ACORD 25 (2001/08)
@ACORD CORPORATION 1988
eel ~/~/~UU~ T1me. 11.44 AM TO. patr1cK ~ ~,110~8~81B~~
paqe. 003-003
IMPORTANT
If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement
on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s).
If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may
require an endorsement. A statement on this certificate does not confer rights to the certificate
holder in lieu of such endorsement(s),
DISCLAIMER
The Certificate of Insurance on the reverse side of this form does not constitute a contract between
the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it
affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon.
.
ACORD 25 (2001/08)
BidlRFP IRFQ# 08 ~ /~/
CONTRAcrOR AFFIDAVIT AND AGREEMENT
By executing this affidavit, the undersigned contractor verifies its compliance with O.C.G.A. 13-10-91,
stating affirmatively that the individual, firm, or corporation which is contracting with Augusta Richmond
County Board of Commissioners has registered with and is participating in a federal work authorization
program'" [any of the electronic verification of work atlthorization programs operated by the United States
Department of Homeland Security or any equivalent federal work authorization program operated by the
United States Department of Homeland Security to verify information of newly hired employees, pursuant
to the Immigration Reform and Control Act" of 1986 (IRCA), P.L. 99-603], in accordance with the
applicability provisions and deadlines established in O.C.G.A 13-10-91.
The undersigned further agrees that, should it employ or contract with any subcontractor(s) in connection
with the physical perfonnance of services pursuant to this contract with Augusta Richmond County Board
of Commissioners, contractor will secure from such subcontractor(s) similar verification of compliance
with O.C.G.A 13-10-91 on the Subcontractor Affidavit provided in Rule 300-10-01-.08 or a substantially
similar form. Contractor further agrees to maintain records of such compliance and provide a copy of each
such verification to the Augusta Richmond County Board of CornrInssioners at the time the
subcontractor(s) is retained to perform such service.
/V" /4 ~'7/; I ~0-- 2007-
E- verify'" User identific~ti~ N~ber
"21/ CA-/ :-- C:::;;.-/ ...h-.v c- -he> -7 _::::z::;;u::-,
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Please Check One.
500 or More
100 or more
100 or less /'
Number of Employees
Company Name
(~JJ.u~ ft~~ a
BY: Authorized Officer or Agent JP=-
(Contractor Signature)
V~ ' /J~-5/~"'-,L
Title of Authorized Officer or Agent of Contractor
Date:
7///08
I /
~;1/t~,-., ~" /if~-/;;~e_ / J '-,
Printed Name of Authorized Officer or Agent
SUBSCRIBED AND SWORN
BEFORE ME ON THIS THE
/~
DAY OF ::::r=-/y 200 e
I ,-
Notary Public
Mv~~
My Commission Expires: ~ 7. moo
~A 5'.~~~
PLEASE RETURN WITH YOUR SUBMITTAL
Bid/RFPIRFQ NO&: - I~/
SUBCONTRACTOltAPFIDA VIT
By executing thllllffidavit, the un.der!{gned subcontractor verifies itll compliance with O.C.G.A. 13~1O.91t
stating affirmatively that the individual, fum, C! cOlpOration which i.1 q.sed in the physical performance
of ~ces under a contract with .ah.irLbnmudion J Irr~. on bebaJf of Augusta Riohmond County .
Board of Commissioners has ~gi~ with and is pattiei,pating In a federal work authorization program.
':, '[any of the electronic verification of work authorization programs operated by the United States Department
, of Homeland Security or any equi~tlcnt &doral work authorization program opoiatcd by the United Sttlte~
Detmtment of Homeland Security to verify oinfonnation of newly ~ employees. punW\1lt 'to' the
Immigration Reform and Control Act of 1986 ([ReA), P..L. 99.603], in acrordance with the applicability
provisiorul and deadllnes established In O. C. O. A 13-10-91.
S;-'{)%3s-f'l3
!.-Verlfy. User Identification Number
COLPNf f?'V IJJ); f!1~;r1s
CompanyName" /
Please CheQk One;
500 or More 1 DOor more 100 or less 0 ~
Number of Employees . -
<~/f2~Cf'
BY: Authorlled cor or Agent
(Subcontractor SignaM'a)
AO WN?t3
Title of Authorized Officer or Agent of SuboonttllCltOr
, H ~ ~ ~ . OJ i 1.1 ~ :- J. _ .'J' f' _
Printed Name of Authorized Officer or Agent 0 0
SUBSCRIBED AND SWORN 0
Date:
(:; - ;l /- 0 t
BEFORE ME ON THIS TIlE
. ':<J "', DAYOq~ .200~
NotaryPubJic G!<,-:cr.,,-{) , ~
My Commission ~~S~IMC: ~ ~d / UJ .
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BidIRFP1RFQ #og - /~L
SUBCONTRACTOR AFFIDAVIT
By executing this affidavit, tbeundersigned :nzbc<mtractor verifies its compliance with O.C.OA. 13-10191,
stating affirmatively that the individUB1, firm. or corpol'lltion which is engaged in the physical performance
of services under 8 contract with ~-r&f'1siTu.cfio() J Inc. on bebaJf of Augusta Richmond County
Board of Commissioners bas registered wich aod is participating in a federal work authorization program"
lany of the electronic verification of work authorizatioD programs operated by tho United States Department
of Homeland Security or any equivalent federal work authonution program ope fated by the United States
Department of Homeland Security to verify information of newly hired employees, pursuant to. the
Immigration Reform and Control Act of 1986 (lReA). r~. 99-603], in aCCl>rdance with the applicability
provisions and deadlines established in O. C. G. A 13-10-91.
AlA- UnJ-f-:\ 7- (- cOo 9
E- Verify · User Identification Number
II t C 5uro ej iN); Me
Company Name
C-/gU~ ~
BY: Authorized Offi~er or Agent
(Subcontractor Signature)
V: c'€.. - Pre.s~ cietJ ~
Title of Authorized Officer or Agent of Subcontractor
~A; ~ doe! ( . S. c;:. oo/c
Printed Name of Authorized Officer or Agent
SUBSCRIBED AND SWORN
...BEFORE:Mg ON THlS TIlE
~.. .. '2-3.'.,' DAYOF j~Y"'\<- 1200~
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Notary Public ~, L!~I/ G "'010
'. .. . 'N IYIVMISSION EXPIRt:S f',""! ,<- <-
My COrI1IXllSSIOD ExPlrCS: t't I I v\..." II -
PlellSe Check One; /
500 or More 1 00 or more . 100 or Ie". V
-, - -
Number of Employees
Dare:
c - 23- Z-CJOD
PLEASE RETURN WITH YOUR SUBMrITAL
BidIRFPIRFQ# e;g- /~~.
SUBCONTRACTOR AFFIDAVIT
By executing this affidavit, the' undersigned subcontractor verifies its compliance with O.C.GA. 13-10-9 I I
stating affirmatively that the individual, firm. or coIpOration which is engaged in the physical performance
of services under a contract with ..an.; r&n~ucli on I Inc. on beh.a.1f of Augusta Richmond County
Board of Commissioners has registered with and is participating in a federal work authorization program"
' . [any of the elootronic verification of work authorization prosrams operated by the United States Department
' of Homeland Security or any equivalent federal work authorization program operated by the Unitod States
Department of Homeland Security to verify 'infoIIUation of newly hired employees, pursuant to' the
lmmigration Reform and Control Act of 1986 ([ReA), PL. 99-603J, in accordance with the applicability
provisions and deadlines established in O. C. G. A 13.10-91.
3 (73(:55'4 7
E- Veri.t)r '$ User Identification Number
/f)C-rlc'r-IJi.'J IJ~.-- ,~UDf-)) v
comp~ame {L " ,
t ,1-ub,
BY: Authorized Officer or Agent
(Subcontractor Signature)
~i-1CC $Q I c_s
Title of Authorized Officer or Agent of Subcontractor
Please Check One;
SOO or More lDO'otlnore v-l'oo or less '
~umberofEmployees' ~
Date:
o t/:;. 3/0F:'
I I
Printed Name of Authorized Officer or Agent.
SUBSCRIBED .AND SWORN
BEFORE l\.1E ON TIllS THE
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c::r( ~ /DA-y OF. U L.L~
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, 200 P
BidIRFP/RFQ # '08 - /&..,
SUBCONTRACTORAFFIDA VIT
By executing this affidavit, the undersigned subcontractor verities its compliance with O.C.GA. 13-10.91,
stating affirmatively that the individual, firm, or corporation which is engaged in the physioal performance
of ~ervices under a contract with .iih; rLhn:strudi Of) J Inc. on behalf of Augusta Richmond County
Board of Commissioners has registered with cmd is participating in a federal work authori2.ation program.
[any of the electronic verification of work authorization programs operated by the United States Department
. of Homeland Security or any equivalent federal work authorization program operated by the United States
Department of Homeland Security to verify 'infonnation of newly hired employees, pursuant to' the
Immigration Reform and Control Act of 1986 C[RCA), P~. 99-603], in accordan~ with the applicability
provislOIlS and deadlines established in O. C, G. A 13-10-91.
BC-LLL 13 g3
E-Yerify. User Identification Number
Pee k' q c.-,je,",,",~t' ~t' k.~LLC.
Company Name
Please Check One;
500 or Men 100'or more ~lOO or less ~
~umber of Employees .
BY:AUlli~
(Subcontractor Signature)
\\~ ~e.sCU-<Le ~.:)e/
Tide of Authorized Officer or Agent of Subcontractor
Bv~ .L~~~~'C)/
Printed Name of Authorized Officer or Agent
SUBSCRIBED AND SWORN .
BEFORE ME ON TInS IHE
~~y-d DAY OF. ~
Date:
10- ~-~-98
.200[.
Notary Public ~~ t\ ~
My Commission Ex.pires: My Cornmeeslon Explrte AuguIIt 13th, 2009
BidIRFPIRFQ# 0&- /~/
SUBCONTRACTOR AFFIDA VIT
By executing this affidavit, the undersigned subcontractor verifies its compliance with O.C.GA. 13-1O~91,
stating affinnatively that the individual, firm, or corporation which is engaged in the physical performance
of services under a contract with Rh)' r L:bnstruc+i 0 n I lnc. on behalf of Augusta Richmond County
Board of Commissioners has registered with and is participating in a federal work authorization program *
[any of the electronic verification of work authorization programs operated by the United States Department
of Homeland Security or any equivalent federal work authorization program operated by the United States
Department of Homeland Security to verify information of newly hired employees, pursuant to. the
Immigration Reform and Control Act of 1986 ([ReA), P.L. 99-603], in accordance with the applicability
provisions and deadlines established in O. C. G. A 13-10-91.
U IJft 'I 7 - / - 0 7
E- Ven ::; User Identification Number
R'JC1eIA/4vf emc~h /
CompaH'y Name r
~1(0L
~: Authorized ~ent
(Subcontractor Signature)
Please Check One;
500 or More
100 .or more 100 or less
Number of Employees .
/
Date:
&-o?{,-Oy
Printed Name of Authorized Officer or Agent
SUBSCRIBED AND SWORN
BEFORE:ME ONTIDS THE
z& -ztt-- DA Y OF ~~
200 <b
, -
Notary Public MyCanlv~~
My Commission Expires: ~ 1.1Ol8 ...."."
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BtrBCONnACTOR AFfIDA VlT
By execudng thls affidavit, the undersi.,g.ned subc.o:ntraetor veri~ its compl izmce with (J.e.GA, 13.10-9] I
statit.ljJ affirmatively thaI the individual, firm, or COrpc:lratioD wblch 1:1 engaied in tho physical perfOII1lllI1CC
of BerJJCC!I 1mder IS contract with 3 h j r ('bl)sfr(.ld; 0 n J I !'l(l. 00 he1Wf of Aug'usta Ric:h!nond COUtlty
Beardo! Cormnllisio.IJcr:l has ~gl.stcred with mdi5 psrtic.ip8ling in a foderaJ work authori.7.&tioD pro~.
, [rny of th~ cIecll'Onic verlflcation of work lluthOriutiCtl program" operated by the United s~& Departmcot
or Homeland Secuncy or fILly equiV!lI~t tCd.cnl worlc authorlzaciotl ptogram opcra~ by the United SWes
DqmtmCTtt of Hom~land Security no verify m{onutlon of n=w-ly hired emp]oyct~. PlU'Suant tn' we
Im.rn.ignatJoo Refoml and Control Act of 1986 ([ReA). PL. 99-6(3), in acecr~~ with the appl.kabiIity
provisioIlS and deadl!Des lZtabliahec:l in O. C. G. A 13-10-91,
, ~JY\
&VcrUy · Dstr ldantlfication N\lUJber
~C4..M 'G~ c:.o..UCl\.4:~ Co.
Co~y Name
Please Cb~k One;
.500 or Mon: 100'0{' JOOre 100 or lesa, ~
~umberofEmploy=s' -
~~'~
BY~ A\lthorized Officer or A.gent
(SubcoJ'ltnwtor Signatwe)
C's + ~ 1I.\.e... ~r '
True of Authorized OffjCct or Agent crf Subcon1tlctor
, . MQ.I..~+ .a:>,",:~~~
'riDted Name of AutboMd Oflloor c(' Agcm '
~UBSCR1BEDAND SWORN
IIlFOll: ~ME ON-rillS nm J.. '
~6" ~YOF' ~
loouyPub!i, - t ~ (I
1)' COlDlJlissio Ex.pires:~ '?; I ~O
Date:
C;-lS-O~
,2001
-
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i~'. -OUSLIC : S
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Jt'/f/IlIlU'l"'~
.~E RBTI."RN WITH YOUR SUBMITTAL
BWJRFpIRFQ 1# "08 - /~/
SUBCONTRACTOR.AFF1DA vrr
By executing tiJ.Ul affidavit, the UIJde.rslgned subcontractor vmfies its compliance with O.C.GA. 13~1Q..91,
&fating affirmatively that the irJdiYiduAl, firm, or cotpOration which is engaged in tOO physical perform.ance
of services under 8 contract with RJLi r CbD:rtrucli 0 n J )nc.. onbebalf of Augusta Rkhmcmd County .
Board of ColDlIlissioner.s has registered with and i3 participating in 6 fedt:raJ work: lW1horization program.
.;;. . [any of the electronic verification of WOIk authorization programs operated by the United States Department
-. . of HomeWld Security or any ~aJent frideraJ W1rl: authcrimtion program o~ by. the Unitr;d S rates
" Department of Homeland Security to verify "in.fommtion cf newly hired emp1Qyees, pur.roant to" the
Immigration Refocm and Control Act of 19&6 (!ReA), P~. 99~31 in accordance with the applicability
pt"Ovmons and desdIines eatabti3hed in O. C. G. A 13-10-91.
N/ 4-- &/.7.;;7 ? zo= <,7
E- u~ IdentifiQltion
cct or Agent. "
SUBSCRIBED aND SWORN "
BEFORE WN nus THE
~3 DAYOF"~
Not:!ryPublic " Notary pubric, Jefferson County, GeorgIa
.. ~y Commission ExpIres OeoemblJr B, 200fiJ
My Commi..ssion Expues:
Please Check One; /
SOO or More _ 1 OO"?!" more _ 100 or lcs9 y
Number of Fmployees .
!)a.te;
~ ( d-~ ~
1200i
~\f'orlbx\Q ~u&F
PLEASE RETURN WITH YOUR SUBMlTI'AL
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1
STATEMENT OF NON-DISCRIMINATION
The undersigned understands that it is the policy of AugllSta":Richmond County t6
promote full and equal business opportunity for all persons doing buSin~s with Augusta-
Richmond County, The undersigned covenants that we have not discriminated, on the basis of
race, religion, 'gender, national origin or ethnicity, With regardt6. prime coritracting;
subcontracting or parlnering opportunities.
The undersigned covenants and agrees to make good faith efforts to ensure maximUm
practicable participation of local small businesses on the bid or contract awarded by Augusta-
Richmond County. '!be undersigned furth~ covenants that we have completed truthfully and
fully the required foHns. l'egarding good faith efforts and local small business
subcontractor/supplier utilization.
The undersigned further covenants and agrees not to engage in discriminatory conduct of
any type against local small buSinesses, in conformity with Augusta.Richmond County's Local
SmaJl Business Opporfunity Program. Set forth below is the signature of an officer of the
biddinWcontractmgentity with the authority to bind the entity,
. \
(l'kJLUM'1/'--'K. /l~ur~ltL
Signatun: of Attesting Party I
Vc.e- p,..-eYr~~-7 r
Title of Attesting party
~/
L;J / GL-, ,.-
~r7F-I-/<./c.h 0 -7 .::::z:;;c_,.
r
I
Subscribed and sworn to before me
this / ~ day of TJl' l 2006
I
~ 5 ~-;~
N aWry Public SEAL
MV~~
My commission expires: I4qJJIi 7. ...
~
A
CONFLICT OF INTEREST:
It shall be unethical for any City of Augusta business or participant directly or indirectly in a procurement contract when
the employee or official knows that:
(a) the employee or official or any member of the employee's or official's immediate family has a substantial
interest or fmancial interest pertaining to the procurement contract, except that tbe purchase of goods and
services from businesses which a member of the Commission or other City of Augusta employee has a
fmancial interest is authorized as per O. C.G.A. 36-1-14, or the procurement contract is awarded pursuant
to O.C.G.A. 45-10-22 and 45-10-24, or the transaction is excepted from said restrictions byO.C.G.A. 45-
10-25;
(b) Any other person, business, or organization with whom the employee or official of any member of an
employee's or officials immediate family is negotiating or has an arrangement concerning prospective
employment is involved in the procurement contract.
Any employee or official or any member of an employee's or official immediate family who holds a
substantial interest or financial interest in a disclosed blind trust shall not be deemed to have a conflict of
interest with regard to matters pertaining to that substantial interest or fmancial interest.
I, (vendor) ~/~~_....., /2.
~.v/i;..., <9 /" :r;...
/'
have read and understand the information
contained in the bid specifications.
Vendor Name:
~/ ..
.L-/ / cc;....... .-
"""--Vd "-/;'./C:..~ ;;,., '.7 ~,/"
C-- ~ / --L--~: L.- ,
,
Address:
'P o. '.3...-..> ><- 7)c:>
City & State:
6/C-<-d> / b4'- ;Jc> z'!. 0 7
/
Phone #: (7??~;J ) e.~& - /'7 S-o
Signature: { J IvlL~~ R. rl{S,,^,~
.
Fax #
(7.o~~ )
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Bid Item Number and Name: ff DB-/~I
~~
'O'e,k...,:'--
Date:
7// /0 g
( I
'5"...-. tCc/.~o ,....~ -7 .:::z:-y r' "vej'-t" "7' +-5
kih
THIS FORM MUST BE SUBMITTED WITH BID PACKAGE. NO EXCEPTION(S) WILL BE GRANTED
;!D BON'O
onforms with The American Institute of
rchitects, A.I.A. Document No. A-310
NOW ALL BY THESE PRESENTS, That we, Blair Construction, Inc., PO Box 770, Evans, Georqia 30809
as Principal, hereinafter called the Principal,
d the Western Surety Company
CNA Plaza, Chicago, Illinois 60685
, a corporation duly organized under
~ laws of the State of South Dakota
, as Surety, hereinafter called the Surety, are held and firmly bound unto
City Of Augusta, GA
530 GrAAnp. ~rrppr ~ugueta, C~ 30911
as Obligee, hereinafter called the Obligee,
the sum of
10% of bid amount
)lIars ($ 10 % 0 f bid am 0 u n t ) , for the payment of which sum well and truly to be made, the said Principal and the said
rety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents.
HEREAS, the Principal has submitted a bid for
Belair Hills Subdivision Improvements
JW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a Contract with the Obligee
accordance with the terms of such bid, and give such bond or bonds as may be specified in the bidding or Contract Documents with
od and sufficient surety for the faithful performance of such Contract and for the prompt payment of labor and material furnished in
: prosecution thereof, or in the event of the failure of the Principal to enter such Contract and give such bond or bonds, if the
incipal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such
ger amount for which the Obligee may in good faith contract with another party to perform the Work covered by said bid, then this
ligation shall be null and void, otherwise to remain in full force and effect.
~ned and sealed this
1st
July
,._ 200~.
day of
~:~A~
Blair Construction, Inc., PO Box 770,
Evans, Georgia 30809
(Seal)
Principal
Witness
r ' ~
( J ~~lVJ~ re.. (~~ ,\ ~
\It' c e. 71'&') (e(,., 'r -I-
Title
Western Surety Company
'-7~11 \ ,.
,. \(l()i"~C:~I-X:/
Witness
By 13 "'~c.-i.-- / 111 " ;(.,)
Buck Leigh ~ Attomey-;n-Fccr
Blair Construction, Inc.
P.O. Box 770
Evans, Georgia 30809
Phone (706) 868-1950 Fax (706) 868-1855
BIDDERS QUALIFICA nON STATEMENT
with Proposed Subcontractors/Suppliers
In the early 1950's Blair L. Mutimer began the Augusta located company Blair Construction. In 1973 the business
was incorporated in the State of Georgia as Blair Construction, Inc.
Blair Construction, Inc. has at some time performed grading, paving and underground utility construction for most
every municipality within a 40 to 50 mile radius of the City of Augusta. The majority ofthe work we perform is
either for the City of Augusta or Columbia County. We have an outstanding and well-respected relationship with
both these municipalities.
Our company employs approximately 53 persons and has an average annual revenue of around $12,000,000.
Approximately 80 percent of our work is large diameter underground utilities with the other 20 percent being
earthwork and base & paving.
Blair Construction, Inc. currently holds a "Certificate Of Qualification (# 2 BL 150)" from the Georgia Department
of Transportation with a maximum capacity rating of$31,300,000.
As established in past projects with the City of Augusta, we have both the experience and means to perform the
subject project to which we are bidding.
Below are qualified Subcontractors we propose to utilize for this project.
.
Maner Building Supply
H&C Surveying
Tucker Grading & Hauling
Country Boy Farms
Peek Pavement Marking
Ridgeway Concrete
Team Excavating
for fencing
for construction layout
for hauling
for grassing, matting, and erosion control
for pavement striping
for concrete paving & curb & gutter
for earthwork and grading
.
.
.
.
.
.
Below are qualified Suppliers we propose to utilize for this project.
.
HD Supply
McWane Cast Iron Co.
Aggregates USA
Reeves Construction
Augusta Ready Mix
Hanson Pre-Cast
Enwood Structures
for plastic pipe, fittings and valves
for ductile iron pipe
for bedding stone, GABC, and Rip-Rap
for asphalt, prime, and tack
for concrete (all classes)
for precast structures and RC storm pipe
for wooden bridge
.
.
.
.
.
.
Listed on the following page are recent projects of similar size and/or nature to which Blair Construction, Inc. has
successfully completed.
I. Rae's Creek Channel Improvements, Phase III
City of Augusta, GA
Contract Amount: $907,734.80
2, Butler Creek Interceptor Upgrade
City of Augusta, GA
Contract Amount: $5,400,889.36
3. Ridge Crossing Drainage Improvements
Columbia County, GA
Contract Amount: $950,067.70
4. Cummings Road Grading and Paving
Aiken County, SC
Contract Amount: $514,684.84
5. 36" High Service Water Line
Columbia County, GA
Contract Amount: $318,206,84
6. Highway 25 Wastewater CoIlection Improvements
City of Augusta, GA
Contract Amount: $1,096,770.33
7. Kissingbower Road Area Water and Sewer Improvements
City of Augusta, GA
Contract Amount: $1,633,317.92
8. Spirit Creek Force Main
City of Augusta, GA
Contract Amount: $5,485,149.66
9. Olive Road Sanitary Sewer Improvements
City of Augusta, GA
Contract Amount: $764,322.37
We appreciate the opportunity to submit our bid on this project and are sure our experience and qualifications will be
acceptable. If any other information is needed, please feel free to contact us.
R~::~;'d~_ ~
William R. Mutimer, Jr., Vice President
Date: 7;/frg
/7
Western Surety Company
POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY-IN-FACT
Know All Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation
having its principal office in the City of Sioux Falls, and State of South Dakota, and that it does by virtue of the signature and seal herein affixed hereby
make, constitute and appoint
Thomas M Albus, Buck Leigh, Individually
of Columbia, SC, iL~ true and lawful Attorney(s)-in-Fact with full power and authority hereby conferred to sign, seal and execute for and on its behalf bonds,
undertakings and other obligatory instruments of similar nature
- In Unlimited Amounts -
and to bind it thereby as fully and to the same extent as if such instruments were signed by a duly authorized offieer of the corporation and all the acts of said
Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed,
This Power of Attorney is made and executed pursuant to and by authority of the By-Law printed on the reverse hereof, duly adopted, as indicated, by
the shareholders of the corporation.
In Witness Whereof, WESTERN SURETY COMPANY has caused these presents to be signed by its Senior Vice President and its corporate seal to
be hereto affixed on this 23rd day of March, 2006.
~~\'\~~ET~J,,(
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"'t'41i'''--'~o1,.$
~~!'U~I~~
WESTERN SURETY COMPANY
~~"P~id'",
State of South Dakota
County of Minnehaha
} ss
On this 23rd day of Mareh, 2006, before me personally came Paul T. Bruflat, to me known, who, being by me duly sworn, did depose and say: that he
resides in the City of Sioux Falls, State of Soutil Dakota; that he is the Senior Viee President of WESTERN SURETY COMPANY described in and which
executed the above instrument; that he knows the seal of said corporation; that tile seal affixed to the said instrument is such corporate seal; that it was so
affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authority, and
acknowledges same to be the act and deed of said corporation.
November 30, 2006
+~~~~~~~~~~~~~~~~~~~~~~~~+
~ D.KRELL ~
r r
~~NOTARY PUBLIC~~
..~SOUTH OAKOTA~r
r ..
+~~~~~~~~~~~~~~~~~~~~~~~+
~
~""b1;"
My commission expires
CEIHIFICA TE
I, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY do hereby eertify that the Power of Attorney hereinabove set forth is still in
force, and further certi fy that the By-Law of the corporation printed on the reverse hereof is still in force. In testimony whereof I have hereunto subscribed
my name and affixed the seal of the said corporation this 1,:; r day of J u 1 y , 2 0 0 8
~''''I\\U~Et''''-oI4t"
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WESTERN SURETY COMPANY
Cf ~~I~sm".,
Form F4280-0 1-02
GENERAL CONDITIONS
INDEX TO GENERAL CONDITIONS
Anicle or Paragraph.
Number
Accepcance of Insurance ............................. 5.13
Access (0 the Work .................................. 13.1
I
Addenda-delinicion of (see detinition of
S pc:citicacions ) ......................................... I
A~eement-detinicion of ............ ... .. ............... I
All Ris k [ns.urJ.nce ....... . . . .. . . . . . . . . . . . . . . . . . . . . . , . " 5.6
Amendment. Wrinen ............................. l. J.1.1
Application for Paymenc-dennition of .................. 1
Application for Payment. Final ....................... 14.11
Application for Progress Payment .................... 14.1
Application for Progress Payment-review 0(.... 14.4-14.7
Arbitration................ ............................. 16
Authorized Variation in Worle: ......................... 9.5
A'Iailability of Lands. ........ .. . . . . . . .. . . . " " . . . . . . . .. 4.1
Award. Notice of-defined .............................. 1
Before Starting Construction ...................... 1.5.2.7
Bid-definition of ....................................... I
Bonds and Insurance-in general ........................ 5
Bonds--definition of. ..... ..... . ....... ... .. . '" '" ...... 1
.Bonds. Delivery of ., ............. ..... '" ......... 1.1.5.1
Bonds. Performance and Other.................... 5.1-5.:
Cash Allowances ..................................... 11.8
Change Order-<lednjtion or ..:.......................... I
Change Orders-to be executed ...................... 10.4
Changes in the Work ,.:................................ 10
Claims. Waiver of -on Final Payment ............... 14.16
Clarifications and Interpretations ...................... 9.4
Cleaning............ ................................. 6.17
Compietion " . . . . .. .. .... .... ... ...... .. . .. ..... .... .... 14
Completion. Substantial......................... 14.8.14.9
Conference. Preconstruction .......................... 1.8
Connie:. Error. Discrepancy-Comractor
to Report ,..........,.........................; :.5..3..3
Construction Machinery. Equipmeiu. etc. ............. 6A
.Continuing Work ..................................... 6.:9
Contract Documents--amending and
SUpplementing: ........... ...... ...... ........ .... 3.4-3.5
Contract Document.s-definition of ...................... 1
Contract Documents-Intent.................. .... J.J~3.3
Contract Documents-Reuse of ....................... 3.6
Contract Price. Change of .............................. I J
Contmct Price-definicion ',............................. I
COntmct Time. Change of ,............................. I:
COntmct Time. Commencement of .................... ':..3
Contmct Time-.:Jetinition of ............................ 1
Contractor-derlnition of ................ .. .. .... .. ...... I
ContmctorMay Stop Work or Terminate ............. 15.5
Contractor's COntinuing Obligation........ .......... 14.15
COntT'3ctor's Duty to Report Di~crepancy
in DOcuments .................................. ':.5.3.:
Contmctor's F~~-CostPlus ... 11.4.5.6.11.5.1.11.6.11.7
Commctor's LiOJbilitv Insurance,. '" ,.... . '" ..,... ... 5.3
COntr:lCIO ' R . 'b'l' " I 6
r s esponsl I lCIes-in genera ............,...
Contractor's Warranty of Title .... .................... 14.3
Contracto!"S--Other ................. " .... ............... 7
Contractual Liabilicy Insurance... .. .. .. .. .. .. .. ..... .. 5.4
Coordinating Contractor-definition of ....,........... 7.4
Coordination .......................................... 7.4
Copies of Documents............. .. .. .. .. ...... ....... 1.':
Correction or Removal of Defective Work ........... 13.1 J
Correction Period. One Year ....... _. .. ... ... . .. .... 13.11
Correction. Removal or Acceptance of Defective
Work-in general ........................... 13.11-13.14
Cost-net decrc.a.se ....................:.........:... 11.6.1
Cost of Wark ..................................... 11.4..11..5
COsts: Supplemental..... ......... ... ...... .. .. .. '" 11.4.5
Day--definition of . . . .. .. . . . ... " . . . . . . . ...... . . . . . " .. .. 1
Defecrive-<lefinition of ................................. I
Defecrive Work. Acceptance of...: ...........;...... 13.13
Defecrivt Work. Correction or Removal of .......... 13.11'
DefeCTive W ork-in general ............... 13. J 4.7, 14.11
DtfecTive Work. Rejecting... .. .. . . .... .. .. .. .. .. .. .... 9.6
Definitions .............................................. 1
Delivery of Bonds .............................. ..... .... 2.1
Determination for Unit ?rices ........................ 9.10
Disputes. Decisions by Engineer................. 9.11-9.11
Documents. Copies or .... ...... ............... ........ 1.:
Documents. Record .................................. 6.19
Documents. Reuse ...................... _ ............. 3.6
Drawings--detinition or ................................. 1
Easements ............................................ 4.1
Effective date of Agreemenc-detinition of..... . .... .. ... I
Emergencies ..............................,.......... 6.:1
Engineer-definition of . .. .. ................... .... ... ... I
Engineer's Decisions ................. _ .. .. .. .... 9.10-9. J 1
Engineer's-Notice Work is Acceptable... .......... 14.13
Engineer's Recommendation of Payment.. '... 14.4.14.13
Engineer's Responsibilities.Umirations
on ................. 6.6,9.11,9.13-9.16,18.2
Engineer's Status During Constrtlction--in general ...... 9
Equipmenc. ubor. Materials and...... .. .. ......... 6.3-6.6
Equivalenc Materials and Equipment .....,............ 6.7
E;~plorations of physical conditions.. .. .. ., ..... . '" .. 4.1
Fee. Concractor's-(ostS Plus. ...... .. .. .... '" . ..... 11.6
Field.Order-detinition of ............................... I
Field Order-issued by Engineer ................3.5.1. 9.5
Final Application for Payment.................. ..... 14.12
Final Inspection ..................................... 14.11
Final Payment and Acceptance ...................... 14.13
Final Payment. Recommendlltion of ,. .......... 14.13.14.14
General Provisions.............................. 17.3-17.4
General Requirement5--<Jerlnition of.. .. .. ...... ......... I
General Requirements-principal
references [0 ',............... 2.6.4.4. 6.4.6.6-6.7. 6.:3
f
..
Giving Notice ........................................ 17.1
Guarantee of Work -by Contractor ................... 13.1
Indemnitication ......... .................... Q,JO-O.32, 7.5
Inspection. Final .................................... 14.11
Illspcction. Tests and ... .. -............. ......... ..... 13.3
Insurance, Bonds and-in general ....... .._.............. 5
Insurance. Certificates of ................ ......,.... 2.7, 5
Insurance-<:ompleted operations. . . . , . . . . . .. " . . .. . . .. 5.3
Insurance. Contractor's Liability...................... 5.3
fnsurance. Contractual Liability....................... 5.4
Insurance. Owner's Liability....................... '," 5.5
Insurance. Property .............................. 5.6-5.13
Insurance-Waiver of Rights ......................... 5.11
Intent of Contract Documents ................... J .3, 9. J4
Interpretations and Clarilicarions ..,................... 9.4
Investigations of physiCal conditions... . '" ...... . .. ... 4.2
Labor. Materials and Equipment .................. 6.3~.5
Laws and Regulations-detinition of .. . .. ............. '" 1
uws and Regulations--general ........ . . ............. 6.14
Liability Insurance-Contractor's ..................... 5.3
Liability Insurance-Owner's ......................... 5.5
Liens-detinitions of ................................ 14.2
Lirnimtions on Engineer's
Responsibilities .............:....... 6.6, 9.11, 9,13-9.16
Materials and equipmenc-furnished by Contractor .... 6.3
Materials and equipment-not
incorporated in Work .............................. 14.1
Materials or equipment-<quivalent ..:................ 6.7
Miscellaneous Provisions ............................... 17
Multi-prime contracts .................... ...............7
Notice. Giving of ..................................... 11.1
Notice of Acceptability of Project .................., 14.13
Notice of Award-definition of ........................., 1
Notice to Proceed-definition of '" ..... ....... ... . ...... 1
Notice to Proceed-giving of .......................... 2.3
"Or.Equal" Items.... ......... .... ......,.. ....... .... 6.7
Other contractors ............ i.... ., ... '" .. .. ..... ..... 7
Other work: . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . . . . " i
Overtime Work-prohibition of ........................ 6.3
Owner--<ietinition of .................................... 1
Owner May Correct Defecrive Work, ..... ... .. ...... 13.14
Owner May Stop Work................ .............. 13.10
Owner ~ay Suspend Work. Terminate .......... 15.1-15A
Owner's Du ty {o Execute Change Orders ............. I I. 3
Owner's Liability Insur.lnce ........................... 5.5
OWner' 5 Represen!ative-Engineer to serve as ........ 9.1
Owner's Responsibilities-in general ..........;......... 3
Owner's S~pnr.lte Repres~ntative at site. ......... . .... 9.3
Partial Utilization .................................. 14.lG
Partial UtiJiZlltion--.ieftnition of ......................... I
Partial Utilization-Property Insurance.............,. 5.15
Patent F~es :lnd Royalties ............................ 6,l~
Payments. Recommendatiun of .....,..... 14.4-14.7. 14.13
P<lyments (0 Cuntr:J.ctor-in general .................... 14
Payments [0 Contractor-when due ........... 14.4, 14.13
Payments to Contractor-withholding ................ 14.7
Performance and other Bonds ..................... 5.1.5,2
Pennits ........ . .. . . .. . . ... . .. .. ... .. .. ....... ..... .... 6.13
Physical Conditions ............................. -.. .... 4.2
Physical Conditions-Engineer' ~ revieW" ............. 4.2.4
Physical Conditions-<xisting strUct1Jres ... . . . ... .... 4.2.2
_ Physical Conditions-<xplorations iUld reportS ....... 4.2.1
Physical Conditions--possible document change "'!' 4.2.t
Physical Conditions--price and time adjustments .... 4.2.5
Physical Conditions--report of differing ............. 4.2.3
Physical Conditions--Underground Fa.cilities .......... 4.3
Preconstruction Conference ....... _. _. . .. .. . . .. . . .. ... 2.8
Preliminary Matters .................. _. _ " .. . . .. . . . . .. . .. 2
Premises, Use of ................................ 6.16-0.18
Price. Change of Contract .............................. II
Price.Contract-definition of ............................ I
Progress Payment. Applications for. .. .. ....;... ...... 14.2
Progress Payment-retainage ....... .. .. .. . . . . .. .. . '" 14.2
Progress schedule ............... 2.6. 2.9,6.6.6.29, 15.2.6
Project--Jefinition of ............... .. .. .. .. . . . . .. . .. . . .. I
Project Representatiol'l-provision for ............... .-._ 9.3
Project Representative, Residellt--JenIlition ot .......... I
Project. Staning the ................................... 2.4.
Property Insuranc e ............................... 5.6-5.1 J
Property Insurance-Partial Utilization. .............. 5.15
Property Insurance-Receipt and Application
of Proceeds .................................. ~ 5.12-5.13
Protection. Safety and .........................._ 6.10-6.21
Punch list ............................................ 14.11
Recommendation of Payment.................. 14.4, 14.13
Record Documents ................................... 6.19
Reference Points ...................................... 4.4
Regulations. Law! and ............................... 6.14
Rejecting Defecrive Work ............................. 9.6
'Related Work at Site .............................. 7.1-7.3
Remedies Not E;tclusive ............................. 17.4
Removal or Correction of Defective Work ........... 13.11
Residenc Project Representative~efinition of ..... .. .. .. t
Resident Project Represencarive-provision for........ 9.3
Responsibilities. Contractor's--in general ............... 6
Responsibilities. Engineer' s-in general ................. 9
Responsibilities. Owner's-in general. . . .. . . . . . .. . . .. . . .. 8
Retainage ....:....................................... 14.2
Reuse or" Documents .................. ... . . .. . . . . .. .. .. J.5
Rights of Way........................ ................. 4.1
Royalties. Patent Fees and ........................... 6.12
Sat'etyandProleCtion....... 6.20-6.21,18.1-18.2
Samples ......................................... 6.23-6.28
Schedule of progress ........ 2.6.2.8-2.9.6.6.6.29.15.2.6
Schedule of Shop Drawing
submissions...................... 2.6.2.3-2.9.6.23. [4.1
Schedule of values ...................... 2.6.2.8-2.9. 14.1
Schedules. Finlllizing ... .. .. ......... .. .. .... .......... 2.9
Shop Drawings and Samples. .. ...... .. .......... 6.23-6.28
Shop Drawing5-<.Jetinition of........ ................. ... I
Shop Drawings. use to approve
substitutions ......,............................... 6.7.3
5
Site, Visits t!>-by Engineer........................... 9.2
Specifications-definition of .............. .. . . . . . .. . .. . .. I
Starting Construction. Before. . . " . . . . .. . . " . . . . . .. 2..5-2.8
Starting the Project........;... ........ .. .. .... .. ... .... 2.4
Stopping W ork-by COntractor .. .. .. ... . . .. .. .. ... . " 1.5.5
Stopping W ork-by Owner .......................... 13. 10
Subcontractor-detinition of................ .. ..... ...... 1
Subcontractors-in general ....................... 6.8~.1 I
Subconuact.s-required provisions ............5.1 1.1. 6. I I
11.4.3
Substantial Completion-<:ertification of .............. 14.8
Substantial Cornpletion--detinition of..... ...... .. . ...... 1
Substitute or "Or-Equal" Items ........................ 6.7
Subsurface Conditions. '" ......................... 4.1-4.3
Supplemental costs ..........................,...... 11.4.5
Supplementary Condition~efinition of ................ J
Supplementary Conditions-principal
references to .. 2.1,4.2..:5.1.5.3,5.6-5.8.6.3. 6.13,6.13. .
7.4, 9.3
Supplementing Contract Documents ............... 3.4-3.5
Supplier-delinition of.... .. " . . .. . . . . .. . . . . .. . . . . . . . " .. 1
Supplier-principal references to ... 3.6.6.5. 6. 7~.9. 6.10.
6.24,9.13.9.16.11.8.13.4.14.12
Surety-<;onsent to payment.. ................ 14.11. 14.14
Surety-Engineer has no duty to ..................... 9 ~ 13
Surety-notice to ........... " .. .. .. .. . . ... 10.1, 10.5, 15.1
Surety-qualitii::ation of ........................... 5.1-5.2
Suspending Work. by Owner ....;.................... 1.5.1
Suspension of Work and Termination-in general....... 15
Superintendent--Contraclor's ......................... 6.1
Supervision and S~perintendence .................. 6.1 ~.2
Tues-Payment by Contractor. . ... ... .... ........ . .. 6.15
Termination-by Contractor.... . . . '" . .. .. . .. . .. .. ... 15.5
Termination-by Owner....... . . ...... .... .. .... 15.2~ 15.4
Termination. Suspension of Work and-in general ...... 15
Tests and Inspections ........................... 13.3-13.7
Time. Change of Contract................. ............. 12
Time. Computation of ................ ................ 17.2
Time. Contract-definition of . " .. . . . . .... . .. . . .. . ... . . .. 1
Uncovering Work ............................... 13.8-13.9
Underground Facilities-definition of .................... I
Underground FaciJities-no[ shown or indicated ..... 4.3.2
Underground Facilities-protection of ........... 4.3. 6.20
Underground Facilities-shown or indicated. .. ...... 4.3. J
Unit Price Work-detlnition of .......................... I
Unit Price Work-general ......... ........ 11.9. 14.1. 14.5
Unit Prices.............................. ........... 11.3.1
U nit Prices. Determinations for.. .. .. .. .. .. .. ... ... ... 9.10
Use of Premises............................ ..... 6.16-6.18
Utility owners .......................... 6.13,6.20.7.2-7.3
Values. Schedule of ......................... 2.6.2.9. 14.1
Variations in Work-Authorized. .. .. .. .. ... 6.2.5. 6.17. 9.5
V" . S' -b E . 9 .,
ISles to He y ngIneer.........:.............. ~... ._
Waiver of Claims-on Final Payment....... .......... 14.16.
Waiver of Rights by insured partie~ ............i' 5.10. 6.1I
Warranty and Guarantee-by Contractor ....:........ 13. I
Warranty of TitJe. Contractor's .......... ............. 14.3
Work. Access to ............... ....... ... . .. ...... .... J 3.2
W ork.......by others ......................................... 7
Work Continuing During Disputes ,................... 6.29
Work. Cost of................. .................. 11.4-11.5
Work-detlnition of ...,.................................. 1
Work Directive Change-detinition of ................... I
Work Directive Change-principal .
references to ............................ 3.4.3, 10. I - J 0.2
Work. Neglected by Contractor ..................... 13.14
Work. Stopping by Contractor......... .. ............. 15.5
Work. Stopping by Owner. .. .. .......... ........ 15.1-15.4
Written Amendmenc-detinition of ...................... I
Written Amendment-principal
references to ..................... 3.4.1. 10.1. 11.2. 1:2.1
6
GENERAL CONDITIONS
ARTICLE I-DEFINITIONS
Wherever used in these denerul Cundicions or in [he other
Contract Documents the following terms have the meanings
indicated which are applicable to both rhe singular and plural
thereof:
Addenda-,-Wrirten or graphic instruments issued prior [0 the
upening of Bids which clarify. corm;t or change the bidding
documents or the Contract Documents.
.-lgreemellt- The wri[[en agreemenr between OWN ER and
CONTRACTOR covering the Work to be performed: other
Contract Documenrs are attached ro (he ,<1.greement and made
a part thereof as provided therein.
AppliCi/filJ/l jiJr Pa.\'fIl/'llt- The form accepted by ENG I_
NEER which is (0 be used by CONTRACTOR in requesting
progress or linal payments and which is to include, such sup-
porting documentation as is required by the Contract
Documents.
Bid-The offer or proposal of the bidder submi[[ed on, the
prescribed form setting forth the prices for the Work to be
performed.
Bonds-Bid. performance and payment bonds and other
instruments of security.
Clrange Order-A document recommended by ENGINEER.
which is signed by CONTRACTOR and OWNER and autho-
rizes an addition. deletion or revision in the Work. or an
adjustment in the Contract Price or the Contract Time. issued
on or after the Effective Date of the Agreement.
Contracr DOcl/tmnts- The .'\greement, Addenda' which per-
tain ro the Contmct Documents). CONTRACTOR's Bid
(including documentation accompanying the Bid and any post-
Bid documentation submitted priono the Notice of Awardl
when a[[ached as an ~:<hibit to the Agreement. the Bonds.
these General Conditions. the Supplementary Conditions. the
Specifications and the Drawings as the same are more spe-
cificlJJIy identified in [he Agree ment. together with all amt:nd-
ments. modifica.tions and supplements issued pursuant to
paragraphs JA a.nd 3.5 on or after the Effective Date of rhe
Agreement.
CVlltract Price-The moneys payable by OWNER to CON-
TRACTOR under the Contract Documents as st(ut:d in the
Agreement (subject to rhe provisiuns of paragraph 11.9.1 in
the case of Unit Price Work).
CO/ltl'C/ct TilHl'- The number of Jays (computed as provided
in plJragrnph 17,::) or [he date s!:ited in the Agreement for [he
completion of the Work.
CONTRACTOR_The person. tirm or cllrponHion with whLlm
OWNER hus entered inro [he Agreement.
defee/il'e-An adjective which when mcxJifying the word Work
refers ro Work that is unsatisflJctory. flJuIty or deficient. or
does not conform [0 the Contract Documents. or does not
meet the requirements of any inspection. reference standard.
rest or approval referred to in the Contract Documents. or
has been damaged prior [0 ENGINEER's recommendation
offinal payment (unless responsibility for the protection thereof
has been assumed by OWNER at Substantial Completion in
accordance with paragraph 14.8or 14,10),
Dr(/\\,;/lgs- The drawings which show the character and scope
of [he Work to be perfonned and which have been prepared
or approved by ENGINEER and are referred to in the Con-
eract Documenrs.
Effecril'l.' Date of tlte A~reemelll- Tht: date indicated in the
Agreement on which it becomes effective. but ifno such date
is indicated it means the date on which the Agreement is
signed and delivered by the last of the two parties to sign and
deliver.
E.VGINEER-"- The person. firm or corporacion.,named as such
in che Agreeme'nt. ''''
Field Order-A written order issued by ENGINEER which
orders minor changes in che Work in accordance with para-
graph 9.5 but \vhich does noc involve a change in che Contract
Price or the Concract Time.
Ge/lual Requirements--Sectjons of Division 1 of che Speci-
ficacions.
Lall's and'Regulations: Laws orRegulations-Laws. rules.
regulations. ordinances. codes and/or orders. .
. Notice of .-1.1l'ard- The written notice by OWNER co che
apparent successful bidder stating thac upon compliance by
the apparenr successful bidder with the conditions precedent
enumeraced therein. withinche time specified. OWNER will
sign and dc:liver the Agreement.
Notice (0 Proceed-A written notice given by OWNER to
CONTRACTOR (with a copy to ENGINEERllixing the date
on which the Contract Time will commence to run and on
which CONTRACTOR shall start to I'erform CONTRAC-
TOR'S obligations under the Contract Documents.
OWNER-The public body or authority. corporation. asso.
ciation. 11m or person with whom CONTRA.CTOR has ~ncered
inco the Agreement :Jnd for whom rhe Work is ro be provided.
Parritd Utili::ario/l-Placing a portion of the Work in service
for the purpose for which it is intended (or a related purpose)
before reaching Substantial Completion for all the W0rk.
Project-The rowl construction of which the Work to be
provided under the Contract Documents may be the whole,
or a parr os inuicuteu elsewhere in rhe Contract Documents.
Rt'sidl!nt Project R,'prest!/lt(rrh'e- The authorized represen-
tative of ENGfN EER whu is assigned to (he site or an~' port
thereof.
7
Shop Drawings-All drawings, diagrams. illustrations.
schedules and other data which are specifically prepared by
or for CONTRACfOR to illustrate some portion of the Work
and all illustrations. brochures, standard schedules, perfor-
mance cha.n:s. instructions, diagrams and other infonnarlon
prepared by a Supplier and submitted by CONTRACTOR to
illustrate material or equipment for some portion of the Work.
Sp~cificarion!-Those portions of the Contract Documents
consisting of written technical descriptions of materials,
equipment. consl!'tlction systems. standards and workman-
ship as applied to the Work and certain administrative details
applicable thereto.
Subconrracror-An individual. linn or corporation having a
direct contract with CONTRACTOR or with any other Sub-
contractor for the performance of a part of the Work at the
site.
Subsrantial Complerio~ The Work (or a specified part thereot)
has progressed to the point where, in the opinion of"ENGI-
NEER as evidenced by ENGINEER's definitive certificate
of Substantial Completion, it is sufficiently complete, in
a.ccordance with the Contract Documems. so that the Work
(or specified part) can be utilized for the purposes for which
it is intended; or if there be no such certificate issued. when
linal payment is due in accordance with paragraph 14.13. The
terms "substantially complete" and "substamially com-
pleted" a.5 applied to any Work refer to Substantial Comple-.
tion thereof.
Supp/~m~ntary Condirions-The part of the Contract Docu-
ments which amends or supplements these General Condi-
tions.
Supplier-A manufacturer. fabricator. supplier. distributor.
materialman or vendor.
Und~riround Faciliries-An pipelines. conduits. ducts. cables.
wires. manholes. vaults. tanks. tunnels or other such facilities
or attachmecrs. and any encasements containing such facil-
ities which have been installed underground to furnish any of
the fOllOWing services or materials: electricity, gases. steam.
liquid petroleum products, telephone or other communica-
tions. cable television. sewase and drainage removal. traffic
or other control systems or water.
Unit Pric~ Work-Work to be paid for on the basis of unit
prices.
Work-The entire completed construction or the various sep-
arately identifiable parts thereof required to be furnished
under the Contract Documents. Work is the result of per-
fanning services. furnishing labor and furnishing and incor-
porating materials and equipment into the construction. all
as required by the Contract Documents.
Work Dir~ctiv~ Chang~-A written directive to CONTRAC-
TOR. issued on or after the Effective Date of the Agreement
and signed by OWNER and recommended by ENGINEER.
ordering an addition, deletion or rev~ion in the Work. or
responding to differing or unforeseen physical conditions under
which the Work is to be performed a5 provided in paragraph
4.2 or 4.3 or to emergencies under paragraph 6.22. A Work
Directive Change may not change the Contract Price or the
Contract Time, but is evidence that the parties expect that
the change directed or documented by a Work Directive
Chan"ge will be incorporated in a subsequently issued Change
Order following negotiations by the parries as to its effect. if
any, on the Contract Price or Contract Time a5 provided in
paragraph 10.2..
Wrirr~n Amendm~nt-A written amendment of the Contract
Documents. signed by OWNER and CONTRACTOR on or
after the Effective Date of the Agreement and normally deal-
ing with the nonengineering or nontechnical rather than strictly
Work-related aspects of the Contract DOClLments.
ARTICLE 2-PRELIMINARY MATTERS
,
.
Delivery of Borui.s.'
:.1. When CONTRACTOR delivers [he executed Agree-
ments to OWNER, CONTRACTOR shall also deliver to
OWNER such Bonds as CONTRACTOR may be required to
furnish in accordance with paragraph 5.1.
Copies of Documen1:r:
:.:Z. OWNER shall furnish to CONTRACTOR up to ten
copies (unless otherwise specified in the Supplemencary Con-
ditions) of the Contract Documents a.5 are reasonably nec-
essary for the execution of the Work. Additional copies will
be furnished. upon request. at the cost of reproduction.
CommmCeTMnl of Contracr Time: Notice to p,.oc~ed:
2.3. The Contract Time will commence to run on the
thirtieth day after the Effective Date of the Agreement. or. if
a Notice to Proceed is given. on the day "indicated in the
Notice to Proceed. A Notice [0 Proceed may be given at any
time within thirty days after the Effective Date of the Agree-
ment. In no event will the Contract Time commence to run
later than the seventy-fifth day afler the day of Bid opening
or the thirtieth day after the Effective Date of the Agreement.
whichever date is earlier.
Starting rhe Project:
1.4. CONTRACTOR shall start to perfonn the Work on
the date when the Contract Time commences to run. but no
Work shall be done at the site prior to the date on which the
Contract Time commences to run.
BtfOrt Starring ConsTrucrion:
2.5. Before undertaking each part of the Work. CON-
TRACTOR shall carefully study and compare the Contract
Documents and check and verify pertinent figures shown
8
thercon and all applicable field measurements. CONTRAC.
TOR shall promptly report in writing to ENGINEER any
conRict. crror or discrepancy which CONTRACTOR may
discover and shall obtain a written interprctation or c1arifi.
cation from ENGINEER Defore proceeding with any Work
affected thercby: however. CONTRACTOR shall not be lia-
ble to OWNER or ENGIN EER for failure to report any
conflict. error or discrepancy in the Contract Documcnts.
unlcss CONTR.4.CTOR had actual knowledge thereofor should
reasonably have known thereof.
2.6. Within tcn days after the Effective Date of the Agree-
ment (unless otherwise specified in the General Require-
ments). CONTRACTOR shall submit to ENGINEER for
review:
2.6.1. an estimated progress schedule indicating the
starting and completion dates of the various stages of the
Work:
2.6.2. a preliminary schedule of Shop Drawing sub.
mi ssions: and '
2.6.3. a preliminary schedule of values for all of the
Work which will include quantities and prices of items
aggregating the Contract Price and will subdivide the Work
into component parts in sufficient detail to serve, as the
basis for progress fJayment.'\ during construction. Such
prices will include an appropriate amount of overhead and
profit applicable to each item of Work which will be'con-
firmed in Writing by CONTRACTOR at the time, of sub-
mission.
2.7. Before any Work at the site is started. CONTRAC-
TOR shall delh'er to OWNER. with a copy to ENGINEER.
certificates land other evidence of insurance requested by
OWNER) which CONTRACTOR is required to purchase and
maintain in accordance with paragraphs 5.3 and 5.4. and
OWNER shall deliver to CONTRACTOR certifica.tes land
other evidence of insurance requested by CONTRACTOR)
which OWNER is rcquired to purchase and maintain in
accordance with paragraphs 5.6 and 5.7.
Preconstrucrr'oll Conference:
~.8. Within twenty days after the Effective Date of the
Agreement. but before CONTRACTOR stans the Work at
the site. a conference altended by CONTRACTOR. ENGI-
NEER and others as appropriate will be held to discuss rhe
schedules referred CO in paragraph 2.6. ro discuss procedures
for handling Shop Drawings and other submicrals and for
processing Applications for Paymcnt. and to establish a working
undustanding among the parties as [0 the Work.
Finali:ing Sclredules:
2.9. :\tl~ast [en duys before submission of the rirst Appli-
cation for Pa)'ment a conference attended by CONTRAC-
TOR. ENGI~EER nnd others as appropriate will be held [0
finaliu the ~..:hedules submitted in acconlance with PUr<!-
graph 2.6. The finalized progress schedule will be acceptable
to ENGINEER as providing an orderly progression of the
Work to completion within [he Contract Time. but such
acceptance will neither impose on ENGINEER responsibility
for the progress or scheduling of the Work nor relieve CON-
TRACTOR from ful! responsibilitythercfor. The finalized
schedule of Shop Drawing submissions wil! be acceptable to
ENGINEER as providing a workable arrangement for pro-
cessing the submissions; The nnalized schedule of values will
be acceptable to ENGIN EER as to form and substance.
ARTICLE 3-CONTRACT DOC U ,1;1 E:-.ITS: [NTENT.-
AMENDING. REUSE
Intent:
3.1. The Contract Documents comprise [he entire agree-
mcnt between OWNER and CONTRACTOR concerning the
Work. The Contract Documents are complementary: what is
called for by one is as binding as if called (or by all. The
Contract Documents will be construed in accordance with
the law of the place of the Project.
3.2. It is the intent ofrhe Contract Documents to describe
a functionally complete Project lor part thereot) to be con-
structed in accordance with the Contract Documents. Any
Work. materials or equipmenr that may reasonably be inferred,
from the Contract Documents as being required to produce
[he intended result wiII be supplied whether or not specifically
caUed for. When words which have a well.known technical
or trade 'meaning are used to describe Work. materials or
equipment such words shall be interpreted in accordance with
that meaning. Reference to standard specifications. manuals
orcodes of any technical society. organization or association.
ono the Laws or Regulations of any governmental authority.
whether such refcrence be specific or by implication. shall
mean the latest standard specification. manual. code or Laws
or Regulations in effecr at rhe time of opening of Bids (or. on
the Effective Date of the Agreement if there were no Bids).
except as may be otherwise specifically stated. Howcver. no
provision of any referenced srandard specification. manual
or code (whether or not specifically incorporated by reference
in the Contract Documents) shall be etfective to change the
duties and responsibilities of OWNER. CONTRACTOR or
ENGINEER. or any of their consujtants. agents or employ-
ees from those set forth in the Contract Documents. nor shall
it be cffective to nssign to ENGINEER. or any of ENGI.
NEER's consultants. agents or employees. any duty or
authority to supervise or direct the furnishing or performance
of the Work or any duty or authority to undertake r~spon5i-
bilicy contrary ro rhe provisions of paragraph 9.15 or 9.16,
Clarifications and interprerarions of the Contract Documents
~hall be issued by ENGINEER as provided in paragraph 9.-1:,
3.3. If. during [he performance of the Work. CONTRAC-
TOR nnds a contlier. error or discrepancy in the Contract
Documents. CONTRACTOR shall so report co ENG1N EER
in writing ut once anu before proceeding with Ihe Work atTected
thereby shull obtain a written in'terpretution or claritication
9
from ENGINEER: however. CONTRACTOR shall not be
liable to OWNER or ENGINEER for failure to repOrt any
conflict. error or discrepancy in the Contract I:iocuments
unless CONTRACTOR had actual knowledge thereof or should
reasonably have known thereof.
Amtnding and Suppkmmting Contra.ct Documents:
3.4. The Contract Documents may be amended to pro-
vide for additions. deletions and revisions in the Work or to
rnodify the terms and conditions thereof in one or more of
the following ways:
3.4.1. a formal Written Amendment.
3.4.2. a Change Order (pursuant to paragraph 10.4),
or
3.4.3. a Work Directive Change (pursuant to para-
graph 1O.lJ.
As indicated in paragraphs II.:! and .12.1. Contract Price and
Contract Time may only be changed by a Change Order or a
Written Amendment.
3.5. In addition. the requirements of the Contract Docu-
ments may be supplemented. and minor variations and devia-
tions in the Work may be authorized, in one or more of the
following ways:
3.5.1. a Field Order (pursuant to paragraph 9.5),
3.5.2. ENGINEER's approval of a Shop Drawing or
sample (pursuant to paragraphs 6.26 and 6.27). or
3.5.3. ENGINEER's written interpretation or clarin-
cation (pursuant to paragraph 9.4).
RtU!t of DoCUmtnls:
3.6. Neither CONTRACTOR nor any Subcontractor or
Supplier or other person or organiZation performing or fur-
ni.shing any of the Work under a direct or indirect contract
will1 OWNER shall have or acquire any title to or ownership
rights in any of the Drawings. Specincations or other docu-
ments (or cOpies of any thereot) prepared by or bearing the
seal of ENGINEER: and they shall not reuse any of them on
extensions of the Project or any other project without written
consent of OWNER and ENGINEER and specific written
verilication or adaptation by ENGINEER.
ARTICLE 4-A V AILABILITI' OF LANDS; PHYSICAL
CONDITIONS; REFERENCE POfNTS
A. vailahility of lA.ruis:
4.1. OWNER shall furnish. as indicated in the Contract
Documents. the lands upon which the Work is to be per-
fonned. rights-of-way and easements for access thereto. and
such other lands which are designa'ted for the use of CON-
TRACTOR. Easements for permanent structures or perma.
Qent changes in existing facilities will be obtained and paid
for by OWNER. unless otherv.'ise provided in the Contract
Documents. If CONTRACTOR believes that any delay in
OWNER's furnishing these lands. rights~of-way or case.
ments entitles CONTRACTOR to an extension of the Con-
tract Time. CONTRACTOR may make a claim therefor as
provided in Article 12. CONTRACTOR shall.provide for all
additional lands and access thereto that may be required for
temporary construction facilities or storage of materials and
equipment.
Physical Conditions:
4.2.1. Exp/orationsand ReportS: Reference is made
to the Supplementary Conditions for identification of [hose
reports of explorations and tests of subsurface conditions
at the site that have been utilized by ENGINEER in prep-
aration of the Contract Documents. CONTRACTOR may
rely upon the accuracy of the technical data ~ntained in
such repol1S. but not upon nontechnical data."'interpreta-'
tions or opinions contained therein or for the completeness
thereof for CONTRACTOR's purposes. Except as indi-
cated in the immediately preceding sentence and in para-
graph 4.2.6. CONTRACTOR shall have full responsibility
with respect to subsurface conditions at the site.
4.2.2. Existing Structur~s: Reference is made to the
$upplemenrary Conditions for identification of those
drawings of physical conditions in or relating to existing
surface and subsurface structures (except Underground
Facilities referred to in paragraph 4.3) which are at or
contiguous to the site that have been utilized by ENGI-
NEER in preparation of the Contract Documents. CON-
TRACTOR may rely upon the accuracy of the technical
data contained in such drawings. but not for.the complete.
ness thereof for CONTRACTOR's purposes. Except as
indicated in ,the immediately preceding sentence and in
paragraph 4.2.6. CONTRACTOR shall have full respon-
sibility with respect to physical conditions in or relating
to such structures.
4.2.3. ReporT of Differing Conditions: If CONTRAC-
TOR believes that;
4.2.3.1. any technical data on which CONTRAC-
TOR is entitled to rely as provided in paragraphs 4.1.1
and 4.2.2 is inaccurate. or
4.2.3.2. any physical condition uncovered or
revealed at the site differs materially from [hat indi.
cated. reflected or referred to in the Contract Docu-
ments.
CONTRACTOR shall. promptly after becoming aware
thereof and before performing any Work in connection
therewith (except in an emergency as .permitted by para-
graph 6.2:2). notify OWNER and,ENGINEER in writing
about the inaccuracy or difference.
10
.U..L E;YCINEER's Rl!1'ilfll': ENGINEER will
promptly review the peninenc conditions, determine the
rtecessity of obtaining additional t:.xplorntions or tem with
respect thereto and advise OWN ER in writing (with a copy
to CONTRACTOR) of ENGINEER's findings and con-
clusions.
4.2.5. Pos.rihle Dammen! Change: If ENGINEER
concludes that there is a material uror in (he Contract
Documents or (hat becaust: of neWly discovt:red condi-
tions a change in the Contract Documents is required. a
Work Directive Change or a Change Order will be issued
as provided in Article 10 to retlect and documertt [he
consequences of [he inuccuracy or difference.
4.2,6. Pa.rsihle Price (/nd Till/I.' Adjustlllellts: In each
such case. an increase or decrease in the Contract Price
or an extension or shortening of the Contract Time. or any
combination thereof. will be allowable to the extent that
the,' are :lttributable to any such inaccuracy or difference.
If OWNER and CONTRACTOR are unable to agree as to
the amount or length thereof. a claim may be made therefor
as provided in Articles II and 12.
Physical Condin'ons-ClIderground Facilities:
..1.3, I. Sholl'n Of Indicated: The information and data
shown or indicated in the Contract Documents with respect
to existing Underground Facilities at or contiguous to tlie
site is based on information and data furnished to OWNER
or ENGINEER by the owners of such Underground Facil-
ities or by others, Unless it is otherwise expressly pro-
vided in the Supplementary Conditions:
4.3.1.1. OWNER and ENGINEER shall not be
responsible for the accuracy or .completeness of any
such information or data: and,
.U.1.2. CONTRACTOR shall have full responsi-
bility for reviewing and checking all such information
and data. for locating all Underground Facilities shown
or indicated in [he Contract Documents. for coordina-
tion of the Work with the owners of such Underground
Facilities during: construction. for the safety and pro-
tection thereof as provided in paragraph 6.20 and
repairing any damage thereto resulting from the Work.
the cost of all of which will be considered as havinlZ
been included in the Contract Price. -
~,3,2. Not ShOlI'1I or Indicated. If an Underground
Facility is uncovered or revealed at or contilzuous to the
site which was not shown or indicated in the Contract
Documents and which CONTRACTOR could not reason-
ably have bt:en expected to be aware of. CONTRACTOR
shall. promptly aftt:r becoming aware thereof and before
performing :lny Work affected thereby (except in a.n emt:r-
gene}' as pt:rmitteu by paragraph 6.22l. identify the owner
of such U nut:rground Facility and give written notice thereof
to that Ownt:r and tll OWNER anu ENGINEER. ENGI-
NEER will promptly review the UnuergrounJ Fadlhyco
determin.e the extent to which the Contract Documents
should be modified to reflect and document the conse-
quences of the existence of the Underground Facility. and
the Contract Documt:nts will be amertded or supplemented
to the extent necessary. During such lime. CONTRAC..
TOR shall be responsible for the safety and protection of
such Underground Facility as provided in paragraph 6.20,
CONTRACTOR shall be allowed an increase in the Con.
tract Price or an extension of the Contract Time. or both.
to the extent that they are attributable to the existence of
any Underground Facility that was not shown or indicated
in the Contract Documents and which CONTRACTOR
could not reasonably have been e.~pected to be aware of.
If the parties are unable to agree as co the amount or length
thereof. CONTRACTOR may make a claim therefor as
provided in Articles 11 and J 2.
Reference Points:
~.4. OWN ER shall provide engineering surveys to estab-
lish reference points for construction which in ENGINEER's
judgment are necessary to enable CONTRACT~R to proceed
with the Work. CONTRACTOR shall be responsible for lay.
ing out the Work (unless otherwise specified in the General
Requirements). shall protect and preserve the established
reference points and shall make no changes or relocations
without the prior written approval of OWNER. CONTRAC-
TOR ~hall reran to ENGINEER whenever any reference
point is lost or destroyed or requires relocation because of
necessary changes in grades or locations. and shall be respon-
sible for the accurate replacement or relocation of such ref-
erence porms by professionally qualified personnel.
ARTICLE 5-BONDS AND [NSURANCE
Performance and Other Bonds:
5.1. CONTRACTOR shaH furnish performance and pay.
ment Bonds. each in an amount at least equal to the Contract
Price as security for the faithful pert"ormance and payment of
all CONTRACTOR's obligations under the Contract Docu-
ments, These Bonds shall remain in effect at least until one
year after the date whent1nal payment becomes due. except
as other-vise provided by Law or Regulation or by the Con.
tract Documents. CONTRACTOR shaH also furnish such
other Bonds as are required by the Supplementary Cllndi.
tions. All Bonds shall be in the forms prescribed by Law or
Regulation or by tht: Contract Documents and be e,xecuted
by such sureties as are named in the current list of "Com.
panies Holding Certificates of Authority as Acceptable Sure"
ties on Federal Bonds and as Accepta.ble Reinsuring Com.
panies" as published in Circular 570 (amended) by the Audit
Staff Bureau of Accounts. U.S. Treasury Dt:purtment. All
Bonds signed by an agent must be accompanied by a cenified
copy of the authority to act.
5.2. If the ~urety on any Bond furnished by CONTR.\C.
TOR is dt:clured a bankrupt or becomes insolvent or its right
[0 do business is tt:rminatei.l in any state wht:re any pan of
r I
the Project is located or it ceases to meet the requirements
of paragraph 5. I. CON.TRACTOR shall within five days
thereafter substitute another Bond and Surety, both of which
must be acceptable to OWNER.
C OTUrfUwr' s Uahiliiy llUuranet:
5.3. CONTRACTOR shall purchase and maintain such
comprehensive general liability and other insurance as is
appropriate for the Work being performed and furnished and
as will provide protection from claims set forth below which
may arise OUt of or result from CONTRACTOR's perfor-
mance and furnishing of the Work and CONTRACTOR's
other obligations under the Contract Documents. whether it
is to be pen-ormed or furnished by CONTRACTOR. by any
Subconcractor. by anyone directly or indirectly employed by
any of them to perform or furnish any of the Work. or by
anyone for whose acts any of them may be liable:
5.3.1. Claims under workers' or workmen's compen-
sation. disability benefits and other similar employee ben-
efit acts:
5.3.2. Claims for damages because of bodily injury,
occupational sickness or disease. or death ofCONTRAC-
TOR's employees;
5.3.3. Claims for damages because of bodily injury,
sickness or disease. or death of any person other than
CONTRACTOR's employees;
5.3.4. Claims for damages insured by personal injury
liability coverage which are sustained (a) by any person
as a result of an offense directly or indirectly related to
the employment of such person by CONTRACTOR. or
(b) b>' any other person for any other reason:
5.3.5. Claims for damages. other than to the Work
itself. because of injury to or destruction of tangible prop-
erty wherever located. including loss of use resulting
therefrom:
5.3.6. Claims arising OUt of operation of Laws or Reg.
ulations for damages because of bodily injury or death of
any person or for damage to property: and
5.3.7. Claims for damages because of bodily injury or
death of any person or property damage arising OUt of the
ownership. maintenance or Use of any motor vehicle.
TIe insurance required by this paragraph 5.3 shall include
the specific coverages and be written for not less than the
limits of liability and coverages provided in the Supplemen-
tary Conditions. or required by law, whichever is greater.
The comprehensive general liability insurance shall include
completed operations insurance. All of the policies of insur-
ance so required to be purchased and maintained (or the
certificates or other evidence thereot) shaH contain a provi.
sion or endorsement that the coverage alTorded will not be
cancelJed. materially changed or renewal refused until at least
thirty days' prior written notice has been given to OWNER
and ENGINEER by certified mail. All such insurance shall
, remain in effect untillinal payment and at all times thereafter
when CONTRACTOR may be correcting, removing or
replacing defecriv~ Work in acc,ordance with paragnlph 13.12.
In addition. CONTRACTOR shail maintain such completed
operations insurance for at least two years after final payment
and furnish OWNER with evidence of continuation of such
insurance at tinal payment and one year thereafter.
CO!llrtUtu.a.l LitzJJ iliry Ins urane e:
5.4. The comprehensive general liability insurance required
by paragraph 5.3 will include concractualliability insurance
applicable to CONTRACTOR' s obligations under paragraphs
6.30 and 6.31.
Owner's Liahiliry llUuranee:
5.5. OWNER shall be responsible for purc,hasing and
maintaining OWNER's own liability insuran!e and, at
OWNER's option. may purchaSe and maintain such insur.
ance as will protect OWNER against claims which may arise
from operations under the Contract Documents.
Proptrry lnrurance:
5.6. Unless otherwise provided in the Supplementary
Conditions. OWNER shall purchase and maintain property
insurance upon the Work at the site to the full insurable value
thereof (subject to such deductible amounts as may be pro-
vided in the Supplementary Conditions or required by Laws
and Regulations). This insurance shall include the interests
of OWNER. CONTRACTOR. Subcontractors, ENGINEER
and ENGINEER's consultants in the Work. all of whom shall
be listed as insureds or additional insured panies. shall insure
against the perils of fire and extended coverage and shall
include "all risk'. insurance for physical loss and damage
including theft. vandalism and malicious mischief. collapse
and water damage, and such other perils as may be provided
in [he Supplementary Conditions. and shall include damages.
losses and expenses arising OUt of or resulting from any insured
loss or incurred in the repair or replacement of any insured
property (inclUding but not limited to fees and charges of
engineers. architects. attomeys and other professionals!. If
not covered under the "all risk" insurance or otherwise pro-
vided in the Supplementary Conditions. CONTRACTOR shall
purchase and maintain similar property insurance on portions
oflhe Work stored on and Off the site or in transit when such
portions of [he Work are to be included in an Application for
Payment.
5.7. OWNER shall purchase and maintain such boilerand
machinery insurance or additional property insurance as may
be required by the Supplementary Conditions or Laws and
Regulations which will include [he interests of OWNER.
CONTRACTOR. Subcontractors, ENGINEER AND
ENGINEER's consullants in the Work. all of whom shall be
listed as insured or additional insured parties.
12
5.8. All the policies of insurance (or the certificates or
other evidence thereoO required to be purchased and main-
tained by OWNER in accordance with paragraphs 5.6 and
5.7 will contain a provision or endorsement that the coverage
afforded will not be cancelled or materially changed or renewal
refused until at least thiny days' prior wrinen notice has been
given to CONTRACTOR by certified mail and will contain
waiver provisions in accordance with paragraph 5.11.2.
5.9. OWNER shall not be responsible for purchasing and
maintajni"ng any propeny insurance to protect the interests
of CONTRACTOR. Subcontractors or others in the Work to
the e,xtenc of any deductible amouncs that are provided in the
Supplementary Conditions. The risk of .Ioss within the
deductible amOUnt. will be borne by CONTRACTOR. Sub.
COntractor or others suffering any such loss and ifany of them
wishes property insurance coverage within the limits of such
amounts. each may purchase and maintain it at the purchas-
er's own expense.
5.10. If CONTRACTOR requests in writing that other
special insurance be included in the property insurance pol-
icy. OWNER shall. if possible. include such insurance. and
the COSt thereof will be charged to CONTRACTOR by appro-
priate Change Order or Written Amendment. Prior to com-
mencement of the Work at the site. OWNER shall in Writing
advise CONTR.A.CTOR wherher or not such other insurance
has been procured by OWN F.~.
Waiver of Righ'~:
5.11.1. OWNER and CONTRACTOR waive all rights
against each other t'or all losses and damages caused by
any of the perils covered by the policies of insurance
provided in response to paragraphs 5.6 and 5.7 and any
orher propeny insurance applicable to the Work. and also
waive all such rights against the Subcontractors. ENGI-
NEER. ENGINEER's consultants and all other parties
named as insureds in such policies for losses and damages
so caused. As required by paragraph 6.11. each subcon-
tract between CONTRACTOR and a Subcontractor will
contain similar waiver provisions by the Subcontractor in
favorofOWNER. CONTRACTOR. ENGINEER. ENGI-
N EER' s col1suJtnncs and all other parties named as insureds.
None of the nbove waivers shali e:<tend to the rights that
any of the insured parties may have to the proceeds of
insuronce h~ld by OWNER as trustee or otherwise P;1Y-
able under any policy so issued.
5.11.2. OWN ER and CONTRACTOR intend that any
policies provided in response to paragraphs 5,6 and 5.7
shall protet.:t all of the parties insured and provide primary
covemge for illl losses and damages l:aused by rhe perils
cO\'~red thereby. Accordingly. all such policies shall con.
toin provis ilJns co the effect that in the event uf payment
of an y loss vr domage the insurer will have nlJ rights Llf
recovery againsr any of the parties named as insureds Llr
addirilJnal insureds. and if the insurers require s~parat~
wni\'cr forms to be signeu by ENG[NEER or ENGI-
NEER's l:unsu{cunt OWN ER will ubtain rh~ same. amI if
such waiver forms are required of any Subcontracror.
CONTRACTOR will obtain the same.
Rtceipt and Applicarian of Proceeds:
5.12. Any insured loss under the policies of insurance
required by paragraphs 5,6 and 5.7 will be adjusted with
OWNER and made payable to OWNER as trustee for the
insureds. as their interests may appear. subject (0 the require.-
ments of any applicable mortgage clause and of paragraph
5.13. OWNER shall deposit in a separate account any money
so received. and shall distribute it in accordance with such
agreement as the parties in interest may reach. If no other .
spe.cial agreement is reached the damaged Work shall be
repaired or replaced. the moneys so received applied on
account thereof and the Work and the cost thereof covered
by an appropriate Change Order or Written Amendment.
5.13. OWNER as trustee sha.ll have power to adjust and
settle any loss with the insurers unless one of the parties in
interest shall object in Writing within fifteen (jays after' the
occurrence of loss to OWNER's exercise of this power. If
such objection be made. OWNER as trustee shall make set-
tlement with the insurers in accordance with such agreement.
as the panics in interest may reach. If required in writing by
any pany in interest. OWNER as trustee shall. upon the
occurrence of an insured loss. give bond for the proper per-
formance of such duties.
Acceptance of Insurance:
5.14. If OWNER has any objection to [he coverage afforded
by or other provisions of the insurance reqt:ired to be pur.
chased and maintained by CONTRACTOR in accordance
with paragraphs 5.3 and 5.4 on the basis of its not complying
with rhe Contract Documents. OWNER shall notify CON-
TRACTOR in writing thereof within ten days of the date of
delivery ot' such certificllCes to OWNER in accordance with
paragraph '2.7. If CONTRACTOR has any objection to the
coverage afforded by or other provisions of the policies of
insurance required to be purchased and maintained by OWNER
in accordance with paragraphs 5.6 and 5.7 on the basis of
rheir no~ complying with the Contract Documents. CON-
TRACTOR shall notify OWNER in writing thereof within ten
days of the date of delivery of such certificates to CON-
TRACTOR in accordanc~ with paragraph 2.7. OWNER and
CONTRACTOR shall each provide to rhe ocher such addi-
tional information in respect of insurance provided by each
as the other may reasonably request. Failure by OWNER or
CONTRACTOR to give any such notice of objection within
the time provided shall constitute acceptance of such insur-
ance purchased by rh~ other as complyi ng with the Contract
Documents.
Paniai Utili:otion-Properry Insurance:
5.15. If OWNER nnds it necessary [0 occupy or use a
portion or portions lJf the Work prior CO Substantial Comple.
tion of all the Work. such use or occupancy may be accom-
plished in accordanl:e wirh puragI1lph 14.10: provided that no
13
such use or occupancy shall commence before the insure~
providing [he property insurance have acknowledged notice
thereof and in writing effected the changes in coverage neces-
sitated thereby. The. insurers providing the property insur-
ance shall consenl by endo~ement on the policy or policies,
but the propeny insurance shall not be cancelled or lapse on
account of any such partial use or occupancy.
ARTICLE &-CONTRACTOR'S RESPONSIBILITIES
Suptrvisiorr and S llTHrin.wuitnct:
6.1. CONTRACTOR shall supervise and direct the Work
competently and efficiently, devoting such attention thereto'
and applying such skills and expertise as may be necessary
to perform the Work in accordance with the Contract Doc-
uments. CONTRACTOR shall be solely responsible for the'
means. methods. techniques. sequences and procedures of
construction, but CONTRACTOR shall not be responsible
for the negligence of othe~ in the design or selection of a
specific means, method, technique, sequence or procedure
of construction which is indicated in and required by the
Contract Documents. CONTRACTOR .shall be responsible
to see that the finished Work complies accurately with the
Contract Documents.
6.::. CONTRACJOR shall keep on the Work at all times
during its progress a competent resident superintendent. who
shall not be replaced without written notice to OWNER and
ENGINEER except under extraordinary circumstances. The
superintendent will be CONTRACTOR's representative at
the site and shall have authority to act on behalf of CON.
TRACTOR. All communications given to the superintendent
shall be as binding as if given to CONTRACTOR.
Wor, Ma/trials and Equipmtflt:
6.3. CONTRACTOR shall provide competent. suitably
qualified personnel to survey and layout the Work and per-
form construction as required by the Contract Documents.
CONTRACTOR shall at all times maintain good discipline
and order at the site. Except in connection with the safety or
protection of persons or the Work or propeny at the site or
adjacent thereto. and except as otherwise indicated in the
Contract Documents. all Work at the site shall be performed
during regular working hours. and CONTRACTOR will not
permit overtime work or the performance of Work on Sat-
urday. Sunday or any legal holiday without OWNER's writ.
len consent given after prior written notice to ENGINEER.
6.4. Unless otherwise specified in the Genera! Require-
ments. CONTRACTOR shall furnish and assume full respon-
sibility for all materials. equipment. labor, lransponation.
construclion equipment and machinery, tools. appliances.
fuel. power. light. heat. telephone. water. sanitary facilities.
temporary facilities and all other facilities and incidentals
necessary for the furnishing, performance, testing. start.up
and. completion of the Work.
6.5. All materials and equipment shall be of good quality
and new. except as otherwise provided in the Contract Doc.
uments. If required by ENGINEER. CONTRACTOR shall
furnish satisfactory evidence (including reports of required
tests) as to the kind and quality of materials and equipment.
All materials and equipment shall be applied. installed. con.
nected. erected. used. cleaned and co nditioned in accordance
with the instructions of the applicable Supplier except as
otherv.-ise provided in the Contract Documents: but no pro-
vision of any such instructions will be effective to assign to
ENGINEER. or any of ENGINEER's consultants. agents or
employees. any duty or authority to supervise or direct the
furnishing or performance of the Work or any duty or author-
ity to undenake responsibility contrary to the provisions of
paragraph 9.15 or 9.16.
Adjusting Progrtss Sch~duu:
6.6. CONTRACTOR shall submit to ENGINEER for
acceptance (to the extent indicated in paragraph 1.9) adjust.
ments in the progress schedule to reflect the im~act thereon
of new developments; these win conform generally to the
progress schedule then in effect and additionally will comply
with any provisions of the General Requirements applicable
thereto.
Substilu/ts or "Or-Equ.aI" Ittms:
6.7.1. Whenever materials or equipment are specified
or described in the Contract Documents byusing the name
of a proprietary item or the name of a panicular Supplier
the naming of the item is intended to establish the type.
function and quality required. Unless the name is followed
by words indicating thar no substitution is permitted.
materials or equipmcnt of otherSuppliers may be accepted
by ENGINEER if sufficient information is submitted by
CONTRACTOR to allow ENGINEER to determine that
the material or equipment proposed is equivalent or equal
to that named. The procedure for review by ENGINEER
will include the following as supplemented in the General
Requirements. Requests for review of substitute items of
material and equipment will not be accepted by ENGI.
NEER from anyone other than CONTRACTOR. If CON-
TRAcrOR wishes to furnish or use a substitute item of
material or equipment. CONTRACTOR shall make writ-
ten application to ENGINEER for acceptance thereof.
cenifying: that the proposed substitute will perform ade-
quately the functions and achieve the results called for by
the general design. be similar and of equal substance to
that specified and be suited to the same use as that spec-
ified. The application will state that the .evaluation and
acceptance of the proposed substitute will not prejudice
CONTRACTOR's achievement of Substantial Comple-
tion on time, whether or not acceptance of the substitute
for use in the Work will require a change in any of the
Contract Documents (or in the provisions of any 'other
direct contract with OWNER for work on the Project) to
adapt the design to the proposed substitute and whether
or not incorporation or use of the substitute in connection
with the Work is subject to payment of any license fee or
14
royalty. All variacions ofrhe proposed substitute from that
specified will be identified in Ihe application and available
maintenance. repuir and replacement service will be indi-
cated. The application willlll~o contain an itemized esti. ...
mate of all COSts that will result directly or indirectly from
acceptance of such substitute. including costs of redesign
and claims of other contractors atTected bv the resultinlZ
change. all of which shall be considered by ENGINEER
in evaluating the proposed substitute. ENGINEER may
require CONTRACTOR to furnish at CONTRACTOR's
e,xpense additional data about thepropused substitute.
6.i.:'. If a specific means. method. technique. sequence
or procedure of construction is indicated in or required by
the Contract Documents. CONTRACTOR may furnish or
Utilize II substitute means. method. sequence. technique
or procedure of construction acceptable to ENGINEER.
if CONTRACTOR submits sufficient information to allow
ENGIN EER to determine that the substitute proposed is
equivalent to that indicated or required by rhe Contract
Documents. The procedure for review by E),IGINEER
will be similar to that orovided in paragraph 6.7. I as applied
by ENGINEER and as may be supplemented in the Gen-
eral Requirements.
6. i.J. E~GIN EER wiII be allowed a. reasonable time
within which to eva.luate each proposed substitute. ENGI-
NEER will be the sole judge of acceptability. and no
substitute will be ordered. installed or utilized without
ENGINEER's prior written acceptance which will be evi-
denced by either a Change Order or an approved Shop
Drawing_ OWNER may require CONTRACTOR to fur-
nish at CONTRACTOR's e.xpense a special performance
guarantee or other surety with respect to any substitute.
ENGINEER wi/[ record time required by ENGINEER
and ENGINEER's consuilants in evaluating substitutions
proposed by CONTRACTOR and in making changes in
the Contract Documents occasioned thereby. Whether or
not ENGfNEER accepts a proposed substitute. CON-
TRACTOR shaH reimburse OWNER for the charges of
ENGINEER and ENGINEER's consultants for evaluat-
ing each proposed substitute.
Concenring Subcontractors. Suppliers and Others:
6.8. J. CONTRACTOR shall not employ an}' Subcon-
tractor. Supplier or other person or organization r including
those acceptable to OWNER and ENGINEER as indi-
cated in pur:.Jgraph 6.8.:'). whether initiully or ~lS a substi-
tute. against whom OWNER or ENGINEER may hay.:
reasonable objectiun. CONTRACTOR shall not be required
to e'mploy any Subcontractor. Supplier or other person Llr
organization to furnish or perierm any of the Work against
whom CONTRACTOR has reasonable objeclit\n.
6.8.2. If rhe Supplementary Conditions require the
identity 0t'l:ertain Subcontractors. Suppliers Llr ocher per-
sons or urcanizations rincludinlZ those who are (0 rurnish
the princip~11 items uf materials :nd equipment) to be sub-
mirreulo OWN ER in advance of the specified uatc priL1r
to the ErI~l:tive OUk of the Agreement for acc.:c:pcunce b}'
OWNER and ENGINEER and if CONTRACTOR has
submitted a list thereof in uccordance with (he Supple-
mentary Conditions. OWNER's or ENGIN EER's accept-
ance (either in writing or by failing to make written objec-
tion thereto by the dute indicated for acceptance orobjec-
cion in the bidding documents or the Contract Documents)
of any such Subcontractor. Supplier or other person or
organization so identified may be revoked on the basis of
reasonable objection after due investigation. in which case
COt-,rTRACTOR shall submit an acceptable substitute. the,
Contract Price will be increased by the difference in the
COSt occasioned by such substitution and an appropriate
Change Order will be issued or Written Amendment signed.
No acceptance by OWNER or ENG IN EER of any such
Subcontr:lctor. Supplier or other person or organization
shall constitute a waiver of any right ofOW.N ER or ENGI-
NEER co reject JefecliI'e Work.
6.9. CONTRACTOR shall be fully responsible to OWNER
and ENG rNEER for all acts and omissions of the Subcon-
tractors. Suppliers and other persons and org~nizations per-
forming or furnishing any of the Work under a direct or
indirect contruct with CONTRACTOR just as CONTRAC-
TOR is responsible for CONTRACTOR's own acts and omis-
sions. Nothing in the Contract Documents shall create any
contractual relationship between OWNER or ENGrNEER
and any such Subcontractor. Supplier or other person or
organization. nor shall it create any obligation on the part of
OWNER or ENGINEER to payor to see to che payment of
any moneys due any such Subcontractor. Supplier or other
person or organization except as may otherwise be required
by Laws and Regulations.
6. 10. The divisions and sections of the Specifications and
the identifications of any Drawings shall not control CON-
TRACTOR in dividing the Work among Subcontractors or
Suppliers or delineating the Work to be performed by any
specific trade.
6. I I. All Work pert'ormed for CONTRACTOR by a Sub-
contractor will be pursuant to an appropriate agreement
between CONTRACTOR and the Subcontractor which spe-
cifically binds the Subcontractor to the applicable terms and
conditions of the Contract Documents for the benetit of
OWNER and ENG INEER and contains waiver provisions
as required by paragraph 5.11. CONTRACTOR shall pay
each Subcontractor a just share ot' any in~urance moneys
received by CONTRACTOR on account of losses under pol-
icies issued pursuant CO parugraphs 5.6 and 5.7.
Patent Fees and Royalties:
6.12. CONTRACTOR shall pay all lic~nse fe:es and roy-
alties and assume all costs incident to the use in the perter-
mance of the Work or rhe incorporation in th~ Work of any
invention. design. process. product or device which is the
subject of patent rights or copyrights held by t)rhe:rs. If a
purticular invention. design. process. product or device is
spe:cifieu in the Contract Documenrs tar use in the pert"or-
mance of the: Work and if III the actual knowledge: of OWN ER
15
or ENG INEER its Use is subject to patent rights or copyrights
calling for the payment of any license fee or royalty to others.
the e.l:istence of such rights shall be disclosed by OWNER in
the Contract Documents. CONTRACTOR shall indemnify
and hold harmless OWNER and ENGINEER and anyone
directly or indirectly employed by either of them from and
against all claims, dama.ges. losses and expenses (inclUding
attorneys' fees and court and arbitration costs) arising out of
any infringement of patent rights or copyrights incident to
the use in the performance of the Work or resulting from the
incorporation in the Woric of any invention. design, process.
product or device not specified in the Contract Documents.
and shall defend all such claims in connection with any alleged
infringement of such rights.
P mniJs:
6.13. Unless otherwise pro~ided in the Supplementary
Conditions. CONTRACTOR shall obtain and pay for all con-
struction permits and licenses. OVlNER shall assist CON-
TRACTOR. when necessary, in obtaining such pennits and
licenses. CONTRACTOR shall pay all governmental charges
and inspection fees necessary for the prosecution of the Work.
which are applicable at the time of opening of Bids. or if there
are no Bids on the Effective Date of the Agreement. CON-
TRACTOR shall pay all charges of utility owners for con-
nections to the Work. and OWNER shall pay all charges of
such utility owners for capital costs related thereto such as
plant investment fees.
Lawr and ReguUu:UJns:
6.14.1. CONTRACTOR shall give all notices and
comply with all Laws and Regulations applicable to fur-
nishing and performance of the Work, Except where oth-
erwise expressly required by applicable Laws and Regu-
lations. nei th er OWN ER nor EN G INEER shall be res pon-
sible for monitOring CONTRACTOR's compliance with
any Laws or Regulations.
6.14.2. If CONTRACTOR observes that the Specifi-
cations or Drawings arc at variance with any Laws or
Regulations. CONTRACTOR shall give ENGINEER
prompt written notice thereof. and any necessary changes
will be authorized by one of the methods indicated in
paragraph 3.4. If CONTRACTOR performs any Work
. knOWing or having reason to know that it is COntrary to
such Laws or Regulations. and without such notice to
ENGINEER. CONTRACTOR shall bear all COsts arising
therefrom: however. it shall not be CONTRACTOR's pri-
mary responsibility to make cenain that the Specifications
and DraWings are in accordance with such Laws and
Regulations.
Taxes:
6.15. CONTRACTOR shall pay all sales. consumer, use
and o~her similar taxes required to be paid by CONTRAC-
TOR In aCcordance wirh the Laws and Regulations of the
place of the Project which are applicable during the perfor-
mance ofrhe Work.
USt of Prerni.res:
6.16. CONTRACTOR shall confine construction equip-
ment, the storage of materials and equipment and the oper-
ations of workers to the Project site and land and areas iden-
tified in and permitted by the Contract Documents and other
land and areas permitted by Laws and Regulations. rights-
of-way, permits and easements. and shall not unreasonably
encumber the premises with construction equipment or other
materials or equipment. CONTRACTOR shall assume full
responsibility for any damage to any such land or area. or to
the owner or occupant thereof or of any land or ;u-eas contig-
uous thereto. reSUlting from the perfonnancc of the Work.
Should any claim be made against OWNER or ENGINEER
by any such owner or occupant because of the performance
of the Work, CONTRACTOR shall promptly a.ttempt to settle
with such other party by agreement or otherwise resolve the
claim by arbitration or at law, CONTRACTOR !hall, to the
fullest extent permitted by Laws and Regulations. indemnify
and hold O\\'NER and ENGINEERhannless from and against
all claims. damages. losses and expenses (including, but not
limited to. fees of engineers. architects. attorneys and oth~r
professionals and COUrt and arbitration costs) arising directly,
indirectly or corisequentially out of any action, legal or equi-
table. brought by any such othel' party against OWNER or
ENGINEER to the extent based on a claim arising out of
CONTRACTOR's performance of the Work.
6.17. During the progress of the Work. CONTRACTOR
shall keep the premises free from accumulations .of waste
materials. rubbish and other debris resulting from the Work.
At the completion of the Work CONTRACTOR shall rerno.ve
all waste materials, rubbish and debris from and about the
premises as well as all tools. appliances. construction equip-
ment and machinery. and surplus materials. and shaH leave
the site clean and ready for occupancy by OWNER. CON-
TRACTOR shall restore to original condition all property not
designated for alteration by the Contract Documents.
6.18. CONTRACTOR shall not load nor permit any part
of any structure to be loaded in any manner that will endanger
the structure. nor shall CONTRACTOR subject any part of
the Work or adjacent property to stresses or pressures that
will endanger it.
Record Docum~nJs:
6.19. CONTR..A.CTOR shall maintain in a safe place at
the site one record copy of all Drawings. Specifications.
Addenda. Written Amendments, Change Orders. Work
Directive Changes. Field Orders and written interpretations
and clarifications !issued pursuant to paragraph 9.4) in good
order and annotated [0 show all changes made during con-
struction. These record documents together with all approved
samples and a counterpart of all approved Shop Drawings
will be available to ENGINEER for reference. Upon com-
16
pletion of the Work. these record documents. samples and
Shop Drawings will be delivered to ENGINEER for OWNER.
Safety and Prottction:
6.20. CONTRACTOR shall be responsible for initiating.
maintaining and supervising all safety precautions and pro-
grams in connection with [he Work. CONTRACTOR shall
take all necessary precautions for the safety of. and shall
provide the necessary protection [0 prevent damage. injury
or loss to:
6.20.1. all employees on the Work and other persons
and organizations who may be atTected thereby:
. 6.20.:!. all the Work and materials and equipment to
be incorporated therein. whether in storage on or otf the
site: and
6,20,J. other property at the site or adjacent thereto.
including trees. shrubs. lawns. walks. pavements. road-
ways. structures. Utilities and Underground Facilities not
designated for removal. relocation or replacement in the
course of construction.
CONTRACTOR shall comply with all applicable Laws and
Regulations of any public body having jurisdiction for the
safety of persons or property or to protect them from damage.
injUry or loss: and shall erect and maintain all necessary
safeguards for such safety and protecrion. CONTRACTOR
shall notify owners of adjacent property and of Underground
Facilities and utility owners when prosecution of the Work
may affect them. and shall cooperate with them in the pro-
tecrion. removal. relocation and replacement of their prop-
erty. All damage. injury or loss to any property referred to
in par~graph 6.20.:! or 6.:!O.3 caused. directly or indirecrly,
in whole or in part. by CONTRACTOR. any Subcontractor.
Supplier or any other person or organization directly or indi-
rectly employed by any of them to perform or furnish any of
the \V ork or anyone for whose acts any of them may be liable.
shall be remedied by CONTRACTOR (except damage or loss
attributable to the fault of Drawings or SpecitkJtions or to
the acts or omissions of OWNER or ENGrNEER or anyone
emplo:....ed by either of them or anyone ror whose :.lcts either
of them may be liable. and not attributable. dire..:tly or indi-
rectly. in whole or in part. to the fault or negligence of CON-
TR..KTORl. CONTRACTOR's duties and respunsibilities
for the safety and protection ot"the Work shall continue until
such time as all the Work is completed and ENGI~EER has
issueJ a notice to OWN ER and CONTRAC-rOR in accord-
ance with puragraph 14, IJ thut the Work is acceptable (e:"cept
as otherwise expressly provided in connection \\'ith Substan-
rial Cumpletiun).
6.21. CONTRACTOR shall designate a respl1nsible rep-
resentative ;It (he sire whose Juty shull be the pre\'ention llf
acciJents. This persun shall be CONTRACTOR's superin-
lendenr unkss utherwise Jesiunuted in writin\! bv CO:--;.
TRACTOR. [0 OWN ER. - - .
Emergmcies:
6.2:!. In emergencies affecting the safety or protection of
persons or the Work or propertY:lt [he site or adjacent thereto. .
CONTRACTOR. without special instruction or authorization
from ENGINEER or OWNER. is obligated to act to prevent
threatened damage. injury or loss. CONTRACTOR shall give
ENGINEER prompt written notice if CONTRACTOR believes
that any significant changes in the Work or variations from
the Contract Documents have been caused thereby. If ENG [-
NEER determines that a change in the Contract Documents
is required because of the action taken in response to an
emergency. a Work Directive Change or Change Order will
be issued to document the consequences of the changes or.
variations.
Shop Drawings and Samples:
6.:!3. After checking and verifying aU field measurements
and after complying with applicable procedures specified in
the General Requirements. CONTRACTOR shall submit to
ENGINEER for review and approval in accQ'r.dance with the
accepted schedule of Shop Drawing submissions (see para-'
graph 2.9). or for other appropriate action if so indicated in
the Supplementary Conditions. five coples (unless otherwise
specified in the General Requirements) ofall Shop Drawings.
which will bear a stamp or specific written indication that
CONTRACTOR has satisfied CONTRACTOR's responsi-
bilitir;:s under the Contract Documents with respect to the
review of the submission. All submissions will be identified
as ENGINEER may require. The data shown on the Shop
Drawings will be complete with respect to quantjties. dimen-
sions. specified performance and design criteria. materials
and similar data to enable ENGINEER to review the infor-
mation as required.
6.24. CONTRACTOR shall also submit to ENGINEER
for review and approval with such promptness as to cause
no delay in Work. all samples required by [he Contract Doc-
uments. All samples will have been checked by and accom-
panied by a specific written indication thac CONTRACTOR
has satisfied CONTRACTOR's responsibilities under. the
Contract Documents with respect to the review of the sub-
mission and will be identified clearly as to milterial. S4Pplier.
pertinent data such as catalog numbers and the use for which
intended.
6.25.1. Before submission of eClch Shop Drawing or
sample CONTRACTOR shall h:we determined and veri- .
lied ClII quantities. dimensions. sp~cified performance cri-
teria. installation requir~ments. materials. catalog num-
bers and similur data with respect thereto and revi~wed
or coordinated each Shup Drawing or s<.tmple with other
Shop Drawings and samples and with the requirements of
the Work and [he Contract Documents,
6.25.2. I-\t the time uf each submissiun. CONTR..l"C.
TOR shull give ENG IN E ER spedfic wricten nor ice of each
variution that [he Shop Drawings or sumplc:s may have
from the requirements llt' the Cuntract Ducuments. and.
in additiun. shilll cause a specilil: notatiun tu be made un
17
each Shop Drawing submitted to ENGINEER for review
and approval of each such variation.
6.26. ENGINEER will review and approve with reason.
able promptness Shop Drawings and samples. but ENGI-
NEER . s review and approval will be only for conformance
wich the design concept of the Project and for compliance.
with the information given in the Contract Documents and
shall not extend to means. methods. techniques. sequences
or procedures of construction (except where a specific means.
method. lechnique, sequence or procedure of construction is
indicated in or required by the Contract Documents) or to
safety precautions or programs incident thereto. The review
and approval of a separate item as such will not indicate
approval of the assembly in which the item functions. CON.
TRAcrOR shall make corrections required by ENGINEER,
and shall return the required number of corrected copies of
Shop Drawings and submit as required new samples for review
and approval. CONTRACTOR shall direct specific attention
in writing to revisions other than the corrections called for
by ENGINEER on previous subo1.inals.
6.27. ENGINEER's review and approval of Shop Draw-
ings or samples shall not relieve CONTRACTOR from
responsibility for any variation from the requirements of the
Contract Documents unless CONTRACTOR has in Writing
called ENGINEER's attention to each such variation at the
time of submission as required by paragraph 6.25.2 and
ENGINEER has given written approval of each such varia-
tion by a specific written notation thereof incorporated in or
accompanying the Shop Drawing or sample approval: nor
will any approval by ENGINEER relieve CONTRACTOR
from responsibility for errors or omissions in. the Shop Draw-
ings or from responsibility for having complied with the pro-
visions of paragraph 6.25 .1.
6.28. Where a Shop Drawing or sample is required by the
Specifications. any related Work performed prior to ENGI-
NEER's review and approval of the perrinent submission will
be the sole expense and responsibility of CONTRACTOR.
ContinUing th~ Work:
6.29. CONTRACTOR shall carry on the Work and adhere
10 the progress schedule during all disputes or disagreements
wich OWNER. No Work shall be delayed or postponed pend-
Ing resolUtion of any disputes or disagreements. except as
permitted by paragraph 15.5 or as CONTRA.CTOR and
OWNER may otherwise agree in writing.
11Uiemnificatum:
6.30. To the fullest extent permitted by Laws and Regu-
lations CONTRACTOR shaJI indemnify and hold harmless
OWNER and ENGINEER and their consultants. agents and
employees from and against all claims, damages. losses and
~x~enses. direct. indirect or consequentiaJ (induding but not
lImited to fees and charges of engineers. architects. attorneys
and other professionals and court and arbitration costs) aris-
ing out of or resulting from the performance of the Work.
provided that any such claim. damage, loss or expense (al is
attributable to bodily injury. sickness. disease or death. orto
injury to or destruction of tangible property (other than the
Work itself) including the loss of use resulling therefrom and
(b) is caused in whole or in part by any negligent act or
omission of CONTRACTOR. any Subcontractor, any person
or organization direccJy or indirectly employed by any of them
to perform odurnish any of the Work or anyone for whose
acts any of them may be liable. regardless of whether or not
it is caused in part by a party indemnified hereunder or arises
by or is imposed by Law and Regulations reg:ardless of the
negligence of any such party.
6.31. In any and all claims ag.ainst OWNER or ENGI.
NEER or any of their consultants. agents or ~mployees. by
any employee of CONTRACTOR. any Subcontractor. any
person or organization directly or indirectly employed by any
of them to perfonn or furnish any of the Work or anyone for
whose acts any of them may be liable. the indemnification
obligation under paragraph 6.30 shall not be limited in any
way by any limitation on the amount or type bf damages, .
compensation or benefits payable by or for CONTRACTOR
or any such Subcontractor or ocher person or organization
under workers' or workmen's compensation acts, disability
benefit acts or other employee benefit acts.
6.32. The obligations of CONTRACTOR under para-
graph 6.30 shall not extend to the liability of ENGINEER,
ENGINEER's consultants. agents or employees arising OUt
of the preparation or app.roval of maps, drawings. opinions.
reports. surveys. Change Orders, designs or speci./ications.
ARTICLE 7-OTHER WORK
Rtwed Work a1 SUt:
7.1. OWNER may perform other work related to the Proj.
ect at the site by OWNER's own forces. have other work
perfonned by utility owners or let ocher direct contracts therefor
which shall coiuain General Conditions similar to these. If
the fact that such other work is to be performed was not noted
in the Contract Documents, written notice thereof will be
given to CONTRACTOR prior to staliing any such other
work: and. if CONTRACTOR believes that such perfor-
mance will involve additional expense to CONTRACTOR or
requires additional time and the panies are unable to agree
as to the extent thereof. CONTRAcrOR may make a claim
therefor as provided in Artic!cs 1 I and 12.
7,2. CONTRACTOR shall afford each utility owner and
other contractor who is a party to such a direct contract (or
OWNER. if OWNER is performing the additional work with
OWNER's employees) proper and safe access to the site and
a reasonable opportunity for the introduction and storage of
materials and equipment and the execution of such work. and
shaJl properly connect and coordinate the Work with theirs.
CONTRACTOR shall do all cutting, fitting and patching of
the Work that may be required to make its several parts come
together properly and integrate with such other work. CON-
lQ
TRACTOR shall not endanger any work of others by cutting.
exca vaUng or otherwise altering their work and will only cut
or alter their work with the written consent o(ENGINEER
and the others whose work will be uffected. The duties and
responsibilities of CONTRACTOR under this paragraph are
for the benefit of such utility owners and other contractors
[0 the e.xtenr that there are comparable provisions for the
benetit of CONTRACTOR in said direct contracts between
OWN ER and such utility owners and other contractors.
7.3. If any part of CONTRACTOR's Work depends for
proper execution or results upon the work of any such other
concractor or utility owner (or OWNERl. CO\'JTRACTOR
shall inspect and promptly report to ENGINEER in writing
any delays, defects or deficiencies in such work that render
it unavailable or unsuitable for such proper execution and
results. CONTRACTOR' s failure so to report will constitute
an acceptance of the other work as fit and proper for integra-
tion with CONTRACTOR's Work except for latent or non-
apparent defects and de Rciencies in tbe other work.
Coordination:
7..1. If OWNER contracts with others for the perfor-
mance of other work on [he Project at the site. the person or
organization who will have authority and responsibility for
coordination of the activities among the various prime con-
tractors ......ill be identified in the Supplementary Conditions,
and the specinc matters to be covered by such authority and
responsibility will be itemized, and the extent of such author.
ity and responsibilities will be provided. in the Supplementary
Conditions. Unless otherwise provided in the Supplementary
Conditions. neither OWNER nor ENG INEER shall have anv
authority or responsibility in respect of such coordination. .
ARTICLE 8-0WNER'S RESPONSrBILITIES
8.!. OWN ER shall issue all communications to CON-
TRACTOR through ENGINEER.
8.2. In case of termination of the employment of ENGI-
NEER. OWNER shall appoint an engineer against whom
CONTRACTOR makes no reasonable objection. whose sta-
tus under the Contract Documents shall be that of the former
ENGINEER. Any dispute in connection with such appoint-
ment shall be subject to arbitration.
8.3. OWNER shall furnish the data required of OWNER
under the Contract Documents promptly and shall make pay-
ments to CONTRACTOR promptly after they are due as
provided in paragraphs [4.4 and 14.13.
8.4. OWNER's duties in respect of providing lands and
ea:ements and providing engineering surveys to c:stablish
reterence points are set forth in paragraphs 4.1 and 4.4. Para-
graph .L2 refers to OWN ER's identifying and making avail-
able [0 CO NTRACTO R copies of reports of e,xplorutions and
tests of subsurface conditions at the site and in c:.xisting struc-
cures which have been utilized by ENGINEER in preparing
the Drawings and Specifications.
8.5. OWNER's responsibilities in respect of purchasing
and maintaining liability and property insurance are set fOrth
in paragraphs 5,5 through 5.8.
8.6. OWNER is obligated to execute Change Orders as
indicated in paragraph 10.4.
8.7. OWN ER 's responsibility in respect of certain
inspections. tests and approvals is set forth in paragraph 13.4.
8.8. [n connection with OWNER's right to stop Work or
suspend Work, see paragraphs 13.lOand Ij.!. Paragraph 15.2
deals with OWNER's right to terminate services of CON-
TR.<\CTOR u'nder certain circumstances.
ARTICLE 9-ENGINEER'S STATUS DURING
CONSTRUCTION .;.
Owners Representative:
9.1. ENGINEER will be OWNER's representative dur-
ingthe construction period. The duties and responsibilities
and the limitations of authority of ENGINEER as OWNER's
representative during construction are set forch in the Con-
tract Documents and shall not be extended without \....ritten
consent of OWNER and ENGINEER.
Visits 10 Site:
9.2. ENGINEER will make visits [0 the site at inlervals
appropriate to the various stages of construction to observe
the progress and quality of the executed Work and to deter-
mine. in general. if the Work is proceeding in accordance
with the Contract Documents. ENGINEER will not be required
to make exhaustive or continuous on-site inspections to check
the quality or quantity of the Work. ENGfNEER's dfom
will be directed toward providing for OWNER a greater degree
of confidence that the completed Work will conform to the
Contract Documents. On the basis of such visits and on-site
observations as an experienced and qualified design profes-
sional. ENGINEER will k<=ep OWNER informed ofth~ prog-
ress of the Work and will endea vorro guard 0 WN ER against
defects and deficiencies in the Work.
Project Representation:
9.3. If OWNER and ENGINEER agree. ENGINEER
will furnish a Resident Project Repres~ntative co assist
ENGINEER in observing the performance of the Work. The
duties, responsibilities and limitations of authority lJf any
such Resident Project Representative and assistants will be
as provided in the Supplemc:ntary Conditions. If O\VNER
designates another ugent to represent OWN ER at [h~ site
who is not ENGINEER's agent or employee, the duties.
responsibilities and limiturions of authority of such lJther
person will be as pro~idcd in the Supplementary Conditiuns.
19
ClarificarWrtS and [nurprttatWflS:
9.4. ENGINEER will issue with reasonable promptness
such written clarifications or interpretations of the require-
ments of the Contract Documents (in the fonn of Drawings
or ochel'Vlise) as ENGINEER may determine necessary, which
shall be consistent with or reasonably inferable from the
overall iment ofche Contract Documents. If CONTRACTOR
believes that a written clarification or interpretation justifies
an increase in the Contract Price or an extension of the
Contract Time and the parties are unable [0 agree to the
amount or extent thereof. CONTRACTOR may make a claim
therefor as provided in Article liar Article 12.
Aurhoriud Var.4Jiaru in Work.'
9.5. ENGrNEER may autllorize minor variations in the
Work from the requirements of the Conrract DocumentS which
do noe involve an adjustment in the Contract Price or the
Contract Time and are consistent with the overall intent of
the Contract Documents. These may be accomplished by a
Field Ordcr and will be binding on OWNER. and also on
CONTRACTOR who shall perfonn the Work involved
promptly. If CONTRACTOR believes that a Field Order
justifies an increase in the Contract Price or an extension of
the Contract Time and the parties are unable to agree as to
the amount or eXtent thereof. CONTRACTOR may make a
claim thercfor as provided in Article 11 or 12.
Rejecting Dtftctiv~ Work:
9.6. ENGINEER will have authority to disapprove or
reject Work which ENGINEER. believes to be defective. and
will also have authority to require special inspection ortcsting
of the Work as provided in paragraph 13.9, whether or not
thc Work is fabricated. installed or completed.
Shop Drawings, Cluurge Orders and Paymel'lls:
9.7. In connection with ENGINEER's responsibility for
Shop DraWings and samples. see paragraphs 6.13 through
6.29 inclusive. .
9.8. In connection with ENGINEER's responsibilities as
to Change Orders. see Articles 10. 11 and 12.
9.9. In conncction with ENGINEER's responsibilities in
respect of Applications for Payment. etc" see Anicie 14.
Dl!ttnniTtaJions for Unit. Prices:
9.10. ENGINEER wiU detennine the actual quantities
and classifications of Unit Price Work perfonned by CON-
TRACTOR. ENGINEER will review with CONTRACTOR
ENGINEER's preliminary detenninations on such matters
bef?rc rendcring a written decision thereon (by recommen-
daLlon of an Application for Payment or otherwise), ENGI-
NEER's Written decisions thereon will be final and binding
upon OWNER and CONTRACTOR, unless. within ten days
1~ the date of any such decision. either OWNER or CON-
CTOR delivers to the other party to the Agreement and
to ENGINI;:ER written notice of intention to appeal from
such a decision.
Decmoru on DupuIt!:
9.11. ENGINEER will be the initial interpreter of the
requirements of the Contract Documents and judge of the
acceptability of the Work thereunder. Claims. disputes .and
other matters relating to the acceptability of the Work or the
interpretation of the requirements of the Contract Documents
pertaining to the perfonnance and furnishing of the Work and
claims under Articles II and 12 in respect of changes in the
Contract Price or Contract Time will be referred initially to
ENGINEER in writing with a request for a fonnal decision
in accordance with this paragraph, which ENGINEER will
render in writing within a reasonable time. Writien notice of
each such claim, dispute and other matter will be delivcred
by the claimant to ENGINEER and the other party to the
Agreement promptly (but in no event later than thirty days)
after the occurrence of the event giving rise thereto. and
written supporting data will be submitted to ENGrnEER and
the other party within sixty days after such occurrence unless
ENGINEER allows an additional period of time to ascertain
more accurate data in support of the claim.
9.12. When functioning as interpreter and judge under
paragraphs 9.10 and 9.11, ENGINEER wiU not show par-
tiality to OWNER or CONTRACTOR and will not be liable
in connection with any interpretation or decision rendered in
good faith in such capacity. The rendering of a decision by
ENGINEER pursuant to paragraphs 9.10 and 9.11 with respect
to any such claim, dispute or other matter (except any which
have been waived by the making or acceptance of final pay-
ment as provided in paragraph 14.16) will be a condition
precedent to any exercise by OWNER or. CONTRACTOR
of such rights or remedies as either mayotherwisc have under
the Contract Documents or by Laws or Regulations in respect
of any such claim. dispute or other matter.
LimUadortS on ENGINEER's ResponsihiliJies:
9.13. Neither ENGINEER's authority to act under this
Article 9 or elsewhere in the Contract Documents nor any
decision made by ENG INEER in good faith either to excrcise
or not exercise such authority shall give rise to any duty or
responsibility of ENGINEER to CONTRACTOR. any Sub-
contractor, any Supplier. or any other person or organization
performing an y of the Work. or to any surety for any.of them.
9.14. Whenever in the Contract Documents the terms "as
ordered", "as directed". "as required", "as allowed". "as
approved" or tenns of like effect or import are used. or the
adjectives "reasonable", "suitable". "acceptable". .. proper"
or "satisfactory" or adjectivcs of like effect or import are
used to describe a requirement. direction. review or judgment
of ENGINEER as to the Work. it is intended that such
requirement. direction, review or judgment will be solely to
evaluate the Work for compliance with thc Contract Docu.
ments (unless there is a specific statement indicating other-
wise). The use of any such lenn or adjectivc shall not be
'In
~-
effective to assign [0 ENGIN EER any duty or authority to
supervise or direct the furnishing or performance of the Work
or any duty or authority to llndertake responsibility contrary
to the provisions of paragraph 9.15 or 9.16.
9.15. ENGINEER will not be responsiole for CON-
TRACTOR's means. methods. techniques. sequences or pro-
cedures of construction. or the safety precautions nnd pro-
grams incident thereto. and ENGIN EER will not be respon-
sible for CONTRACTOR's failure to perform or furnish [he
Work in accordance with [he Contract Documents.
9.16. ENGINEER will not be responsible for the acts or
omissions of CONTRACTOR or of any Subcontractor. any
Supplier. or of any other person or organization performing
or furnishing any afche Work.
ARTICLE IO-CHANGES IN THE WORK
10. I. Without inValidating the Agreement and without notice
Co any surety. OWNER may, at any cime or from time co
time. order additions. deletions or revisions in the Work:
these wil[ be authorized by a Written Amendment. a Change
Order. or a Work Directive Change. Upon r~ceipt of any such
document. CONTRACTOR shall promptly proceed with the
Work involved which will be performed under the applicable
condicions of che Concract Documents (except as otherwise
specifically provided).
10.2. If OWNER and CONTRACTOR are unable Co agree
as to the eXtent. if any. of an increase or decrease in the
Contract Price or an e.xtension or shortening of the Contract
Time thac should be allowed as aresulc of a Work Directive
Change. a claim may be made therefor as provided in Article
11 or Article I:!.
10,3. CONTRACTOR shall not be entitled to an increase
in the Contract Price or nn extension of the Contract Time
with respect to any Work performed that is not required by
the Contract Documents as amended. modified and supple-
mented as provided in parngraphs 3.4 and 3.5. except inche
case of an emergency as provided in paragraph 6.22 and
e.xcept in the case of uncovering Work as provided in para-
graph !J.9.
IO.~. OWN ER and CONTRACTOR shall execute nppro-
priace Change Orders (or Written Amendments) covering:
JO.~.I, changes in the Work which are ordered by
OWN ER pursuant Co paragraph 10.1. nre requireu because
of accept;:]nce of Jej~cli\'e Work undu paragraph 13.13 or
correcting "(~/'ec(iI'e Work under paragraph 13. [~. or ur~
agreed to by the parties:
IO,~,2. changes in the Comract Price or Contract Time
which are ugr~ed to by [he purties: aoLl
'10.4.3. changes in the Contract Price or Contract Time
which embody the substance of any written decision ren-
dered by ENGINEER pursuant to paragraph 9.1 J:
provided chaco in lieu of executing any such Change Order,
nn appeal may be taken from any such decision in accordance
with the provisions of the Contract Documents and applicable
Laws and Regulations. but during any such appeal. CON-
TRACTOR shall carryon the Work and adhere to clie prog-
ress schedule as provided in paragraph 6.29.
10.5. [f notice of any change ntIecting che general scope
of che Work or the provisions of the Contract Documents
(including, but not limiced to. Contract Price or Cont.ract .
Time) is required by the provisions of any Bond to be gtven
to a surety. the giving of any such notice will be CONTRAC-
TOR's responsibility, and the amount of each applicable Bond
will be adjusted accordingly.
ARTICLE II-CHANGE OF CONTRACT BRICE
II. I. The Contract Price constitutes the total compen-
sation (subject [0 authorized adjustments) payable [0 CON-
TRACTOR for performing the Work. All duties. responsibil-
ities and obligations assigned to or undertaken by CON-
TR.<\CTOR shull be at his expense without change in the
Contract Price.
I 1.2. The Contract Price may only be changed by a Change
Order or by a Written Amendment. Any claim for an increase
or decrease in the ContraccPrice shall be based on written
notice delivered by the party making [he claim to the other
party and to ENGINEER prompcly (burin no eve.n~ late: than
thirty days) after the occurrence of the event gIVing nse to
the ;Iaim and stating the general nature of [he claim. Notice
of the amount of the claim with supporting data shall be
delivered within sixty days after such occurrence (unless
ENGINEER allows an additional period of time to ascertain
more accurate data ,in suPPOrt of the claim) and shall be
accompanied by claimant's written statement that the amount
claimed covers all known amounts (direct. indirect and con-
sequential) to which the claimant is entitledas a result .of the
uccurrence of said event. All claims for adjustment In the
Contract Price shall be derermined by ENGINEER in accor-
dance with paragraph 9.11 if OWNER nnd CONTRACTOR
cannot otherwise agree on the amount involved. No !;Illim
for an adjustment in the Contract Price will be valid if not
submitted in nccordance with this parngrnph 11.2.
11.3. The value of any Work covered by a Change Order
or of any claim for an increase or decrease in [he Contract
Price sh;lI be determined in one of the following ways:
11.3.1. Where the Work involved is covered by unit
prices contnined in the Contract Documents. bynpplica-
[ion of unit prict:~ to rht: quantities of the items involved
(subject to the provisions of paragraphs 11,9.1. through
[1.9,3. inclusive).
21
11.3.1. By mutua! acceptance of a lump sum (which
may include an allowance for overhead and profit not
necessarily in accordance with paragraph 11.6.2.1).
11.3.3. On the basis of the Cost of the Work (deter-
mined as provided in paragraphs J 1.4 and 11.5) plus a
CONTRACTOR's Fee for overhead and profit (deter-
mined as provided in paragraphs 11.6 and 11.7).
Cost of !hI Work:
II. 4. The term Cost of the Work means the sum of all
costs necessarily incurred and paid by CONTRACTOR in
the proper performance of the Work. Except as otherwise
may be agreed to in writing by OWNER. such costs shall be
in amounts no higher than those prevailing in the locality of
the Project. shall include only the following items and shall
not include any of the costs itemized in paragraph 11.5:
11.4.1. PayroU costs for employees in the direct employ
of CONTRACTOR in the performance of the Work under
schedules of job classitications agreed upon by OWNER
and CONTRACTOR. PayroH costs for employees not
employed full time on the Work shall be apportioned on
tlte basis of their time spent on tlte Work. Payroll costs
shall include, but not be limited to, salaries and wages
plus the cost of fringe benetits which shall include social
security contributions. unemployment. excise and payroll
taXes. workers' or workmen's compensation, health and
retirement benetits, bonuses. sick leave, vacation and hol-
iday pay applicable thereto. Such employees shall include
superintendents and foremen at the site. The expenses of
performing Work after regular working hours. on Satur-
day, Sunday or legal holidays, shall be included in the
above to the extent authorized by OWNER.
11.4.2. Cost of all materials and equipment furnished
and incorporated in the Work. including costs of trans-
portation and storage thereof. and Suppliers 'field services
required in connection therewith. All cash discounts shall
accrue to CONTRACTOR unless OWNER deposits funds
with CONTRACTOR with which to make payments, in
which case the cash discounts shall accrue to OWNER.
All trade discounts, rebates and refunds and all returns
from sale of surplus materiaJs and equipment shall accrue
to OWNER. and CONTRACTOR shall make provisions
so that they may be obtained.
11.4.3, Payments made by CONTRACTOR to the
Subcontractors for Work performed by Subcontractors.
If required by OWNER. CONTRACTOR shall obtain
competitive bids from Subcontractors acceptabJe to CON-
TRACTOR and shall deliver such bids to OWNER who
will (lien determine. with the advice of ENGINEER. which
bids will be accepted. If a subcontract provides that the
Subcontractor is to be paid on the basis of Cost of the
Work Plus a Fee, the Subcontractor's Cost of the Work
shall be determined in the same manner as CONTRAC.
TOR's Cost of the Work. All subcontracts shall be subject
22
to the other provisions of the Contract Documents insofar
as applicable.
J 1.4.4. Costs of special consultan ts (including but not
limited to engineers. architects. tes ling laboratories, sur-
veyors, attorneys and accountants) employed for services
specifically related 10 the Work.
11.4.5. Supplemental costs including the following:
11.4.5.1. The proportion of necessary transporta-
tion, travel and subsistence expenses of CONTRAC-
TOR's employees incurred in discharge of duties con-
nected with the Work.
11.4.5 .~. Cost. including transportation and main-
tenance. of all materials. supplies. equipmel)t. machin-
ery. appliances. office and temporary facilities at the
site and hand tools not owned by the workers. which
are consumed in the performance of the Work, and cost
less market value of such items used but nc# consumed
which remain the property of CONTRACTOR.
11.4.5.3. Rentals of all construction equipment and
machinery and the pans thereof whether rented from
CONTRACTOR or others in accordance with rental
agreements approved by OWNER with the advice of
ENGINEER. and the costs of tral1sportation, loading,
unloading, installation. dismantling and removal
thereof-all in accordance with tenns of said rental
agreements. The rental of any sucl1 equipment, machin-
ery or parts shall cease when the us e thereofis no longer
necessary for the Work.
11.4.5.4. Sales. consumer, use or similar taxes
related to the Work. and for which CONTRACTOR is
liable, imposed by Laws and RegllJations.
11.4.5.5. Deposits lost for causes other than negli-
gence of CONTRACTOR. any Subcontractor or any-
one directly or indirectly employed by any of them or
for whose acts any of them may be liable. and royalty
payments and fees for permits and licenses.
11.4.5.6. Losses and damages (and related
expenses). not compensated by insurance or otherwise.
to the Work or otherwise sustained by CONTRACTOR
in connection with the performance and furnishing of
the Work (except losses and damages within the
deductible amounts of property insurance established
by OWNER in accordance with paragraph 5.9), pro-
vided they have resulted from causes other than the
negligence of CONTRACTOR. any Subcontractor, or
anyone directly or indirectly employed by any of them
or for whose acts any of them may be liable. Such
losses shall incJude settlements made with the written
consent and approval of OWNER. No such losses,
damages and expenses shaJJ be included in the Cost of
the Work for the purpose of detennining CONTRAC-
TOR's Fee. If. however, any such loss or damage
requires reconstruction and CONTRACTOR i~ placed
in charge thereof, CONTRACTOR shall be paid for
services a fee propurrionute [0 [hat stated in paragraph
11,6.2.
II A.5. 7. The caSl of ulilities. fu~l and sanitary
facilities at the site.
II A.5,8. ,"linor e,xpenses such as 1~lel!rams. Ion I!
distance telephone clllls, telephone service- [Jt the sice~
e:~pressage and similar peny CJsh jtems in connection
with the Work.
11..+.5.9. Cost of premiums for additional Bonds
anti insurance requiretl becau~e of changes in the Work
and premiums for properlY insurance coverage within
[he limies of the deduceible amounrs established b\'
OWNER in accordance with paragraph 5.9. .
11,5. The term COSt of the 'Nark shall nor include anr of
Ihe following:
11.5.1. Payroll COSts and other compensaiion MCON-
TRACTOR's officers. e.xecutives. principals (of partner-
ship and sole proprietorships). genernl managers. engi.
neers, architects. estimators. atrorneys, auditors. accoun-
tanes. purchasing and contracting agents. expedilOrs.
timekeepers. clerks and other personnel employed by
CONTRACTOR whcther at the site or in CONTRAC-
TOR's principal or a branch office for general administra-
tion of the Work and not specifically included in the agreed
upon schedule of job classifications referred co in para-
graph 11.4.1 or specifically covered by paragraph 11.4.4-
all of which are to be considered administrative costs
covered by the CONTRACTOR's Fee.
11.5.2. E.xpenses (If CONTRACTOR's principal and
branch offices ocher than CONTRACTOR's office at th~
site.
11.5.3 ..\ny part of CONTRi\CTOR's capital ~;(pens~s,
inClUding interest on CONTRACTOR'S capicul employ-ed
for the Work and charges against CONTRACTOR for
delinquent payments.
11.5.4. Cost of premiums for all Bonds and for all
insurance Whether or not CONTRACTOR is required by
the Contract Documents to purchase and maintain ch~
Same (except for the Gost ot' premiums covered by sub-
paragraph 11.-+.5.9 above).
11.5.5. Costs due to th~ nel!Jil!enct: of CONTRAC-
TOR. any Subcontrn<.:tor. or anY~n~ directly or indirectl~'
employed b!' any at' I;'~m or for \Vho~t: ncts anv of th~m
mn~' be linh I~. in~ 1~IJing bu t not limjc~J to. the ~orrection
of d/:,.Jt-t i..... \'.'urk. Jisposal llf mutaials or ~quipm~nt
wrongly su, .<1 i~.. ~ ""aking goou any damage' to prop-
erty.
11.5.6. Other o\'~rhelHl or general e;(pens~ costs of
uny kiml and the CLlsts of any it~m not speciticnJly anu
e;(pres~ly ill..:luued in paragraph 11.4,
CONTRACTOR's Fee:
11.6. The CONTRACTOR's Fee allowed to CONTRAC-
TOR for overhend and profit shall be determined as follows:
11.6.1. a mutually accepcable fixed fee: or if none can
be agreed upon,
11.6.2.'1 fee bn~~d on the following percentages of the
various porrions of the Cost of the Work:
11.6.2: I. for com incurred under paragrophs II A.I
and IlA.:!. the CONTRACTOR's Fee shall be fifteen
percent:
I 1.6.2.2. forcom incurred under paragraph 11.4.3.
the CONTRACTOR's Fee shall be F.ve'percenc: and if
a subcontract is on the basis of Cost of the Work Plus
a Fee, the maximum allowable co CONTRACTOR on
account of overhead and profit of all Subcontractors
shall be fifteen percent:
.,.:.
11.6.:!.3. no fee shall be payable on the basis of
costs itemized under paragrophs II.~A. 11A.5 and 11.5:
I J .6.2.4, the amount of credit lO be allowed by
CONTR.ACTOR to OWNER for an y such change which
results in a net decrease in cost will be the amount of
the actual net decrease plus a deduction in CONTRAC-
TOR's Fee by an amount equal to ten percent of the
nee decrease: and
11.6.2.5. when both additions and credits are
in valved in anyone change. the adjustmen [ in CON-
TRACTOR's Fee shall be computed on the basis of the .
net change in accordance with paragraphs 11.6.2.1
through J 1.6,2.4. inclusive.
II. 7. Wheneverrhe cost of any Work is lO be determined
pursuant to paragraph IIA or 11.5. CONTRACTOR will
submit in form acceptable to ENGINEER an itemized cost
breakdown together with supponingdaca.
Cash Allowances:
11.8. It is understood {hat CONTRACTOR has included
in the Contract Price all allowances so named in the Contract
Documents and shall t:ause [he Work so covered to be done
by such Subcontractors or Suppliers and for such sums Ivithin
the limit of the allowances as may be acceptable to ENG[-
NEER. CONTRACTOR ugrees that:
11.8.1. The allowances include [he cost to CON-
TRACTOR (less any applicable trade discountsl of mate-
rials and equipment required by the allowances to be deliv-
ered at the site. and aIr applicable taxes: and
J 1.8.2. CONTRACTOR's coses for unloading Jnd
handling on the site. lahar. installation costs. overh~ad.
profit nnd 01 her e.xpenscs contemplated for the allowances
ha ve been incluued in the Contract Price und not in the
23
allowances. No demand for additional payment on account
of any thereof will be valid.
Prior to final payment. an appropriate Change Order will be
issued as recommended by ENGINEER to reflect actual
amounts due CONTRACTOR on account of Work covered
by allowances. and the Contract Price shall be correspond.
ingly adjusted.
UniJ Price Work:
11.9.1. Where the Contract Documents provide that
all or part of the Work is to be Unit Price Work. initially
the Contract Price will be deemed co include for all Unit
Price Work an amount equ.al to the sum of the esrablished
unit prices for each separately identified item of Unit Price
Work times the estimated quantity of each item as indi-
cated in the Agreement. The estimated quantities of items
of Unit Price Work are not guaranteed and are solely for
the pUrpose of comparison of Bids and determining an
initial Contract Price. Determinations of the actual quan-
tities and classifications of Unit Price Work performed by
CONTRACTOR will be made by ENGINEER in accor-
dance with Paragraph 9.10.
11.9.2. Each unit price will be deemed to include an
amount considered by CONTRACTOR to be adeqUate to
cover CONTRACTOR's overhead and profit for each sep-
arately identified item.
11.9.3. Where the quantity of any item of Unit Price
Work performed by CONTRACTOR differs materially
and Significantly from the estimated quantity of such item
indicated in the Agreement and there is no corresponding
adjustment with respect to any other item of Work and if
CONTRACTOR believes that CONTRACTOR has
incurred additional expense as a result thereof. CON-
TRACTOR may make a claim for an increase in the Con.
tract Price in accordance with Article 11 if the parties are
unable to agree as co the amount of any such increase.
ARTICLE 12-CHANGE OF CONTRACT TIME
12.1. The Contract Time may only be changed by a Change
Order or a Written Amendment. Any claim for an extension
or shonening of the Contract Time shall be based on written
notice deIiveredby the party making the claim to the other
party and to ENGINEER promptly (but in no event later than
, thirty days) after the OCcurrence of the event iiving rise to
the claim and stating the general nature of the claim. Notice
of the extent of che claim with supporting data shall be deliv-
" ered within siXty days after such occurrence (unless ENGI-
NEER allows an additional period of time to ascertain more
accurate dara in support of the claim) and shall be accom-
panied by the claimant's written statement that the adjust-
; l11enc claimed is the entire adjustment to which the: claimant
has reason to believe it is entitled as a result of che occurrence
of said event. All claims for adjustment in the Contract Time
shall be determined by ENGINEER in accordance with para-
graph 9.11 if OWNER and CONTRACTOR cannot otherwise
.. agree. No claim for an adjustment in the Contract Time will
be valid if not submitted in accordance with the requirements
of this paragraph 12.1.
12.2. The Contract Time will be extended in an amount
equal to time lost due to delays beyond the control of CON.
TRAcrOR if a claim is made therefor as provided in para-
graph 12.1. Such delays shall include. but not be limited to,
acts or neglect by OWNER or others performing additional
work as contemplated by Article 7. or to fires. floods. labor
disputes. epidemics, abnormal weather conditions or acts of
God.
12.3. All time limits stated in the Contract Documents
are of the essence of the Agreement. The provisions of this
Article' 12 shall not exclude recovery for damages (including
but not limited to fees and charges of engineers, architects,
attorneys and other professionals and court and arbitration
costs) for delay by either party. ;;.
ARTICLE B-W ARRAN'D' AND GUARANTEE;
TESTS Al"lD INSPECTIONS:
CORRECTION, REMOVAL OR
ACCEPTANCE OF DEFECTIVE WORK
W lU'TlUUJ and Guarrzn.ue:
13.1. CONTRACTOR warrants and guarantees to
OWNER and ENGINEER that all WorkwiII be: in accor-
dance with the Contract Documents and will not be defective.
Prompt notice: of all dcifects shall be given to CONTRAC.
TOR. All defective Work. whether or not in place. may be
rejected. corrected or accepted as provided in this Article 13.
Access to Work:
13.2. ENGINEER and ENGINEER's representatives.
other representatives of OWNER. testing agencies and gov-
ernmental agencies with jurisdictional interests will have access
to the Work at reasonable times for t.heirobservation. inspecting
and testing. CONTRACTOR shall provide proper and safe
conditions for such access.
Tests and Inspections:
13.3. CONTRACTOR shall give ENGINEER timely notice
of readiness of the Work for all required inspections. tests or
approvals.
13.4. If Laws or Regulations of any public body having
jurisdiction require any Work (or part thereoO [0 specifically
be inspected. tested or approved. CONTRACTOR shall
assume full responsibility therefor. pay all costs in connection
therewith and furnish ENGINEER the required certificates
of inspection. testing or approval. CONTRACTOR shall also
'4
be responsible for and shall pay all costs in connection with
any inspection or resting required in connection with OWN-
ER's or ENGIN E ER 's acceptance of a Supplier of ma.terials
or equipment proposed to be incorporated in the Work. or of
materials or equipment submitted for approval prior to CON.
TRACTOR's purchase thereofforincorporation in the Work.
The cost of all inspections. rests and approvals in addition to
[he above which are required by [he Contract Documents
shall be paid by OWNER (unless otherwise specified I.
13.5. All inspections. tesrsor approvals other than those
required by Laws or Regulations of any public body having
jurisdiction shall be performed by organizations acceptable
to OWNER and CONTRACTOR lor by ENGI~EER if so
specified).
13.6. If any Work lincludiOlz the work of others) that is
to be inspected. tested orapprov~d is covered without written
concurrence of ENGINEER. it must. ifrequested by ENGI.
NEER. be uncovered for observation. Such uncovering shall
be at CONTRACTOR's expense unless CONTRA.CTOR has
given ENGINEER timely notice ofCONTRACTOR's inten-
tion to cover the same and ENGINEER has not acted with
reasonable promptness in response to such notice.
13,i. Neither observations by ENGINEER nor inspec-
tions. tests or appro"vals by others shall relieve CONTRAC-
TOR from CONTRACTOR's obligations to perform the Work
in accordance with the Contract Documents.
Uncovering Work:
13.8. [fany Work is covered contrary to che written request
of ENG[NEER. it must. if requested by ENGl)iEER. be
unco\'ered for ENG [NEER's observation and replaced at
CONTRACTOR's e:~pense.
13.9. If ENGlNEER considers it necessary or advisable
that covered Work be observed by ENGINEER or inspected
or tested by others. CONTRACTOR. at ENGINEER's
request. shall uncover. expose or otherwise make available
for observation. inspection ~r resting as ENGl)iEER ma\'
require. that portion of the Work in question. furnishing ail
necessary labor. material and equipment. If it is found that
such Work is dl:',tectil'(', CONTRACTOR shall bear all direct.
. indirect ant! consequential costs of such unc~vering. e.,<po-
sure. observntion. inspection nnd testimz a.nd of ~atisfactor\'
reconstructiun. (incluui nil bu t not limited to fees and char2e~
of engineers. architects. ~trorneys and other pro(e~sionaisl.
and OWNER shall be entitled to an appropriate decrease in
the Contract Price. anu. if the parties are unabk tl) agree us
10 (he amuunt thereof. n1a~' make a claim therdor U~ provided
in Arricle II. [f. ho\\C'\w. such Wlll'k is nut t'llund co be
dt',/('nil'('. CO\'TRAlTOR ,hull be aJluwed an increase in
rhe C ,1ntrUt;! Pl'il..l .1' ..il C\ ,~nsion of the Contra.: t Time. ,1r
both. Jirel:tl~' aUf'illl/lable 1<.J such unl:uvering. ~,'(posure.
observ(ltion. inspecrion. testinl! and rel:unstrucri,'n: am.!. if
the parries ure unable tu ugre~ as [l) the llmounr ur exrent
thereof, CONTRACTOR may make a claim therefor as pro.
vided in Articles II and 12.
Owner May Stop the Work:
13.10. If the Work is defmil'e, or CONTRACTOR fails
to supply sufficient skilled workers or suitable materials or
equipment. or fails to furnish or perform the Work in such a
way chat the completed Work will conform to the Contract
Documents. OWNER may order CONTRACTOR to S!OP the
Work. or any porrion thereof. until the cause for such order
has been eliminated: however., this right of OWN ER to SlOp
the Work shall not give rise to any duty on the part of OWNER
to exercise this right for the benefit of CONTRACTO R or.
any other pal1Y.
Correction or Removal of Defective Work:
13.11. Ifrequired by ENGINEER. CONTRACTOR shall
promptly, as directed. either correct all defective Work.
whether or not fabricated. installed or completed. or. if the
Work has been rejected by ENGINEER. remo.ve it from the
site,and replace it with nOlldefee-ril'e Work. CONTRACTOR
shaH bear all direct. indirect :lnd consequential costs of such
correction or removal (including but not limited to fees and
charges of engineers. architects. attorneys and other profes-
sionals) made necessary thereby.
One Year Correction Period:
13.12. If within one year after the date of Substantial
Completion or such longer period of time as may be pre-
scribed by Laws or Regulations or by the terms of any appli-
cable special guarantee required by the Contnlct Documents
or by any specific provision of the Concract Documents. any
Work is found to be defee-rire. CONTR.-\CTOR shall promptly,
. without cost to OWNER and in accordance with OWNER's
written instructions. either correct such delecril'e Work. or.
if it has been rejected by OWNER. remove it from the site
and replace it with lIondefectil'e Work. If CONTRACTOR
does not promptly comply with the terms of such instructions.
or in an emergency where delay would cause serious risk of
loss or damage. OWN ER may have the dej'et.til'e Work core
rected or the rejected Work removed and replaced. and all
direct. indirect and consequential costs of such removal and
replacement lincluding but not limited to fees and charges of
engineers. architects. attorneys and other professionals) will
be paid by CONTRACTOR. In special circumstances where
a particular item of equipment is placed in continuous service
beTore Substantial Compleeion of all che Work. the correction
period for that item may start to run from an earlier dat~ if
so provided in the Specifications LJr by Written Amendment.
A.cceptance of Defective Work:
13.13, [f. inst~au of requiring correction or removal and
replacement of dt!./~('(i1',' Work. OWN ER (and, prior to
ENGINEER's recomm~nLbtion of final payment. also
ENGIN EERl prefers [l) aCl.:eptit. OWNER mny do so. CON.
TRACTOR shall be,lr all dir~ct. intlirect and consequential
25
COStS attributable to OWNER's evaluation of and determi-
nation to accept such defective Work (such costs to be approved
by ENGIN EER as to reasonableness and to include but not
be limited to fees and charges.of engineers. architects, attor-
neys and other professionals). If any such acceptance occurs
prior to ENGINEER's recommendation of final payment..a
Change Order will be issued incorporatin~ the necessary revi.
sions in the Contract Documents with respect to the Work:
and OWNER shall be entitled to an appropriate decrease in
the Contract Price, and, if the panies are unable to agree as
co the amount thereof, OWNER may make a claim therefor
as provided in Ankle II. If the acceptance occurs after such
recommendation, an appropriate amount will be paid by
CONTRACTOR to OWNER.
OWNER May Correct Defective Work:
13.14. If CONTRACTOR fails within a reasonable time
aIter written notice of ENGINEER to proceed to correct and
to correct defective Work or to remove and replace rejected
Work as required by ENGINEER in accordance with para-
graph 13.11, or if CONTRACTOR fails to perform the Work
in accordance with the Contract Documents. or if CON-
TRACTOR fails to comply with any other provision of the
Contract Documents, OWNER may, aIter seven days' writ-
ten notice to CONTRACTOR. correct and remedy any such
deficiency. In exercising the rights and remedies under this
paragraph OWNER shall proceed expeditiously. To the extent
necessary to complete corrective and remedial action. OWNER
may exclude CO NTRACTOR from all or part of the site, take.
possession of all or part of the Work, and suspend CON-
TRACTOR's'services related thereto, take possession of
CONTRACTO R' s tools. appliances, 'construction equipment
and machineI)' at the site and incorporate in the Work all
materials and equipment stored at the site orfor which OWNER
has paid CONTRACTOR but which are stored elsewhere.
CONTRACTOR shall allow OWNER. OWNER's represen-
tatives, agents and employees such access to the site as may
be necessary to enable OWNER to exercise the rights and
remedies under this paragraph. All direct, indirect and con-
sequential costs of OWNER in exercising such rights and
remedies will be charged apinst CONTRAcrOR in an amount
approved as to reasonableness by ENGINEER. and a Change
Order will be issuecj incorporating the necessary revisions in
the Contract Documents with respect to the Work: and
OWNER shall be entitled to an appropriate decrease in the
Contract Price. and. if the parties are unable to agree as to
the amount thereof. OWNER may make a claim therefor as
provided in Article 11. Such direct. indirect and consequen-
tial costs will include but not be limited to fees and charges
of engineers, architects, attorneys and other professionals,
all COUrt and arbitration costs and all costs of repair and
replacement oJ work of others destroyed or damaged by
correction, removal or replacement of CONTRAcrOR's
defective Work. CONTRACTOR shall not be allowed an
extension of the Contract Time because of any delay in per-
formance of the Work attributable to the exercise by OWNER
ofOWNER's rights and remedies hereunder.
.,..,. .
ARTICLE I4-PA YMENTS TO CONTR.J..CTOR AND
COMPLETION
Schedule of Values:
14.1. The schedule of values established as provided in
para.graph 2.9 will serve as the basis for progress payments
and will be incorporated into a form of Application for Pay.
ment acceptable to ENGINEER. Progress payments on
account of Unit Price Work will be based on the number of
units completed.
AppLUation for Progress Payment.:
14.2. At least twenty days before each progress payment
is scheduled (but not more often than once a month). CON-
TRACTOR shall submit to ENGINEER for review an Appli-
cation for Payment filled out and signed by CONTRACTOR
covering the Work completed as of the date of the Application
and accompanied by such supporting documentation as is
required by the Contract Documents. If payment is requested
on the basis of materials and equipment notinc~rporated in
the Work but delivered and suitably stored at the site or at
another location agreed to in writing, the Application for
Payment shall also be accompanied by a bill of sale. invoice
or other documentation warranting that OW1':lER has received'
the materials and equipment free and clear of all liens, charges.
security interests and encumbrances (which are hereinafter
in these General Conditions referred to as "Liens") and
evidence that the materials and equipment are covered by
appropriate propeny insurance and other arrangements to
protect OWNER's interest therein. all of which will be sat-
isfactoryto O\VNER. The amount of retainage with respect
to progress payments will be as stipulated in the Agreement.
CONTRACTOR's Warranty of Title:
14.3. CONTRAcrOR warrants and guarantees that title
to all Work. materials and equipment covered by any Appli-
cation for Payment. whether incorporated in the Project or
not, will pass to OWNER no later than the time of payment
free and clear of all Liens.
Review of Applications for Progress Payment:
14.4. ENGINEER will. within ten days after receipt of
each Application for Payment. either indicate in writing a
recommendation of payment and present the Application to
OWNER. or return the Application to CONTRACTOR indi-
cating in writing ENG INEER' s reasons for refusing to rec-
ommend payment. In the latter case, CONTRACTOR may
make the necessary corrections and resubmit the Applica-
tion. Ten days aIter presentation of the Application for Pay-
ment with ENGINEER's recommendation. the amount rec-
ommended will (subject to the provisions of the last sentence
of parigraph 14.7) become due and wh en due will be paid by
OWNER to CONTRACTOR. (In accordance with
the Georgia Prompt Pay Act )
14.5. ENGINEER's recommendation of any payment
requested in an Application for Payment will constitute a
26
repre~entation by ENGIN EER to OWN ER. based on ENGI-
NEER's on-site observations of [he Work in progress as an
experienced and qual iRed de~ign professional and on ENGI-
NEER's review of [he Application for Payment and [he
accompanying data and schedules [hat the Work has pro-
gressed co [he point indicated: [hac. to the best of ENGI.
NEER's knowledge. information and belief. the quality of
the Work is in accordance with rhe Contract Document~
(subject (0 an evaluation of [he Work as a functioning whole
priorco or Upon Substantial Complerion. to the results ofany
.subsequent tests called for in the Contract Documents. to a
final determination of quan lities and classilications for Unit
Price Work under paragraph 9.10. and to any other qualifi-
cations ~tated in the recommendation): and that CONTRAC-
TOR is entitled 10 payment of [he amount recommended.
However. by recommending any such paymenr ENGINEER
will not thereby be deemed 10 have represented that exhaus-
tive or continuous on-site inspections have been made to
check the quality or the quantity of the Work beyond the
responsibilities speciticallyassigned to ENGINEER in the
Contract Documents or that there ~a v not be other matters
or issues between the parties that milZht entitle CONTRAC-
TOR to be paid additionally by OWNER or OWNER [0
withhold payment to CONTRACTOR.
14.6. ENGINEER's recommendation of linal payment
will constitute an additional representation by ENGINEER
to OWNER that the conditions precedent to CONTRAC-
TOR's being entitled to linal payment as set forth in paragraph
14.13 have been fulfilled.
14.7. ENGINEER may refuse to recommend the whole
or any part of any payment if. in ENGINEER's opinion. it
would be incorrect to make such representations to OWNER.
ENGINEER may also refuse to recommend any such pay-
ment. or. because of subsequently discovered evidence or
the results of subsequent inspections or tests. nullify any such
payment previously recommended. [0 such extent as mav be
necessary in ENGIN EER's opinion to protect OWNER f~o~
loss because:
14.7.1. (he Work is delen/I'e. Or completed Work has
been damage;J requiring correction Or replacement.
I-J.7.2. the Contract Price has been reduced bv Writ-
ten Amendment or Change Order. .
14.7.3. OWNER has been required co correct dl!.f~('-
liI'l' Work Or complete Work in accordance with paragraph
13.14,or
I..U.4. of ENGINEER's actual knowledge of the
occurrence of any of the events enumerated in paragraphs
15.2. J through 15,2.9 inclusive.
OWNER may refuse (0 make payment or the full amount
recommended bv ENG IN EER because claims hnve been
made against OWNER on accuuntofCONTRACTOR's per-
formanCe or furnishinQ orlhe Work or Liens have been filed
in con nection with the ~W ork or! here are oth~r it<:ms entie/ing
OWN ER to a set-off against the arnount recommended. but
OWNER must give CONTRACTOR immediate written notice
(with a copy to ENGINEER) staeing the reasons for such
nction.
Substantic.l Completion:
14.8. When CONTRACTOR considers rhe entire Work
ready for its intended use CONTRAC-rOR shall notify
OWNER and ENGINEER in writing that (he enlire Work is
substantially complete (e.~cept for items specifically listed by
CONTRACTOR as incomplete) a.nd request lhat ENGl-
N EER issue a certificate of Substamial Completion. Within
a reasonable rime thereafter. OWNER. CONTRACTOR and"
ENGIN EER shall make an inspection of [he Work to deter-
mine the status of completion. If ENGIN EER does not con-
sider the Work substantially complete. ENGINEER will notify
CONTRACTOR in writing giving the reasons lherefor. !f
ENGINEER considers the Work substantially complete.
ENGINEER will prepare and deliver to OWNER a tentative
certificate of Substantial C.ompletion which shall fi.x (he date
of Substantial Complerion. There shall be ~tached to the
certificate a tentative list of items to be completed or cor-
rected before final payment. OWNER shall have seven days
after receipt of the tentative certificate during which to make
written objection co ENGINEER as [0 any provisions of the
certificate or attached list. If. after considering such objec-
tions. ENGINEER concludes that lhe Work is not substan-
tially complete. ENGINEER will within fourteen days after
submission of the tentative certificate to OWNER notify
CONTRACTOR in Writing. stat'ing the reasons therefor. If.
afrer consideration of OWNER's objections, ENGINEER
considers the Work substantially complete. ENGINEER will
within said fourteen days. execute and deliver to OWNER
and CONTRACTOR a definitive certificate of Substantial
Completion (with a revised tentative list of items co be com-
pleted or corrected) reflecting such changes from [he tentative
certificate as ENG IN EER believes justified after consider-
ation of any objections from OWNER. At the time of delivery
of the tentative certificate of Substantial Completion ENGI-
NEER will deliver [0 OWNER and CONTRACTOR a written
recommendation as to division of responsibilities pending
final payment between OWNER and CONTRACTOR with
respect to security. operntion. safety, maintenance. heat.
utilities. insurance and warrnnties. Unless OWNER and
CONTRACTOR agree otherwise in writing and so inform
ENGINEER prior fO ENGINEER's issuing the definitive
certificate of Substantial Completion, ENGIN EER's afore.
said recommendation will be binding on OWNER and CON-
TRACTOR until final payment.
14.9. OWNER shall have the right to exclude CON-
TRACTOR from the Work after lhe date of Substantial Com-
pletion. but OWNER shall allow CONTRACTOR reasonable
access to complete or correct item~ on [he tenwtive list.
Partial Utili:.ation:
14.10. Use by OWNER ofany finished parr of the Work.
which has specitic~lIl~' b<:c:n identified in the Concracl Do.:u-
27
ments. or which OWNER, ENGINEER and CONTRAC-
TOR agree constitutes a separately functioning and useable
part of the Work that can be usea by OWNER without sig-
nificant interference with CONTRACTOR's performance of
che remainder of the Work, may be accomplished prior to
Substantial Completion of all the Work subject to the follow-
ing:
14.10.1. OWNER at any time may request CON-
TRACTOR in writing to permit OWNER to use any such
part of the Work which OWNER believes to be ready for
its intended use and substantially complete. If CON-
TRACTOR agrees, CONTRACTOR will certify to OWNER
and ENGINEER that said par! of the Work is substantially
complete and request ENGINEER to issue a certificate of
Substantial Completion' for thal part of the Work. CON-
TRACTOR at any time may notify OWNER and ENGI-
NEER in writing that CONTRACTOR considers any such
part of the Work ready for its intended use and substan-
tially complete and request ENGINEER to issue a certif-
icate of Substantial Completion for that pan of che Work.
Within a reasonable time after either such request. OWNER.
CONTRACTOR and ENGINEER shall make an inspec-
tion of that part ofthe Work to determine its s,atus of
completion. If ENGINEER does not consider that part of
the Work to be substantially complete. ENGINEER will
notify OWNER and CONTRACTOR in writing giving the
reasons therefor. IfENGrNEER considers that part of the
Work to be SUbstantially complete. the provisions of para-
graphs l4.8 and 14.9 will apply with respect to certification
of Substantial Completion of that part of the Work and the
division of responsibility in respect thereof and access
thereto.
14.10.2. OWNER may.at any time request CON-
TRACTOR in Writing to permit OWNER to take over
operation of any such part of the Work although it is not
substantially complete. A copy of such request will be
sent to ENGINEER and within a reasonable time there-
after OWNER. CONTRACTOR and ENGINEER shall
make an inspection of that part of the Work to determine
its status of completion and will prepare a list of the items
remaining to be completed or corrected thereon before
final payment. If CONTRACTOR does not object in writ-
ing [0 OWNER and ENGrNEER that such part of the
Work is not ready for separate operation by OWNER.
ENGINEER will finalize the list of items to be completed
or corrected and will deliver such list to OWNER and
CONTRACTOR together with a written recommendation
as to the division of responsibilities pending final payment
between OWNER and CONTRACTOR with respect to
security. operation. safety. maintenance. utilities. insur-
ance. warranties and guarantees forrhat pan of the Work
which will become binding upon OWNER and CON-
TRACTOR at the time when OWNER takes over such
operation (unless they shall have otherwise agreed in writ-
ing and so informed ENGINEER), During such operation
and prior [0 Substantial Completion of such part of the
Work, OWNER shall allow CONTRACTOR reasonable
acces s to complete or correct items on said list and to
complete other related Work.
14. I 0.3. No occupancy or separate operation of part
of the Work will be accomplished priOrlO compliance with
the requirements of paragraph 5. Jj in respect of property
insurance.
Final Inspection:
14.11. Upon written notice from CONTRACTOR that the
entire Work or an agreed portion thereof is complete. ENGI-
NEER will make a final inspection with OWNER and CON-
TRACTOR and will notify CONTRACTOR in writing of all
particulars in which this inspection reveals that the Work is
incomplete or defective. CONTRACTOR shall immediately
take such measures as are necessary to remedy such defi.
ciencies.
FilUJi ApplU:l11um for Paymt!ll:
14./2. After CONTRACTOR has completed all suchcor.
rections to the satisfaction of ENGINEER and delivered all
maintenance and operating instrUctions. schedvles. guaran-
tees. Bonds. certificates of inspection. marktd-up recor~
documents (as provided in paragraph 6, 19l and other docu.
ments-all as required by the Contract Documents, and after
ENGINEER has indicated that the Work is acceptable (sub-
ject to the provisions of paragraph 14.l6). CONTRACTOR
may make application for final payment following the pro-
cedure for progress payments. The final Application for Pay-
ment shall be accompanied by all documentation called for
in the Contract DoCuments. together with complete and legally
effective releases or waivers (satisfactory [0 OWNERl of all .
Liens arising out of or filed in connection with the Work. In
lieu thereof and as approved by OWNER, CONTRACTOR
may furnish receipts or releases in fuI!: an affidavit of CON-
TRACTOR that the releases and receipts include all labor.
services. materiaJand equipment for which a Lien could be
tiled. and that all payrolls. material and equipment bills, and
other indebtedness connected with the Work for which
OWNER or OWNER's property might in any way be respon-
sible, have been paid or otherwise satisfied: and consent of
the surety, if any, to final payment. If any Subcontractor .or
Supplier fails to furnish a release or receipt in full. CON.
TRACTOR may furnish a Bond or other collateral satisfac-
tory to OWNER to indemnify OWNER against any Lien.
Fin.al Payment and Acceptance:
14.13, If. on the basis of ENGINEER's observation of
the Work during construction and final inspection. and
ENGINEER's review of the final Application for Payment
and accompanying documentation-all as required by the
Contract Documents, ENGINEER is satisfied thac the Work
has been completed and CONTRACTOR's other obligations
under the Comract Documents have been fulfilled. ENGI.
NEER will, within ten days after receipt of the final Appli-
cation for Payment, 'indicate in writing ENGINEER's rec.
ommendation of payment and present the Application [0
OWNER for payment. Thereupon ENGINEER will give
written notice to OWNER and CONTRACTOR thac the Work
is acceptable subject to the provisions of paragraph 14.16.
28
Otherwise. ENGINEER will return the Application co CON-
TRACTOR. indicating in writing the reasons for refusing co
recommend final payment. in which case CONTRACTOR
shall make the necessary corrections and resubmit the Appli-
cation, Thiny days after ~resentation co OWNER of the
Application and accompanying documentation, in appropri-
ate form and substance. and with ENGINEER's recommen-
dation and notice of acceptability. the amount recommended
by ENGIN EER will become due and will be paid by OWNER
to CONTRACTOR. (In accordance with the
Georgia Prompt Pay Act).
14. J 4. If. through no fault of CONTRACTOR, final com-
pletion of the Work is significantly delayed and if ENGI-
NEER so confirms, OWNER shall. upon receipt of CON-
TRACTOR's final Application for Payment and recommen.
dation of ENGINEER. and without terminating the Agree-
ment. make payment of the balance due for that ponion of
the Work fuJIy completed and accepted. If the remaining
balance to be held by OWNER for Work not fully completed
or corrected is less than the retainage stipulated in the Agree-
ment. and if Bonds have been furnished as required in para-
graph 5.1. the written consent of the surety to the payment
of the balance due for that portion of the Work fully com-
pleted and accepted shall be submitted by CONTRACTOR
to ENGINEER with the Application for such payment. Such
payment shall be made under the terms and conditions gov.
erning final payment, except that it shall not constitut~ a
waiver of claims.
Contractor s Continuing ObligaJion:
14.15. CONTRACTOR's obligation to perform and com-
plete the Work in accordance with the Contract Documents
shall be absolute. Neither recommendation of any progress
or final paymemby ENGINEER. nor the issuance ofa cer-
tificate of Substantial Completion. nor any payment by
OWNER to CONTRACTOR under the Contract Documents.
nor any use or occupancy of the Work or any parr thereof by
OWNER. nor any act of acceptance by OWNER nor any
failure [0 do so. nor any review and approval of a Shop
Drawing or sample submission. nor the issuance of a notice
of accept ability by ENGINEER pursuant to paragraph 14.13.
nor any correction of defecril'e Work by OWNER will con-
stitute an acceptance of Work not in accordance with the
Contract Documents or a release of CONTRACTOR's obli-
gation to perform the Work in accordance with the Contract
Documents (except as provided in paragraph 14.16),
Wah'er of Claims:
1'+.16. The making and acceptance of final pay'ment will
constitute:
1.+.16. I. a waiver of all claims bv OWN ER against
CO~TR.-I.CTOR. except cbims arising from ~ns~ttleJ
Liens. t'rom d(!/i'cri1"(' Work appearing after nnul inspec-
tiLln pursuant to p,lragraph 14./1 ur from failure tll comply
wirh.lhe Conrmcr Dl1cumenrs ur the terms of allY special
guurantces spec:ifieJ therein: howeva. il will nl11 consti-
tllle a lI'uiver hy OWNER of <.lny rights in 1'~Spcct l1f
CONTRACTOR's continuing obligations under the Con-
tract Documents: and
14.16,2. a waiver of all claims by CONTRACTOR
against OWNER other than thos e previously made in writ-
ing and still unsettled.
ARTICLE 15-SUSPENSION OF WORK AND
TERMIN AnON
Owner May Suspend Work:
15.1. OWNER may. at any rime and without cause, sus-
pend the Work or any portion .thereof for a period of not more
than ninety days by notice in writing to CONTRACTOR and
ENGINEER which will fix the date on which Work will be
resumed. CONTRACTOR shall resume the Work on the date
so fixed. CONTRACTOR shall be allowed an increase in the
Contract Price or an extension of the Contract Time. or both.
directly attributable to any suspension if CONTRACTOR
makes an approved claim therefor as provideq,in Articles 11
and 12.
Owner May Terminaie:
15.2. Upon the occurrence of anyone or more of the
following events:
15.2.1. if CONTRACTOR commences a voluntary case
under any chapter of the Bankruptcy Code (Title I I. United
States Code), as now or hereafter in effect, or if CON.
TRACTOR takes any equivalent or similar action by filing
a petition or otherwise under any other federal or state
law in effect ai such time relating to the bankruptcy or
insolvency:
[5.2.2. if a petition is filed against CONTRACTOR
under any chapter of the Bankruptcy Code as now or
hereafter in effect at the time of filing. or if a petition is
filed seeking any such equivalent or similar relief against
CONTRACTOR under any other federal or state law in
effect at the time relating to bankruptcy or insolvency,:
15.2.3. if CONTRACTOR makes a general assignment
for the benefit of creditors:
15,2.4. if a trustee. re.ceiver. custodian or agent of
CONTRACTOR is appointed under applicuble law or under
contract. whose appointment or authority to take charge
of property of CONTRACTOR is for the purpose of
enforcing a Lien against such property or for the purpose
of general administration of such property for the benefit
of CONTRACTOR's I.:reuitors:
. 15.2,5. jf CONTRACTOR admits in writing an inabil.
ity to pay its uebts generally as they become tlue:
15.2,6. if CONTRACTOR persistenlly fails to perform
the Work in aCl.:ordanc~ with the Contract Document.,
29
(including, but not limited to. failure to supply sufficient
skilled workers or suitable materials or equipment or
failure to adhere to the progress schedule establiShed under
paragraph 2.9 as revised from time to time):
15.1.7. if CO NTRACfOR disregards Laws or Regu.
lations of any public body havingjurisdiction:
15.1.8. if CONTRACTOR disregards the authority of
ENGINEER: or
15.1.9. if CONTRACTOR otherwise violates in any
substantial way any provisions of the Contract Docu.
ments;
OWNER may, after giving CONTRACTOR (and the surety.
if there be one) seven days' written notice and to the extent
permitted by Laws and Regulations. terminate the services
of CONTRACTOR. exclude CONTRACTOR from the site
and take possession of the Work and oeall CONTRACTOR's
[ools. appliances, construction equipment and machinery at
the site and use the same to the full extent they could be used
by CONTRACTOR (without liability to CONTRACTOR for
trespass orconversionl. incol1lorate in the Work all materials
and equipment stored at the site or for which OWNER has
paid CONTRACTOR but which are stored elsewhere. and
tinish the Work: as OWNER may deem expedient. In such
case CONTRACTOR shall not be entitled to receive any
funher payment until the Worle is finished. If the unpaid
balance of the Contract Price exceeds the direct. indirect and
consequential costs.of completing the Work (including but
not limited to fees and charges of engineers. architects. attar.
neys and other professionals and court and arbitration COSts)
such excess will be paid to CONTRACTOR. If such costs
exceed such unpaid balance. CONTRACTOR shall pay the
difference [0 OWNER. Such com incurred by OWNER will
be approved as to rea30nableness bv ENGINEER and incor.
porated in a Change Order. but when exercising any rights
or remedies underthis paragraph OWNER shall not be required
to obtain tbe lowest price for the Work performed.
15.3. Where CONTRACTOR's services have been so
tenninated by OWNER. the termination will not affect any
rights or remedies of OWNER against CONTRACTOR then
existing or which may thereafter accrue. Any retention or
payment of moneys due CONTRACTOR by OWNER will
not release CONTRACTOR from liability.
15.4. Upon seVen days' written notice to CONTRAC.
TOR and ENGINEER. OWNER may, without cause and
without prejudi!=e to any other right or remedy. elect to aban.
don the. Work and terminate the Agreement. In such case.
CONTRACTOR shall be paid for all Work executed and any
expense sustained plus reasonable tennination expenses. which
will include, but not be limited to, direct. indirect and con-
sequential coSts (including. but notlimitcd to. fees and charges
of engineers. architects. attorneys and other professionals
and coun and arbitration costs).
C on/raclor May Slop Work or T mninau..
15.5. If. through no ac.t or fault of CONTRACTOR. the
Work is ~uspended for a period of more than ni~ty days by
OWNER or under an order of court or other public authoritY I .
or ENGINEER fails to act on any Application for Payment
within thirty days after it is submitted, or OWNER fails for
thirty days to pay CONTRACTOR any sum finally deter-
mined to be due. then CONTRACTOR may. upon seven
d:lYs' written notice to OWNER and ENGINEER..terminate
the Agreement and recover from OWNER payment for ail
Work executed and any expense sustained' plus reasonable
termination expenses. In addition and in lieu of terminating
the Agreement.. if ENGINEER has failed to act on an Appli-
cation for Payment or OWNER has failed to make any pay.
ment as aforesaid.. CONTRACTOR may upon seven days'
written notice to OWNER and ENGINEER stop the Work
until payment of all amounts then due. The provisions of this
paragraph shall not relieve CONTRACTOR of the obligations
under paragraph 6.19 to carry on the Work in accordance
with the progress schedule and without delay during disputes
and disagreements witb OWNER;
. [The remainder of this page was left blank intentionally.]
30
ARTICLE 16--ARBITRATION
16.1 All claims, disputes and other matters in question between
OWNER and CONTRACTOR arising out of, or relating to, the Contract Docu-
ments or the breach thereof shall be decided under Georgia Law in the
Superior Court of Richmond County, Georgia.
(The remainder of this page 'HaS left blank intentionally.)
~
~1
(This page was left blank intentionally.)
,
~
32
ARTICLE 17-MISCELLANEOUS
Giving Notice:
17.1. Whenever any provision of the Contract Docu-
ments requires the giving of written notice, it will be deemed
to have been validly given if delivered in person to the indi-
vidual or to a member of the tinn or to an officer of the
corporation for whom it is intended, or if delivered at'or sent
by registered or certified mail, postage prepaid, to the last
business address known to the giver of the notice.
CompUlaium a/Tim':
17.2.1. When any period of time is referred to in the
Contract Documents by days. it will be computed to exclude
the tirst and include the last day of such period. If the last
day of any such period falls on a Saturday or Sunday or
on a day made a legal holiday by the law of the applicable
jurisdiction, such day will be omitted from the computa-
tion.
17.2.2. A calendar day of twenty-four hours measured
from midnight to the next midnight shall constitute a day.
GmlraJ:
17.3. Should OWNER or CONTRACTOR suffer injury
or damage to person or property because of any error, omis-
...;,..~. '.
sion or act of the other party or of any of the other party's
employees or agents or others for whose acts the other party
is legally liable, claim will be made in writing to the other
party within a reasonable time of the first observance of such
injury or damage. The provisions of this paragraph 17.] shall
not be construed as a substitute for or a waiver of the pro.
visions of any applicable statute of Iimitatiolls or repose.
17.4. The duties and obligations imposed by these Gen-
eral Conditions and the rights and remedies available here-
under to the parties hereto. and. in particular but without
limitation. the warranties. guarantees and obligations imposed
upon CONTRACTOR by paragraphs 6.30.13.1.13.12.13.[4.
14.3 and- 15.1 and all of the rights and remedies available to .
OWNER and ENGINEER thereunder. are in addition to.
and are not to be construed in any way as a limitation of. any
rights and remedies available to any or all of them which are
otherwise imposed or available by Laws or Regulations. by
.special warranty or guarantee or by other provisions of the
Contract Documents. and the provisions of this paragraph
will be as effective as if repeated specifically in the Contract
Documents in -connection with each particuhi~uty. obliga.
tion. right and remedy to which they apply. All representa-
tions. warranties and guarantees made in the Contract Doc-
uments will survivetinal payment and termination or com-
p[etion of the Agreement.
33
SUPPLEMENTARY CONDITIONS
1.1 OWNER'S LIABILITY & PROPERTY INSURANCE:
Section 5.5, 5.6, 5, 7, 5.8, 5.9, 5.10 of the General Conditions shall be amended as
follows:
No additional liability or property insurance will be purchased by Augusta-
Richmond Country for this project.
Current insurance coverage will remain in effect for the life of this Contract.
1.2 CONTRACTOR'S LIABILITY:
As indicated under Section 5.3 of the General Conditions, the Contractor's Liability
Insurance shall be in an amount not less than $200,000 for injuries, including accidental
death, to anyone person, and subject to the same limit for each person, in an amount not less
than $500,000 on account of one accident, and Contractor's Property Damage Insurance in
an amount not less than $100,000 for all property damage sustained by anyone person in any
one accident; and a limit of liability of not less than $200,000 for any such damage sustained
by two. or more persons in anyone accident.
The contractor shall either (1) require each of his subcontractors to procure and to maintain
during the life of his subcontract, Subcontractor's Liability and Property Damage Insurance
of the type and in the same amounts as specified in the preceding paragraph, or (2) insure the
activities of his subcontractors in his own policy.
1.3 SPECIAL HAZARDS:
The contractor's and his Subcontractor's Liability and Property Damage Insurance shall
provide adequate protection against the following special hazards:
(a) Work within the right-of-ways of the Augusta-Richmond County Road
System.
(b) Work within easements granted by property Owners in connection with
the construction of the project.
(c) Work in close proximity to eXIstmg water lines, telephone lines,
gas lines, other utilities and private structures contiguous to the job site.
1.4 TESTING LABORATORY:
All testing and laboratory work in connection therewith shall be performed by an
independent firm and paid for by the contractor. Copies of all test reports shall be forwarded
to Augusta Engineering Department. There will be no separate payment for this work.
Engineering Department
Belair Hills Subdivision Improvements Contract - 12/2007 SC - 1
1.5 SURVEYS:
The Contractor will provide surveying for construction staking, horizontal control, and
vertical control as necessary, utility staking, and as built.
1.6 PROGRESS PAYMENT:
Section 14.2 ofthe General Conditions shall be amended as follows:
The Contractor may submit monthly estimate for work completed and
materials properly stored as approved by the Engineer. When an estimate
includes materials stored, a bill of sale, invoice or other documentation
warranting that the Owner is receiving the material free and clear of all
liens, charges, security interest and of all liens, charges, security interest and
other encumbrances shall be attached to the payment request.
1. 7 ENGINEER:
All references to "Engineer" shall be interpreted to mean the Director of Engineering, or their
official designee.
1.8 UNDERGROUND UTILITIES: (References 4.3, 1.4, 3.2)
The Contractor shall coordinate with all utility companies through the "One Call"
method or other appropriate steps to locate and avoid damage to all utilities that may
affect or be affected by the Contractor's work.
1.9 SAFETY: (Reference 6.20)
The Contractor shall use certified flagmen, barricades and signs as necessary to notify the
public, in particular, those persons driving in the vicinity of the project, of the construction
and its affect on traffic.
Engineering Department
Belair Hills Subdivision Improvements Contract - 12/2007 SC - 2
SECTION P
PROPOSAL
Date: -:S-v.-7 I / 2-00 ~
Gentlemen:
In compliance with your invitation for bids dated '//; ,2008, the undersigned hereby
proposed to furnish all labor, equipment, and materials, and to perform all work for the
installation of roadway improvements, and appurtenances referred to herein as:
BELAIR HILLS SUBDIVISION IMRPOVEMENTS
PROJECT NUMBER: 324-04-203824335
In strict accordance with the Contract Documents and in consideration of the amounts shown on
the Bid Schedule attached hereto and totaling:
~-~ ~do'/ hve h?,?/."c/~/ - h?~e- -/"hr7v'/-cv,-?c/ /y{~C' --::o,?~~/ hvr- ~~;-/-~
DOLLARS ($ &,.s-~~ 070, ~ )
I I
The undersigned hereby agrees that, upon written acceptance of this bid, he will within 10 days
of receipt of such notice execute a fonnal contract agreement with the OWNER, and that he will
provide the bond or guarantees required by the Contract Documents.
The undersigned hereby agrees that, if awarded the contract, he will commence the work within
l.Q calendar days after the date of written notice to proceed, and that he will complete the work
within ~ months.
The undersigned acknowledges receipt of the following addenda:
Addendum Number:
/
2..
Addendum Date:
to//J/og
bl2-/l/oB
I I
Respectfully submitted:
'Ok&-/:-- C:::04) +/,/C-ho-7 ,.::::z;;c /
~ame of Finn) /
"70. /3<<'/'1<- 7)c? &c---<? bA'- :]02,0/,
/L
(Business Address)
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LUMP SUM CONSTRUCTION
BELAIR HILLS SUBDIVISION IMPROVEMENTS
PROJECT NUMBER: 324-04-203824335
NOTE: List all Lump Sum Construction items in detail with associated costs. FAILURE TO
PROVIDE THIS BREADKDOWN MAY DISQUALITY THE BID.
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TO:
All Bidders
Phyllis Mills, Quality Assurance Analyst
Geri Sams ~ ~
Procurement Director
DATE: June 13, 2008
SUBJ: Changing Bid Date and Clarification to Specifications
BID ITEM: 08-141 Belair Hills Subdivision Improvements for Engineering
NEW OPENING: Wednesday, June 25th at 3:00 P.M.
FROM:
ADDENDUM NO.1
The opening date for Bid #08-141 Belair Hills Subdivision Improvements has been
changed:
FROM:
TO:
Thursday, June 19th, 2008 @ 3:00 p.m.
Wednesday, June 25th, 2008 @ 3:00 p.m.
This Addendum forms a part of the Contract Documents and modifies the original Bidding Documents as
noted below. Acknowledge receipt of this Addendum in the space provided on the Bid Form. Failure to
do so may subject Bidder to disqualification. The attachments and other conforming pages will be mailed
certified receipt.
This Addendum consists of various pages and attachments.
Reeves Construction ComDanv
Q: Will this project have the Asphalt Index added as we did on the Windsor Spring project?
A. Yes
Q: There are no bid items for Gp 1 and Gp 2 manholes.
A. A revised bid schedule is provided as part of Addendum #1.
Q: There are no bid items for drop inlets. The plans show several drop inlets but not indicate the type
drop inlet required (1019A-type E.1019B, etc.). Please provide the type drop inlets required.
A: A revised bid schedule is provided as part of Addendum #1. Drop Inlets shall be GDOT
1 019A Type C with weir, unless otherwise noted.
Q: There are no bid items for Junction Boxes.
A: A revised bid schedule Is provided as part of Addendum #1.
Q: On Plan Sheet 3.4, there are no top elevations shown for storm structures on lines C, C-1, D and 0-1.
Please provide top elevations.
A: Top elevations for structures are noted below:
Room 605 - 530 Greene Street, Augusta Georgia 30911
(706) 821-2422 - Fax (706) 821-2811
WWW.aUl!.usta2a.l!.OV
Register at www.demandstar.com/suoolier for automatic bid notification
ADDENDUM 1 08-146
Page 1 of 5
Structure Number
C2
C3
C4
C5
C6
02
03
04
05
06
07
M21
M22
M23
To Elevation
325.90
328.95
333.60
329.70
333.60
328.10
328.10
330.0
330.0
329.20
329.20
352.25
355.85
355.85
Q: On Plan Sheet 8.6E, the plan shows 200 L.F. of 8" D.I.P. between manholes 045 and 048. The
profile shows PVC pipe for this line. Which is correct?
A: The pipe material between the noted manholes shall be Ductile Iron Pipe (DIP). No quantity
revisions are necessary.
Q: On Plan Sheet 8.7, the plan shows 22 L.F. of 8" D.I.P. between manholes 024 and 027. The profile
shows PVC pipe on this line. Which is correct?
A: The pipe material between the noted manholes shall be PVC. No quantity revisions are
necessary.
REVISIONS TO CONTRACT DOCUMENTS
1. CONTRACT DOCUMENTS, PAGE A-1; REVISE: Time of Completion to 18 months (545
calendar days).
2. CONTRACT DOCUMENTS, SPECIAL CONDITIONS-PAGE SP1-2; ADD: Geotechnical Report,
prepared by Graves Engineering Services.
3. CONTRACT DOCUMENTS, GENERAL NOTES - PAGE G-1; REVISE: As-Built Plans as follows:
The Contractor shall furnish a complete, legible set of "as-built" plans, prepared and certified by a
qualified Georgia Licensed Professional Land Surveyor (PLS), to Augusta Engineering Department seven
(7) days prior to the date of the Final Inspection. The Director of Engineering Department or his/her
designee shall review the submitted as-built plans for accuracy, legibility, completeness, and conformity
with approved construction plans. Upon approval of submitted as-built, three (3) hard copies and one
electronic (CD - in GA State plan coordinate) copy shall be submitted to Engineering Department for
record and Director of Engineering signature. There shall be no separate payment unless otherwise
shown.
4. CONTRACT DOCUMENTS, GENERAL NOTES - PAGE G-3; REVISE: Construction / Utility
Schedule as follows:
The contractor shall prepare an overall Time-Logic Schedule that includes all major utility relocations,
proposed utilities, and construction activities. A detail schedule for utility relocations from all utility
companies shall be submitted to the contractor two weeks prior to the Preconstruction meeting. The
Contractor shall submit this schedule to Augusta Engineering Department seven (7) days prior to
preconstruction meeting. The contractor shall present a copy of this schedule at the Preco,nstruction
meeting for discussion. The schedule shall consist of the following:
ADDENDUM 1 08-146
Page 2 of 5
I. The noted Responsible Agency for each activity (e.g., Contractor, Sub-Contractor, Utility
Company)
II. The ES-Early Start, EF-Early Finish, LS-Late Start, LF-Late Finish dates
III. The Project Critical Path
IV. Activity Durations
The contractor shall also submit following information with the schedule.
I. List of active construction projects and their projected completion date
II. List of available resources assigned to this project*
III. Name of Project Team (Project Manager, Superintendent, Foreman) assigned to this
project*
IV. Subcontractor information such as Company Name, Contact Name and Telephone, and
type of assigned tasks
*Personnel and resources assigned to this project shall not be re-assigned to other projects until after
upon approval from Augusta Engineering Department. Augusta Engineering Department reserves the
right to deny the submitted Project Team or parts thereof.
Failure to provide aforementioned schedule and information with specified time will result in cancellation
of Notice to Proceed. If information is not received within thirty (30) days from the date of Notice to
Proceed cancellation, contract will be terminated without further notice.
Within seven (7) days after the Preconstruction meeting, the Contractor shall provide a revised schedule
with all issues and concerns addressed to Augusta Engineering Department. The revised Time-Logic
Schedule shall be color coded with respect to responsibility, and shall be presented on 0 size paper
(24'x36")
The schedule shall be updated on a monthly basis displaying percentage of completion of all activities.
The project base line and current date line shall appear on all updates.
The Schedule shall be using Microsoft Project or Primavera Scheduling software.
5. CONTRACT DOCUMENTS, GENERAL NOTES - PAGE G-5; REVISE: Design Alterations as
follows:
The commission-council recognizes that various changes in design may be made as the project
progresses. Any requests for additional payment shall be processed based on actual work in place and
the unit price submitted as part of this bid. Items not covered in this bid shall be priced separately and no
work shall be done on these items until approved, in writing, by the Engineer. All changes in engineering
design of the project shall be approved by the Design Engineer of record after consultation with the
Engineer. Revised design plan sheet(s) shall be signed and stamped by the Design Engineer of record
and a copy shall be submitted to Augusta Engineering Department.
6. CONTRACT DOCUMENTS, AUGUSTA UTILTIES DEPARTMENT
a. All references to the Augusta Utilities Department Design Standards and Construction
Specifications should reference the August 2006 edition and included revisions. Potential
bidders shall contact Augusta Utilities Department (706-312-4132) and request a copy of
the latest document.
b. ADD: Attached are revised Augusta Utilities Department Standard Technical
Specifications for water and sewer construction,
7. CONTRACT DOCUMENTS, PROPOSAL*
a. REVISE: ENGINEERING DEPT. PAY ITEMS
i. Pay Item 550-1300, Storm Drain Pipe, 30 IN, H 1-10 RCP
ADDENDUM 1 08-146
Page 3 of 5
ii. QTY: 455 LF
iii. Description: Additional 25 LF associated with plan sheet 11.4 revision noted in
Addendum #1.
b. REVISE: ENGINEERING DEPT. PAY ITEMS
i. Pay Item 603-1018, Stn Plain Rip-Rap, 18 IN, Type 1
ii. QTY: 2,575 SY
iii. Description: Additional 50 SY associated with plan sheet 11.4 revision noted in
Addendum #1 .
c. REVISE: ENGINEERING DEPT. PAY ITEMS
i. Pay Item 603-2997, Filter Blanket
ii. QTY: 2,575 SY
iii. Description: Additional 50 SY associated with plan sheet 11.4 revision noted in
Addendum #1 .
d. REVISE: ENGINEERING DEPT. PAY ITEMS
i. Pay Item 668-4300, Storm Sewer Manhole, Type 1
ii. QTY: 2 EA
Hi. Description: Additional 1 EA manhole associated with plan sheet 11.4 revision
noted in Addendum #1.
e. ADD: ENGINEERING DEPT. PAY ITEMS
i. Pay Item 550-4230, Flared End Section, 30 IN, RCP, Storm Drain
ii. QTY: 1 EA
iii. Description: Additional 1 EA Flared End Section associated with plan sheet 11.4
revision noted in Addendum #1.
f. ADD: UTILITIES DEPT. PAY ITEMS
i. Pay Item P-1, Asphalt Overlay, Type F, 1.5" thick, minimum
ii. QTY: 18,100 SY
iii. Description: Quantities provided for asphalt overlay along Flagler Road between
Avalon Avenue and Paine Street. Additionally, the existing side road
approximately 1,050 feet south of the Flagler Road - Avalon Avenue intersection
is to be overlaid.
g. ADD: UTILITIES DEPT. PAY ITEMS
i. Pay Item P-2, Graded Aggregate Base, 10.5" thick, T-wide and asphalt patch
2.5" thick, including removal of 2.5" GAB and placement of bituminous tack coat
ii. QTY: 540 SY
iii. Description: Quantities provided for work associated with 6" water main
improvements. Reference construction plan sheets 12.0 - 22.0
* A revised bid schedule is attached for bidding purposes.
REVISIONS TO CONSTRUCTION PLANS
8. CONSTRUCTION PLANS, SHEET 1.3B - ADD; GENERAL NOTE #108 AS NOTED BELOW:
108. The street areas shown to be open cut are shown for schematic purposes only. The actual limits of
open road cut will be determined by the depth of the proposed trench and all governing safety
regulations.
9. CONSTRUCTION PLANS, CLARIFICATION REGARDING OPEN ROAD CUT DETAILS
a. All existing roadway base and pavement section replacement five feet (5.0') wide or less
shall be completed in accordance with the TYPICAL SECTION - PAVING CUT &
REPLACEMENT detail shown on Sheet 1.4.
ADDENDUM 1 08-146
Page 4 of 5
b. Where base and pavement section replacement is greater than 5.0' wide, the pavement
section shown in the TYPICAL ROAD CROSS SECTION on Sheet 1.4 (8" GABC / 2"-
12.5 mm plant mix asphalt) will govern.
10. CONSTRUCTION PLANS, SHEET 4.3; CLARIFICATION OF BASE & PAVEMENT
CONSTRUCTION;
a. Should trenching activities require the limits of sawcut / removal to extend beyond the
edge of existing gutter between Catch Basin #G-6 and #G-8, base and pavement section
replacement between Catch Basin #G-6 and #G-8 shall be completed as shown on the
attached Class B Concrete Base or Pavement Widening detail. No separate payment will
be made for base or pavement widening at this location.
b. Reference the attached detail (Sheet 1 of 2).
11. CONSTRUCTION PLANS, SHEET 11.4 - STORM DRAIN NEAR FLAGLER ROAD - BOLTON
STREET INTERSECTION
a. A new storm sewer manhole is to be constructed over the outlet of the existing 30" RCP.
New 25LF - 30" RCP is to be extended from the new manhole to a new flared end
section. Quantities for this work are reflected on the revised proposal (bid schedule)
sheet.
b. Reference the attached schematic (Sheet 2 of 2) showing the revised work.
Please acknowledge addendum in your submittal.
END ADDENDUM
ADDENDUM 1 08-146
Page 5 of 5
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Revised Bid Schedule
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4
Revised Bid Schedule
'i
I
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0 - 0 - 0 - - - - 0 s:; -
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5
Revised Bid Schedule
~
<(Eo-
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-'--- - - - I-- - - - f- - I-- - - r-- -
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7
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v; 0 0 0 0 0 0 0 N 0- .;- t-
v; v; 0 v; 0 v; 0- v; on N N
cO v; N - .;- N v; .;- ...0
f- f- - f- f- - - I-- fo- f- - r-- - r--
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co
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6
Revised Bid Schedule
.\i
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Report of Geotechnical Exploration
Bel-Air Hills Subdivision Improvements
Richmond County, Georgia
prepared for
Augusta-Richmond County
prepared by
GRA VES ENGINEERING SERVICES, INC.
Project No. G-02823A
1220 West Wheeler Parkway, Suite F
Augusta, Georgia 30909
706-651-9922
FAX 706-651-0810
ENGINEERING SERVICES, liVC.
September 9, 2003
W.R. Toole Engineers, Inc.
P.O. Box 600
Augusta, Georgia 30903
ATIENTION:
Mr. Tom Dunaway
SUBJECT:
Report of Geotechnical Exploration
Bel-Air Hills Subdivision Sanitary Sewer and Road Improvements
Richmond County, Georgia
Graves Engineering Project No. G-02823A
Gentlemen:
Graves Engineering Services, Inc. is pleased to submit this report of our exploration services for the
proposed project. Our services were provided in accordance with your verbal authorization. This report
presents a review of the information provided to us, a discussion of the site and subsurface conditions,
and our earthwork recommendations. The appendix contains the results of our field and laboratory
testing.
Project Information
The project consists of improvements to the Bel-Air Hills Subdivision, which is located off of Powell
Road in Richmond County, Georgia. The improvements are to consist of the installation of a new
sanitary sewer system to service the subdivision and the upgrading of the road system.
The new sanitary sewer system includes four lateral sewer line extensions from a proposed new main
interceptor to service various sections of the subdivision. Graves Engineering completed a geotechnical
exploration and wetland delineation services for the main interceptor in 2002. The results of our services
are contained in our report no. E-02823, dated May 2, 2002 and G-02823, dated January 3, 2003. The
proposed sewer easements are generally 15 to 20 feet wide and are generally located along the existing
roadways in the subdivision. The routes are shown on preliminary drawings prepared by and provided to
us by W.R. Toole Engineers, Inc. We understand that the road crossings will be open cut with
replacement of the paving to likely be in conjunction with the road improvements. In addition, the route
crosses topographic high areas that will require cuts of up to 22 feet deep to install the sewer lines and to
maintain gravity drainage. It should be noted that this work was conducted for the Augusta-Richmond
County Utilities Department.
W.R. Toole Engineers, Inc.
September 9,2003
- Page 2-
The proposed roadway improvements aTe to include the grading and paving of several of the current dirt
roads in the subdivision. In addition, a few new roads are planned. We understand that maximum cuts
and fills on the order of 3 to 10 feet will be required to achieve finished grades. The paving is to be
subjected to periodic heavy wheel loads from trailers and waste disposal trucks. The improvements to
Carolyn Street will require the construction of two retaining walls on the western side of the street. We
understand that the walls will likely be from 8 to 12 feet in height. We understand that a new stormwater
retention pond may be required in the area near the intersection of Flagler Road and Ruth Street. The
exact location of the pond (and associated dam height) will be selected at a later date based on the results
of our CUlTent wetland delineation (report to be provided under separate cover). It should be noted that
this work was conducted for the Augusta-Richmond County Public Works Department.
Purpose Of Exploration
The purpose of this exploration was to obtain specific subsurface data at the site and to provide
foundation, paving and earthwork recommendations for the proposed projects.
Site Conditions
We conducted a site reconnaissance to observe and document surface conditions at the site. InfOlmation
gathered was used to help us interpret the subsurface data and to detect conditions which could affect our
recommendations.
The proposed sewer easements are generally located along the existing roadways (both paved and
unpaved) in the subdivision. These areas were generally cleared of vegetation and were covered with
gravel, grassed or had surface soils exposed. Surface soils exposed consist of a sandy organic topsoil or
sands with varying fine-grained particle content.
The site has rolling topography and generally slopes to the southeast (towards Butler Creek) with
approximately 150 feet of topographic relief. Based on USGS information, the existing ground surface
elevations in the subdivision range from approximately 340 to 500 feet MSL. The subdivision contains
several small wetland areas. The predominate area is near the proposed stormwater retention pond.
Graves Engineering has completed a wetland delineation for the subject pond, road and sewer easement
areas. The results of our wetland delineation will be provided in report form once the exact location of the
wetlands have been surveyed. Surface water was noted at several locations and generally correspond to
the locations of creeks and associated wetland areas.
The new road and proposed storrnwater retention pond areas are moderately to heavily wooded with
hardwoods and pine. Significant clearing was performed to provide access to boring locations. Surface
soils exposed consist of a sandy, loamy organic topsoil. It should be noted that the fieldwork was
delayed due to weather, utility location and clearing of wooded areas.
Site Geologic Conditions
The site is located very near the fall line, which is the contact area of the Upper Coastal Plain Province and
the Piedmont Province. The Coastal Plain soils were deposited during inundation by the ancient oceans
and consist of random layers of fine sands and silts interbedded with lenses of clay. The Georgia
Piedmont Province is a broad plateau gently sloping from the Blue Ridge Mountains to the Coastal Plain,
covering a distance of approximately one hundred miles in this area. The soil overburden of this area is
W.R. Toole Engineers, Inc.
September 9, 2003
- Page 3-
residuum formed by in-place weathering of the parents rocks. A typical upland soil profile consists of
thin topsoil underlain by a few feet of clayey soils that transition with increasing depth into less clayey,
coarser grained silts and sands with varying mica content. Separating the completely weathered soil
overburden from the unaltered parent rock is a transition zone of residuum with penetration resistances of
more than 100 blows per foot (bpf), which is locally described as partially weathered rock (PWR).
Partially weathered rock retains much of the appearance and fabric of the parent rock formations, and may
consist of thinly interlayered very hard or dense soil and rock.
The weathering processes that formed the overburden soils and partially weathered rock were extremely
variable. Differential weathering of the rock mass has resulted in erratically varying subsurface
conditions, evidenced by abrupt changes in soil type and consistency in relatively short horizontal and
vertical distances. Although no rock outcrops were noted at the surface, depths to rock can be irregular,
and isolated boulders, discontinuous rock layers, or rock pinnacles can be present within the overburden
transition zones.
Based on published literature, the site is underlain by Coastal Plain sediments consisting of interbedded
silts, sands, and clays. These soils overlay residual soils and crystalline rocks of the Piedmont.
Subsurface Conditions
The subsurface conditions were explored with widely spaced soil test borings drilled according to the
procedures presented in the appendix. The boring locations and depths were selected by Graves
Engineering and W.R. Toole Engineers, Inc. and are indicated on the attached boring location plan. The
actual field boring locations were determined by our field crew, which used a 100-foot tape and turned
estimated right angles relative to landmarks (generally existing roadways). The boring locations shown in
the appendix should be considered accurate only to the degree implied by the method used. Boring
elevations were not provided or obtained.
The subsurface conditions encountered at the boring locations are shown on the Test Boring Records in
the Appendix. These Boring Records represent our interpretation of the subsurface conditions based on
the field logs, visual examination of field samples by an engineer and tests of the field samples. TIle lines
designating the interface between various strata on the Boring Records represent the approximate interface
location. In addition, the transition between strata may be gradual. Water levels shown on the Boring
Records represent the conditions only at the time of our exploration.
Thirteen soil test borings (B-1 to B-13) were performed for the proposed sewer lines (for Utilities
Department) to depths of 15 to 25 feet below the ground surface. Seven soil test borings (B-14 to 8-20)
were performed for the proposed road improvements (for Public Works Department) to depths of 5 to 10
feet below the ground surface. These seven borings were extended to depths of IOta 20 feet for planned
sewer lines(for Utilities Department). Three additional soil test borings (B-21 to B-23) were performed
for the proposed retaining structures and pond area (for Public Works Department) to depths of 15 to 25
feet below the ground surface.
The soil test borings revealed a subsurface profile generally consisting of typical coastal plain deposits of
interbedded sands, silts and clays. These soils were encountered to the boring termination depths. The
coastal plain soils typically consisted of sands with varying fine-grained particle content(SP to SC)
interbedded with fine-grained clayey silts and silty clays. The sandy soils were generally very loose to
dense in consistency and were encountered to depths of over 20 feet. Standard penetration resistance's
ranged from 4 to 36 blows per foot with an average of approximately 17.
W.R. Toole Engineers, Inc.
September 9, 2003
-Page 4-
The coastal plain clayey silts and silty clays were recorded to be generally firm to hard in consistency with
standard penetration resistance's of 5 to 41 blows per foot recorded. Borings B-20 and B-23 encountered
lenses of a very soft to soft, fine sandy, clayey silt("muck") at depths above 6 feet. Standard penetration
resistance's ranged from 1 to 4 blows per foot.
Groundwater Conditions
Groundwater was encountered in the borings at depths ranging from 2.0 feet to 16.0 at over 24-hours
after drilling. Several borings did not encounter groundwater at the time of drilling or at over 24-hours
after drilling. In silty sands the water levels can usually be determined accurately near the time of drilling.
In fine grained soils and clayey sands, it may take several days for water levels to stabilize. In addition,
fluctuations in the groundwater level can occur due to variations in rainfall, evaporation, construction
activity, surface runoff, and other site specific factors. The highest groundwater levels are generally
encountered in early spring and the lowest in late summer.
The groundwater noted in the near surface soils at some locations is likely the result of perched
groundwater. Following periods wet weather, such as those recently encountered, rain water infiltrates
through the upper silty sands. The water can then become "perched" on top of the clayey sands and silts
below.
Utility Construction Considerations
Based on our conversations, the sanitary sewer piping(gravity flow) will be installed to depths ranging
from approximately 5 to 22 feet. The soils encountered should be amiable to excavation with normal
excavation equipment. We recommend that the excavations be shored, sloped or benched as required to
provide stability and a safe work environment. For the soils encountered, we recommend that temporary
cut slopes of 1.5 to 2H: 1 V be utilized. Heavy construction equipment and materials removed from the
excavations should not be placed within 5 to 10 feet of the top of the excavation. All excavations should
comply with applicable local, state and federal safety regulations including the current OSHA Excavation
and Trench Safety Standards. It is our understanding that these regulations are strictly enforced and if
they are not closely followed, the owner and contractor could be liable for substantial penalties.
Preliminary plans call for the pipe at a few locations to be installed below the groundwater table, we
recommend that 12 to 18 inches of clean stone be utilized for pipe bedding in wet areas. Compaction of
pipe backfill at several locations may be extremely difficult due to the anticipated wet conditions. In
addition, wet clayey soils removed from the excavations will require significant drying time prior to
reutilization as fill. Therefore, construction planning should assume that nominal volumes of select stone
bedding and initial pipe backfill will be required. .
Compacted Fill Recommendations
We recommend that soils to be used as trench backfills be free of debris and have less than 2% by weight
fibrous organic material. They should have a liquid limit less than 45 and a plasticity index less than 20.
Before filling operations begin, representative samples of each proposed fill material should be collected.
The samples should be tested to detennine the maximum dry density, optimum moisture content, natural
moisture content, gradation and plasticity of the soil. These tests are needed for quality control during
compaction and also to determine if the fill material is acceptable.
W.R. Toole Engineers, Inc.
September 9,2003
-Page 5-
We have conducted laboratory testing and visually in~pected soil samples obtained from the site. We
expect that most of the sands and silts encountered in the borings are acceptable for use as compacted
backfill. Some of the soft, organic soils near borings B-20 and B-23 may not be acceptable for use as
compacted fill due to organic and moisture content. In addition, as stated previously, wet soils(especially
clayey soils) removed from the excavations may require significant drying time prior to reutilization as
fill.
We recommend that all compacted fill be constructed by spreading acceptable soil in loose layers not
more than 10 inches thick. The fill should be compacted in thin lifts to at least 9S percent of the Standard
Proctor maximum dry density (ASTM D-698). The upper 12 inches of fill beneath pavements should be
compacted to at least 100 percent of the Standard Proctor maximum dry density .
The moisture content of the fill soils should be maintained within +3 and -3 percentage points of the
optimum moisture content as determined from the Proctor compaction test. This provision may require
the contractor to dry the soils during periods of wet weather or wet the soils during the hot summer
months.
We recommend that the backfill placement and compaction be observed and documented by the
geotechnical engineer. Significant deviations, either from specifications or good practice, should be
brought to the attention of the owner's representative, along with appropriate recommendations. At least
one field density test should be performed for every 100 to 200 linear feet of trench for each lift.
Pavement Recommendations
No subgrade strength tests have been performed at this time. However, based on our experience with
similar conditions, we recommend that a design CBR value of 8 be used for thickness determinations for
pavements supported by the near surface silty to clayey sands. The actual values should be confirmed by
testing prior to the actual construction. Sands with organics or clayey silts, if exposed at the pavement
subgrade level (especially near boring B-20), should be removed to a depth of 1.5 to 2.0 feet and replaced
with properly compacted, granular soil. If pavements or sections of pavements are to be constructed on
compacted fill, we recommend that the fill material be granular and placed slightly dry of optimum
moisture content. Testing has shown that CBR values can be greatly reduced for fills compacted wet of
optimum moisture.
We recommend the following pavement thickness in inches:
Asphalt Concrete
Surface Course
Graded Aggregate
Base Course
Heavy Duty Option I
Heavy Duty Option 2
2.0
2.5
8.0
6.0
The above design assumes a traffic loading of 5 equivalent single axial load applications per day. If the
actual loading is different than as assumed above, we should be contacted such that the design can be
modified.
W.R. Toole Engineers, Inc.
September 9,2003
- Page 6-
The base course material should comply with the requirements of and should be constructed in
accordance with section 815 of the Georgia Department of Transportation standard specifications. The
asphalt concrete surface course should comply with Type E and the construction should be in accordance
with the Georgia DepartmentQfTransportation standard specifications.
The initial site grading operations will expose clayey sands in the proposed roadway areas. These soils
may degrade under construction traffic and exposure to the environment during construction. Therefore,
site grading should maintain positive surface drainage at all times.
Local experience also indicates the interlayered silty and clayey sands can allow rainfall to enter the
ground and emerge down slope as springs. Deterioration of paved areas often results. Local practice
suggests it is not practical to construct an extensive underdrain system to totally avoid such risk. We have
observed that certain characteristics of paved areas seem to reduce the potential for springs and disruption
of paved areas.
1. Landscaped areas sloped away from paved areas;
2. Landscaped areas lower then paved areas;
3. Ditches or swales at side hill cuts;
4. All paved areas sloped to provide positive surface drainage.
If ditches or swales can not be utilized at side hill cuts, then we recommend that permanent subsurface
drainage system be installed on the upgradient side of the proposed roadway. We would then further
recommend that the new pavement be underlain by a geotextiIe fabric. When properly applied, geotextiles
enhance pavement performance by separating aggregate(structural) layers from subgrade soils while
allowing the passage of water. In this manner, geotextiles prevent the contamination of the aggregate with
lower strength clay and silt sized particles. It also permits cross-planer flow of water, thereby allowing
subgrade moisture to pass into the aggregate base course where it can drain. A woven or nonwoven
geotextile meeting the AASHTO M-288(96) requirements for a class 2 survivability should be utilized.
The geotextile should have a maximum apparent opening size(AOS) of 0.6 mm and a minimum
permittivity of 0.05 sec.-I. The geotextile should be installed in accordance with manufacture's
requirements and recommendations.
We recommend that the exposed subgrade in the pavement areas be proofrolled to detect unsuitable soil
conditions. Proofrolling should be done after a suitable period of dry weather to avoid degrading an
otherwise acceptable subgrade. Proofrolling should be performed with a heavily loaded dump truck or
with similar approved construction equipment. The proofrolling equipment should make at least four
passes over each section, with the last two passes perpendicular to the first two.
Retaining Structures
The project will require below grade walls near borings B-21 and B-22. We recommend that shallow
spread footings be utilized to support the proposed structures. Based on anticipated footing grades,
footings will bear in loose to very firm virgin sands and/or firm to stiff clayey silts. Footings bearing in
these materials should be designed for a maximum allowable net bearing pressure of 1500 to 2500 psf
(depending upon bearing depth). The maximum net allowable bearing pressures recommended are based
on our previous experience, correlation's made previously between standard penetration test resistance's
and the performance of foundations supported by soils similar to those at this site.
W.R. Toole Engineers, Inc.
September 9, 2003
-Page 7-
Foundation concrete should be placed the same day that excavations are dug. If the bearing soils are
softened by sUlface water intrusion or exposure, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain open
overnight or if rainfall becomes imminent while the bearing soils are exposed, we recommend that a 2 to
4-inch thick "mud-mat" of "lean" (2000 psi) concrete be placed on the bearing soils before the placement
of reinforcing steel.
We recommend that the geotechnical engineer observe the footing excavations immediately prior to
placing concrete. He should compare the soils exposed with those encountered in the soil test borings
and document the results. Any significant differences should be brought to the attention of the owners'
representative along with appropriate recommendations. The foundation bearing area should be level or
suitably benched. It should also be free of loose soil, ponded water and debris prior to the inspection.
The walls must be designed to resist soil pressures imposed on them. Walls, which are permitted to rotate
at the top, may be designed to resist "active" lateral earth pressure. Typically, a top rotation of about 1
inch per 10 feet height of wall is sufficient to develop active pressure conditions in soils similar to those
encountered at the site. Walls, which will be prevented from rotating, should be designed to resist the "at-
rest" lateral earth pressure. The active and at-rest coefficients to be used in design will depend upon the
type of backfill used. We recommend that a non-plastic, relatively clean sandy soil similar to that
encountered at these borings be used for backfill behind walls.
To account for the "active" and "at-rest" lateral pressures of retained earth, we recommend that the
pennanent retaining system design assume that the soils behind the bracing system will apply a triangular
stress distribution based on the excavation depth and the following strength parameters for the natural
soils at this site:
MATERIAL
Loose to Firm SM
Loose SC
Firm to Ve Firm SC
Firm to Stiff ML
UNIT WEIGHT(PCF)
110
115
120
100
ANGLE of INTERNAL
FRICTION (De rees)
28
28
30
15
COHESION(PSF)
o
300
800
1200.
The compacted mass unit weight of the soil should be used with the above soil parameters to calculate the
corresponding earth pressure coefficients and lateral earth pressures. The above values are actual
anticipated values and do not contain any safety factors. Backfill behind permanent walls should be
compacted in accordance with the compacted fill section of this report. A four inch layer of clean
aggregate (#57 stone) or a composite geotexti1e drainage fabric may be placed behind the wall for
drainage purposes to avoid build up of hydrostatic pressures. If dewatering systems are not provided, then
the walls should be designed to resist the full hydrostatic head in addition to the lateral emth pressures in
areas below the water table.
The lateral pressures developed by surcharge loads from heavy construction equipment, stored material,
stockpiled soils, etc. near the top of the excavation must be added to the lateral soil stresses to determine
the horizontal loads which must be resisted. In addition, transient loads imposed on the walls by
construction equipment during construction should be considered. Excessively heavy. equipment (that
could impose temporary excessive pressures or long term excessive residual pressures against the
constructed walls) should not be allowed within about 5 feet (horizontally) of the walls.
W.R. Toole Engineers, Inc.
September 9, 2003
- Page 8-
Pond Dam Development Discussion
It is our opinion that the soils at the site are amiable for the anticipated pressures from dam fill placement.
All topsoil, vegetation, debris, and sandy surface soils containing organic material, should be removed
from the construction area and either wasted from the site. The depth of topsoil or other unsuitable
alluvial material encountered in our borings was approximately 3.0 to 6.0 deep. However, since this
portion of the site is a heavily wooded wetland area, the depth of topsoil or soils containing roots and
organic material may vary. Site preparation should be such that new fill is benched or keyed into clayey
fQundation soils.
During the stripping and rough grading, positive surface drainage should be maintained to prevent the
accumulation of water. This will be complicated in the center section of the dam by the presence of the
creek and/or shallow groundwater which will require construction water control. Near surface
groundwater can cause problems with subgrade stability to heavy construction equipment and can
complicate fill placement operations. Since such conditions are anticipated during wet periods, we
recommend that design drawings and specifications accommodate these possibilities and construction
bidding be based on the assumption that such conditions can occur.
The contractor should promptly remove any surface water or groundwater from the construction area.
This has been done effectively on similar projects by means of gravity drainage from ditches and
pumping from sumps. If this is not effective, then a wellpoint dewatering system may be required.
Drainage ditches and diversions may be required upgradient of the proposed dam prior to significantly
disturbing the site. This will effectively cut-off any localized, near surface groundwater flows and should
allow for excavation and fill placement of the dam core.
The core fill material should be a properly compacted clayey sand(rninimum 25% clay content) or a low
plasticity silt material and that additional dam fill material will be similar to that encountered near the
surface of the borings. Based on our experience, we recommend that compacted fill slopes be constructed
at 2H:IV or flatter. Fill slopes should be protected from erosion by grassing or by other means. Fill
slopes of 3H:IV or flatter may be desirable for mowing. You may consider modifying the downstream
slope to 2.5 to 3H: 1 V to increase the safety factor, if desired and/or possible.
Construction Water Control
As stated previously, surface water and shallow groundwater was noted at the subject site. Near surface
groundwater can cause problems with subgrade stability to heavy construction equipment and can
complicate fill placement operations. Since such conditions are anticipated during wet periods, we
recommend that design drawings and specifications accommodate these possibilities and construction
bidding be based on the assumption that such conditions can occur. When soils similar to those
encountered at the site become saturated, they lose strength and become difficult to compact. Therefore,
the contractor should promptly remove any surface water or groundwater from the construction area.
This has been done effectively on similar projects by means of gravity drainage from ditches and
pumping from sumps.
We expect that groundwater control will be required for small portions of the utility alignment due to the
presence of groundwater above the planned pipe elevation. We anticipate that pumping from localized
sumps should provide adequate groundwater control. If this is not effective, then a wellpoint dewatering
system may be required. Wellpoints are small diameter wells that are jetted or driven into the soil (at 3 to
10 foot spacings depending upon soil type) and are placed in straight lines along the area to be drained.
They are connected at the top to a horizontal suction pipe called a header and then connected to pump
W.R. Toole Engineers, Inc.
September 9, 2003
- Page 9-
specifically designed for dewatering work. The wellpoints may require staging at vmlous levels as the
excavation proceeds to provide the required drawdown of the water table. We recommend that a specialty
contractor that is experienced with similar conditions perfOllli the design of the dewatering system. We
also reconunend that pumping continue until the trench is completely backfilled such that backfilling can
be completed in as dry a condition possible.
Basis For Recommendations
The recommendations provided are based in part on project information provided to us and they only
apply to the specific project and site discussed in this report. If the project information section in this
report contains incon-ect information or if additional information is available, you should convey the
correct or additional information to us and retain us to review our recommendations. We can then modify
our recommendations if they are inappropriate for the proposed project.
Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions
between borings will be different from those at specific boring locations and that conditions will not be as
anticipated by the designers or contractors. In addition, the construction process may itself alter soil
conditions. Therefore, experienced geotechnical personnel should observe and document the construction
procedures used and the conditions encountered. Unanticipated conditions and inadequate procedures
should be reported to the design team along with timely recommendations to solve the problems created.
We recommend that the owner retain Graves Engineering to provide this service based upon our
familiarity with the project, the subsurface conditions and the intent of the recommendations.
We recommend that this complete report be provided to the various design team members, the contractors
and the project owner. Potential contractors should be informed of this report in the "instructions to
bidders" section of the bid documents. We wish to remind you that our exploration services include
storing the samples collected and making them available for inspection for 60 days. The samples are then
discarded unless you request otherwise.
We will be happy to discuss our recommendations with you and would welcome the opportunity to
provide the additional studies or services necessary to complete this project. We appreciate the
opportunity to provide our professional services and look forward to working with you on the remainder
of this project and on future projects. If you have any questions concerning this report or wish to have
further discussions, please contact us at (706) 651-9922.
Respectfully Submitted,
;;2RA V ENGINEERING S..E.. ..;r]}~~s.'. I...~. ,~
~J,;11,JI/ ~ ~1,:.. ~~2)??" \
. '; _.. .~._... '0_'"'}.,."l !,_,; .
..... . "--...'~t..~,- ''''''._~-~'''i':!;''''''''''..''
- ..... ,1..... - ....... ".-".~ . " .
Richard W. Swanson, P.E. . ,. \~'~,' .. .,:./'
Plincipal Engineer / President. "<:/:':~':~;::.:~,;:t
Ga. Registration No. 22223 (.. ~
Attachments: Boring Location Plan
Test Boring Records
Field and Laboratory Testing Procedures
-~t~~':!I"~l~(;~'~""""'~"~"-=-
7..........~~ ,.---, ...............~.....~_~.....~
~~"""'-"".....
i
PROPOSED SANITARY
SEWER IMPROVEMENTS
RIGHT-Of-WAY
PROPOSED FOR
IMPROVEMENT
PROPOSED PERMANENT
ACCESS EASEMENT
18" SANITARY
SEWER TRUNK MAIN
(BUTlER CREEK INTERCEPTOR)
AUGUSTA WillY DEPARTMENT
PROJECT NUMBER: 50125
UNDER SEPARATE CONTRACT
(REVISED: 2/13/03)
(REVISED: 4/17/03)
Reference: Site Plan Provided By W.R. Toole
GRA YES
JOB NO. DESIGNED BY
BORING LOCA nON PLAN G-02823A
SCALE DRAWN BY
Beli-Air Hills Improvements ProjecJ NTS R.w.S.
Richmond County, Georgia DATE CHECKED BY
09/07/03 C.D.L
ENGINEERING SERVICES DIVISION
1220 W. Wheeler Parkway, Suite F r:J Augusla, Georgia 30909 11 (706) 651-9922.
BORING NO. B-1
SOIL TEST BORING RECORD
Page I of I
GRAVES
ENGfNEERING SERVfCES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" l.D. AUGER
DATE COMPLETED: 07/24/03
-
s
I~
<:l
U.S.C.S. Soil Classification
...........
':.':.':.': 0-3" Topsoil
)?:::::::::::::: Firm, Red-Brawn-Tan, Slightly Clayey, Silty
,,_ ~~;~ :::t:::;:::S:i::d~:~~ieve on S=ple #2.
...........
.:. ':. ':.':
:.::~.:..~:.::~:.::
I
I-
Cl.
W
o
,,-II
:',:'.:'.:'.:',:'.:':
15
. ,',' "
':.':. ''-.':
...........
':.':.':.':
...........
':. ':. ','.':
...........
'''.':. ':.':
...........
.... .;. ':.':
...........
20-
25-
30-
35-
40
-------
Very Finn, Red-Tan, Silty Fine to Medium
Sand(SM)
-------
Firm, Tan-Red, Slightly Clayey, Silty Fine to
Medium Sand(SM)
BOling Terminated At 15.0 Feet.
No groundwater encountered at the time of
boring. Hole moist and caved at 11.5 feet at
over 24-hours after boring.
SS - Split Spoon Sample
0:--,
~~
3:--'
~~
Standard Penetration Resistances
w
- :>
z--'
:;
SS
55
55
55
55
10 20 30 40 50 60 70 8090
4
.
..
/
J
19
18
)a
26
25
12
BORING NO. B-2
SOIL TEST BORING RECORD
Page 1 of I
GRA VES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" J.D. AUGER
DATE COMPLETED: 07/24/03
~ U
I I~
f0-
e..
W CJ
0
.......
':.':.':.':
':.':, ':.':
...........
.........:....
.... ':.':.':
...........
05 - .~::~.~::~.:~/::
...........
.....:..:....
...........
::'!::':::':::'
...........
...........
...........
':. ':. ':.-,
...........
':.':.':.'"
...........
.....,...:....
...........
':.':. ':.':
...........
10-::./:.X:.:':::.;
':.':.':.':
...........
.:..:..:....
...........
':.':.':.'"
20
25-
30-
35-
40
U.S.C.S. Soil Classification
ffi~ ~~H:
~ Gi ~
$:..J
Standard Penetration Resistances
W
::l
2;;1
>
0-3" Topsoil
Very Firm to Firm, Red-Brawn-Tan, Slightly
Clayey, Silty Fine to Medium Sand(SM)
55
88
88
85
88
Very Stiff, Red-Yellow-Brown-Oray, Pine
Sandy, Clayey SiltCML) with some small sand
lenses
55
Baling Terminated At 20.0 Feet.
No groundwater encountered at the time of
boring. Hole dry and caved at 16.0 feet at over
24-hours after boring.
SS - Split Spoon Sample
10
20 30 40 50 60 70 8090
"
./
It
.
\
\.
21
16
17
16
23
..
27
-------
:\.:::.:::.::>}/ Very Firm, Red-Tan, Silty Fine to Medium
,,- ~&2 Sand(SM)
GRAVES
ENGINEERING SERVICES
BORING NO. B.3
SOIL TEST BORING RECORD
Page 1 of 1
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA YES PROJECT NO.: G-02823A
DATE COMPLETED: 07/24/03
GROUND SURFACE ELEV A nON: NIA DRILLING METHOD: 2.25" J.D. AUGER
~
I
~
"-
w
o
u
i~
(!)
05
. 'f '.
10
15
20
25
30
35
40
U.S.C.S. Soil Classification
0-3" Topsoil
Loose, Brown-Tan, Silty Fine to Medium
Sand(SM)
Film to Loose,Tan-Red, Slightly Silty Fine to
Medium Sand(SP-SM)
Very Stiff to Hard, Yellow-Brown-Red-Gray,
Fine Sandy, Clayey Silt(Jv1L) with some small
sand lenses
Note: 76.1 % Passing 200 Sieve on Sample #5.
LL=49, PI=20 on Sample #5.
Boring Tenninated At 25.0 Feet.
Groundwater encountered at 14.0 feet at the
time of bOIing and at 11.0 feet at over 24-hours
after boring.
SS - Split Spoon Sample
LL - Liquid Limit
PI - Plasticity Index
a:-,
~~
5:-'
SS
.....
i~
U)
Standard Penetration Resistances
w
-::>
Z-'
<(
>
10 20 30 40 50 60 70 eo 90
S5
41
05
06
55
12
55
07
SS
16
55
25
58
GRAVES
ENGINEERING SERVICES
SOIL TEST BORING RECORD
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEV ATION: N/A I DRILLING METHOD: 2.25" LD. AUGER
BORING NO. B-4
Page 1 of 1
DA TE COMPLETED: 07/24/03
w
_ :J
z;i
>
~~
CI:-,
~~
3:-'
if
I
f-
a.
ill
o
u
~~
(j
Standard Penetration Resistances
U.S.C.S. Soil Classification
10 20 30 40 50 60 70 6090
i;l~f
0-2" Topsoil
Very Firm, Red-Brown-Tan, Slightly Clayey,
Silty Fine to Medium Sand(SM)
.
./
21
88
-------
::.?:;:.:.:;:.:.: Firm, Red-Brown-Tan, Clayey, Silty Fine to
05 - :/:::.~t~::::. Medium Sand(SC)
::''C::':::':::'
.:.':. .:..,'
..........
.,..,:.,,'..;
..........
.:.,:.,:..;
..........
.:.,:.,:..;
..........
':.':.':. .:
...........
.....:..,'..:
..........
10 - '::/?\/:::
........,..
':.':.':.':
..........
':.':.':. .:
..........
.:......... .:
......,...
.....:..;. .:
..'.......
.....:. .....:
..........
.:..:.-:.':
..........
.:..:..:. .:
..........
.....,...:..:
1 5 - :':-<':'<':<';'
':.';,.:. .:
...........
.,.......:..:
..........
.:..:......:
'..........
.:.':.':.':
...........
.:..:......:
...........
':.';.';.':
...........
.....:. ':.':
...........
.:. ':. '.'.':
...........
.:.,:. ':.':
16
88
17
l,
I
88
20
88
/
.
14
55
14
o
58
20
Boring Terminated At 20.0 Feet.
No groundwater encountered at the time of
boring or at over 24-hours after boring.
SS - Split Spoon Sample
25 -
30 -
35-
40
BORING NO. B-5
SOIL TEST BORING RECORD
Page 1 of I
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEV A TION: NIA I DRILLING METHOD: 2.25" I.D. AUGER
DATE COMPLETED: 08/0 I 103
!!;.
I
f-
0..
W
o
20-
25-
30-
35-
40
u
~~
(!J
U.S.C.S. Soil Classification
0:-,
~~
5:-'
~~
0-2" Topsoil
Loose, Brown-Tan, Silty Fine to Medium
Sand(SM)
Note: 14.8% Passing 200 Sieve on Sample #1.
55
55
55
55
T
55
55 - Split Spoon Sample
Standard Penetration Resistances
w
_ :::l
Z-'
<(
>
10 20 30 40 50 60 70 8090
)'
'\~
V
.J
10
05
19
.
22
-------
05 -:::::::::::::::::::::::::::::: Firm to Very Firm, Red-Yellow-Brown,
:::::::?:::::::::::::::::: ~~;~~~C?layey, Silty Fine to Medium
":::.:.-:,:.::>::::
10 - ~I~
I Stiff, Yellow-Brawn-Gray, Fine Sandy,
Clayey Silt(ML)
15- -
Boling Terminated At 15.0 Feet.
Groundwater encountered at 13.0 feet at the
time of boring. Hole filled by others so that
24-hour reading not available.
09
GRA YES
BORING NO. B.6
SOIL TEST BORING RECORD
ENGINEERING SERVICES
Page 1 of 1
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A 1 DRILLING METHOD: 2.25" I.D. AUGER
DATE COMPLETED: 07/24/03
i!;.
J:
I-
0..
W
o
05 - . ..
':.':.':.'.
.:::'l.':':::':.
':.':.':.',
...........
.:..,'..:....
...........
':.':.':.'.
...........
':. ':. ':.':
...........
.:,':..;.'.
10 - .. .
15
20-
25-
30-
35-
40
u
~~
"
~~ i~ w
U.S.C.S. Soil Classification Standard Penetration Resistances - ::>
z<;!
>
0 10 20 30 40 50 60 70 8090
0-1" Topsoil
Loose, Brown-Tan, Silty Fine to Medium .
Sand(SM) 55 06
55 .. 07
------- \
Firm, Tan-Red, Slightly Clayey, Silty Fine to
Medium Sand(SM) ~ 11
SS
------- .!
Loose, Yellow-Tan-Gray, Clayey, Silty Fine SS 07
to Medium Sand(SC) with some small clay ......
lenses -
ss
n
07
Boring Terminated At 15.0 Feet.
Groundwater encountered at 8.0 feet at the
time of boring and at 11.0 feet at over 24-hoUfE
after boring.
SS - Split Spoon Sample
GRA YES
ENGINEERING SERVICES
BORING NO. B-7
SOIL TEST BORING RECORD
Page 1 of I
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" l.D. AUGER
DATE COMPLETED: 07/31/03
~ U
I ~~
f-
a.
W Cl
0
U.S.C.S. Soil Classification
O:..J ~ ~
~ ~ t!l F:
.' :. :.' 0" Topsoil
:.:.: Loose, Brown-Tan-White, Silty Fine to
. >" Medium Sand(SM-L- _ _ _ _
.:::~::.:~::.:~::.: Firm, Tan-Red-Gray, Slightly Clayey, Silty
.:/.:.:.:.:.:.:.:. Pine to Medium Sand(SM)
05 - .~:::.:.:::-:.:::.:.::
...........
:::::~t:~::?:::::
.:......:..:
...........
','.':.':.','
...........
':.':.':.':
...........
':. ':. ':.':
...........
,,'.,:,,, .,.
10
15
20- . .
25
30-
35-
40
Stiff, White-Tan, Fine Sandy, Clayey
Silt(ML)
.....
Loose,White, Slightly Clayey, Silty Fine to
Medium Sand(SM) with some clayey silt
lenses
Boring Terminated At 25.0 Feet.
Groundwater encountered at 11.0 feet at the
time of boring and at 9.5 feet at over 24-hours
after boring.
SS - Split Spoon Sample
ss
ss
ss
ss
ss
ss
ss
Standard Penetration Resistances
w
- =>
Z..J
<l:
>
o
20 30 40 50 GO 70 6090
10
4
\
..
10
16
)
14
..
1
09
\
~
I
I
11IIII1
,
15
06
\
.a
10
GRA YES
SOIL TEST BORING RECORD
ENGINEERING SERVICES
BORING NO. B-8
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" I.D. AUGER
Page I of 1
DATE COMPLETED: 08/01/03
~
I
l-
n.
W
o
\.l
~~
c.:>
~~
u.s.C.S. Soil Classification
Standard Penetration Resistances
W
.::>
z;i
>
CI:.J
~~
10 20 30 40 50 60 708090
.:.:..:,:..:.:..:, 0-7" Tan Clayey Sand
::;:::;::;.:..::, Finn, Dark Brown, Silty Fine Sand(SM) with
.:.:::-:.:::-:.:::-:.:: some organics
-------
/:'~:::.:.:>.:: Finn, Tan-Brown, Silty Fine to Medium
.:'<'.~.:'.:.:'. Sand(SM) with gravel
05 - -::.::.::.:
.:..:..;....
:::;~.;;::;;:::
........... - - - - - --
'.::',::':':'.: Finn to Loose, White-Pink, Slightly Clayey,
i!f~!~~~@ Silty Fine to Medium Sand(SM)
10 - ':"':"':'.':'
':.':.':.':
...........
...........
.... ':. ....',
...........
':. ':. .... '.
..........
.... ':. ':.',
...........
':. ':. .:.,:
.........:...
...........
.... ':. ':.':
...........
r
14
SS
~
12
SS
)
17
S8
SS
17
...,.
..
I
13
...........
,,- i~~~
...........
...........
':.':.':.':
...........
':. .:. .:.,:
...........
.:..:......:
...........
';.':.':."
SS
j
07
S8
20
Boring Terminated At 20.0 Feet.
Groundwater encountered at 16.5 feet at the
time of boring and at 16.0 feet at over 24-hours
after boring.
25-
SS - Split Spoon Sample
30 -
35-
40
SOIL TEST BORING RECORD
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A DRILLING METHOD: 2.25" J.D. AUGER
BORING NO. B-9
Page I of I
DATE COMPLETED: 07/24/03
II
u
~~
CJ
I
b:
w
o
U.S.C.S. Soil Classification
~~
S:-'
.' "
::::-:.>:.-::-::: 0-3" Topsoil
:.::.~:.::.::.::.~:.::. Firm to Loose, Tan-Gray, Clayey, Silty Fine to
t')} , :::U:.::::s~:n:i~~~::v:h:: ~::~:s;:
05 - .:././/.::
...........
.:.':.':.':
::<:-<.:<.::
':.':.':.':
...........
':.':.':.':
...........
.:......:....
...........
.:..:..:....
...........
.:..;......:
.....,.....
~"~"~
IB'"
, , ,
, .. .. ..
~:
15 ,,"
20-
25-
30-
35-
40
.....
-------
Very Loose, Tan-Yellow, Silty Fine to
Medium Sand(SM)
Firm, Grey-Brown, Fine Sandy, Clayey
Silt(ML)
Baling Telminated At 15.0 Feet.
Groundwater encountered at 8.0 feet at the
time of boring and at 5.5 feet at over 24-hours
after boring.
SS - Split Spoon Sample
<;JH:
~~
w
. :J
Z-'
<(
>
Standard Penetration Resistances
10 20 30 40 50 60 70 8090
88
4It
14
88
~
V
./
04
15
88
08
88
88
.a
05
GRA YES
ENGINEERING SERVICES
SOIL TEST BORING RECORD
BORING NO. B-IO
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA VES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" LD. AUGER
Page I of I
DATE COMPLETED: 08/0I/03
~
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~~
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Standard Penetration Resistances
I
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U.S.C.S. Soil Classification
10 20 30 40 5060 708090
0-1" Topsoil
Loose, Brown-Tan, Silty Fine to Medium
Sand(SM)
-------
.:.:::.:.:::.::::.:.~ Finn, Yellow-Brown-Red, Silty Fine to
05 _ :::::?::?::?:: Medium Sand(SM)
...........
':. ':. .:.'"
...........
:.i~::.:::.:::.
':. .... ':.':
...........
':. ':. ':.':
...........
':. ':. .:....
...........
':. .:.. ':.'"
...........
,
55
09
It
\
55
11
17
55
Very Stiff, White-Gray, Fine Sandy, Clayey
Silt(ML)
20
55
10
I
...........
':. ':. .:.':
...........
.:. .... ':.':
...........
.... ':. .....:
...........
':. .:. ':.':
...........
':. ':. ':.":
...........
Firm, White, Slightly Clayey, Silty Fine to
Medium Sand(SM) with some thin clayey silt
seams
11
55
15
Boring Terminated At 15.0 Feet.
No groundwater encountered at the time of
boring. Hole dry and caved at 12.0 feet at over
24-hours after boring.
20-
Note: 76.2% Passing 200 Sieve on Sample #4.
LL=47, PI=18 on Sample #4.
SS - Split Spoon Sample
LL - Liquid Limit
PI - Plasticity Index
25-
30-
35-
40
BORING NO. B-ll
SOIL TEST BORING RECORD
Page 1 of I
GRA YES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: 0-02823A
T GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" J.D. AUGER
DATE COMPLETED: 07/24/03
~
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U.S.C.S. Soil Classification
':.':.':.': 0-3" Topsoil
:::::~:::::):) Film, Red-Tan, Silty Fine to Medium
05 J!i!J Sand(SM)
-------
Firm, Tan-Red- Yellow, Clayey, Silty Fine to
Medium Sand(SC)
-------
Firm, Red-Tan-YeUow, Silty Fine to Medium
Sand(SM)
..........
','.':.-:.',
..........
...........
...........
.........:...
...........
':. ':.':.',
...........
- ':::':::':::'::
1 0 }(:{~:j}
15
20-
25 -
30 -
35-
40
Very Stiff, Red-Yellow-Brown-Oray, Fine
Sandy, Clayey Silt(ML) with some small sand
lenses
Boring Terminated At 15.0 Feet.
Groundwater encountered at 13.0 feet at the
time of boring and at 11.0 feet at over 24-hours
after boring.
SS - Split Spoon Sample
oc....
~~
i~
Standard Penetration Resistances
w
- ::>
Z""
<>:
>
88
88
55
55
T
58
10 20 30 40 50 60 70 6090
.
.
\
.
.
.~
11
11
20
1 B
..
17
///
BORING NO. B-12
SOIL TEST BORING RECORD
Page I of I
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEV ATION: N/A I DRILLING METHOD: 2.25" I.D. AUGER
DATE COMPLETED: 08/0l/0J
!;
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f-
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U.S.C.S. Soil Classification
."" "
.::::-::::-::::.::: 0-12" Topsoil
:::;::.<:.<:: Film) Gray-Red-Tan, Slightly Clayey, Silty
.:.::;.:.:::-:.:::-:.:: Fine to Medium Sand(SM)
...........
.:..;. ':.':
...........
':. ':. .:..,.
...........
.;.,,'.-:..,.
...........
05 - .:/.:::-:.:::-:':-
..'.......
.:..:........
':...;.':::':::'::
...........
':..:. .....:
...........
':. ':. .:.':
...........
;::::::::::
';.':. ':.':
...........
':.':. .....:
...........
':.':. ':.':
1 0 - ~:<:.:.<.:<::
':..:. ':.':
...........
.:,.:..:....
...........
.:..:. .:.':
...........
':":. ':.':
...........
':.':. ':.':
15
Very Stiff, White-Gray, Pine Sandy, Clayey
Silt(ML) with some small sand lenses
:::}::::::::::::::::::::: Very Firm, White, Slightly Clayey, Silty Fine
:.::.:::.::.:/.~::.::: to Medium Sand(SM)
20 - :::::::}::::):\: -
25-
30-
35-
40
Boring Terminated At 20.0 Feet.
Groundwater encountered at 12.0 feet at the
time of boring and at 10.5 feet at over 24-hours
after boring.
SS - Split Spoon Sample
OC..J
~~
~..J
~~
(/)
Standard Penetration Resistances
w
. ::J
Z::;!
>
55
55
55
~ 55
55
55
10 20 30 40 50 60 70 8090
4
.
~
.
1
\
14
16
18
14
~
21
.
21
BORING NO. B-13
SOIL TEST BORING RECORD
Page 1 of I
GRA YES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: NIA I DRILLING METHOD: 2.25" I.D. AUGER
DA TE COMPLETED: 081 I J/03
i6.
I
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w
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U.S.C.S. Soil Classification
0-12" Topsoil
Loose, Tan-Brown, Silty Fine to Medium
Sand(SM)
... -------
........ Very Fim1 to Dense, Red,Brown-Yellow-Gray,
Clayey, Silty Fine to Medium Sand(SC)
05 -
Note: 37.2% Passing 200 Sieve on Sample #2.
10 -
15-
........ -------
./.::.;~?:~. Firm,White, Slightly Clayey, Silty Fine to
.:.::~)::.:::;':: Medium Sand(SM) with some clayey silt
:::::::::::~::: lenses
20 - /~::?::?:::::
.:. ':. .......
...........
.:. .... ':.':
..........
.... .:. .t.-:
...........
.....:..:..:
...........
':. .... .......
...........
.........:....
...........
.:. .... ':.':
...........
.:. ':.':.':
..........
25 .:......:..:
30-
35-
40
Boring Tenninated At 25.0 Feet.
No groundwater encountered at the time of
boring. Hole dry and caved at 17.0 feet at over
24-hours after boring.
SS - Split Spoon Sample
CI:.J
~~
5:-'
i~
Standard Penetration Resistances
W
.::J
Z;;I
>
55
S5
55
55
55
55
55
10 20 30 40 5060708090
10
21
30
36
22
I
It
17
4\
..
\
~
.
1/
j
I
I.
12
BORING NO. B-14
SOIL TEST BORING RECORD
Page 1 of 1
GRA VES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2,25" ID. AUGER
DATE COMPLETED: 08/01103
rs
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':.:~..s::.::':,::,::':'::'
::..::....:..::
:::::{:::::}:~::~:::::
...............
:'::":':'::":':'::":':'::'
05 - ?\::::::~;::::::;:
::....::....::.:.::..
u
~~
Cl
U.S.C.S. Soil Classification
0_6" Topsoil
Film to Very Pinn,Red-Tan- Yellow, Silty Pine
to Medium Sand(SM)
-------
::.::~::.:::/:/ Firm, Y ellow- Tan-Red, Slightly Silty Fine to
Y:::::(:(; Medium Sand(SP-SM)
.:::.;.::;).~.::; Note: 7.9% Passing 200 Sieve on Sample #3.
10-:::::::::::::::
.:..:..:....
.:..:......:
...........
':.';,':.':
...........
...........
':.':.':.':
...........
.:..:......,.
15
Very Stiff, White-Tan- Yellow, Fine Sandy,
Clayey Silt(ML)
./:,:.;:.:.:::.:.:: Firm, White, Slightly Clayey, Silty Fine to
',:.:'.;:'.:.:'.:. Medium Sand(SM)
':.':.':.':
...........
':. ':. ':.','
...........
.:..:..:....
20
25-
30 -
35-
40
Boring Terminated At 20.0 Feet.
Groundwater encountered at 14.0 feet at the
time of boring and at 15.0 feet at over 24-hours
after boring.
SS - Split Spoon Sample
cc-'
~~
3:-'
~~
Standard Penetration Resistances
W
.::>
Z;i
>
55
55
55
55
.....
55
55
10 20 30 40 5060706090
.
\
~
I
4/
III
\
j
20
24
15
16
.
21
15
BORING NO. B-15
SOIL TEST BORING RECORD
Page I of 1
GRA YES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" 1.D. AUGER
DATE COMPLETED: 08/11/03
~
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W
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':.':.':.':
';.':.':.':
..........
...........
...........
...........
..........,
':.':.':.'"
...........
.........:..,"
05 - :::::?;?;?::
':.':.':.':
:::~::::::::..::
...........
...........
...........
.....:..:..,.
...........
':.'''.':,.:
...........
.:..:..:....
1 0 - ;:;:: ~;:::: ~~i /~
...........
15
':.':.':.','
...........
.;..:......,.
...........
':. ':. .......
...........
.:..:......,.
...........
..'..,'......;
...........
20-
25-
30-
35-
40
i~
(9
U.S.C.S. Soil Classification
0-3" Topsoil
Firm, Brown, Silty Pine to Medium Sand(SM)
-------
Firm, White, Slightly Clayey, Silty Fine to
Medium Sand(SM)
-------
Firm, Red-Tan, Silty Fine to Medium
Sand(SM)
Boring Terminated At 15.0 Feet.
No groundwater encountered at the time of
boring. Hole dry and caved at 10.5 feet at over
24-hours after boring.
SS - Split Spoon Sample
0:-,
~~
3:-'
i~
ss
ss
ss
ss
ss
Standard Penetration Resistances
w
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Z<i
>
10 20 30 40 5060 708090
.
16
.
14
:,
.1
19
12
la
15
SOIL TEST BORING RECORD
GRA YES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" 1.D. AUGER
BORING NO. B-16
Page 1 of 1
DATE COMPLETED: 07/30/03
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U.S.C.S. Soil Classification
...........
':.':.':.':
...........
.....:..:..:
...........
.... ':. ':.':
...........
.:.,:.,:..;
..........
.:......:..:
...........
':. .:..:.':
..':'::":' - - - - - --
/~.;.::.::.y.: Firm to Loose, Tan-Red-Yellow-Gray, Slightly
05 - :::.~:::<.:.~:::. Clayey, Silty Fine to Medium Sand(SM) with
'/t,::'::i':< some thin clayey silt lenses
...........
.:..:......,.
...........
':.':.':.';
...........
.........:..;
...........
':.':.':.':
..........
.:.':.':. ,,'
...........
.........,0..;
10- :':')<':'~:':"
.:..:. ':.':
...........
.:.':.':.':
..........
.........:....
..-........
':. ':. .,...,.
...........
':.':.-:.':
...........
,:,,:.'''.':
...........
':..:. .....:
...........
.....:..:..:
...........
1 5 - t~::?/~:::.:
.:. ':. ':.':
..........
':..:.':.':
...........
':.':. .;.':
...........
.:.':. ':.':
..........
.;. ':.':.':
...........
':. ':. ':.':
..........
........ .:.':
...........
.....:. ':.':
...........
.:..;. .:.':
20
25-
30-
35-
40
0" Topsoil
Firm, Red-Brawn-Tan, Clayey, Silty Fine to
Medium Sand(SC)
Boring Terminated At 20.0 Feet.
Groundwater encountered at 16.0 feet at the
time of boring and at over 24-hours after
boring.
SS - Split Spoon Sample
0:....
~~
~~
SS
ss
SS
SS
SS
...
SS
Standard Penetration Resistances
w
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Z<;!
>
10 20 30 40 5060108090
,
J
19
13
11
11
4
09
.
08
BORING NO. B.1?
SOIL TEST BORING RECORD
Page 1 of 1
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" 1.0. AUGER
DA TE COMPLETED: 08/08/03
0-12" Topsoil
. .. Loose, Brown-Tan, Silty Fine to Medium
Sand(SM)
-------
Firm, Gray, Clayey, Silty Fine to Medium
Sand(SC)
~
I
Ii:
ill
o
...........
.....:......:
',' .','
':. ':. .....,.
...........
05 - .:.>/:.:.:::.:.::
...........
:j::'::::'::::':::
10
15
...........
.:..:......:
...........
':. ':. ':.':
...........
':. ':. .....:
...........
':. .:......:
..........
':.':.':.':
. " ......
20-
25-
30-
35-
40
u
i~
o
U.S.C.S. Soil Classification
a:....
~~
~~
ss
ss
.....
-------
Loose, Yellow-Brown, Slightly Clayey, Silty
Fine to Medium Sand(SM)
ss
Stiff, Yellow-Tan-Gray, Fine Sandy, Clayey
Silt(:ML) with sand seams
ss
Firm, Red-Tan, Silty Fine to Medium
Sand(SM)
ss
Boring Terminated At 15.0 Feet.
Groundwater encountered at 6.5 feet at the
time of boring and at 6.0 feet at over 24-hours
after boring.
SS - Split Spoon Sample
Standard Penetration Resistances
ill
- ::>
Z""
~
10 20 30 40 50 60 70 8090
,
.
~
~
08
12
07
09
\
15
BORING NO. B-18
SOIL TEST BORING RECORD
Page 1 of I
GRA VES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills S ubdi vision - Richmond Co., Georgia
GRAVES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" 1.0. AUGER
DA TE COMPLETED: 08/13/03
S
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w
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...........
.........:..,.
...........
':.':.':.'"
...........
':.':.':.-;
...........
.:. .... ':.-:
...........
.:.......'..;
...........
.:............
...........
.:..,"........
...........
...........
05 - :;::?::?::?::
...........
::':;:':::':::'
':.':. ':.':
..........
.:.':.':. .:
...........
':.':.':.','
...........
.:......:..:
...........
...........
':. ':.':.':
...........
.....:..:..:
1 0 - :.:<.:<.:.<::
.:..:......:
...........
.,'..:..:.':
............
.:......... .;
...........
.....:. ':.':
...........
.:..:..:. .:
...........
.:..:.':.':
...........
.:. ':. ':.':
...........
':.':.':.':
...........
':,':":. .,'
...........
15
20 --
25-
30-
35-
40
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U.S.C.S. Soil Classification
0-1" Asphalt, 1-9"Red Clayey Sand
Firm, Tan-Red-Gray, Silty Fine to Medium
Sand(SM)
Note: 18.9% Passing 200 Sieve on Sample #2.
-------
Firm, White, Slightly Clayey, Silty Fine to
Medium Sand(SM)
Boring Terminated At 15.0 Feet.
No groundwater encountered at the time of
boring. Hole dry and caved at 13.0 feet at over
24-hours after boring.
SS - Split Spoon Sample
a:-,
~~
;0:-'
~~
Standard Penetration Resistances
w
- ::>
2-'
<i
>
55
55
55
55
58
10 20 30 40 5060 708090
r
III
\
~
..
..
15
11
17
13
14
BORING NO. B-19
SOIL TEST BORING RECORD
Page I of 1
GRA VES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" I.D. AUGER
[
DATE COMPLETED: 08/01/03
1:
f-
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...........
':. ':. .:..;
':.';.':.':
...........
':. ':. ':.':
...........
.:..:..:..;
...........
.:. ':. .:..;
.,...:..:..,.
...........
':.';.';.':
...........
.:. ':. .....;
05 - :.:.<:.<.:<~:
':. ':. ':.'"
...........
t~:::::~:::::~:::::
':. .... .....:
...........
.:..:..:....
...........
.... .... ':.','
...........
...........
.:.,:..:..,.
10 - :.::;:.:<.:.<.::
':. ':. .:..,.
...........
,',',' "
...........
.........:....
...........
...........
...........
...........
.,'..:..:.':
...........
':.':.':.','
...........
.,'.':.':.'.
...........
.... ':. .......
15
u
I~
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U.S.C.S. Soil Classification
0-6" Topsoil
Finn to Very Firm, Tan-Red, Slightly Clayey,
Silty Fine to Coarse Sand(SM)
-------
Firm, White, Silty Pine to Medium Sand(SM)
-------
Firm, Yellow-Tan, Slightly Silty Fine to
Medium Sand(SP-SM)
-------
Firm, White, Silty Fine to Medium Sand(SM)
with some thin clayey silt seams
Boring Terminated At 15.0 Feet.
No groundwater encountered at the time of
boring. Hole dry and caved at 11.0 feet at over
24-hours after boring.
20 - SS - Split Spoon Sample
25-
30 -
35-
40
~~
~~
Standard Penetration Resistances
w
. :0
Z -'
<(
>
ss
ss
ss
ss
ss
10 20 30 '0 50 60.706090
~
.~
,/
41
~
o
16
22
17
17
14
GRA VES
ENGINEERING SERVICES
BORING NO. B-20
SOIL TEST BORING RECORD
Page 1 of I
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA YES PROJECT NO.: G-02823A
DATE COMPLETED: 07/31/03
GROUND SURFACE ELEV ATION: N/A DRll.,LING METHOD: 2.25" 1.0. AUGER
~
I
f-
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~~
(9
...........
.:. .:..,'.':
...........
':. ':. .....:
.....:......:
05
10
15
U.S.C.S. Soil Classification
0-2" GABC, 2-12" Red Clayey Sand
12-18" Black Clayey Fine Sand
Firm, Tan-Gray, Fine Sandy, Clayey Silt(ML)
Soft, Gray-Tan-Yellow, Fine Sandy, Silty
Clay(CL)
------
Stiff, Gray-Tan- Yellow, Fine Sandy, Silty
Clay(CL)
Note: 81.3% Passing 200 Sieve on Sample #1.
LL=49, PI=22 on Sample #1.
)/:/::::: Firm, White, Slightly Clayey, Silty Fine to
~~~:~~~~i1~~: Medium Sand(SM)
Boring Terminated At 20.0 Feet.
Groundwater encountered at 11.0 feet at the
time of boring. Hole filled by others so that 24-
hour reading not available.
20
25
30
35
40
SS - Split Spoon Sample
LL - Liquid Limit
PI - Plasticity Index
~~
....
i~
Standard Penetration Resistances
w
. ::J
Z--'
<t
>
10 20 30 40 50 60 70 BO 90
55
06
55
04
55
13
55
09
13
55
55
18
SOIL TEST BORING RECORD
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: G-02823A
BORING NO. B-21
Page I of I
GROUND SURFACE ELEV ATION: N/A DRilLING METHOD: 2.25" J.D. AUGER
DATE COMPLETED: 07/31/03
~
J:
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U.S.C.S. Soil Classification
lI:-,
~~
3:-'
i~
~~
o
05
0_4" Tan Sand
Loose, Dark Brown, Slightly Clayey, Silty
. . .. Fine to Medium Sand(SM)
.::::~.:>:~/:: Firm, Yellow-Brown-Red, Silty Fine-
:::.:?:;:.:).: Sand(SM)
...........
':. ':":.':
55
55
y
------
....... Loose,Red-Tan-Yellow, Clayey, Silty Fine to
:.::.::.::. Medium Sand(SC)
55
15
-------
->>> Firm, Yellow-Gray-Red, Fine Sandy, Clayey
10 ::::::: Silt(ML)with some sand lenses
::::::: Note: 71.0% Passing 200 Sieve on Sample #3.
LL=46, PI=16 on Sample #3.
Hard, White- Tan- Yellow, Fine Sandy, Clayey
Silt(ML)
20
.: : : : Loose,White, Slightly Clayey, Silty Fine to
'. . . . Medium Sand(SM) with some clayey silt
. . . . lenses
25
Boring Telminated At 25.0 Feet.
Groundwater encountered at 5.0 feet at the
time of boring and at 4.5 feet at over 24-hours
after boring.
30
SS - Split Spoon Sample
LL - Liquid Limit
PI - Plastici ty Index
35
40
Standard Penetration Resistances
w
.:;:J
z<i.
>
10 20 30 40 50 60 70 6090
55
05
12
07
07
55
06
55
4 j
55
09
SOIL TEST BORING RECORD
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System and Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
ORA YES PROJECT NO.: 0-02823A
BORING NO. B.22
Page I of I
DATE COMPLETED: 07/3]/03
GROUND SURFACE ELEV ATION: N/A DRILLlNG METHOD: 2.25" I.D. AUGER
ff-
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10
15
20
25
30
35
40
U.S.C.S. Soil Classification
a:~
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ss
ss
ss
Stiff, Yellow-Gray-Red, Fine Sandy, Clayey
Silt(ML) with thin sand lenses
....
ss
ss
ss
Boring Telminated At 25.0 Feet.
Groundwater encountered at 8.0 feet at the
time of boring and at 3.5 feet at over 24-hours
after boring.
SS - Split Spoon Sample
Standard Penetration Resistances
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10 20 30 40 50 60 70 8090
ss
0-12" Red Clayey Sand
Loose, Brown-Tan, Silty Fine to Medium
Sand(SM)
/::/:::./-:: Very Firm to Firm,Red-Brown, Clayey, Silty
05 ::{::{;(} Fine to Medium Sand(SC)
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...........
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...........
':.',' .....:
07
21
14
14
09
15
10
BORING NO. B-23
SOIL TEST BORING RECORD
Page I of 1
GRAVES
ENGINEERING SERVICES
PROJECT: New Sanitary Sewer System ancl Roadway Improvements
LOCATION: Belair Hills Subdivision - Richmond Co., Georgia
GRA YES PROJECT NO.: G-02823A
I GROUND SURFACE ELEVATION: N/A I DRILLING METHOD: 2.25" LD. AUGER
DATE COMPLETED: 08/08/03
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15
20-
25-
30-
35-
40
U.S.C.S. Soil Classification
a:uj $~
~ ~ ~ ~
Standard Penetration Resistances
20 30 40 SO 60 70 8090
0-18" Topsoil with heavy organics
Very Soft, Black, Fine Sandy, Clayey Silt(ML)
with organics
Loose, Yellow-Tan, Slightly Silty Fine to
Medium Sand(SP-SM)
Note: 7.7% Passing 200 Sieve on Sample #2.
-------
Loose, Yellow-Tan-Gray, Clayey, Silty Pine
Sand(SC)
ss
ss
ss
-------
Firm, Red-Tan, Silty Fine to Medium
Sand(SM)
ss
ss
Boring Terminated At 15.0 Feet.
Groundwater encountered at 2.0 feet at the
time of boring and at over 24-hours after
boring.
SS - Split Spoon Sample
10
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01
08
09
14
11
FIELD AND LABORATORY TESTING PROCEDURES
SOIL TEST BORINGS
Soil sampling and penetration testing were performed in general accordance with ASTM D 1586.
The borings were made by mechanically twisting a continuous steel flight hollow stem auger into the soil.
Atregular intervals, soil samples obtained with a standard 1.4 inch 1.D., two inch O.D., split-barrel sampler.
Tne sampler was [lIst seated six inches to penetrate any loose cuttings, then driven an additional foot with
blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the
sampler the final foot was recorded as the "penetration resistance". The penetration resistance, when
properly evaluated, is an index to the soil strength and foundation supporting capability.
Representative portions of the soil samples, obtained from the sampler, were placed in glass jars and
transported to our laboratory. In the laboratory, the samples were examined by an engineer to verify the
driller's field classifications. Test Boring Records are attached, graphically showing the soil descriptions
and penetration resistances.
PERCENT FINES
For this test, each sample was dried and then washed over a No. 200 sieve. The percentage of soil by
weight passing the No. 200 sieve is the "Percent Fines" (the portion of the sample in the silt and clay size
range). This test was conducted in general accordance with ASTM D 1140. Materials finer than the
number 200 sieve were suspended in water and the grain size distribution computed from the time rate of
settlement ofthe different size particles. These tests were similar to those described by ASTM D 421 and
D 422. The test results are summarized on the enclosed Soil Test Boring Records.
LIQUID AND PLASTIC LIMITS
Liquid Limit and Plastic Limit tests aid in the classification of the soils and provide an indication of the soil
behavior with moisture change. The Plasticity Index is bracketed by the Liquid Limit (LL) and the Plastic
Limit (PL). The Liquid Limit is the moisture content at which the soil will flow as a heavy viscous fluid, as
determined in accordance with ASTM D 423. The Plastic Limit is the moisture content at which the soil
begins to lose its plasticity, as determined in accordance with ASTM D 424. The data obtained are
summarized on the enclosed Soil Test Boring Records.
WIDTH OF
EXCAVATED
AREA < 2.0'
NEW SURFACE COURSE
NEW S"X24" CURS & GUTTER
EXIST. SASE COURSE
CLASS "s" CONCRETE
-
"-PREPARED SUSGRADE COMPACTED
TO 100% STD. PROCTOR
CLASS "B" CONCRETE
BASE OR PAVEMENT WIDENING
NOT TO SCALE
NOTES:
1. THIS DETAIL APPLIES TO THE LONGITUDINAL SAWCUT AREA BETWEEN
PROPOSED CATCH SASIN IIG-S AND IIG-8 AS SHOWN ON PLAN SHEET 4.3.
2. IN EXCAVATED AREAS SETWEEN THE EXISTING SASE COURSE AND NEW
CURS AND GUTTER THAT ARE 2' OR LESS IN WIDTH, CLASS "s"
CONCRETE SHALL SE PLACED IN LIEU OF THE CONCRETE CAP
AND ASPHALT PATCH SHOWN IN THE PAVING CUT & REPLACEMENT DETAIL.
NO SEPARATE PAYMENT.
BELAIR HILLS SUBDIVISION IMPROVEMENTS
ADDENDUM #1 - JUNE 3, 2008
W R Toole EngJi1eer~ Inc.
1005BroadSt., Suite200 . Augusta, Ga. 30901 . 706.722.4114 . www.wrtoo/e.com
Engineers · Consultants · Planners
SHEET 1 OF 2
ADJUST fiRE HYDRANT
TO GRADE AS REQUIRED
I
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,
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i f I
/ , !
, I I
I I /
I '
LIMITS OF/elL?- NG
i !
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20
~
SCALE
o
.
IN
20
I
FEET
MM SCOTT PARK WALKING TRAIL
(SHEET 11.4)
ADDENDUM #1 - JUNE 11, 2008
W R Toole EngJneer~ Inc.
1005BroadSt., Suite200 . Augusta, Ga. 30901. 708.7224114 . www.wrtoole.com
Engineers · Consultants · Planners
SHEET 2 OF 2
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
SECTION 33 0501.12
GRA VITY SEWER PIPE AND FITTINGS
PART 1 GENERAL
1.01 REFERENCES
A. The following is a list of standards which may be referenced in this section:
I. American Water Works Association (A WW A):
a. C 1 05, Polyethylene Encasement for Ductile Iron Pipe Systems.
b. C 11 0, Ductile-Iron and Gray-Iron Fittings, 3 in. Through 48 in.
(75 rum through 1200 rum), for Water.
c. C Ill, Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and
Fittings.
d. C205, Cement-Mortar Protective Lining and Coating for Steel
Water Pipe - 4 in. (100 rum) and Larger - Shop Applied.
e. C208, Dimensions for Fabricated Steel Water Pipe Fittings.
f. C302, Reinforced Concrete Pressure Pipe, Noncylinder Type.
g. C900, Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated
Fittings, 4 in. Through 12 in. (100 rum through 300 mm), for
Water Distribution.
2. ASTM International (ASTM):
a. A615/ A615M, Standard Specification for Deformed and Plain
Billet-Steel Bars for Concrete Reinforcement.
b. A 746, Standard Specification for Ductile Iron Gravity Sewer Pipe.
c. C76, Standard Specification for Reinforced Concrete Culvert,
Storm Drain, and Sewer Pipe.
d. C150, Standard Specification for Portland Cement.
e. C 151, Ductile-Iron Pipe, Centrifugally Cast, for Water.
f. C361, Standard Specification for Reinforced Concrete Low-Head
Pressure Pipe.
g. C425, Standard Specification for Compression Joints for Vitrified
Clay Pipe and Fittings.
h. C443, Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe, Using Rubber Gaskets.
1. C596, Test Method for Drying Shrinkage of Mortar Containing
Hydraulic Cement.
J. C700, Standard Specification for Vitrified Clay Pipe, Extra
Strength, Standard Strength, and Perforated.
k. D 16, Standard Terminology for Paint, Related Coatings,
Materials, and Applications.
1. D 1248, Standard Specification for Polyethylene Plastics Extrusion
Materials for Wire and Cable.
330501.12
REVISION JULY 2007
GRA VITY SEWER PIPE AND FITTINGS
~
ApGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
.
m. D 1784, Standard Specification for Rigid Poly(Vinyl Chloride)
(PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC)
Compounds.
n. D2241, Standard Specification for Poly(Vinyl Chloride) (PVC)
Pressure-Rated Pipe (SDR Series).
o. D2412, Standard Test Method for Determination of External
Loading Characteristics of Plastic Pipe by Parallel-Plate Loading.
p. D3034, Standard Specification for Type PSM Poly(Vinyl
Chloride) (PVC) Sewer Pipe and Fittings.
q. D3212, Standard Specification for Joints For Drain and Sewer
Plastic Pipes Using Flexible Elastomeric Seals.
r. E329, Standard Specification for Agencies Engaged in the Testing
and/or Inspection of Materials Used in Construction.
s. F477, Standard Specification for Elastomeric Seals (Gaskets) for
Joining Plastic Pipe.
t. F679, Standard Specification for Poly(Vinyl Chloride) (PVC)
Large-Diameter Plastic Gravity Sewer Pipe and Fittings.
1.02 DEFINITIONS
A. CCTV: Closed Circuit Television.
B. SDR: Standard Dimension Ratio.
1.03 SUBMITTALS
A. Action Submittals:
1. Information on gasket polymer properties.
2. Tee fabrication details.
3. Application methods, application requirements, and chemical resistance
data for coating and lining products.
4. Quick setting grout design mix if required.
B. Informational Submittals:
1. Certificates:
a. Manufacturer's Certificate of Compliance attests that products
furnished meet requirements of this section.
b. Certification of Calibration: Approved testing laboratory
certificate if pressure gauge for hydrostatic test has been
previously used. If pressure gauge is new, no certificate is
required.
c. Certified statement from manufacturer of gaskets, setting forth
that basic polymer used in gaskets and test results of physical
GRA VITY SEWER PIPE AND FITTINGS
2
33 05 01.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
.
2.
properties of compound are in accordance with ASTM F477 for
PVC pipe or A WW A Cl11 for ductile iron pipe.
Manufacturer's Written In-Plant Quality Control Program: Quality
control procedures and materials testing to be used throughout
manufacturing process. Submit prior to manufacture of any pipe for this
Project.
Test or historical performance data to verify that joint design meets
requirements of these specifications.
Provide pipe and pipe joint test results with delivery of pipe. Do not
deliver pipe not meeting test requirements to Project Site.
Manufacturer's written recommendations for pipe handling and
installation.
Field Leakage Testing Plan: Submit at least 15 days in advance of the
testing and include at least the following:
a. Testing dates.
b. Piping systems and sections to be tested.
.c. Test type.
d. Method of isolation.
e. Method of conveying water from source to system being tested.
f. Calculation of maximum allowable leakage for piping section(s)
to be tested.
g. Method for disposal of test water, if applicable.
CCTV Inspection Equipment: Submit minimum IS days prior to
performing inspections:
a. Name and qualifications of inspection firm.
b. Brand name and model number of video equipment to be used.
Pneumatic test results.
PVC pipe deflection test results.
CCTV inspection videotapes and inspection logs. Videotapes shall
become property of Owner.
3.
4.
5.
6.
7.
8.
9.
10.
1.04 QUALIFICATIONS
A. CCTV Inspection Firm: Actively performed such services for minimum of
5 years.
PART 2 PRODUCTS
2.01 POL YVINYL CHLORIDE PIPE (PVC)
A. 15-Inch Diameter and Smaller:
1. In accordance with ASTM D3034.
2. Joints: Integral bell and spigot, in accordance with ASTM D3212.
3. Minimum SDR: 35
33 05 01.12
REVISION JULY 2007
GRAVITY SEWER PIPE AND FITTINGS
3
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
..
4. Cell Classification: 12454-B or 12454-C, as defined by ASTM D1784.
5. Fittings: SDR 35 minimum wall thickness.
6. Gaskets: Factory fabricated rubber compression type with solid cross
section in accordance with ASTM F477. Lubricant for joining pipe as
approved by pipe manufacturer.
B. 18-Inch through 36-Inch Diameter:
1. In accordance with ASTM F679.
2. Joints: Integral bell and spigot, in accordance with ASTM D3212.
3. Minimum Pipe Stiffness: 46 psi when tested in accordance with
ASTM D2412.
4. Cell Classification: Minimum I 2454-C, as defined by ASTM D 1784.
5. Fittings: Wall thickness no less than wall thickness of equivalent size of
pIpe.
6. Gaskets: Factory fabricated rubber compression type with solid cross
section conforming to ASTM F477.
2.02 DUCTILE IRON PIPE (DIP)
A. Pipe:
1. Conform to ASTM A746.
2. Thickness Class: As shown on Drawings
3. Joints: Push-on with rubber gaskets conforming to A WW A C Ill.
Lubricant for joining pipe as approved by pipe manufacturer.
4. Fittings: Ductile iron conforming to A WW A C 110, lined and coated
same as pIpe.
B. Lining:
1. Ceramic Epoxy:
a. 40-mil nominal lining consisting of ceramic particle-reinforced
novolac epoxy, such as Protecto 401 by the Vulcan Group with
installation by U.S. Pipe.
b. Line interior of bell and exterior of spigot in joint sealing areas
with 6 to 10 mils of specified lining.
c. Surface Preparation: SP I 0 near-white abrasive blast.
d. Pinhole Detection: 2,500 volts minimum over 100 percent of lined
surfaces.
C. Polyethylene Wrap and Tape for Ductile Iron Pipe:
I. Polyethylene Wrap: 8 mils, minimum thickness, conforming to
AWWACI05.
GRAVITY SEWER PIPE AND FITTINGS
4
33 05 01.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
2. Adhesive Tape: Thermoplastic pressure sensitive; minimum thickness
of 8 mils; minimum width of I inch.
2.03 SERVICE CONNECTION PIPE AND FITTINGS
A. Acceptable Pipe Materials: Polyvinyl chloride or Ductile iron as shown on the
drawings.
B. Use one type of service connection pipe material throughout, no interchanging
of pipe and fittings allowed. Long-radius bends shall be used for changes in
direction, unless approved otherwise by Engineer.
C. Size shall be as shown on the drawings.
2.04 PIPE FOR WATERLINE CROSSINGS
A. As shown on Drawings.
2.05 PIPE TO MANHOLE CONNECTOR
A. Manufacturers and Products:
1. Uniseal, Evansville, Indiana; Pipeconx, Universal Pipe Connector.
2. NPC Inc., Milford, NH; Kor-N-Seal.
2.06 FLEXIBLE COMPRESSION COLLAR
A. Mechanical joint coupling with No. 305 stainless steel bands.
B. Manufacturers:
I. Calder, Inc. , Bellflower, CA.
2. Femco Inc., Davison, MI.
2.07 CONCRETE
A. Compressive Strength: Minimum 2,500 psi at 28 days.
2.08 QUICK SETTING GROUT
A. High strength, nonstaining grout.
B. Reach initial set within 90 minutes at 70 degrees F and minimum compressive
strength of 2,500 psi within 24 hours.
C. Shrinkage shall be less than 0.01 percent when tested in accordance with
ASTM C596.
330501.12
REVISION JULY 2007
GRAVITY SEWER PIPE AND FITTINGS
5
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
2.09 SOURCE QUALITY CONTROL
A. Pipe Fittings:
1. Tees:
a. Shop fabricated by pipe manufacturer.
b. Tee stubs shall not protrude inside sewer pipe.
c. Joints: Same as joints used on sewer pipe.
d. Insert-a-tee PVC fitting.
2. Caps and Plugs:
a. Gasket and Joint: Same as pipe specified.
b. Banded or otherwise secured to withstand test pressures involved
without leakage.
PART 3 EXECUTION
3.01 EXAMINATION
A. Notify Engineer immediately of manufacturing imperfections or damage
caused by improper handling.
B. Verify size, pipe condition, and pipe class prior to installation of pipe.
C. Repairs to RCP pipe section will be allowed, only if approved in writing by
Engineer. Damaged pipe which, in opinion of Engineer, cannot be repaired,
will be rejected and removed from the Project Site.
3.02 PREPARATION
A. Pipe Distribution: Do not distribute more than 1 week's supply of materials in
advance of laying, unless otherwise approved by the Owner.
B. Inspect pipe and fittings prior to lowering into trench to ensure no cracked,
broken, or otherwise defective materials are being used.
C. Remove foreign matter and dirt from inside of pipe and fittings and keep clean
during and after laying. Wash ends of section clean with wet brush prior to
joining sections of pipe.
3.03 INSTALLATION
A. General:
1. Install pipe sections in accordance with manufacturer's
recommendations.
GRAVITY SEWER PIPE AND FITTINGS
6
330501.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
2. Provide and use proper implements, tools, and facilities for safe and
proper prosecution of Work.
3. Lower pipe, fittings, and appurtenances into trench, piece by piece, by
means of crane, slings, or other suitable tools and equipment, in such a
manner as to prevent damage to pipe materials, protective coatings and
linings. Do not drop or dump pipe into trenches.
B. Line and Grade:
I. Establish line and grade for pipe by use of lasers.
2. Measure for grade at pipe invert, not at top of pipe.
3. Do not deviate from line or grade, as shown on Drawings, more than
1/2 inch, provided that such variation does not result in a level or
reverse sloping invert.
C. Laying and Jointing:
1. Use gasket lubricant as recommended by gasket manufacturer.
2. Lay pipe upgrade with bell ends pointing in direction of laying.
3. When field cutting or machining pipe is necessary, use only tools and
methods recommended by pipe manufacturer and approved by
Engineer.
4. After section of pipe has been placed in its approximate position for
jointing, clean end of pipe to be joined, inside of joint, and rubber ring
immediately before joining pipe.
S. Assemble joint in accordance with recommendations of manufacturer.
6. Apply sufficient pressure in making joint to assure that joint is "home"
as defined in standard installation instructions provided by pipe
manufacturer. Inside joint space shall not exceed SO percent of pipe
manufacturer's recommended maximum allowance.
7. Place pipe to specified line and grade to form smooth flow line.
8. Ensure that bottom of pipe is in contact with bottom oftrench for full
length of each section.
9. Check for alignment and grade after joint has been made.
10. Place sufficient pipe bedding material to secure pipe from movement
before next joint is installed.
II. When pipe is laid within movable trench shield, take precautions to
prevent pipe joints from pulling apart when moving shield ahead.
12. When laying operations are not in progress, and at close of day's work
close and block open end of last laid section of pipe to prevent entry of
foreign material or creep of gasketed joints.
13 . Take precautions to prevent "uplift" or floating ofline prior to
completion of backfill operation.
330501.12
REVISION JULY 2007
GRAVITY SEWER PIPE AND FITTINGS
7
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICA nONS
14. Connections between one pipe material and another shall be by means
of flexible compression collar, installed in accordance with the
manufacture's recommendations, or concrete closure collar.
D. Connection to Structure or Manhole:
I. Locate standard pipe joint within 1.5 feet of outside face of structure for
pipe 18 inches and smaller and within one pipe diameter for pipe
21 inches and larger.
2. Plug or close off pipe stubbed with watertight plug.
3. Connect PVC pipe to manhole with pipe to manhole connector in
accordance with manufacturer's recommendations.
E. Crossing Waterlines: Where sewer crosses less than 18 inches below
waterline, use ductile iron or PVC pressure pipe for crossing or encase in
concrete envelope for a minimum distance of 9 feet on each side of waterline.
F. Ductile Iron Pipe:
I. Cutting and Dressing of Ductile Iron Pipe Ends:
a. Cut at right angles to centerline of pipe to leave smooth end,
without damage to pipe.
b. Use only approved mechanical cutter.
c. Taper cut end of pipe to be used with rubber gasket joints by
grinding or filing 1/8 inch back at an angle of approximately
30 degrees with centerline of pipe.
d. Remove sharp or rough edges.
e. Abrade cut ends with grinding wheel and apply lining repair
material. Use only compatible repair materials provided by pipe
lining manufacturer. Allow repair lining to harden and cure before
installation.
2. Polyethylene Wrap:
a. Before installing wrap, clean pipe exterior of foreign material.
b. Cut wrap approximately 2 feet longer than pipe section.
c. Overlap wrap approximately I foot; seal joints with adhesive tape.
d. Tape entire circumference of pipe at 3-foot intervals along pipe.
e. Repair rips, punctures, or other damage to polyethylene with
adhesive tape.
f. When fittings cannot be practically wrapped in a tube, use a flat
sheet or split tube of polyethylene. Securely tape seams.
3.04 SERVICE CONNECTION TEES
A. Install as shown on Drawings.
B. Install caps or plugs on tees.
GRAVITY SEWER PIPE AND FITTINGS
8
330501.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
C. Furnish tee outlets with gasketed type joint or approved adapter to join service
connection pipe.
D. Concrete encase tees in trenches deeper than 12 feet. Do not encase joints at
ends of tee fitting.
3.05 SERVICE CONNECTION INSTALLATION
A. In general, service connections shall extend to street or alley right-of-way line
or easement line, or as directed by Engineer.
B. Minimum Slope: 1/4 inch per foot.
C. Minimum Trench Depth: 4 feet at property line or on private property within
permanent sewer easement. Engineer will determine required depth at end of
line in each case.
D. Progress of Construction: Unless otherwise approved by Engineer, install
service connection not more than 5 days after backfilling of sewer trench in
block or equivalent 400-foot section of sewer.
E. Laying and Jointing of Service Connection Pipe and Fittings:
I. Maximum deflection permissible with anyone fitting shall not exceed
45 degrees and shall be accomplished with long-radius curves or bends.
Short-radius elbows or curves will not be permitted, except by
permission of Engineer.
2. Make service connection to sewer system at manhole when directed by
Engineer. Where service connection pipe is connected to manhole or
concrete structure, make connection so standard pipe joint is located not
more than 1.5 feet from structure.
3. Provide end of service connection line and fittings with standard
watertight plug, cap, and stopper, suitably braced to prevent blow-off
during hydrostatic or air testing.
F. First length of pipe out from tee on lateral or main shall not be greater than
3 feet in length.
G. Line and Grade for Service Connection Pipe and Fittings:
I. Install sewer tee so as to locate connection pipe within horizontal
distance of I foot either side of staked location.
2. Lay pipe uniformly between tee or top of riser section and end of
service connection. Where minimum slopes are used, lay pipe by means
of good quality builder's level not less than 24 inches long.
330501.12
REVISION JULY 2007
GRAVITY SEWER PIPE AND FITTINGS
9
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
H. Service Connection Marker:
I. Place at end of service connection as shown on Drawings.
2. Paint top portion of marker immediately after its installation with
high-quality, white, quick-drying enamel.
3. If marker is broken or knocked out of vertical alignment during
backfilling operation, reopen trench and replace marker.
1. Existing Service Connections:
I. Locate prior to constructing tee in new sewer pipeline.
2. Disconnect from existing pipelines to be abandoned and reconnect them
to new sewer pipeline.
3.06 CLEANING
A. Clean each section of completed sewer pipeline prior to testing.
B. Place screen or dam in downstream manhole of section being cleaned to catch
debris.
C. Remove material from each manhole section before cleaning the next section
downstream.
D. Method: As approved by Engineer.
E. Cleaning water may be discharged into existing sewer system after screening
and removal of debris.
3.07 TESTING
A. General:
1. Notify Owner in writing 5 days in advance of testing. Perform testing in
presence of Owner's Representative.
2. Pipe 18 inches in diameter and smaller shall be tested for leakage using
a low pressure air test performed in accordance with the applicable
sections of the Uni-Bell UNI-B-6-98, latest version.
3. Pipe over 18 inches in diameter shall be tested for leakage using a low
pressure air test performed in accordance with the applicable sections of
the Uni-Bell UNI-B-6-98, latest version.
4. Individual joints may be tested on pipe 36 inches in diameter and larger
with Owner's written approval.
S. Pipe shall successfully pass leakage test prior to acceptance
GRAVITY SEWER PIPE AND FITTINGS
10
33 0501.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
6. Test sections of constructed sewer between stations only after service
connections, manholes, and backfilling are completed. Testing may be
done prior to placement of asphaltic concrete or roadway structural
section.
7. Isolate new pipelines that are connected to existing pipelines. Install
pipe plugs as required to allow section of new pipe to be pressure tested.
8. Plug wyes, tees, stubs, and service connections with gasketed caps or
plugs securely fastened or blocked to withstand internal test pressure.
Such plugs or caps shall be removable, and their removal shall provide
socket suitable for making flexible jointed lateral connection or
extension.
9. Furnish testing equipment and perform tests as approved by Engineer.
Testing equipment shall provide observable and accurate measurement
of leakage under specified conditions.
B. Pneumatic Testing for I8-inch and Smaller Diameter Pipe:
I. Equipment:
a. Calibrate gauges with standardized test gauge provided by
Contractor at start of each testing day. Owner or Engineer may
witness calibration.
b. Install compressor, air piping manifolds, gauges, and valves at
ground surface.
c. Provide pressure release device, such as rupture disc or pressure
relief valve, to relieve pressure at 6 psi or less.
d. Restrain plugs used to close sewer lines to prevent blowoff.
2. Procedure:
a. No person shall enter manhole or structure, or occupy area above
opening of manhole or structure where pipe is under pressure.
b. Determine height of groundwater table at time of test.
c. Slowly introduce air into pipe section until internal air pressure
reaches 4 psi greater than average backpressure of groundwater
submerging pipe.
d. Allow 2 minutes minimum for air temperature to stabilize.
e. Allowable leakage for sewers constructed of nonair-permeable
materials such as ductile iron, and polyvinyl chloride (PVC) shall
be done in accordance with the applicable sections of the Uni-Bell
UNI-B-6-98, latest version. . ..
f. Liste4ont~enextpageisan. e}{amp1etabIe.()fthe.UNI;.B-()-98 for
low pressure air testing requitements~
33 05 01.12
REVISION JULY 2007
GRAVITY SEWER PIPE AND FITTINGS
11
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
TABLE 1 *
A B C D E F
Test'!itne 'l'ipj~p~r
Tim~per fc~rany ~~ijg~~a~
Fo~tppto ~eJlg~h Which Tim e Foot(or
P.ip~ Len~lj in Test Between IF 'fQt~1
Diameter ColC Length CoIC.&E pp~i~s J.,~ngth
(irl~hes) (S~c()l1ds) (Feet) iMi~fSec) (Feet) (Sec6nd~)
4 0 .1 8 636 :1 :54 1,1 1 4 0 1 0
6 0 .40 424 2: 50 743 0 ;2 3
8 0 .7 1 31 8 3 :47 55 7 004 1
'I 0 1 .J1 25 5 4 :43 446 0 :63
] 2 1.60 2 1 2 .5 '40 3 71 0 9 1
] 5 2.5 0 170 7 05 297 1 ;42
1 8 3:62 !14 1 8 30 24 8 2 .06
2 I 4 .92 1 21 9:5 5 21 2 2 .8 1
24 6.42 1 06 1 1:20 :] 8 7 3 .67
];.~MPLE::l.?-ip9h.~i~D1~t~rpipe: ff 1
f orl-?QJeet('l'2,~.-?0~~(CoIB)x 1 5 0 375 :see 6 : 5
fRr 25Qfeet?c'l'==;z:05{(301D) .
ForSOO feet; T.=:.1.42 see (Col f} x500ft:", 71 0 see=#; 11 50
r~t~f:on 0:003 cmrp~fsquare foot Wltlla iiliJiifuunl.sigrii'fieaQtlo$S':of2 cfn;tilnd a maXimum
IOSS6.3.~ Cfrri:
C. Test Report Documentation:
1. Test date.
2. Pipe section or pipe joint tested.
3. Test Method.
4. Test Pressure.
5. Length of test.
6. Pressure loss.
7. Remarks, including:
a. Leaks (type, location).
b. Repair! replacement performed to remedy excessive leakage.
8. Signed by Contractor and Owner to represent that test has been
satisfactorily completed.
D. Subsequent Failure: Visible infiltration of groundwater following successful
test shall be considered evidence that original test was in error or that
subsequent failure of pipeline has occurred.
E. PVC Pipe Deflection Test:
GRAVITY SEWER PIPE AND FITTINGS
12
33 05 01.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
I. General:
a. Test installed pipeline for deflection by pulling a mandrel through
sewer without aid of mechanical pulling device.
b. Perform test at least 10 days after trench backfill and compaction
have been completed.
2. Mandrel:
a. Full circle, solid or rigid odd number of legs (minimum 9 legs)
steel cylinder with pulling rings at each end.
b. Diameter: Sized to allow only as much initial deflection for
ultimate deflection of 5 percent.
c. Obtain Engineer approval, through Contractor calculations, for
use of mandrel smaller than 96-2/3 percent of inside diameter of
pIpe.
3. Correcting Deficiencies or Obstructions:
a. Excavate to springline of pipeline and replace and recompact pipe
zone material.
b. Internal pipe rerounding or vibration will not be allowed.
c. If pipe does not pass mandrel test after replacement of pipe zone
material and trench backfill, re-excavate and replace pipeline.
3.08 INSPECTION (TO IDENTIFY FAILURES)
A. Television Pipeline Inspection:
I . General:
a. Internally inspect sewer pipelines by closed circuit television
(CCTV) after completion of pipeline cleaning and testing.
b. Conduct inspection in presence of Owner.
2. Procedure:
a. Provide complete and continuous taped record and written log of
inspection.
b. Format: VHS, T-120 videotape, color. Do not use long-playas
quality is not acceptable
c. Television Camera Equipment:
I) Rotating lens or pan and tilt.
2) Resolution: Minimum 350 lines per inch.
3) Focal Distance: Adjustable through a range of 6 inches to
infinity.
4) Remote-Reading Footage Counter: Accurate to less than
I percent error.
5) Lighting: Sufficient to provide clear, in-focus picture of
entire inside periphery of pipe, and minimizes reflection.
d. Pull camera at uniform rate, stopping to properly document
defects. Maximum pull of camera shall not exceed 30 feet per
minute.
330501.12
REVISION JULY 2007
GRAVITY SEWER PIPE AND FITTINGS
13
4
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
3. Quality Standard:
a. Provide clear, sharp image when played back on conventional
television receiver.
b. Neatly label videotape showing contents, project title, tape
number, pipe structure identification numbers, date tape was
made, and inspection company.
c. Tapes to include:
1) Opening Screen:
a) Date of inspection.
b) Pipe structure identification number.
c) Upstream and downstream node identification
numbers.
d) Street address.
e) Pipe size.
f) Normal (upstream to downstream) or reverse
(downstream to upstream) pull.
2) Continuous View: Current distance along reach (tape
counter footage).
d. Log sheets to show time and date of inspection, location, upstream
and downstream manholes, direction of pull, pipeline length, pipe
size, pipe material, location of lateral connections, video tape
number and detail of defects encountered.
e. Show sufficient detail to determine cracks in pipe, offset joints,
leaking joints, sags, and other flaws in pipeline installation.
Record location of deficiencies by distance from center of
reference manhole.
f. Upon completion, playback tape in presence of Owner. Any tape
not meeting quality standard will be rejected and taping process
repeated.
g. Correct deficiencies found as a result of video replay, and repeat
CCTV inspection.
B. Manual Inspection:
I. Pipe 36 inches and larger.
2. Provide any specialized equipment required for inspection for Owner.
3. Maintain voice communications between in-pipe and aboveground
personnel at all times during in-pipe inspection.
4. Record inspection on VHS formatted videotape and inspection logs.
Provide 35 rom, color, still photographs of defects or other features as
requested by Owner or Engineer.
5. Log sheets: Show time and date of inspection, location, upstream and
downstream structure numbers, pipeline length, pipe size, pipe segment
length, pipe material, lateral connections located by pipe segment
number, and location and detail of defects encountered.
GRAVITY SEWER PIPE AND FITTINGS
14
33 05 01.12
REVISION JULY 2007
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
c.
Deficiencies Requiring Correction:
a. Variations in alignment greater than specified herein.
b. J oint separations greater than allowed by pipe manufacturer.
c. Visible infiltration.
d. Presence of debris or foreign objects.
e. Obvious damage or defects in pipeline.
END OF SECTION
33 05 01.12
REVISION JULY 2007
GRA VITY SEWER PIPE AND FITTINGS
15
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
SECTION 33 0513
MANHOLES
PART 1 GENERAL
1.01 REFERENCES
A. The following is a list of standards that may be referenced in this section:
I. ASTM International (ASTM):
a. A36, Standard Specification for Carbon Structural Steel.
b. A48, Standard Specification for Gray Iron Castings.
c. A123, Standard Specification for Zinc (Hot-Dip Galvanized)
Coatings on Iron and Steel Products.
d. A167, Standard Specification for Stainless and Heat-Resisting
Chromium-Nickel Steel Plate, Sheet, and Strip.
e. A240, Standard Specification for Heat-Resisting Chromium and
Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for
Pressure Vessels.
f. A536, Standard Specification for Ductile Iron Castings.
g. A615/A615M, Standard Specification for Rail-Steel Deformed
and Plain Bars for Concrete Reinforcement.
h. B139, Standard Specification for Phosphor Bronze Rod, Bar, and
Shapes.
1. C14, Standard Specification for Concrete Sewer, Storm Drain, and
Culvert Pipe.
J. C387, Standard Specification for Packaged, Dry, Combined
Materials for Mortar and Concrete.
k. C443, Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe, Using Rubber Gaskets.
1. C478, Standard Specification for Precast Reinforced Concrete
Manhole Sections.
m. C923, Standard Specification for Resilient Connectors Between
Reinforced Concrete Manhole Structures, Pipes, and Laterals.
n. D41 0 I, Standard Specification for Propylene Plastic Injection and
Extrusion Materials.
o. F593, Standard Specification for Stainless Steel Bolts, Hex Cap
Screws, and Studs.
p. F594, Standard Specification for Stainless Steel Nuts.
33 05 13
REVISION JULY 2007
MANHOLES
'AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
1.02 SUBMITTALS
A. Action Submittals:
1. Shop Drawings:
a. Cast-in-Place Manholes: Details of construction.
b. Precast Manholes: Details of construction.
c. Precast Base, Cones, and Top Slab Sections: Details of
construction.
d. Manholes Over Existing Piping: Plans and schedule for diverting
flow.
B. Informational Submittals:
1. Proposed curing method for cast-in-place concrete structures.
2. Precast Manhole Sections: Manufacturer's results of tests performed on
representative sections to be furnished.
3. Certified load test data for precast manhole steps.
4. Plan for diversion of flow during installation of manhole over existing
plpmg.
PART 2 PRODUCTS
2.01 PRECAST MANHOLES
A. Riser Sections:
I. Minimum 48 inches in diameter.
2. Fabricate in accordance with ASTM C478.
3. Minimum Wall Thickness: 4 inches or 1/12 times inside diameter,
whichever is greater.
4. Top and bottom shall be parallel.
5. Joints: Tongue-and-:groove
B. Cone Sections:
1. Provide eccentric cones.
2. Same wall thickness and reinforcement as riser section.
3. Top and bottom shall be parallel.
C. Base Sections and Base Slab:
I. Base Sections: Base slab integral with sidewalls.
2. Fabricate in accordance with ASTM C478.
2
33 05 13
REVISION JULY 2007
MANHOLES
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
D. Manhole Extensions:
I. Concrete grade rings; maximum 6 inches high.
2. Fabricate in accordance with ASTM C478.
E. Preformed Plastic Gaskets:
1. Henry Company, Houston, TX; Ram-Nek.
F. Polypropylene Steps:
I. Fabricate from minimum 1/2 inch, Grade 60, steel bar meeting
ASTM A615/A615M.
2. Polypropylene encasement shall conform to ASTM D4101.
3. Minimum Width: 13 inches, center-to-center of legs.
4. Embedment: 3-1/2-inch minimum and 4-I/2-inch minimum projection
from face of concrete at point of embedment to center of step.
5. Cast in manhole sections by manufacturer.
6. Load Test: Capable of withstanding ASTM C478 vertical and horizontal
load tests.]
G. Source Quality Control:
I. All test specimens shall be mat tested and meet permeability test
requirements of ASTM C14.
2. Conduct tests at point of manufacture prior to delivery of any section.
3. Sections to be tested will be selected at random from stockpiled material
to be supplied for the Project.
2.02 CAST-IN-PLACE MANHOLES (IF APPLICABLE)
A. Reinforcing Steel: Furnish as specified in Supplemental Technical
Specification Section 03 21 00, Reinforcing Steel.
B. Concrete: Furnish as specified in Supplemental Technical Specification
Section 03 30 00, Cast-in-Place Concrete.
2.03 MANHOLE FRAMES AND COVER
A. Ring and cover shall be USF-668 or pre-approved equal as shown in the
drawing details.
2.04 WATERTIGHT FRAME FASTENERS
A. Galvanize after fabrication in conformance with ASTM A123.
3305 13
REVISION JULY 2007
MANHOLES
3
'AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
2.05 MANHOLE FRAME TO STRUCTURE SEALS
A. Gasket:
I. Extrude or mold from a high-grade rubber compound.
2. Comply with material test requirements of ASTM C923.
3. Minimum Thickness: 3/16 inch.
4. Minimum Unstretched Length: Sufficient to extend from the manhole
frame, across a maximum of 12 inches of extension rings, to the
manhole cone section.
5. Fabricate bands for compressing sleeve against manhole from Type 304
stainless steel:
a. Channeled Sheet: Minimum 16-gauge, ASTM A167.
b. Round: 5116-inch diameter, ASTM A240.
B. Screws, Bolts, or Nuts: Stainless steel conforming to ASTM F593 and
ASTM 594, Type 304.
C. Internal gasket or its appurtenances shall not extend into the manhole opening
to restrict entry into or exit from the manhole.
D. Gasket shall be made only of materials that have been proven to be resistant to
the following exposures and conditions:
I. Sanitary sewage.
2. Corrosion or rotting under wet or dry conditions.
3. Gaseous environment in sanitary sewers and at road surfaces including
common levels of ozone, carbon monoxide, and other trace gases at the
sites of installation.
4. Biological environment in soils and sanitary sewers.
5. Chemical attack by road salts, road oil, and common street spillages or
solvents used in street construction or maintenance.
6. Temperature ranges, variations, and gradients in the area of
construction.
7. Variations in moisture conditions and humidity.
8. Fatigue failure caused by a minimum of30 freeze-thaw cycles per year.
9. Vibrations due to traffic loading.
10. Fatigue failure due to repeated variations of tensile, compressive and
shear stresses, and repeated elongation and compression.
11. Any combination of the above.
E. Materials used shall be compatible with each other and with manhole
materials.
4
33 05 13
REVISION JULY 2007
MANHOLES
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICA TrONS
F. Design gasket to meet the following requirements:
1. Continuously prevent leakage of water from outside the manhole into
the manhole at the joints between the manhole frame and the cone
section.
2. Seal shall remain flexible, allowing repeated vertical movements of
frame from 0 to 2 inches or repeated horizontal movements of frame
with respect to top of extension or cone from 0 to 112 inch due to
pavement movements or other causes, or both types of movement
occurring simultaneously at rates not exceeding 1/10 inch per minute.
2.06 MORTAR
A. Standard premixed in accordance with ASTM C387, or proportion one part
portland cement to two parts clean, well-graded sand that will pass a 1I8-inch
screen.
B. Admixtures: May be included but do not exceed the following percentages of
weight of cement:
I. Hydrated Lime: 10 percent.
2. Diatomaceous Earth or Other Inert Material: 5 percent.
C. Mix Consistency:
I. Tongue-and-Groove Type Joint: Such that mortar will readily adhere to
pIpe.
2.07 IMPORTED PIPE BASE
A. Furnish as specified in applicable section.
2.08 FLEXIBLE JOINTS
A. Manufacturers:
1. "Kor-N-Seal" flexible rubber boot with stainless steel accessories as
manufactured by NPC, Inc., Milford, New Hampshire.
2. "PS I 0" flexible gasket as manufactured by Press Seal Gasket
Corporation.
33 05 13
REVISION JULY 2007
MANHOLES
5
'AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
PART 3 EXECUTION
3.01 GENERAL
A. Remove and keep all water clear from the excavation during construction and
testing operations.
B. Place imported pipe base material on undisturbed earth; thoroughly compact
with a mechanical vibrating or power tamper.
3.02 EXCAVATION AND BACKFILL
A. Excavation: As specified in Section 31 23 16, Excavation.
B. Backfill: As specified in Section 31 23 23, Fill and Backfill.
3.03 INSTALLATION OF PRECAST MANHOLES
A. Concrete Base:
1. Cast-in-Place:
a. Vibrate to densify concrete and screed so first precast manhole
section to be placed has a level, uniform bearing for full
circumference.
b. Deposit sufficient mortar on base to assure watertight seal
between base and manhole wall, or place first precast section of
manhole in concrete base before concrete has set. Properly locate
and plumb first section.
2. Precast:
a. Place on compacted imported base material.
b. Properly locate, ensure firm bearing throughout, and plumb first
section.
B. Sections:
I. Carefully inspect precast manhole sections to be joined.
2. Thoroughly clean ends of sections to be joined.
3. Do not use sections with chips or cracks in the tongue.
4. Locate precast steps in line with each other to provide a continuous
vertical ladder.
C. Preformed Plastic Gaskets (In lieu of mortar joints):
I. Use only pipe primer furnished by gasket manufacturer.
2. Install gasket material in accordance with manufacturer's instructions.
6
33 05 13
REVISION JULY 2007
MANHOLES
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
3. Completed Manholes shall be rigid and watertight.
D. Rubber Gasketed Joints: Install in accordance with manufacturer's
instructions.
E. Extensions:
I. Provide on manholes in streets or other locations where a subsequent
change in existing grade may be likely.
2. Install to height not exceeding 12 inches.
3. Lay grade rings in mortar with sides plumb and tops level.
4. Seal joints with mortar as specified for sections, and make watertight.
3.04 MANHOLE INVERT
A. Construct with smooth transitions to ensure an unobstructed flow through
manhole. Remove sharp edges or rough sections that tend to obstruct flow.
B. Where full section of pipe is laid through manhole, break out top section as
shown and cover exposed edge of pipe completely with mortar. Trowel mortar
surfaces smooth.
3.05 CAST-IN-PLACE MANHOLE (IF APPLICABLE)
A. Reinforcing Steel: Install as specified in Supplemental Technical
Section 03 21 00, Reinforcing Steel.
B. Concrete: Install as specified in Supplemental Technical Section 03 3000,
Cast-in-Place Concrete.
C. Steps:
1. Install manhole steps at 16 inches on center, plus or minus 1/4-inch
tolerance, and locate to provide a continuous vertical ladder.
2. Do not vary spacing between any two adjacent steps by more than
1/2 inch.
3. The distance between wall of manhole and center of rung, measured at
the point of embedment, shall be not less than 4 inches or more than
6-1/4 inches.
3.06 MANHOLE FRAMES AND COVERS
A. Set frames in bed of mortar with mortar carried over flange as shown.
33 05 13
REVISION JULY 2007
MANHOLES
7
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
B. Set tops of covers flush with surface of adjoining pavement or ground surface,
unless otherwise shown or directed.
3.07 WATERTIGHT MANHOLES
I. Install frame fasteners at locations shown on drawings.
3.08 MANHOLE PIPING
A. Drop Assembly (as shown in the drawing details):
I. Extend pipe from the drop to a minimum of 3 feet beyond the manhole
excavation into the trench, and connect to sewer pipe with an adapter.
2. Support lower drop elbow with concrete monolithically-placed with
manhole base.
B. Flexible Joints:
1. Provide in pipe not more than 1-1/2 feet from manhole walls.
2. Where last joint of pipe is between 1-112 and 6 feet from manhole wall,
provide flexible joint in manhole wall.
C. Stubouts for Future Connections:
1. Provide same type and class of pipe as specified for use in service
connection, lateral, main, or trunk sewer construction. Where there are
two different classes of pipe at manhole use higher strength pipe.
2. Grout pipe in precast walls or manhole base to provide watertight seal or
use flexible joints as specified herein.
3. Maximum Length: 1-1/2 feet outside manhole wall.
4. Construct invert channels as shown. Unless otherwise approved by
Engineer, match inside top elevation of service connection pipe to inside
top elevation of outlet pipe.
5. Test Plugs:
a. Install rubber-gasketed plugs in end of stubouts with gasket joints
similar to sewer pipe being used.
b. Plugs shall withstand internal or external pressures without
leakage.
c. Adequately brace plugs against all hydrostatic or air test pressures.
D. Permanent Plugs: Clean interior contact surfaces of pipes to be cut off or
abandoned as shown, and construct plug as follows:
1. Pipe 18 Inches or Less in Diameter: Concrete plug in end, minimum
8 inches in length.
8
33 05 13
REVISION JULY 2007
MANHOLES
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
2. Pipe 21 Inches and Larger:
a. Construct plugs of common brick, concrete block, or concrete.
b. Plaster exposed face of block or brick plugs with mortar.
3. Plugs shall be watertight and capable of withstanding internal and
external pressures without leakage.
3.09 MANHOLES OVER EXISTING PIPING
A. Maintain flow through existing pipelines at all times.
B. Plastic Pipe:
I. Use solvent recommended by pipe manufacturer to slightly soften the
pipe wall.
2. Apply a dense coating of clean mortar sand over all areas that will be in
contact with concrete.
3. Allow mortar to dry completely prior to placing concrete.
C. Concrete Pipe: Apply a bonding agent on all surfaces to be in contact with
concrete.
D. Construct base under existing piping.
E. Construct manhole as specified.
F. Break out existing pipe within new manhole, cover edges with mortar, and
trowel smooth.
G. Protect new concrete and mortar work for 7 days after placing concrete.
3.10 CONNECTIONS TO EXISTING MANHOLES
A. Break out existing manhole bases or grouting as necessary.
B. Clean all surfaces and apply a bonding agent.
C. Regrout to provide smooth flow into and through manholes.
D. Provide diversion facilities and perform work necessary to maintain flow
during connection.
33 05 13
REVISION JULY 2007
MANHOLES
9
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
3.11 FIELD QUALITY CONTROL
A. Vacuum Testing:
1. All manholes shall be tested using low-pressure vacuum methods
according to Uni-Bell UNI-B-6-98.
2. Repair manholes that do not meet the vacuum test, or do not meet
specified requirements from visual inspection. ........ ...
3. AU ..ll:utrW()le~...sI1~II..b~:f1-e~()f\,i~i~I~Jeakage..avd..$1ia.ll.Sl1cc~ssffilly
cOIEPlett~'Ya.cu .. . tprigrtoa~Pt. ...' .......... ............. ........
4. ......P1l!ggi1]-ga.!1..in.1 . :.pltlirliUin,letsa.n49\ltlt;:t$,
rn~~()let()Pc~ pne
bera.t~dJ9r' gl.tir~ .
A~tR~tize~ eselltatlves a
~~.f()~~~~ ..
5. . ...I~sting q\llpm
~sti.h ...
}j:p.gi
pr
sp~p
wi.
8.
Ithe .
umpump
pump
and
6.
7;
10
33 05 13
REVISION JUL Y 2007
MANHOLES
AUGUSTA UTILITIES DEPARTMENT
STANDARD TECHNICAL SPECIFICATIONS
9. .. .. ~ubsequentFailure: Infiltration ofgrollndwater, followinia successful
vacuum test as specified,sh .ld beconsidere ...evide thatthe
ori 'Ilal'testwasinerrofo.. at.. entfa thenlolehas
o urred. The Contractor wil . .ch fala manner
approved by the E;ngineeqmd at po cost to the 0 ersholIld1hisoccur
~thin the . I-year warranty period.
Depth
Feet
8
10
12
14
16
18
20
22
24
26
28
30
Time Time Time Time
Seconds Seconds Seconds Seconds
48-inch 60-inch 72-inch 120-inch
diam. diam. diam. diam.
20 26 33 65
25 33 41 79
30 39 49 93
35 46 57 107
40 52 65 121
45 59 73 135
50 65 81 149
55 72 89 163
59 78 97 171
64 85 105 191
69 91 113 205
74 98 121 219
B. Testing Cast-in-Place Manhole Steps:
1. Test each step for a horizontal pullout load of 400 pounds with the load
applied over a width of 3-112 inches and centered on the rung.
2. Apply the load at a uniform rate until the required test load is reached.
3. Provide suitable hydraulic jacks and gauges to perform the test.
4. Steps will be considered acceptable if they remain solidly embedded
after application of test load and if no cracking or fracture of the step nor
spalling of the concrete, masonry, or mortar is evident.
5. Replace, or reset and retest, steps failing to withstand required load.
33 05 13
REVISION JULY 2007
END OF SECTION
MANHOLES
II
SECTION 01600
MATERIAL HANDLING, STORAGE AND PROTECTION
PART I GENERAL
1.01 SUMMARY
A. Section Includes: General requirements for delivery, storage, handling, and protection of
materials and products used in the work.
1.02 GENERAL REQUIREMENTS
A. Store equipment and materials in an orderly manner in designated work site storage
area. Only bring equipment and materials to work areas when needed. Assume
responsibility for security of storage area and work site, and protect installed items
until acceptance by Owner.
1.03 STORAGE OF MATERIALS AND EQUIPMENT
A. Pipe, fittings, and steel may be openly stored, on wooden platforms. Schedule delivery
of primed steel so as not be exposed directly to sunlight for over two months and will be
installed and finished painted within five months after priming. If above requirement is
not met, blast clean primer and reprime steel.
B. Properly store each item in accordance with manufacturer's recommendations. Store
materials and equipment in a neat and orderly manner to facilitate locating, inspecting,
maintaining and removing when needed. A void damage to any item during handling and
storage. PVC materials should be stored out of direct sunlight as much as possible.
Handling of equipment is as specified under the particular material or equipment
specification section and as recommended by the manufacturer. Repair damaged items to
satisfaction of Engineer or replace if directed by Engineer at no additional cost to Owner.
C. Check material and equipment when delivered to ensure it conforms to Contract
Documents and Shop Drawings, and has not been damaged during shipment. Any
materials or equipment not in compliance with Contract Documents and Shop Drawings
will be directly returned to manufacturer. Report damaged items to attention of Owner's
Representative, who will decide whether item can be repaired in field or must be returned
to manufacturer at no expense to Owner.
1.04 MAINTENANCE OF MATERIALS AND EQUIPMENT
To reduce possibility of damage to materials and equipment not used until the late
stages of construction, schedule fabrication and deliveries so that materials and
equipment are only on storage site for a minimum of time before they are installed.
Property Augusta Utilities Department 2007
1.05 ADDITIONAL STORAGE SPACE
A. If determined that additional storage space is needed, or preference to use nearby off site
storage for some materials and equipment because of better controlled storage conditions
and/or security, submit a written request to the Owner stating reasons for wanting the off-
site storage; its location, size, etc. If the Owner approves the off site storage site, all of
above conditions and responsibilities pertaining to on site storage will apply. All costs
related to acquisition of off site storage facilities are at no extra or additional cost to
Owner.
1.06 RIGHT OF INSPECTION
A. Owner and Engineer have right to inspect all storage sites and preventive maintenance
records at any time. Immediately correct any noted deficiencies. Failure to note a
deficiency on part of Owner and Engineer does not relieve responsibility for proper
storage and maintenance of materials and equipment.
1.07 PROTECTION OF INSTALLED MATERIALS AND EQUIPMENT
A. Protect all installed materials and equipment in accordance with provisions
established in Articles 1.02 and 1.03 above.
PART 2 PRODUCTS
NOT USED
PART 3 EXECUTION
NOT USED
END OF SECTION
Property Augusta Utilities Departmenl 2007
SECTION 01656
DISINFECTION OF WATER MAINS
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Requirements for disinfection of water mains
B. Related Sections:
I. Section 01600 - Material Handling, Storage and Protection.
2. Section 02317 - Trench Excavation and Backfill.
3. Section 02713 - Water System
1.02 REFERENCES
A. American National Standards Institute:
I. ANSIINSF Standard 60, Listing of Certified Drinking Water Treatment
Chemicals - Health Effects.
B. American Water Works Association:
I. A WW A B300, Standard for Hypochlorite.
2. A WW A B301, Standard for Liquid Chlorine.
3. A WW A C600, Standard for Installation of Ductile Iron Water Mains and their
Appurtenances.
4. A WW A C651, Standard for Disinfecting Water Mains.
5. A WW A Manual M12, Simplified Procedure for Water Examination.
1.03 SUBMITTALS
A. Bacteriological Test Results: See Bacteriological Tests below.
B. Wastewater Disposal Plan: See subparagraph 3.01 D. 8.
1.04 QUALITY ASSURANCE
A. Bacteriological Tests:
I. See A WW A Standard C651, Sections 7 and 8.
a. Required Number of Samples: Water Main: Two samples per section of main
tested. Not to exceed 1000 feet of main per sample.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Transport, handle, and store specified disinfection products in manner recommended by
respective manufacturers to prevent contamination, accidental environmental hazards
and deterioration of products. Do not mix any products without manufacturers of all
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respective products prior approval.
B. When handling disinfection products, due caution is advisable. Wear appropriate
personal protective equipment as suggested by the manufacturer.
1.06 PROJECT CONDITIONS
A. Environmental Requirements:
1. Do not test or disinfect water mains if air temperature is expected to fall below 35
degrees F.
2. Keep pipe interior clean. Close open end of pipe with water tight plug when pipe
laying is not in progress.
B. Operational Requirements:
I. Notify Owner a minimum of 24 hours in advance of any flushing operation.
2. Owner's representative must be present for operating valves required to fill mains.
Valves may only be operated by Owner's personnel.
3. Flushing will be monitored by the Owner.
PART 2 PRODUCTS
2.01 MATERIALS
A. Hypochlorite: A WW A Standard B300.
B. Provide NSF Standard 60 certified products per Listing of Certified Drinking Water
Treatment Chemicals - Health Effects.
PART 3 EXECUTION
3.01 WATER MAIN DISINFECTION
A. Disinfect water main installed under this Contract before placing in service. Water main
will be pressure tested by contractor with Owner representative present prior to
chlorination. Owner representative will be present for chlorination procedures.
B. Form of Chlorine for Disinfection: With Engineer's approval, follow designated
methods of procedure.
I. Calcium Hypochlorite Solution: Prepare chlorine-water solution of 1 percent
available chlorine using granular calcium hypochlorite. Inject or pump solution into
pipeline. Prepare chlorine-water solution of I percent available chlorine by mixing
approximately I pound of calcium hypochlorite with 8 gallons of water.
C. Preparation:
I. Preliminary Flushing: Prior to disinfection, thoroughly flush section of water main
being disinfected with available water pressure and outlets.
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2. Flush after pressure and leakage tests are complete.
3. Refer to Section 00800 - Special Conditions for requirements for a Wastewater
Disposal Plan.
D. Chlorination:
I Chlorine Application: Apply hypochlorite solution to water main with gasoline or
electrically-powered chemical feed pump. For smaller applications, prepare solution
in a barrel and pump into main with hand pump, such as a hydraulic test pump.
Apply at dosage rate resulting in chlorine concentration in water in pipe is a minimum
of 50 ppm free chlorine.
2 Point of Application: Apply chlorinating agent at high end of pipeline section being
chlorinated and through a corporation stop inserted in new pipe. If water for
preparation of chlorine solution is supplied from tap on existing pipeline, provide a
physical break between injector supply and injector or pump to prevent backflow.
3 Rate of Application: Pump chlorine solution slowly into new pipeline. Do not cease
chlorine application until entire main is filled with chlorine solution. If required by
Engineer, measure chlorine residual at several points along section of main being
disinfected to ensure that proper dosage and distribution of chlorine solution is
obtained.
4 Prevention of Reverse Flow: Exercise great care in manipulating valves, so strong
chlorine solution in line being treated will not flow back into adjoining water
distribution system.
5 Retention Period and CWorine Concentration: Retain cWorinated water in main for at
least 24 hours. Operate all valves and hydrants in section in order to disinfect
appurtenances. At end of this 24 hour period, maintain 10 mg/l chlorine residual
throughout length of main.
6 Final Flushing: Following chlorination, thoroughly flush heavily chlorinated water
from main at its extremities until replacement water throughout its length, is tested
comparable to quality of water in existing distribution system.
7 Flushing Water: Owner will provide water for flushing. However, do not operate
valves on water distribution system without presence of duly qualified representative
of Owner.
8. Wastewater Disposal Plan:
a. The Contractor shall develop a plan for safe disposal of cWorinated wastewater
from disinfection/testing of pipelines, structures, etc. Submit the Plan to the
Engineer for review and to the State of Georgia Environmental Protection
Division GAEPD for review and approval at least two weeks in advance of
disinfection/testing activities. Do not perform disinfection/testing prior to receipt
of approval from GAEPD.
b. The disposal plan shall include provisions for neutralizing chlorine and any other
contaminants to levels acceptable to GAEPD.
c. Specific methods and devices designed to prevent erosion and subsequent
sedimentation at the point(s) of discharge shall also be included in the
Contractor's Plan.
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E. Bacteriological Tests: After final flushing and before each treated water main is placed
in service, collect samples at 1000 foot intervals and from end of line. Test samples for
bacteriological quality in accordance with Standard Methods to show absence of coliform
organisms. Take samples of water that has been standing in main for at least 24 hours
after final flushing has been completed.
F. Re-disinfection: If initial disinfection fails to produce satisfactory bacteriological
samples, re-flush and resample main. If check samples show presence of coliform
organisms, re-chlorinate main as specified previously.
G. Water required for one disinfection and one flushing of main will be furnished by
Owner at no cost to Contractor. If main requires additional disinfecting or flushing,
Contractor is responsible for associated costs to include additional laboratory samples.
H. Include costs for disinfection of water main in unit or lump sum prices bid for Work.
No separate payment will be made for disinfection.
3.02 WATER MAIN CONNECTION DISINFECTION
A. General: If not possible to disinfect piping, valves, and fittings installed at certain
connections in manner specified in Article 3.0 I, Contractor will proceed as follows:
B. Installation of Connections: During installation, observe every precaution to prevent
foreign material and trench water from entering piping connections, fittings, and valves.
C. Disinfection: Swab interior of piping connections, fittings, and valves with 5 percent
hypochlorite solution. Obtain 5 percent hypochlorite solution by mixing approximately 3
pounds of granulated calcium hypochlorite with 5 gallons of water.
D. Flushing: After pipe, fittings, and valves have been swabbed, thoroughly flush with
water in a manner to be addressed in the Wastewater Disposal Plan. During
installation, use extreme care to ensure foreign material is kept out of pipe.
END OF SECTION
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SECTION 02317
TRENCH EXCAVATION AND BACKFILLING
All excavation will meet the most current OSHA Regulations.
PART 1 GENERAL
1.01 SUMMARY
A. Related Sections:
I. Section 01600 - Material Handling, Storage and Protection.
2. Section 01656 - Disinfection of Water Main.
3. Geotechnical report if available.
1.02 GENERAL REQUIREMENTS
A. The work under this Section consists of furnishing all labor, equipment and
materials and performing all operations in connection with the trench excavation and
backfill required to install the site utilities, including all pipelines, electrical conduits,
and duct banks as shown on the plans and as specified.
B. Excavation shall include the removal of any tree stumps, brush, debris or other
obstacles which remain after the clearing and grubbing operations, which may
obstruct the work, and the excavation and removal of all earth, rock or other
materials to the extent necessary to install the pipe and appurtenances in
conformance with the lines and grades shown on the plans and as specified.
C. Backfill shall include the filling and compaction of the trenches and excavations up
to the surrounding ground surface or road grade at crossing.
D. The trench is divided into five specific areas:
I. Foundation: The area beneath the bedding, sometimes also referenced to as
trench stabilization.
2. Bedding: The area above the trench bottom (or foundation) and below the
bottom of the barrel of the pipe.
3. Haunching: The area above the bottom of the barrel of the pipe up to a
specified height above the bottom of the barrel of the pipe.
4. Initial Backfill: The area above the haunching material and below a plane
12-inches above the top of the barrel of the pipe.
5. Final Backfill: The area above a plane 12-inches above the top of the barrel
of the pipe.
E.
The choice of method, means, techniques and equipment rests with the Contractor.
The Contractor shall select the method and equipment for trench excavation and
backfill depending upon the type of material to be excavated and backfilled, the
depth of excavation, the amount of space available for operation of equipment,
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storage of excavated material, proximity of man-made improvements to be
protected, available easement or right-of-way and prevailing practice in the area.
1.03 QUALITY ASSURANCE
A. The soils testing laboratory is responsible for the following:
a. Test frequency for trenches and confined areas of I test per two foot
vertical lift for every 100 linear feet.
PART2 PRODUCTS
2.01 PIPE BEDDING
A. Pipe shall have uniform bearing on undisturbed earth in the trench bottom. At bell
ends, or fittings, the trench bottom shall be dug out to allow for continuous rest on
the undisturbed earth trench bottom. Only in extreme situations will stone bedding
materials be used on pressurized mains then will only be used with prior approval
of the Owner. Mention of stone bedding hereafter in this specification is not to be .
construed as owner approval.
B. Class A Bedding shall consist of a continuous concrete cradle as determined by
the Engineer.
C. Class B Bedding: The pipe shall be bedded with No. 57 stone bedding material
placed on the trench foundation. The bedding shall have a minimum thickness
beneath the pipe of 4 inches or one-eighth of the outside diameter of the pipe,
whichever is greater, and shall extend up the side to the spring line. Initial
backfill from the pipe horizontal centerline to a level not less than 12 inches
above the top of the pipe and shall be bedding material or carefully placed native
soil, compacted to 90% of Standard Proctor Density. The final backfill of the soil
to ground surface shall be compacted to the specified density.
D. Class C Bedding: The pipe shall be bedded in No. 57 stone bedding material
placed on the trench foundation. The bedding shall have a minimum thickness
beneath the pipe of 4 inches or one-eighth of the outside diameter of the pipe,
whichever is greater, and shall extend up the sides of the pipe one-sixth the
outside diameter of the pipe. Initial backfill between the top of haunching and a
point 12 inches above the top of pipe shall be compacted to 90% of Standard
Proctor Density. The final backfill of the soil to ground surface shall be
compacted to the specified density.
2.02 TRENCH FOUNDATION MATERIALS
When unsuitable material is encountered and extends more than 6 inches below
the pipe. With prior owner approval, crushed stone shall be utilized for trench
foundation (trench stabilization) and shall meet the requirements of the Georgia
Department of Transportation Specification 800.01, Group I (limestone, marble or
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dolomite) or Group II (quartzite, granite or gneiss). Stone size shall be between No.
57 and No.4, inclusive or Class I material.
2.03 FILTER F ABRlC
A. If ordered by the owner, the filter fabric manufacturer shall furnish the services of a
competent factory representative to supervise and/or inspect the installation of pipe.
This service will be furnished for a minimum of 10 days during initial pipe
installation.
2.04 BEDDING AND HAUNCHING MATERIALS
A. Crushed stone utilized for bedding and hunching shall meet the requirements of the
Georgia Department of Transportation Specification 800.01, Group I (limestone,
marble or dolomite) or Group II (quartzite, granite or gneiss). Stone size shall be
between No. 57 and No.4, inclusive.
B. Earth materials shall be suitable materials selected from the trench excavation.
Suitable materials shall be clean and free of rock larger than 2-inches at its largest
dimension, organics, cinders, stumps, limbs, frozen earth or mud, man-made wastes
and other unsuitable materials. Should the material excavated from the trench be
saturated, the saturated material may be used as earth material, provided it is allowed
to dry properly and it is capable of meeting the specified compaction requirements.
When necessary, earth bedding and haunching materials shall be moistened to
facilitate compaction by tamping.
2.05 INITIAL BACKFILL
A. Initial backfill material shall be earth materials or crushed stone as specified for
bedding and haunching materials. Soil shall be tamped to 95% of Standard Proctor
Density (ASTM D698).
B. Earth materials utilized for initial backfill shall be suitable materials selected from
materials excavated from the trench. Suitable materials shall be clean and free of
rock larger than 2-inches at its largest dimension, organics, cinders, stumps, limbs,
frozen earth or mud, man-made wastes and other unsuitable materials. Should the
material excavated from the trench be saturated, the saturated material may be used
as earth material, provided it is allowed to dry properly and it is capable of meeting
the specified compaction requirements. When necessary, initial backfill materials
shall be moistened to facilitate compaction by tamping. If materials excavated from
the trench are not suitable for use as initial backfill material, provide select material
conforming to the requirements of this Section.
2.06 FINAL BACKFILL
A.
Final backfill material shall be general excavated earth materials, shall not contain
rock larger than 2-inches at its greatest diameter, cinders, stumps, limbs, man-made
wastes and other unsuitable materials. If materials excavated from the trench are not
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suitable for use as final backfill material, provide select material conforming to the
requirements of this Section.
B. In areas not used for streets or driveways, carefully refill in layers not exceeding 8
inches in thickness and thoroughly tamp with hand tamps to one foot above the
top of the pipe. Finish filling by machine without tamping. As trench settles,
bring back to grade by adding more material. Maintain trenches in safe condition
at all times. Restore all special grassing and shrubbery, fences, etc., to original
condition. The remaining backfill shall be thoroughly compacted in 8 inch layers
to at least 95% (percent) of the Standard Proctor Density (ASTM D698).
C. In streets, roadways and driveways, carefully refill in layers not exceeding 8
inches in thickness and thoroughly tamp with hand tamps to one foot above the
top of the pipe. The remaining backfill shall be thoroughly compacted in 8 inch
layers to at least 98% (percent) of the Standard Proctor Density (ASTM D698).
D. Backfilling and tamping work in state highway right-of-ways and streets under
jurisdiction of the State Highway Department will be in accordance with the State
of Georgia Department of Transportation "Policy and Procedure for
Accommodation of Utilities".
E. Dirt roads shall be overlaid with 6" of graded aggregate course after final grading is
completed.
2.07 CONCRETE
Concrete for bedding, haunching, initial backfill or encasement shall have a
compressive strength of not less than 3,000 psi, use of "bag" cement is not allowed.
Ready-mixed concrete shall be mixed and transported in accordance with ASTM C
94. Reinforcing steel shall conform to the requirements of ASTM A 615, Grade 60.
PART 3 EXECUTION
3.01 EXAMINATION
A. Identify required lines, levels, contours, and datum locations.
B. Locate, identify, and protect utilities that remain and protect from damage. The
contractor is required to contact the Utilities Protection Center, Inc. in the State of
Georgia call 1-800-282-7411 prior to any excavation or construction. Additional
information is available at www.gaupc.com. The contractor shall first, Call
Before You Dig. Second, Wait the Required Amount of Time. Third, Respect
the Marks and Lastly, Dig With Care.
C. Notify respective utility company to remove and relocate utilities, if needed.
3.02 TRENCH EXCAVATION
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A. Notify owner of unexpected subsurface conditions and discontinue affected work
in area until notified to resume work.
B. Slope banks of excavations deeper than 4 feet to angle of repose or less until
shored.
C. Do not interfere with 45 degree bearing splay of foundations.
D. Cut trenches a.D of pipe plus two feet minimum or a.D. of pipe plus four feet
maximum wide enough to allow installation and inspection of utilities.
E. Hand trim excavations. Remove loose matter.
F. Remove stones and other matter which could damage piping or impede consistent
backfilling or compaction.
G. Remove lumped subsoil, boulders, and rock up to 1/3 cu yd (0.25 cu m) measured
by volume.
H. Remove excavated material that is unsuitable for re-use from site.
I. Stockpile excavated material to be re-used in area designated on site.
J. Remove excess excavated material from site.
K. In areas not used for streets and in unpaved streets, maximum trench width shall
be the pipe diameter plus 24 inches. Protect all trees, shrubs and structures.
Protect all fences and replace those damaged/removed with like kind. Keep work
and equipment within easement limits. Repair and replace any damage.
L. Paved streets shall have a maximum trench width of pipe diameter plus 24 inches.
Shore and brace trench walls as necessary to prevent damage to existing paving.
Do not cut existing sidewalk, or curb and gutter without approval by the Engineer.
Use rubber tired equipment only on streets. Repair and replace all damage. Saw
cut all pavements for smooth edge on replacement.
3 .03 DEWATERING REQUIREMENT
A.
The Contractor shall be solely responsible for the arrangement, location and
depths of dewatering system necessary to accomplish the work described under
this section of the specifications. The dewatering shall be accomplished in a
manner that will reduce the hydrostatic head below any excavation to the extent
that the water level in the construction area are a minimum of two (2) feet below
the prevailing excavation surface and any surface to be compacted; will prevent
the loss of fines, seepage, boils, quick conditions, or softening of the foundation
strata; will maintain stability of the sides and bottom of the excavation; and will
result in all construction operations being performed in the dry.
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3.04 SHEETING, BRACING AND SHORING
A. Trench Shield: A trench shield or box may be used to support the trench walls at
depths less than four feet. Depths over four feet will require the use of a trench
box, sloping, or other suitable means to prevent cave-in. The implementation of
proper shoring techniques as well as general site safety rests with the contractor.
Compliance with OSHA guidelines is a must. The use of a trench shield does not
necessarily preclude the additional use of bracing and sheeting. When trench
shields are used, care must be taken to avoid disturbing the alignment and grade
of the pipe or disrupting the haunching of the pipe as the shield is moved. When
the bottom of the trench shield extends below the top of the pipe, the trench shield
will be raised in 6-inch increments with specified backfilling occurring
simultaneously. At no time shall the trench shield be "dragged" with the bottom
of the shield extending below the top of the pipe or utility.
B. Remove bracing and sheeting in units when backfill reaches the point necessary to
protect the utility and adjacent property. Leave sheeting in place when in the
opinion of the Engineer it cannot be safely removed or is within three feet of an
existing structure, utility, or pipeline. Cut off any sheeting left in place at least
two feet below the surface.
C. Sheet piling within three feet of an existing structure or utility shall remain in
place, unless otherwise directed by the Engineer.
3.05 TRENCH FOUNDATION AND STABILIZATION
A. The bottom of the trench shall provide a foundation to support the utility and its
specified bedding. The trench bottom shall be graded to support the utility and
bedding uniformly throughout its length and width.
B. If, after dewatering as specified above, the trench bottom is spongy, or if the
trench bottom does not provide firm, stable footing and the material at the bottom
of the trench will still not adequately support the utility, the trench will be
determined to be unsuitable.
C. If in the opinion of the Owner the undisturbed material at the trench bottom
constitutes an unstable pipe foundation, then the Contractor shall replace such
unstable materials with crushed stone.
D. If the crushed stone does not provide adequate foundation, then the trench shall be
excavated to a depth of at least two feet below the specified trench bottom. The
over excavation shall be filled with No.4 foundation stone to the bottom of the
bedding stone or the over excavation shall be lined with filter fabric, with the
fabric being supported along the sides of the trench to a point above the top of the
utility.
3.06 BEDDING AND HAUNCHING
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A. Prior to placement of bedding material, the trench bottom shall be free of any water,
loose rocks, boulders, trash or large dirt clods.
B. Bedding material shall be placed to provide uniform support along the bottom of the
pipe and to maintain the pipe at the proper elevation. The initial layer of bedding
placed to receive the pipe shall be brought to the grade and dimensions indicated on
the Drawings. All bedding shall extend the full width of the trench bottom. The pipe
shall be placed and brought to grade by tamping the bedding material or by removal
of the excess amount of the bedding material under the pipe. Adjustment to grade
line shall be made by scraping away or filling with bedding material. Wedging or
blocking up of pipe shall not be permitted. Applying pressure to the top of the pipe,
such as with a backhoe bucket, to lower the pipe to the proper elevation or grade
shall not be permitted. Each pipe section shall have a uniform bearing on the
bedding for the length of the pipe, except at joints.
C. At each joint, excavate bell holes of ample depth and width to permit the joint to be
assembled properly and to relieve the pipe bell of any load.
D. After the pipe section is properly placed, add the haunching material to the specified
depth. The haunching material shall be shovel sliced, tamped, vigorously chinked or
otherwise consolidated to provide uniform support for the pipe barrel and to fill
completely the voids under the pipe, including the bell hole. Prior to placement of
the haunching material, the bedding shall be clean and free of any water, loose rocks,
boulders or dirt clods.
E. Gravity Pipelines and Accessories: Lay PVC (plastic pipe) gravity sewer pipe with
minimum Class B bedding. Lay all other gravity sewer pipelines with Class C
bedding, unless shown or specified otherwise. All trenches under paving, concrete,
etc. shall be placed in Class B bedding only.
F. This section does not address bedding for Storm Drain Piping. Bedding for storm
drain piping shall be as specified by others.
G. Pressure Mains
Bedding and haunching for pressure pipe shall be with Class II or III soils
compacted to 95% of standard proctor density.
H. Excessive Width and Depth
I. If the trench is excavated in excess of the pipe diameter plus two feet,
provide the next higher bedding type.
2. If the trench is excavated to excessive depth, provide foundation stone to the
bottom of the bedding material.
I.
Compaction: Bedding and haunching materials under pipe, manholes and
accessories shall be compacted to a minimum of 95 percent of the maximum dry
density, unless shown or specified otherwise.
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6/10/2008
3.07 CONCRETE ENCASEMENT FOR PIPELINES
Where concrete encasement is shown on the Drawings for pipelines not under structures,
excavate the trench to provide a minimum of 6-inches clearance from the bell of the pipe.
Lay the pipe to line and grade on concrete blocks. In lieu of bedding, haunching and
initial backfill, place concrete to the full width of the trench and to a height of not less
than 6-inches above the pipe bell. Do not backfill the trench for a period of at least 24
hours after concrete is placed.
3.0S CONCRETE ENCASEMENT FOR ELECTRICAL DUCT BANKS
A. Install top of duct bank minimum IS-inches below finished grade with plastic
warning tape 12-inches below finished grade.
B. Terminate conduit in end bell at manhole entries.
C. Stagger conduit joints in concrete encasement 6-inches minimum.
D. Provide minimum 3-inch concrete cover at bottom, top, and sides of duct bank.
Use suitable separators and chairs installed not greater than four feet on center to
provide conduit spacing as indicated. Securely anchor conduit to prevent
movement during concrete placement.
E. Where duct bank passes beneath footings or slabs, excavate to provide a
minimum of 6-inches clearance between the conduits and the structure. Backfill to
the base of the structure with concrete.
3.09 INITIAL BACKFILL
A.
Fill up to sub-grade elevations unless otherwise indicated.
B.
Employ a placement method that does not disturb or damage other work.
c.
Systematically fill to allow maximum time for natural settlement. Do not fill over
porous, wet, frozen or spongy sub-grade surfaces.
D.
Maintain optimum moisture content of fill materials to attain required compaction
density.
E.
Granular Fill: Place and compact materials III equal continuous layers not
exceeding 6 inches compacted depth.
F.
Soil Fill: Place and compact material in equal continuous layers not exceeding S
inches compacted depth.
G.
Correct areas that are over-excavated.
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I. Thrust bearing surfaces: Fill with concrete.
2. Other areas: Use general fill, flush to required elevation, compacted to
minimum 98 percent of standard proctor dry density.
H. Compaction Density Unless Otherwise Specified or Indicated:
1. Under paving, slabs-on-grade, and similar construction: trench bottom to
one foot from top of trench 95 percent of standard proctor density. The last
one foot of the trench requires 100 percent of standard proctor density.
2. At other locations: 95 percent of standard proctor density.
3.10 FINAL BACKFILL
A. Backfill to contours and elevations indicated using suitable materials.
B. Employ a placement method that does not disturb or damage other work.
C. Systematically fill to allow maximum time for natural settlement. Do not fill over
porous, wet, frozen or spongy sub grade surfaces.
D. Maintain optimum moisture content of fill materials to attain required compaction
density.
E. Granular Fill: Place and compact materials In equal continuous layers not
exceeding 6 inches compacted depth.
F. Soil Fill: Place and compact material in equal continuous layers not exceeding 8
inches compacted depth.
G. Slope grade away from building mInImUm 2 inches in 10ft, unless noted
otherwise. Make gradual grade changes. Blend slope into level areas.
H. Compaction Density Unless Otherwise Specified or Indicated:
1. Under paving, slabs-on-grade, and similar construction: trench bottom to
one foot from top of trench 95 percent of standard proctor density. The last
one foot of the trench requires 100 percent of standard proctor density.
2. At other locations: 95 percent of standard proctor density.
1. Reshape and re-compact fills subjected to vehicular traffic.
3.11 TOLERANCES
A. Top Surface of General Backfilling: Plus or mInUS I inch from required
elevations.
B.
Top Surface of Backfilling Under Paved Areas: Plus or mInUS inch from
required elevations.
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6/1 012008
END OF SECTION
''''.~'
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SECTION 02713
WATER SYSTEM
PART I GENERAL
1.01 SUMMARY
A. Section Includes: Requirements for water main pipe, fittings, valves, and
appurtenances.
B. Related Sections:
Disinfection of Water Mains, Section 01656
Testing of Piping, Section, Section 01666.
Trenching, Backfilling and Compacting: Section 02221
1~02 REFERENCES
A. American National Standards Institute (ANSI)
B. American Society for Testing and Materials (ASTM)
C. American Water Works Association (A WW A)
1.03 SUBMITTALS
A. Shop Drawings and Product Data: Submit Shop Drawings, Catalog Cuts or other data for
products furnished in accordance with Section 01300.
B. Certificates:
I Certified records or reports of results of shop tests, to contain a sworn statement that
shop tests were made as specified.
2 Manufacturer's affidavit stating that products furnished comply with applicable
provisions of referenced standards and modifications described in this Section.
1.04 QUALITY ASSURANCE
A. Workers Qualifications: Show proof of certification when requested by the Owner or
Engineer.
1 Only Utility Contractors licensed by the Georgia Secretary of State shall perform
work on Augusta Utilities Department systems.
2 All pipe installation and similar work shall be supervised by a minimum of a Utility
Foreman licensed by the Georgia Secretary of State. Proof of licensing must be on-
site available for review.
3 Neither the Utility Contractor nor any of their employees present on Augusta
Utilities Department projects shall have any unresolved complaints against them
filed with the Georgia Secretary of State.
4 Provide a written safety plan to Augusta Utilities Department prior to commencing
any work on the project.
5 Normal working hours are 8 AM to 5 PM Monday through Friday, except holidays.
A minimum of 48 hours notice must be given to Augusta Utilities Department's
inspector prior to performing any work outside normal working hom:s.
a. When working in county right-of-way, an inspector from Augusta Engineering
must be notified and if present, paid overtime at rates published by Augusta
Engineering Department. The overtime will be paid by the contractor and no costs
will be passed to the owner associated with overtime.
B. Provide piping and components of water systems coming in contact with potable water
conforming to ANSIINSF Standard 61.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Transport, handle and store pipe materials and other specified products as
recommended by respective manufacturers and supplemented in this Section, to
prevent damage and defects.
1.06 PROJECT CONDITIONS
A. Inspection:
1. Items of material furnished under this Section will be inspected by
Owners representative prior to installation.
B. Environmental Requirements:
I. Keep trenches dewatered while installing pipe until required pipe joints are made and
trench backfilled above water table.
2. Under no circumstances lay pipe in water.
3. Do not lay pipe when weather conditions are unsuitable, as determined by Owners
representative, for pipe laying work.
PART 2 PRODUCTS
2.01 MATERIALS
A. Ductile Iron Pipe (DIP):
I Pipe: Manufactured to conform to A WW A C 151, latest edition.
2. Wall Thickness: Determined in accordance with A WW A C 150 (ANSI A21.50), latest
edition. Minimum wall thickness as follows:
a. Flanged Pipe: Class 53
b. Push-On, Mechanical, or Restrained Joint Pipe: As shown on drawings.
3. Joints:
a. Provide push-on, flanged, mechanical, or restrained joints for pipe installed
underground. Areas where restrained joints are required are indicated on
Drawings.
b. Push-on, flanged, restrained, and mechanical joints to conform to applicable
provisions of A WW A C Ill.
2 Pipe Lining: Cement mortar lined in accordance with A WW A C I 04, double
thickness, and asphalt seal coated in accordance with Section 4-11, Seal Coat, of
A WW A C104. Provide NSF 61 approved seal coatings.
3 Outside Pipe Coatings: Asphalt coating in accordance with Section 51-8, Coatings
and Linings, AWWA C151.
6. Manufacturers:
a. American Cast Iron Pipe Company (ACIPCO).
b. Griffin Pipe Products.
c. U.S. Pipe.
d. or approved equal
B. Iron Pipe Fittings:
I. Gray iron or ductile iron conforming with applicable provisions of A WW A C II 0 or
ductile iron compact fittings conforming to A WW A C 153. Minimum working
pressure rated at 250 psi.
2. Fittings to be mechanical or restrained joint conforming with applicable provisions of
AWWACll1.
3. Fitting Lining: Cement mortar lined in accordance with A WW A C 1 04, double
thickness, and bituminous seal coated in accordance with Section 4-12, Seal Coat, of
A WW A C 1 04. Seal coatings NSF 61 approved.
4. Fitting Coatings: Standard bituminous coating in accordance with Section 51-8,
Coatings and Linings, A WW A C 151.
5. Manufacturers:
a. American Cast Iron Pipe Company (ACIPCO).
b. Griffin Pipe Products.
c. U.S. Pipe.
d. or approved equal
C. Joint Material for Ductile Iron Pipe or Fittings:
I. Push-on Joints:
a. Ductile Iron Pipe: Conforming to requirements of A WW A C Ill.
2. Flanged Joints:
a. Ductile Iron Pipe: Conforming to ANSI A21.15/ A WW A C 115. Flanges to be
Class 125, faced and drilled in accordance with ANSI B16.1.
3. Mechanical Joints:
a. Ductile Iron Pipe and Fittings: Conforming to requirements of A WW A C111.
b. Provide mechanical joints with retainer glands.
4. Restrained Joints: Conforming to applicable provisions of ANSI A21.1 0 and
A21.11.
a. Manufacturers for 12-inch and Smaller as follows:
1) U.S. Pipe Field Lok
2) ACIPCO Flex-Ring
3) EBAA Iron Mega-Lug (see Wedge Action Retainer Glands below),
4) or approved equal
b. Manufacturers for 14-inch and Larger as follows:
1) U.S. Pipe TR Flex
2) ACIPCO Lok-Ring
3) EBAA Iron Mega-Lug (see Wedge Action Retainer Glands below),
4) or approved equal
c. Provide restrained fittings with identical joints as restrained joint pipe in
restrained areas.
d. If restraint is necessary in existing pipe sections, the restrained joint shall be as
approved by AUD.
5. Wedge Action Retainer Glands:
a. Provide retainer glands for use on mechanical joints on fittings and valves 24
inches or less. Use fully restrained type joints on fittings and valves greater than
24 inches. Use of retainer glands on fittings and valves greater than 24 inches will
be considered on a case by case basis and must be approved by the Owner and
Engineer prior to installation.
b. Use of retainer glands in lieu of restrained joints will be considered on a case by
case basis and must be approved by the Owner and Engineer prior to installation.
c. Mechanical joint retainer glands cast from ASTM A536, Grade 65-45-12 ductile
iron. Wedging mechanism manufactured of ductile iron, heat treated to a
hardness of370 BRN minimum. Provide retainer glands with dimensions that can
be used with standardized mechanical joint bell and tee head bolts conforming to
requirements of A WW A CIll and A WW A CI53. Wedge action screws
incorporate twist off nuts in design to ensure proper torque. Provide mechanical
joint restraining device for water working pressure rating of 250 psi minimum
with a safety factor of at least 2: 1.
d. Install mechanical joint retainer glands in accordance with manufacturer's
recommendations. Apply torque to T- bolts in accordance with manufacturer's
recommendations. Tighten torque limiting twist off nuts in alternate manner and
clockwise direction. Apply joint deflection before T -bolts are torqued. Where
retainer glands are used, limit joint deflection to 21/2 degrees maximum.
e. Provide retainer glands designed to prevent joint separation under the test pressure
identified in the supplemental technical specifications.
f. Wedge action retainer glands will not be considered an acceptable means of
restraint in existing pipe segments, unless approved by the Owner and Engineer.
g. Manufacturer:
1) EBAA Iron, Inc., Series 1100 (Megalug).
2) Or Approved Equal.
D. PVC Pipe
I. Polyvinyl chloride pipe 4 to 12 inches in diameter shall conform to A WW A C900
(latest version). PVC pipe 14 to 36 inches in diameter shall conform to A WW A
C905 (latest version).
2. For water mains 4 to 12 inches, use PVC C900, class 200, SDR-14 with cast iron
equivalent O.D. bell end with elastomeric gaskets shall be used. No solvent weld
pipe will be used.
3. All PVC pipe for potable water service shall bear the approved stamp of the National
Sanitation Foundation.
4. 12 gauge, single-strand copper wire shall be attached to the top ofPVC mains for
locating purposes. Wire shall have watertight electrical splices where necessary.
Wrap wire around each service and stubbed up outside of valve boxes. Do not
bring wire to surface inside of valve box. There shall be continuity between above
ground connection points.
D. Small Piping: Small piping shall include piping 2 inches and smaller. The piping shall
include water service lines. The pipe material shall be as shown on the Drawings.
Schedule 80 galvanized shall be used on 2 inch lines. Copper tubing shall be used on
water service lines I inch and smaller, except where noted otherwise.
1. Copper Tubing: Copper tubing when used underground shall be Type "K"
annealed. All fittings used underground shall be of the compression pattern,
flared type for copper water service.
a. Copper tubing used inside the chambers and encasing conduit shall be Type "L",
hard drawn, unless the copper tubing supports a piece of equipment, such as an air
release valve, in which case the copper tubing shall be Type "K". All changes
shall be made with fittings.
b. All copper tubing shall conform to the requirements of ASTM B88.
c. Fittings for Copper Tubing: Use compression type fittings for use with copper
tubing installed underground, conforming to requirements of ANSI B 16.26.
d. All meter service lines shall end in a meter box, Rome type, 10" x 19" x I 0" cast
iron box and lid. The lid shall have four "legs" to prevent lid movement. The box
shall have a minimum weight of 3 7 pounds. It will be the responsibility of the
contractor to maintain the meter boxes until the project is accepted by AUD.
E. Valves:
I. Gate Valves: 2 inches to 12 inches:
Valves to be iron body, resilient-seated nut operated, non-rising stem, inside screw gate
valves suitable for buried service. Design valves for an operating pressure of 200 psi.
Test pressures to 500 psi. Design valves to operate in vertical position.
a. Shop Drawing: Furnish Shop Drawings from manufacturer showing principal
dimensions, construction details, and materials used for valve parts.
b. Size and Quantity: As indicated on Drawings.
c. Record of Tests: Furnish test records in accordance with A WW A C509 and Section
6.1.
d. Meets or exceeds all applicable requirements of ANSI! A WW A C509 Standard, UL
Listed, FM Approved, and certified to ANSI/NSF 61.
e. Valve Ends: Standard mechanical joint ends comply with ANSI! A WW A C Ill, with
wedge action mechanical joint retainer glands, except in restrained area.
f. Iron body with nominal 10 mils fusion epoxy coating interior and exterior surfaces.
Epoxy coating meets or exceeds all applicable requirements of ANSI! A WW A C550
Standard and is certified to ANSIINSF 61.
g. Iron wedge, symmetrical & fully encapsulated with molded rubber; no exposed iron.
h. Operator: Non-rising stem (NRS)
1. Triple O-ring seal stuffing box (2 upper & 1 lower O-rings), with fourth O-ring
serving as dirt seal.
J. Operating Nuts and Direction of Opening: Square operating nuts conforming to
AWWA C509. Valves shall OPEN LEFT if installed south of Gordon Highway (SR
10), or OPEN RIGHT if installed north of Gordon Highway (project specific valve
opening as directed in contract documents).
k. Valves shall be provided with valve stem extensions to within 6 inches of ground
surface, where centerline of pipe to grade is greater than 4 feet.
g. Manufacturers:
I) US Pipe Series Model USPO
2) Mueller Company Model A-2360
3) Or Pre-Approved Equal.
2. Gate Valves: 14 inches and greater:
Valves to be iron body, resilient-seated nut operated, non-rising stem, inside screw gate
valves suitable for buried service. Design valves for an operating pressure of 200 psi.
Test pressures to 500 psi. Design valves to operate in vertical position.
a. Shop Drawing: Furnish Shop Drawings from manufacturer showing principal
dimensions, construction details, and materials used for valve parts.
b. Size and Quantity: As indicated on Drawings.
c. Record of Tests: Furnish test records in accordance with A WW A C509 and Section
6.1.
d. Meets or exceeds all applicable requirements of ANSI! A WW A C515 Standard, UL
Listed, FM Approved, and certified to ANSIINSF 61.
e. Valve Ends: Standard mechanical joint ends comply with ANSI! A WW A C Ill, with
wedge action mechanical joint retainer glands, except in restrained area.
f. Iron body with nominal 10 mils fusion epoxy coating interior and exterior surfaces.
Epoxy coating meets or exceeds all applicable requirements of ANSI! A WW A C550
Standard and is certified to ANSIINSF 61.
g. Ductile iron wedge, symmetrical & fully encapsulated with molded rubber; no
exposed iron.
h. Operator: Non-rising stem (NRS) and Spur Gearing
1. Triple O-ring seal stuffing box (2 upper & I lower O-rings), with fourth O-ring
serving as dirt seal.
J. Operating Nuts and Direction of Opening: Square operating nuts conforming to
AWWA C509. Valves shall OPEN LEFT if installed south of Gordon Highway (SR
10), or OPEN RIGHT if installed north of Gordon Highway (project specific valve
opening as directed in contract documents).
k. Valves shall be provided with valve stem extensions to within 6 inches of ground
surface, where centerline of pipe to grade is greater than 4 feet.
g. Manufacturers:
I) US Pipe Series Model USP I
2) Mueller Company Model A-2361
3) Or Pre-Approved Equal.
3. Tapping Sleeves and Valves: Verify type of existing pipe and outside diameter of pipe
where installing tapping sleeve.
a. Tapping Sleeves: Tapping Sleeves shall be of a heavy body ductile iron, mechanical
joint suitable for a working pressure of 200 psi for sleeves larger than 14-inch, or a
working pressure of 250 psi for sleeves equal to or less than 14-inch. Provide sleeves
in two halves that can be assembled and bolted around main. Extend gaskets entire
length of sleeve to form a watertight joint when side bolts are properly tightened.
b. Tapping Valve: Conforming to applicable requirements of A WW A C509 and to
subparagraph I or 2 above. Provide tapping valves with flanged inlets and mechanical
joint outlets.
c. Shop Drawing: Furnish Shop Drawings from manufacturer showing principal
dimensions, construction details and materials used for parts of tapping sleeves and
valves.
d. Size and Quantity: As indicated on Drawings.
e. Manufacturers:
I) Mueller H-615 MJ
2) Or Approved Equal.
3. Butterfly Valves: Manual butterfly valves will be pre-purchased by the Owner and will be
consigned to the Contractor for Installation. Provide valves and operators conforming to
A WW A C504, Rubber-Seated Butterfly Valves, except as modified in this Section.
I. Construct valve disc from cast iron or ductile iron.
2. Valve Seats: New natural or synthetic rubber, recess mounted, bonded or mechanically
secured to valve body or disc. If seats are recess mounted on valve disc, furnish as
mechanically received with stainless steel retainers and stainless steel screws. Also
when seats are recess mounted on discs, furnish stainless steel body seat rings,
recessed and bonded into valve body. When seat is in body, furnish cast iron disc with
stainless steel seating edge or corrosion resistant 80 percent nickel/20 percent chrome
seating edge.
3. Provide stuffing boxes or "0" ring where valve shaft extends through valve body.
4. Valve Shaft: Stainless steel straight through or two piece.
5. Shaft Seals: Self compensating V-type packing.
6. Shaft Bearings: Self lubricating sleeve type. Provide adequate thrust bearings to keep
disc centered regardless of valve position or have center thrust surfaces integral to
valve disc.
7. Operators:
a. Nut operated and suitable for buried service. Provide each operator with ground
level position indicator, Pratt Diviner, or equal.
b. Provide nut operators of worm gear or lead screw type, self-locking and designed
to hold valve in intermediate position between fully open and fully. closed without
creeping or fluttering. Provide operators with mechanical stop-limiting devices to
prevent over-travel of disc in open and closed position. Operators to be fully
enclosed and designed to produce specified torque with a maximum input of 150
pounds on operating nut. Operator components to withstand an input of 300 foot-
pounds at extreme operator position without damage. Design operators in
accordance with A WW A C504. Valves to open counterclockwise (LEFT).
9. Manufacturers:
a. Henry-Pratt Co.
b. DeZurik.
c. Or Pre-Approved Equal.
G. Fire Hydrants:
1. Design: Compression type, traffic type with breakable safety flange and stem coupling.
Conform to requirements of A WW A C502.
a. Hydrant Seat Opening: 5-114 inch.
b. Inlet: 6 inch mechanical joint.
c. Pumper Nozzle, Hose Nozzle, and Operating Nut.
I) See hydrant detail on Drawings.
2) Painting: Exposed portion to be painted yellow.
2. Swivel Hydrant Piping: Provide a swivel by solid adapter from mechanical joint tee to
mechanical joint valve and swivel by solid adapter from mechanical joint valve to
mechanical joint hydrant of length as required, and as indicated on Drawings. Provide
swivel adapters manufactured by Tyler Pipe.
3. Manufacturer:
a. Mueller #A-24018
b. M&H Figure 129T
c. Kennedy K-81D
4. Fire hydrants must conform to the specifications for National Standard fire hydrants for
ordinary water works service of the American Water Works Association, and each fire
hydrant installed after January 1,2008 shall include an Anti Terrorism Valve designed to
protect against accidental backflow and intentional contamination of drinking water via the
hydrant. Installation of the A TV shall be made by a technician certified by the
manufacturer.
a. The A TV shall be a stealth check valve located internal to the upper barrel of the
hydrant and shall consist of four main parts:
I) a sleeve-insert valve seat, made of E coated or fusion bonded epoxy steel. The top
of the valve seat shall have a machined slot to accommodate a EPDM quad ring
which will provide an impenetrable seal between the seat and the valve.
2) a valve made of brass with machined slots to accommodate an o-ring between the
valve and the upper stem.
3) a stainless steel machined upper stem will replace the original upper stem. The
brass valve shall be attached to the upper stem in such a manner as to provide free
vertical movement along the shaft, and
4) a stainless steel spring that shall fit around the upper stem and be of adequate
compression strength and length that sufficient pressure is placed on the valve to
provide an impenetrable seal when the hydrant is not in use and yet allow water to
flow freely when the hydrant is flowed.
G. Valve Boxes: Provide cast iron valve boxes of two piece design for valves up to 12 inch and of
three piece for valves up through 18-inch buried in ground. Each valve box shall be adjustable
for a minimum cover of 3 feet. Valve box design of adjustable two section scr~w type
telescoping column or three section with separate base, column inside diameter of 5-114 inches,
and furnished with a cover marked WATER. Hot coat inside and out with tar or asphalt
compound. Provide M&H E-2702, Mueller HI0364 or approved equal.
I. Corporation Stops: Ford Meter Box Co., FB 1 OOOG; Mueller Company; or approved equal.
J. Curb Stops: Ford Meter Box Co., Inc., 241-333 or approved equal.
K. Curb Boxes: Buffalo type with a 2-1/4 inch or 2-1/2 inch shaft of required size. Provide
Tyler 6500 Series, or approved equal.
L. Service Saddle: Epoxy coated double strap tapping saddles shall be used.
2.02 RELATED PRODUCTS
A. Mechanical Couplings:
1. General: Steel mechanical couplings of gasketed, sleeve type, 150 psi working pressure,
furnished and installed where indicated on Drawings. Provide couplings of proper diameter
to fit ductile iron or steel pipe and make tight joint. Provide coupling without stops.
2. Material: Each coupling to consist of one (1) middle ring of thickness and length suitable
for proposed application and test pressures; two followers; two (2) rubber compounded
wedge section gaskets and sufficient track head bolts to properly compress gaskets.
3. Flanged adapters furnished with anchor studs.
4. Coating: Each coupling cleaned and painted inside and outside with epoxy paint.
5. Manufacturers:
a. Couplings for Ductile Iron or Steel: 1) Dresser Manufacturing Division, Bradford,
Pennsylvania; Style 38 and 138.2) Smith-Blair; Pittsburgh, Pennsylvania; Style 411. 3)
Ford Meter Box
b. Flanged Adapters for Ductile Iron: I) Dresser Industries, Style 128.2) Smith-Blair,
Style 913.3) Ford Meter Box
2.03 SOURCE QUALITY CONTROL
A. Tests, Inspection:
1. Ductile Iron Pipe: Test in accordance with A WW A Cl51 (ANSI A21.51).
2. Fittings: Test gray-iron and ductile-iron fittings in accordance with A WW A ClIO (ANSI
A2I.IO). and A WW A C 153 (ANSI A2I.53) Compact Fittings.
PART 3 EXECUTION
3.01 RESPONSIBILITY FOR MATERIAL
A. Carefully examine material for defects, and do not install material known to be
defective.
B. Replace material found defective in manufacture or damaged in transit or handling at no
additional expense.
C. Remove defective material from jobsite.
3.02 DEFECTIVE PIPE
A. Engineer reserves right to reject defective pipe shipped to jobsite or stored on site. Engineer
will examine pipe and determine if pipe is damaged prior to installation in tren.ch. Failure of
Engineer to detect damaged pipe does not relieve Contractor's total responsibility for pipe if it
leaks or breaks after installation. Set defective pipe and fittings aside for final inspection by
'-
Engineer to determine if corrective repairs can be made, or material rejected. Engineer will
determine extent of repairs. Classify defective pipe as follows:
1. Damage to interior or exterior paint seal coats.
2. Damage to interior cement-mortar lining.
3. Insufficient cement-mortar lining thickness.
4. Poor quality interior paint seal coat.
5. Pipe out of round.
6. Damage pipe barrel area to point where pipe class thickness is reduced.
7. Dents or gouges in pipe.
3.03 HANDLING OF MATERIAL
A. Handling of Pipe and Fittings:
I. Unload, handle and store ductile iron pipe, fittings, valves and appurtenances in accordance
with A WW A C600. If damage or coating abrasion occurs and is deemed repairable, repair
as directed by Engineer, in accordance with manufacturer's recommendations. If damage is
not repairable in opinion of Engineer, reject pipe, fittings, valves or appurtenances, remove
from Project site and replace at no additional expense.
2. Keep fittings and valves drained and stored before installation in a manner protecting them
from damage due to freezing of trapped water in accordance with Section 01600.
3.04 CLEANING PIPE AND FITTINGS
A. Clean and remove foreign matter from pipe, fittings and valves before placing in trench.
Remove pipe and fittings if interior has been contaminated with oil, gasoline, kerosene or other
material damaging to bituminous seal coat or cement-mortar lining and replace at no cost to
Owner. Should foreign material or contaminates be observed in previously installed pipe, cease
work until foreign material or contaminated pipe is decontaminated or removed.
B. Close open ends of pipe with a watertight plug when pipe laying is not in progress.
3.05 ALIGNMENT AND GRADE
A. Lay and maintain pipe at required lines and grades as indicated on Drawings. Place fittings and
valves at required locations with joints centered, spigots forced horne, and valve stems plumb.
Do not deviate from required line and grade, except with approval of Engineer.
B. Joint Deflection:
I. Maximum allowable deflection at joints for push-on joint pipe as follows:
2. If curve is too sharp for allowable deflection, short lengths of pipe may be used upon
approval of Engineer.
Maximum Deflection
Size of Pipe Deflection Angle (18 ft. Length) (20 ft. Length)
Thru 12" 2-1120 9-1/2 " 10-112"
14"-36" 1-1120 5-112" 6"
42"-54" 10 3-3/4" 4"
C. Where underground conditions indicate a change of alignment or grade, make change only
~~
with written consent of Engineer. When a change in grade is indicated resulting in pipe
having more cover than originally anticipated, Engineer will carefully review class of pipe
scheduled for installation at location to ensure it can withstand new loadings. If the pipe class
of the original pipe is not sufficient, replace the pipe with the proper class of pipe, as directed
by Engineer.
D. Except at points indicated on Drawings, exercise particular care that no high points are
established where air can accumulate. In event field conditions necessitate a change in pipe
profile and, in opinion of Engineer, resulting change requires installation of an air valve and
manhole, install as additional and extra work. If Contractor requests a change in pipe profile to
facilitate construction, and resulting change requires installation of an air valve and manhole at
high points due to requested change, cost of furnishing and installing air valve and manhole is
at Contractor's expense.
3.06 LAYING PIPE
A. General Requirements: Use proper and suitable tools and appliances for proper and safe
handling, lowering into trench and laying of pipes.
I. Do not lay pipe in a wet trench, on sub-grade containing frost, and when trench conditions
are unsuitable for pipe laying work. If efforts fail to obtain a stable dry trench bottom and
Engineer determines trench bottom is unsuitable for trench foundation, he will order in
writing type of stabilization to be constructed.
2. Thoroughly clean pipes and fittings before installing and keep clean until acceptance of
completed work.
3. Lay pipe with bell ends facing in direction of laying, unless otherwise indicated on
Drawings, or directed by Engineer.
4. Exercise care to ensure each length abuts next effecting no shoulder or unevenness occurs
in pipeline.
5. No wedging or blocking permitted in laying pipe unless by written order of Engineer.
6. Before joints are made, bed each section of pipe full length of barrel with recesses
excavated so pipe invert forms continuous grade with invert of pipe previously laid. Do not
bring succeeding pipe into position until preceding length is embedded and securely in
place.
7. Dig bell holes sufficiently to permit proper joint making and to ensure pipe is firmly bedded
full length of its barrel and bell is supported.
8. Walking or working on completed pipeline, except as required in tamping and backfilling,
not permitted until trench is backfilled one foot deep over top of pipes.
9. Take up and relay pipe that is out of alignment or grade, or pipe having disturbed joints
after laying.
10. Take up and replace with new, at no additional expense, in-place pipe sections found to be
defective.
II. Take necessary precautions to prevent floating of pipeline by accumulation of water in
trench, or collapse of pipeline. Should floating or collapse occur, restore at no additional
expense.
12. Bedding materials and concrete work for pipe bedding as specified previously in Section
02221.
13. Take every precaution to prevent foreign material from entering pipe while it is being
placed in line. During laying operations, do not place debris, tools, clothing, or other
materials in pipe.
14. Close openings in pipeline with watertight plugs when pipe laying is stopped at close of
day's work or for rest breaks, meal periods or other reasons.
IS. Place enough backfill over center sections of pipe to prevent floating.
16. Place underground warning tape over pipeline as specified in Section 02221.
.. ~ 17. Carry out cutting of pipe with an abrasive wheel, rotary wheel cutter, guillotine pipe saw,
milling wheel saw or other equipment specifically designed for that purpose. Use of chisels
or hand saws not permitted. Grind smooth cut ends and rough edges and for push-on
connections, cut end should be beveled slightly.
18. Provide minimum clearances between water and sewer pipes. Minimum clearances are as
follows:
a. Ten feet horizontal separation.
b. Eighteen inch vertical separation at crossings when both pipes are DIP and joints are
centered at crossing. Bell ends shall be a minimum of 10 feet from crossing.
c. Concrete encasement may be considered at Owner or Engineers discretion. No
additional cost will be borne by owner when pipes are encased.
B. Joints. Exercise care when making each joint, and make in accordance with pipe
supplier's specifications and in accordance with following instructions:
I. Ductile Iron Pipe:
a. Push-On Joints: Join pipe in accordance with A WW A C600, Section 3.4.1 or latest
revision, and following.
I) Assemble push-on joint to provide tight, flexible joints that safely permit
movement caused by expansion and contraction due to temperature changes and by
ground movement.
2) Thoroughly clean inside of bell and outside of spigot end to remove oil, grit, excess
coating and other foreign matter. Flex circular rubber gasket inward and insert in
gasket recess of bell socket. Apply a thin film of gasket lubricant to either inside
surface of gasket or spigot end of pipe or both. Gasket lubricant will be supplied by
pipe manufacturer and approved by Engineer prior to its use.
3) Enter spigot end of pipe into socket with care to keep joint from contacting ground.
Complete joint by forcing plain end to bottom of socket with a forked tool or jack
type tool or other device as may be approved by Engineer. Mark pipe that is not
furnished with a depth mark before assembly to ensure spigot end is inserted to full
depth of joint. File field cut pipe lengths to resemble spigot end of pipe as
manufactured. Complete assembly instructions are available from pipe
manufacturer.
b. Mechanical Joint: Furnish sworn statement that inspection and tests on parts of this
type joint have been made and met as specified. Join in accordance with A WW A
C600, Section 3.4.2., latest revision, and following:
I) Centrally locate spigot in bell. Thoroughly brush contact surfaces of rubber gasket
seal with a wire brush just prior to assembly. Remove loose rust or foreign
material and brush with soapy water prior to slipping gasket over spigot end and
into bell. Normal range of bolt torques applied to standard cast iron bolts injoint
are as iven by manufacturer. If none are iven, use values as follows:
Size Range of Torque
Inches Ft. - Lb.
5/8 40-60
% 60-90
I 70-100
1-114 90-120
..,
Above torque loads may be applied with torque measuring or indicating wrenches.
Provide proof of current torque wrench measurement certifications when requested.
Torque wrenches should be pre-loaded prior to adjustment or use to ensure accurate
torque values are reached.
3) When tightening bolts, it is essential that gland be brought up toward pipe flange
evenly, maintaining equivalent distance between gland and face of flange at all
points around socket. This may be done by partially tightening bottom bolt first,
then top bolt, next bolts at either side, and last, remaining bolts. Repeat this cycle
until bolts are within above range of torques. If effective sealing is not attained at
maximum torque indicated above, disassemble and reassemble joint after thorough
cleaning. A void overstressing of bolts to compensate for poor installation practice.
c. Retainer Glands: Install retainer glands as with mechanical joints, except after
joint bolts are tightened, tighten restraining screws in retainer gland. Required
torque range for retaining screws as specified by retainer gland manufacturer.
d. Restrained Joints: Install in accordance with manufacturer's recommendations.
3'.07 VALVE INST ALLA nON
A. Examination of Material: Prior to installation, inspect valves for direction of opening,
freedom of operation, tightness of pressure containing bolting, cleanliness of valve ports
and especially seating surfaces, handling damage and cracks. Correct defective valves or
hold for inspection by Engineer.
B. Installation: Set and join to pipe in manner specified in Article 3.06. Provide valves 12
inch and larger with crushed stone or concrete pad support so that pipe does not
support weight of valve. Set truly vertical.
C. Valve Protection: Provide valves with a valve box. Set top of valve box neatly to grade
of surface of existing ground, unless directed otherwise by Engineer. Do not transfer
shock or stress to valve, and center and plumb box over wrench nut of valve. Do not use
valves to bring misaligned pipe into alignment during installation. Support pipe in
manner to prevent stress on valve.
3.08 HYDRANT INSTALLATION
A. Location: As indicated on Drawings or as directed by Owner's representative. Take care
to locate hydrant, so that it is completely accessible, but minimizes possibility of damage
from vehicles or injury to pedestrians. At owner's discretion, provide concrete filled
bollards placed at a 5 foot radius from the outer edge of the hydrant to prevent damage to
hydrant from impact.
B. Installation: Install in accordance with details indicated on Drawings. Stand hydrant
plumb with pumper nozzle facing curb and hose nozzles parallel to curb. Set pumper
nozzles at 18 inches above existing ground, unless otherwise directed by Owner's
representati ve.
1. Connection: Connect to main with a 6 inch branch pipe controlled by an independent
6 inch gate valve.
2. Drainage: Provide at base of hydrant by placing coarse gravel or crushed stone, mixed
with coarse sand, from bottom of trench to at least 6 inches above waste opening in
hydrant, and to a distance of I foot around hydrant base.
3. Restraint: Brace against unexcavated earth at end of trench with concrete backing.
.. .!
Also lay connecting 3/4" stainless steel tie rods painted with two coats of asphalt type
paint to main tee.
3.09 THRUST RESTRAINT
A. General: Provide all non-restrained caps, tees, and bends (both horizontal and vertical)
with thrust restraints as detailed on Drawings.
B. Concrete Reaction Backing: Place concrete reaction backing between undisturbed
solid ground and fitting to be anchored. Locate backing, unless otherwise shown or
directed, to contain resultant thrust force and so that pipe and fitting joints are
accessible for repair. All fittings and hydrants shall have 6 mil poly suitably secured
around to prevent concrete from coming into contact with fittings.
C. Temporary Thrust Restraint: Provide for temporary thrust restraint at temporary caps or
plugs. Submit details of temporary restraint to Engineer for approval.
D. Protection of Metal: Protect tie rods, clamps and other components of dissimilar metal
against corrosion by hand application of a bituminous coating or by encasement of
entire assembly with 8 mil thick, loose polyethylene film in accordance with A WW A
CI05.
3.10 CONNECTIONS TO EXISTING WATER MAINS AND INTERRUPTIONS OF
SERVICE
A. Notification: Notify Owner in writing a minimum of 7 working days in advance of
anticipated time for installing a connection to water system, or when necessary to close
down a portion of existing system to carry out work. Under no circumstances are valves
to be manipulated on existing water system, except under direct supervision of a
representative of Owner.
B. Owner's Restrictions: Owner reserves right to designate day and time when existing
water main may be removed from service. Owner may require that this work be done at
night or on a weekend. In addition, Owner further reserves right to require that work on
installation of connections between existing and new water mains, or in other areas where
service to customers will be interrupted, be carried out continuously and expeditiously
until water service is restored.
C. Notification of Customers: Contractor shall give minimum of24 hours notice to affected
customers that construction will require interruption of service.
D. Installation: In cases where connections to existing water system or other work require
an interruption of water service, the Contractor shall develop a written plan of the
proposed work in close coordination with Engineer and Owner. Obtain Engineer and
Owner's approval of installation schedule and procedure before work is started, and
procure necessary materials, tools and equipment before work is started. Make
provision in prices bid for connections, and laying pipe adjacent to existing fittings, for
adequate personnel to be available for continuous operations and payment of premium
time. No additional or extra payment made for extra personnel and overtime for
installation of connections, cutting and capping of existing water mains, or passing of
existing fittings, whether or not Owner directs that work be continuous, without
interruption, and that this work be at night or on a Sunday.
,.
..
E. Installation of Tapping Sleeves and Valves: Use tapping machine and strictly follow
manufacturer's instructions. Submit procedure for approval prior to installing. Personnel
performing tap to have been regularly engaged in installing taps of this size for at least 10
years and have at least 5 installations in successful operation for 5 years. Submit
installation certificate to state that equipment has been installed under either continuous
or periodic supervision of manufacturer's authorized representative, that it has been
adjusted and initially operated in presence of manufacturer's authorized representative
and that it is operating in accordance with specified requirements to manufacturer's
satisfaction. Prior to performing tap, sleeve and valve assembly must be hydrostatically
tested to 200 psi with AUD's inspector present. AUD's inspector will determine the
length of the hydrostatic test, not to exceed one hour with no pressure drop.
.' ..
3.11 FIELD QUALITY CONTROL
A. Hydrostatic Pressure and Leakage Test: Each water main will be field tested,
hydrostatically, from valve to valve, to a test pressure of200 psi. Owner's representative
must witness the test. Maintain zero pressure drop for a minimum of four hours or as
directed by owner. No disinfection of mains will be attempted until the pressure test has
been successfully completed. Conduct tests meeting approval of Engineer before each
water main is accepted.
B. Test in accordance with provisions of Section 01666, Testing of Piping, of these
Specifications.
3.12 DISINFECTION OF WATER MAINS
A. Disinfect and flush with water III accordance with provIsIOns of Section 01656,
Disinfection of Water Mains.
END OF SECTION
{[j0~,('((j((,IJU"lIt ~r:lJtm(,lIt
.'3fJ:J. &~ri ~i/(]rII';, ()Ji~t"d(ir
FROM:
All Bidders
Phyllis Mills, Quality Assurance Analyst
Geri Sams ~ '(>lr'\
Procurement Director
TO:
DATE:
June 23, 2008
SUBJ:
Changing Bid Date and Clarification of Specifications
BID ITEM:
08.141 Belair Hills Subdivision Improvements
NEW OPENING:
Tuesday, July 1st, at 3:00 P.M.
ADDENDUM NO.2
The opening date for Bid #08.141 Belair Hills Subdivision Improvements has been
changed:
FROM: Wednesday, June 25th, 2008 @ 3:00 p.m.
TO:
Tuesday, July 1st, 2008 @ 3:00 p.m.
Addendum Item(s) for the subject project. Items are to be added to the General
Notes Section using the page number and under titles as indicated. Please See
Attached File
Please acknowledge addendum in your submittal.
END ADDENDUM
Room 605 - 530 Green Street, Augusta Georgia 30911
(706) 821-2422 - Fax (706) 821-2811
www.augustaga.gov
Register at www.demandstar.com/suoolier for automatic bid notification
ADDENDUM 2 08-141
Page 1 of 2
Salvaaeable Materials: Page G-10
All salvageable materials, such as drainage pipe, which require removing but not used on this
project, are to be removed from the Right-of-Way, as directed by the Engineer, and recycled or
properly disposed of per applicable local and state regulations. Augusta Engineering reserves
the right to request a copy of disposal documents for these materials.
Test Rollina: Page G-11
Prior to placing any base course, the subgrade shall be proof rolled to locate unstable areas and
achieve additional compaction. Area be proof rolled using a minimum 15 tons flat drum
compactor or other equipment as recommended by the Geotechnical Engineer (such as a fully
loaded tandem axle dumptruck). Geotechnical Engineer and/or a representative of Augusta
Engineering Department will observe and approve proof-rolling. Areas failing compaction shall
be reworked. Any areas judged by the Geotechnical Engineer to rut (should be improved in
place or undercut and replaced with fill compacted to 100 % of soil maximum dry density as
determined by the modified proctor compaction test (ASTM D1557, Method D or equivalent
method approved by the Geotechnical Engineer).
Traffic Control: Page G-11
The Contractor shall provide construction signs in accordance with requirements of "Manual on
Uniform Traffic Control Devices (MUTCD) for Streets and Highways"; current edition with added
supplements and provisions.
The attention of the Contactor is specifically directed to Subsection 107.09 of the Supplemental
Specification-"Barricades and Danger, Warning, and Detour Signs". "The Contractor shall
furnish, install, and maintain all necessary and required barricades, signs, and other traffic
control devices in accordance with these specifications, Project Plans, Special Provisions, and
MUTCD, and Take all necessary precautions for the protection of the work and safety of the
public."
All temporary signs, barricades, flashing lights, striping and any other traffic control devices
required during construction of this project shall meet all requirements of the MUTCD current
addition, as directed by the Engineer and be furnished by the Contractor with payment in
accordance with Section 150.
The Contractor shall so conduct his operations that there will be a minimum of interference with,
or interruption of, traffic on the travelway. This applies to initial installation and the continuing
maintenance and operation of the facility. At least one-lane, two-way, traffic shall be maintained
at all times unless approved otherwise by the Engineer. As a minimum, the Contractor must
comply with MUTCD, current edition and Georgia Standard 9102.
The Contractor shall provide all temporary traffic control devices needed to safely direct traffic
through the construction area.
All temporary traffic control devices are to be placed in accordance with Georgia Department of
Transportation Standards and Specifications.
ADDENDUM 2 08-141
Page 2 of 2
GENERAL NOTES
GENERAL NOTES
ADJUSTING MINOR STRUCTURES TO GRADE:
This item consists of raising or lowering the upper portion of existing manholes, water valve
boxes, gas valve boxes or any other miscellaneous structures within the area of construction.
There will be no separate payment for this work unless shown as a separate pay item.
*Prior to any resurfacing the contractor shall identify and reference all structures so the
precise locations can be determined after resurfacing. This shall be done in the company of
the ARC Inspector. This shall be the first order of work where minor structures requiring
adjustment are included in the contract.
AGGREGATE SURFACE COURSE:
The item aggregate surface course is for use in inclement weather to facilitate the movement of
local traffic along roadway construction and to permit ingress and egress at drives. When used
for this purpose, Section 318, Georgia Standard Specifications, is modified to permit truck
dumping on unprepared and muddy sub grade. Section 318 is further modified to permit the use
of crusher run stone as described in Subsection 806.02.
The Contractor will have the choice of the following materials:
Graded Aggregate Subsection 815.01
Coarse Aggregate Size 467 Subsection 800.01
Stabilizer Aggregate Type I or 2 Section 803
Crushed Stone Subsection 806.02
All materials to be used as directed by the Engineer.
AS-BUlL T PLANS:
The Contractor shall furnish a complete, legible set of "as-built" plans, in good condition, to the
Project Inspector prior to the date of the Final Inspection. Such plans shall have all significant
changes marked in red. The Project Inspector shall review the marked plans for accuracy,
legibility, and completeness. After the Project Inspector approves and signs the redlined plans, a
qualified engineering firm, selected by the contractor, shall make arrangements to obtain the
original approved plans from the Engineering Department Office. After originals have "as built"
information incorporated, they shall be stamped and signed on the cover sheet by a Georgia
Registered Professional Engineer and returned to the Project Inspector for final processing. The
Project Inspector shall sign the as-builts and place them in the permanent record files. There will
be no separate payment unless otherwise shown.
CASINGS:
All steel casings being installed across any roadway and/or right-of-way shall have the joints
continuously welded to obtain a watertight seal. The Contractor shall notify the Engineer when
welds are ready for inspection. Welded casings backfilled without the Engineer's approval shall
be uncovered for inspection at the Engineer's request.
COMPACTION:
All compaction shall be as defined in the current edition of Georgia department of Transportation
Specifications. Special attention shall be given to the backfill of minor structures (pipe, box
culverts, manholes, catch basins, drop inlets, etc.). Compaction shall be achieved using
G - 1
Engineering Dept
Belair Hills Subdivision Improvements Contract 12/2007
approved tamps and soil layers of approximately 6 inches (loose measure) and in accordance
with Georgia Department of Transportation Standards 1030-D and 1401. Backfilling operations
of this nature shall not begin until the Contractor has on hand all equipment in good working
condition, and competent operators.
The backfilling of pipe and other minor structures shall be in accordance with Georgia
Department of Transportation Standard specifications, Current Edition. Backfilling with sand
using jetting and/or flooding will not be allowed in any case without the written permission of
the Engineer.
NOTE: When sand and jetting/flooding method is used the warranty for the backfilled
area is extended from 12 months to 24 months. A plan for the jetting/flooding shall be
submitted at the Pre-Construction Conference.
CONCRETE:
The Contractor shall have a slump cone on the project at all times when concrete is being placed~
He shall, in the Engineer's presence, perform slump tests as directed by the Engineer. Tests shall
be performed by qualified personnel with a properly cleaned slump cone. Allowable slumps are
2" minimum and 4" maximum. Class "A" concrete shall have a minimum of 611 Ibs. Cement
per cubic yard. Class "B" concrete shall have a minimum of 4 70 Ibs. Cement per cubic yard.
Concrete not meeting these requirements will be rejected by the Engineer.
NOTE: No concrete shall be placed until all required equipment such as slump cone, curing
compound and dispensor, etc., all in good working condition, are on the site. Inspectors must be
given a minimum one-hour advance notice. No concrete shall be placed without the Inspector
present unless otherwise directed by the Engineer. All concrete shall be placed during the
Inspectors normal working hours, 8:30 a.m. to 5:00 p.m. unless otherwise directed by the
Engineer. Formed surfaces shall receive finish immediately after removing forms. Forms shall
be removed as provided in Section 500 of GA.DOT Specifications.
CONSTRUCTION:
Transition ties of proposed curb and gutter to existing curbs (valley gutter, granite curb, header
curb, etc.) shall be paid for in the unit price bid for curb and gutter unless otherwise noted.
At locations where new pavement is to be placed adjacent to existing pavement, without an
overlay, or where curbing is to be placed across paved parking lots, a joint shall be sawed on a
line to ensure pavement removal to be neat. Only those joints sawed in concrete pavement will
be paid for under the pay item-Sawed Joints. . . per Linear Foot.
Where curb and gutter is used and the shoulder elevations are higher than adjacent ground, the
actual direction of drainage runoff shall be determined by the Contractor. He shall make such
provisions as necessary to ensure that no ponding is caused by the new construction. He may
place additional fill to provide drain inlets. Compensation will be under the price bid for the
appropriate pay item. Driveway profiles may also be altered allowing the concrete pad to slope
down outside the back ofthe curb line not to exceed an algebraic difference of 0.07. This should
be used primarily on the high side of super-elevated curves. The Contractor should use caution
with standard variance and place special emphasis on hydraulic considerations.
G-2
Engineering Dept
Belair Hills Subdivision Improvements Contract 12/2007
The Contractor shall provide borrow and/or waste pits for this project. All pits acquired for use
on this project shall be reclaimed in accordance with Subsection 107.23 and Section 160 of the
Standard Specifications and page PP A-I of this document.
All storm drain pipe, side drain pipe, pipe culvert wing-walls, steps, retaining walls, curbs and
gutters, headwalls, all types of pavement, wooden structures, except those specifically shown as
a removal pay item will be removed as Clearing and Grubbing, Grading Complete, Grading
Per Mile on Lump Sum Construction..
Cut and fill slopes outside of clear zones may be adjusted on construction where necessary to
remain within the right of way.
Curb cut ramps in accordance with Standard 9031- W are to be used at all street intersections on
this project.
Asphalt milling where specified for use on existing pavement that is to be resurfaced adjacent to
curb and gutter. Finished surface on asphalt pavement shall not exceed W' above the gutter line
as shown on Georgia Standard 9031-J.
CONSTRUCTION LAYOUT:
Construction layout work shall be performed by the Contractor. See Section 149 of the Standard
Specifications.
CONSTRUCTIONIUTILITY SCHEDULE:
The contractor shall prepare an overall Time-Logic Schedule that includes all major utility
relocations, proposed utilities, and construction activities. A detail schedule for utility relocations
from all utility companies shall be submitted to the contractor prior to the PreConstruction
meeting. The Contractor shall present this schedule at the Preconstruction meeting for
discussion. The schedule shall consist of the following:
1. The noted Responsible Agency for each activity (e.g., Contractor, Sub-Contractor, Utility
Company)
2. The ES-Early Start, EF-Early Finish, LS-Late Start, and LF-Late Finish dates.
3. The Project Critical Path.
4. Activity Durations.
After the Preconstruction meeting, the Contractor shall provide a revised schedule with all issues
and concerns addressed. The revised Time-Logic Schedule shall be color coded with respect to
responsibility, and shall be presented on D size paper (24" x 36")
The schedule shall be updated on a monthly basis displaying percentage of completion of all
activities. The project baseline and current date line shall appear on all updates.
The schedule shall be presented using Microsoft Project, Primavera softwares.
G - 3
Engineering Dept
Belair Hills Subdivision Improvements Contract 12/2007
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G-4
DESIGN ALTERATIONS:
The Commission-Council recognizes that various changes in design may be made as the project
progresses. Any requests for additional payment will be processed based on actual work in place
and the unit prices submitted as a part of this bid. Items not covered in this bid shall be priced
separately and no work shall be done on these items until approved, in writing, by the Engineer.
ENGINEER:
In all contract documents, specifications, supporting documents, etc., the term "ENGINEER"
means, and shall be deemed to mean, the Augusta-Richmond County Engineering Department
Director or hislher designated representative.
EROSION AND SEDIMENT CONTROL:
The Contractor shall be responsible for all soil erosion and sediment control practices.
All on-site erosion control shall comply with local Augusta Richmond County erosion and
sediment control ordinances. The cost of this work shall be included in the cost of Lump Sum
Construction unless shown as a separate pay item.
EXCESS MATERIAL:
All excess material is to be disposed of as directed by the Engineer or as noted in Sub-Section
107.23 of the Specifications and in accordance with page PPA-l.
FENCE:
All new fences called for on the plans and/or contract documents shall meet the requirements of
Section 643 of the Georgia Department of Transportation Standard Specifications, current
edition. New fence not meeting these Specs will be rejected.
In contracts, where remove and reset fence items are involved (either as pay items or as Lump
Sum Construction) all replacement fence shall be equal to or better than the existing fence as
approved by the Engineer. This means equal to or better than the original fence at the time of its
installation.
In accordance with Subsection 643.03D, the Contractor must furnish positive locking devices,
padlocks, and keys with all gate assemblies.
FINISHING AND DRESSING:
All unpaved and natural areas which are disturbed by the construction of this project are to be
returned to the pre-existing shape and slope and then finished and dressed. No separate payment
will be made for grassing, fertilizing and mulching of disturbed areas, unless specifically shown
as a pay item.
FLAGGING:
Flaggers shall be provided as required to handle traffic, as specified in the Plans or Special
Provisions, and as required by the Engineer.
All Fla2:2:ers shall meet the requirement of part 6F of the MUTCD Current Edition and must
have received training and a certificate upon completion of the training from a Department
approved training program. Failure to provide certified Flaggers as required above shall be
G - 5
Engineering Dept
Belair Hills Subdivision Improvements Contract 12/2007
reason for the Engineer suspending work involving the Flagger(s) until the Contractor provides
the certified Flagger(s).
Flaggers shall wear a fluorescent orange cap or hat; and a fluorescent orange vest, shirt, or jacket,
and shall use a Stop/slow paddle meeting the requirements of Section 6F-2 of the MUTCD
Current Edition for controlling traffic. The Stop/slow paddle shall have a shaft length of seven
(7) feet minimum. In addition to the stop/slow paddle, a Flagger may use a 24-inch square
red/orange flag as an additional device to attract attention. For night work, the vest shall have
reflectorized stripes on front and back.
Signs for Flagger traffic control shall be placed in advance of the flagging operation in
accordance with the MUTCD Current Edition. In addition to the signs required by the MUTCD,
signs at regular intervals, warning of the presence of the Flagger shall be placed beyond the
point where traffic can reasonably be expected to stop under the most severe conditions for that
day's work.
FOUNDATION BACKFILL MATERIAL. TYPE I:
Foundation Backfill Material Type I shall conform to Georgia Standard 1030-D and Section 207
of the Standard Specifications. No separate payment will be made for this material or its
placement.
FOUNDATION BACKFILL MATERIAL. TYPE II:
Foundation Backfill Material, Type II shall conform to Georgia Standard 1030-D and Section
207 of the Standard Specifications and shall be used in wet/unstable conditions as directed by the
Engineer. It shall also be used beneath all concrete box culverts. Quantities shall be measured
for payment in accordance with Georgia Standard 1030-D or as directed by the Engineer.
Payment shall be per cubic yard unless otherwise specified in the contract.
GRADES:
With the approval of the Engineer, grades may be field adjusted to provide for best drainage.
INFESTATION:
The entire project is considered to be within the limits of an insect infested area. The
contractor's attention is called to the following sections of the Standard Specifications: (A) 155
Insect control (B) 893 Miscellaneous Planting Materials.
INSPECTIONS:
This project will be inspected by the Engineer or his Representative.
LANDSCAPING:
All the requirements of Section 702 of the Georgia Department of Transportation Specifications,
current edition, are applicable to this project except as follows: there will be no separate pay for
staking, including Perimeter Staking and for Spring Application of Fertilizer. All costs shall be
included in prices bid for Landscape Items. Bag grown plants are not acceptable.
MAILBOXES:
Existing mailboxes that are in conflict with the proposed construction shall be removed and
relocated. Where feasible the existing mailboxes and supports may be utilized as approved by
G - 6
Engineering Dept
Belair Hills Subdivision Improvements Contract 12/2007
the Engineer so long as the supports are of metal PIPE with a maximum diameter of two (2)
inches or wood, with a maximum diameter of four (4) inches.
NOTE: There shall be no supports of any material other than the two mentioned above. All
existing mailboxes and supports containing brick, masonry of any type, metal, etc. shall be
disassembled and all components, not meeting the above requirements, shall be removed from
the project and disposed in a proper manner.
When not shown as a pay item, payment shall be included in the price bid for Lump Sum
Construction and itemized as such.
MISCELLANEOUS DRAINAGE STRUCTURES:
All miscellaneous drainage structure such as Catch Basins, Drop Inlets, Manholes, Junction
Boxes, Spring Boxes, Drain Inlets, special Inlets, etc., whether standard or special design shall
be paid for Per Each. There will be no separate payment for additional depth unless specifically
shown as a pay item.
NOTE: All Catch Basins, Drop Inlets, manholes, exposed Junction Boxes, etc., with concrete
topslabs shall include manhole rings and covers. The Contractor shall install the manhole rings
and covers such that the steps can be easily accessed.
NORMAL WORKING HOURS:
The normal working hours for ARC Inspectors are from 8:30 AM to 5:00 PM. When the
contractor elects to work outside these hours he shall be billed for the Inspectors salary plus
benefits unless such work is initiated by the Owner. The contractor may utilize a certified testing
company in lieu of the ARC Inspector when approved by the Engineer. Payment for the
contractor's testing company will be the responsibility of the contractor. (See article below on
TESTING.
PATCHING AND REPAIR OF MINOR DEFECTS:
Where needed, the contractor is required to patch and repair existing potholes, minor pavement
defects, and base failures in accordance with the Specifications.
PAVEMENT CUTS:
All pavement cuts shall be sawed with a neat vertical edge, regardless of material, consistently
straight enough that a roller can follow the edge precisely to achieve the desired compaction.
Irregular edges will not be accepted. Payment shall be included in the price of the pipe.
PAYMENT FOR PIPE CULVERT INSTALLATION:
I. Payment for pipe culvert or utility installation includes sawing and/or cutting and removing
existing pavement and replacing the pavement as specified in accordance with Standard 140 I.
2. Payment for pipe culvert includes plugging existing pipe with Class "A" or "B" concrete (See
Georgia Standard 9031-L).
PIPE CULVERTS:
Unless otherwise noted, all storm drain, longitudinal and stub pipes are to be reinforced concrete.
All required pipe culverts shall be in accordance with Standard 1030-D.
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Belair Hills Subdivision Improvements Contract 12/2007
Foundation Backfill Material Type I shall conform to Georgia Standard 1030-D. No separate
pay item will be made for this material for its placement.
Payment for pipe culvert or utility installation includes sawing and/or cutting and removing
existing pavement, sidewalk, curbing, etc., and replacing same as specified in accordance with
Standard 1401. Payment for pipe culvert includes plugging existing pipe with Class "A" or "B"
concrete and for construction concrete collars.
The Contractor shall include in his price bid for pipe, the additional cost of bends, tees, fasteners,
appropriate gaskets (see Section 848 of the Standard Specifications), and structure excavation.
PRECAST CONCRETE UNITS:
Precast Concrete Units, other than those specifically allowed by Georgia Department of
Transportation Specifications, such as Drop Inlets, Catch Basins, Manholes, etc., shall not be
installed without written permission from the Engineer. Any such units installed without such
written permission shall be removed from the project.
RELOCATED WATER METERS:
Relocated water meters and water meter boxes may not be placed in the sidewalk.
REMOVAL AND RESETTING OF ORNAMENTAL SHRUBS AND BUSHES AND SOD:
It shall be the contractor's responsibility to remove and reset any and all existing ornamental
shrubs and bushes and sod in conflict with proposed construction. Coordination with the
property owners is essential in this endeavor. The Contractor will not be held responsible for
care and maintenance after removing and resetting these plants and sod except in cases where the
Contractor's equipment causes irreparable damage or where plants and/or sod dies as the result
of negligence on the Contractor's part. In which cases, the Contractor will be held responsible
for replacement. Sod shall be reset with ground preparation in accordance with Subsection
700.05.A. No additional soil or fertilizer is required for resetting sod. The Contractor shall
remove the sod in a manner that will be conducive to insuring that the reset sod will live. At the
Contractor's option, he may replace any sod he removes with new sod of the same type. No
separate payment will be made for this work or replacements unless specifically shown as a pay
item.
REMOVING AND RESETTING OF OBSTRUCTIONS:
It shall be the Contractor's responsibility to remove and reset any and all obstructions, such as
fences, signs, concrete or brick planters, steps, walkways, brick or concrete entrance columns,
etc., which are in conflict with construction. Contractors are responsible for the security of pets
and/or personal property through the use of temporary fence if necessary. No separate payment
will be made for this work except when shown as a separate pay item.
RIGHT-OF-WAY AND EASEMENTS:
The Contractor shall not perform any work outside the limits of the right-of-way or easements.
In addition, no equipment or material shall be placed outside these areas without written
permission of both the property owner and the Engineer. In the event that the Contractor elects
to utilize private property for any purpose connected with the project, such as, but not limited to,
staging areas, equipment and/or material storage or simply as a convenience, he shall submit a
written agreement to the Engineer containing vital information such as limits of both area and
time the property is to be utilized and a description of the intended use. The agreement must be
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Belair Hills Subdivision Improvements Contract 12/2007
signed by both the property owner and the Contractor and will be reviewed and recorded by the
Engineer. Such agreements must be submitted prior to the contractor's use of the property.
All buildings located on newly acquired R1W and/or easements shall be relocated by the
Contractor. Such buildings on existing R1W and/or easements shall be removed by the owner or
will become the property of the Contractor.
SAL V AGEABLE MATERIALS:
As directed by the Engineer or his representative, all salvageable materials, such as drainage
pipe, which require removing but are not to be used on this project, are to be cleaned and stored
within the right-of-way by the Contractor. These materials shall be picked up and transported by
Augusta-Richmond County forces. The Contractor is responsible and shall make restitution to
Augusta-Richmond County for materials damaged through his negligence.
SAW CUTS:
When matching existing conditions, saw cuts shall be used as required by Augusta-Richmond
County. Only saw cuts in Portland Cement Concrete, which are shown, as contract pay items
will be paid for separately. No saw cuts in asphaltic concrete will be paid for separately. Unless
specifically noted this does not apply to pipe trenches.
SOD:
Sod will not be paid for separately when used to match or replace sod on adjacent lawns as
replacement in kind. See GDOT specifications, subsection 700.04 E.
SPECIAL EVENTS:
When Special Events occur, such as the Augusta Masters Golf Tournament, all work shall be
safed up, shut down and maintained until the Engineer okays the resumption of work. No project
is exempt without the expressed approval of the Engineer. If these type work stoppages impose
a hardship, contract time wise, consideration will be given to extending the contract time in an
amount commensurate with the delay caused by such work stoppages provided the Contractor
has otherwise pursued the work diligently.
SPECIFICATIONS. STANDARDS AND OTHER DATA:
All references in this document, (includes all papers, writings, documents, drawings, or
photographs used, or to be used, in connection with this document), to State Highway of
Georgia, State Highway Department, Highway Department, or Department when the context
thereof means the Georgia Department of Transportation means, and shall be deemed to mean,
Augusta-Richmond County, Augusta-Richmond County Commission-Council Department of
Engineering Services.
The data, together with all other information shown on these plans, or indicated in any way
thereby, whether by drawings or notes or in any other matter, are based upon field investigations
and are believed to be indicative of actual conditions. However, the same are shown as
information only, are not guaranteed, and do not bind Augusta-Richmond County, Georgia in
any way. Only the actual quantities completed and accepted will be paid for. The attention of
the bidder is specifically directed to Subsections 102.04, 102.05, and 104.03 of the Standard
Specifications, of the Georgia Department of Transportation, current edition, which will be part
of this contract.
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Belair Hills Subdivision Improvements Contract 12/2007
This project is based on, and shall be constructed in accordance with, the State of Georgia
Department of Transportation Standard Specifications for Construction of Roads and Bridges,
current edition and any supplements thereto. All of these specifications shall be considered as
though fully contained herein. In cases where conflicts arise within these specifications, they
will be revised to resolve such conflict. Until the conflict is resolved, the interpretation of the
Engineer shall control the situation.
SPENDOUT SCHEDULE:
A Spend out Schedule beginning with the Notice to Proceed and extending through the
anticipated construction life of the project, shall be submitted at the Pre-Construction
Conference. Such schedule shall include the anticipated earnings on a monthly basis.
STORM DRAIN PIPE:
Unless otherwise noted, all storm drain, longitudinal and stub pipe are to be reinforced concrete
and shall include O-ring gaskets.
SUB-CONTRACTORS:
The Contractor shall furnish the official name, plus the name and telephone number of the 24-
hour emergency contact of all firms he proposes to use as Subcontractors in the work. This
information is to be furnished at the Preconstruction Conference. However, no work shall be
done on this project by a Subcontractor until the Contractor receives approval of his
Subcontractor(s) from the Engineer.
NOTE: All submissions shall include the following information for each Subcontractor:
1) Name of Subcontracting Firm
2) Description of Work To Be Done
3) Contact Person's Name and 24 Hour Phone Number
TESTING OF THE WORK:
The Contractor shall employ a qualified materials testing laboratory to monitor more fully the
quality of materials and work and to perform such tests as may be required under the contract
documents as conditions for acceptance of materials and work. THE ENGINEER MAY
ORDER TESTING AT ANY TIME HE DEEMS PROPER TO CONTROL THE QUALITY OF
THE WORK.
All test results are to be submitted to the Engineer. No separate payment will be made for
employing the testing laboratory or any required tests.
TEST ROLLING:
Prior to placing any base course, the sub grade shall be test rolled on six feet centers using a
loaded dump truck or other equipment approved by the Engineer.
TRAFFIC CONTROL:
The Contractor shall provide construction signs in accordance with requirements of "Manual on
Uniform Traffic Control Devices for Streets and Highways"; current edition with added
supplements and special provisions.
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Engineering Dept
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The attention of the Contractor is specifically directed to Subsection 107.09 of the Standard
Specifications regarding barricades, danger, warning, and detour signs.
All temporary signs, barricades, flashing lights, striping and any other traffic control devices
required during construction of this project shall meet all requirements of the M.U.T.C.D.,
current edition, as directed by the Engineer and be furnished by the Contractor with payment in
accordance with Section l50.
The Contractor shall so conduct his operations that there will be a minimum of interference with,
or interruption of, traffic on the travelway. This applies to the initial installation and the
continuing maintenance and operation of the facility. At least one-lane, two-way, traffic shall be
maintained at all times unless approved otherwise by the Engineer. As a minimum, the
Contractor must comply with the Manual on Uniform Traffic Control Devices, current edition
and Georgia Standard 9102.
The Contractor shall provide all temporary traffic control devices needed to safely direct traffic
through the construction area.
All temporary traffic control devices are to be placed in accordance with Georgia Department of
Transportation Standards and Specifications.
TRAFFIC DETOURS:
Where detours are required and in accordance with Section 150 of the Standard Specifications
and any Supplements thereto, the Contractor shall file for approval a detour plan of operation for
this project. This plan shall include details of staging and rerouting of traffic including estimated
length of time for use of the detours.
The Contractor shall so conduct his operations that there will be a minimum of interference with,
or interruption of, traffic upon and along the roadway. This applies to the initial installation and
the continuing maintenance and operation of the facility. At least one-lane, two-way traffic shall
be maintained at all times unless approved otherwise by the Engineer. As a minimum, the
Contractor must comply with the Manual on Uniform Traffic Control Devices, current edition
and Georgia Standard 9102.
UTILITIES:
All utility facilities except those owned by Augusta Utilities Department which are in conflict
with construction, not covered as specified items in the detailed estimate, are to be removed and
relocated to clear construction by the respective owners with the exception of Augusta Utilities
and Augusta Traffic Engineering unless added later to the contract as a supplemental item. All
"above ground" utility structures will be located as near as possible to the right-of-way line.
The Contractor will not be paid for any delays or extra expense caused by utility facilities
obstructions or any other items not being removed or relocated to clear construction in advance
of his work.
All known utility facilities are shown schematically on the plans, and not necessarily accurate in
location as to plan or elevation. Utility facilities such as service lines or unknown facilities not
shown on the plans will not relieve the Contractor of his responsibility under this requirement
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Belair Hills Subdivision Improvements Contract 12/2007
except as noted below. "Existing Utility Facilities" means any utility facility that exists on the
highway project in its original, relocated or newly installed position. Other than service lines
from street mains to the abutting property the contractor will not be held responsible for the cost
of repairs to damaged underground utility facilities when such facilities are not shown on the
plans and their existence is unknown to the Contractor prior to the damage occurring, providing
the Engineer determines the Contractor has otherwise fully complied with the Specifications.
The Contractor shall use the one-call center telephone number 1-800-282-7411 for the purposes
of coordinating the marking of underground utilities.
The Contractor's attention is directed to the probability of encountering private utility
installations consisting of sanitary sewers, water, sprinkler systems, ornamental light systems,
gas and underground telephone cables that either are obstructions to the execution of the work
and need to be moved out of the way or, if not, must be properly protected during construction.
No separate payment will be made for this work. Public utilities of this nature except Augusta
Utilities and Augusta Traffic Engineering will be handled by the utility owner.
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THE FOLLOWING UTILITY COMPANIES SHALL BE NOTIFIED BEFORE WORK
BEGINS:
(Contacts revised July 12,2007)
Atlanta Gas Light Company
1840 Wylds Road
Augusta, GA 30913
Phone: (706) 481-1452
Fax: (706) 481 -1495
Attn: Carl Corley
Bell South
3841 Wrightsboro Road
Augusta, GA 30909
Phone: (706) 228 -5203
Fax: (706) 855-1917
Attn: Austin Sapp
Knology of Augusta
3714 Wheeler Road
Augusta, GA 30909
Phone: (706) 364-1015
Fax: (706) 364-1011
Attn: Richard Strength
Comcast Communications
P.O. Box 3579
Augusta, GA 30904
Phone: (706) 739 -1865
Fax: (706) 733 - 6942
Attn: Kevin O'Meara
Engineering Dept
Belair Hills Subdivision Improvements Contract 12/2007
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Augusta Richmond County Utilities
360 Bay Street, Suite 180
Augusta, GA 30901
Phone: (706) 312-4132
Fax: (706) 312-4133
Attn: Russell Thies
Georgia Power
290 North Peachtree Street
P.O. Box 188
Lincolnton, GA 30817
(706) 836-0130
(706) 359-6115
Attn: Mr. Al Danner
Jefferson Energy Cooperative
P.O. Box 457
Wrens, GA 30833
Phone: (706) 547-5019
Fax: (706) 547-5051
Attn: Mike Wasden
KMC Telephones
(706) 821 -2522
Attn: Dennis Norviel
UTILITY ACCOMMODATION POLICY:
In so far as possible, work shall be scheduled so that open excavations will not be left overnight.
Where trenches, pits or other excavations are within the clear roadside areas and cannot be
backfilled before leaving the job site, they shall be covered by timbers or metal plates and
protected by reflectorized and/or lighted barricades as appropriate and as directed by the
Engineer. Barricades sufficient to prevent a person from falling into an excavated or work area
must be erected in areas where these conditions exist.
WARRANTY:
Unless otherwise specified, all contract work is subject to a 12-month warranty. The 12-month
warranty is hereby modified to include the following: Any repairs, corrections or modifications
performed within the last six months of the original 12-month warranty shall have the original
12-month warranty extended 180 calendar days past the date of such repairs, corrections or
modifications.
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Page 1 of 54
Rev. July 1,2003
April 15, 2004
October 11,2005
October 25, 2005
February 10,2006
April 20, 2006
May 8, 2007
September 18, 2007
DEPARTMENT OF TRANSPORTATION
STATE OF GEORGIA
SPECIAL PROVISION
Section 150- Traffic Control
Add the following:
150.01 GENERAL
This section as supplemented by the Plans, Specifications, and Manual on Uniform Traffic
Control Devices (MUTCD) shall be considered the Temporary Traffic Control (TIC) Plan.
Activities shall consist of furnishing, installing, maintaining, and removing necessary traffic signs,
barricades, lights, signals, cones, pavement markings and other traffic control devices and shall
include flagging and other means for guidance and protection of vehicular and pedestrian traffic
through the Work Zone. This Work shall include both maintaining existing devices and installing
additional devices as necessary in construction work zones.
When any provisions of this Specification or the Plans do not meet the minimum requirements of
the MUTCD, the MUTCD shall control. The 2003 Edition of the MUTCD shall be in effect for the
duration of the project.
The Worksite Traffic Control Supervisor (WTCS) shall have a copy of Part VI of the MUTCD on
the job site. Copies of the current MUTCD may be obtained from the FHWA web page at
http://mutcd.fhwa.dot.gov.
A. WORKER SAFETY APPAREL
All workers exposed to the risks of moving roadway traffic or construction equipment shall
wear high-visibility safety apparel meeting the requirements of International Safety
Equipment Association (ISEA) American National Standard for High-Visibility Safety Apparel,
or equivalent revisions, and labeled as ANSI-2004 Class 2 or 3 risk exposure.
B. WORKSITE TRAFFIC CONTROL SUPERVISOR
ALL HIGHWAYS (ADDITIONAL REQUIREMENTS BELOW FOR INTERSTATES): The Contractor
shall designate a qualified individuai as the Worksite Traffic Control Supervisor (WTCS) who
shall be responsible for selecting, installing and maintaining all traffic control devices in
accordance with the Plans, Specifications, Special Provisions and the MUTCD. A written
resume documenting the experience and credentials of the WTCS shall be submitted and
accepted by the Engineer prior to beginning any work that involves traffic control. The
WTCS shall be available on a twenty-four (24) hour basis to perform his duties. If the work
requires traffic control activities to be performed during the daylight and nighttime hours it
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may be necessary for the Contractor to designate an alternate WTCS. An alternate WTCS
must meet the same requirements and qualifications as the primary WTCS and be accepted
by the Engineer prior to beginning any traffic control duties. The Worksite Traffic Control
Supervisor's traffic control responsibilities shall have priority over all other assigned duties.
As the representative of the Contractor, the WTCS shall have full authority to act on behalf
of the Contractor in administering the TIC Plan. The WTCS shall have appropriate training
in safe traffic control practices in accordance with Part VI of the MUTCD. In addition to the
WTCS all other individuals making decisions regarding traffic control shall meet the training
requirements of the Part VI of the MUTCD.
The WTCS shall supervise the initial installation of traffic control devices. The Engineer prior
to the beginning of construction will review the initial installation. Modifications to traffic
control devices as required by sequence of operations or staged construction shall be
reviewed by the WTCS.
The WTCS shall be available on a full-time basis to maintain traffic control devices with
access to all personnel, materials, and equipment necessary to respond effectively to an
emergency situation within forty-five (45) minutes of notification of the emergency.
The WTCS shall regularly perform inspections to ensure that traffic control is maintained.
Unless modified by the special conditions or by the Engineer, routine deficiencies shall be
corrected within a twenty-four (24) hour period. Failure to comply with these provisions
shall be grounds for dismissal from the duties of WTCS and/or removal of the WTCS from
the project. Failure of the WTCS to execute his duties shall be considered as non-
performance under Subsection 150.08.
The Engineer will periodically review the work for compliance with the requirements of the
TIC plan.
On projects where traffic control duties will not require full time supervision, the Engineer
may allow the Contractor's Project Superintendent to serve as the WTCS as long as
satisfactory results are obtained.
CERTIFIED WORKSITE TRAFFIC CONTROL SUPERVISOR
ADDITIONAL REQUIREMENTS FOR INTERSTATE AND LIMITED ACCESS HIGHWAYS: In
addition to the requirements above, the WTCS shall have a minimum of one year's
experience directly related to work site traffic control in a supervisory or responsible
capacity. The WTCS shall be currently certified by the American Traffic Safety Services
Association (ATSSA) Work Site Traffic Supervisor Certification program or the National Safety
Council Certification program.
Any work performed on the interstate or limited access highway right-of-way that requires
traffic control shall be supervised by the Certified Worksite Traffic Control Supervisor. No
work requiring traffic control shall be performed unless the certified WTCS is on the
worksite. Failure to maintain a Certified Worksite Traffic Control Supervisor on the work will
be considered as non-performance under Subsection 150.013.
The WTCS shall perform, as a minimum, weekly traffic control inspections on all interstate
and limited access highways. The inspection shall be reported to the Engineer on a rC-1
report. The Engineer will furnish a blank copy of the TC-l report to the Contractor prior to
the beginning of any work on the interstate or limited access right-of-way.
C. TRAFFIC CONTROL DEVICES
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All traffic control devices used during the construction of a project shall meet the Standards
utilized in the MUTCD, and shall comply with the requirements of these Specifications,
Project Plans, and Special Provisions. All devices shall be tested at NCHRP Test Level III.
Reference is made to Subsections 104.05, 107.07, and 107.09.
D. REFLECTORIZATION REQUIREMENTS
All rigid fluorescent orange construction warning signs (black on fluorescent orange) shall
meet the reflectorization and color requirements of ASTM Type VII, VIII, IX or X regardless
of the mounting height.
Portable signs which have flexible sign blanks shall meet the reflectorization and color
requirements of ASTM Type VI.
Warning signs (W3-1a) for stop conditions that have rumble strips located in the travelway
shall be reflectorized with ASTM Type IX fluorescent yellow sheeting.
All other signs shall meet the requirements of ASTM Type III or IV except for "Pass With
Care" and "Do Not Pass" signs which may be ASTM Type I unless otherwise specified.
CHANNELIZATION DEVICES: Channelization devices shall meet the requirements of ASTM
Type III or IV high intensity sheeting.
E. IMPLEMENTATION REQUIREMENTS
No work shall be started on any project phase until the appropriate traffic control devices
have been placed in accordance with the Project requirements. Changes to traffic flow shall
not commence unless all labor, materials, and equipment necessary to make the changes
are available on the Project.
When any shift or change is made to the location of traffic or to the flow patterns of traffic,
the permanent safety features shall be installed and fully operational before making the
change. If staging or site conditions prevent the installation of permanent features then the
equivalent interim devices shall be utilized.
Any section of the work that is on new location shall have all permanent safety features
installed and fully operational before the work is opened to traffic. Safety features shall
include but are not limited to the following items:
1. Guardrail including anchors and delineation
2. Impact attenuators
3. Traffic signals
4. Warning devices
5. Pavement markings including words, symbols, stop bars, and crosswalks
6. Roadway signs including regulatory, warning, and guide
Outdoor lighting shall be considered as a safety feature for welcome centers, rest areas, and
weigh station projects. For typical roadway type projects new street lighting is not
considered a safety feature unless specifically noted in the plans or in the special conditions.
F. MAINTENANCE OF TRAFFIC CONTROL DEVICES
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Traffic control devices shall be in acceptable condition when first erected on the project and
shall be maintained in accordance with Subsection 104.05 throughout the construction
period. All unacceptable traffic control devices shall be replaced within 24 hours. When not
in use, all traffic control devices shall be removed, placed or covered so as not to be visible
to traffic. All construction warning signs shall be removed within seven calendar days after
time charges are stopped or pay items are complete. If traffic control devices are left in
place for more than ten days after completion of the Work, the Department shall have the
right to remove such devices, claim possession thereof, and deduct the cost of such removal
from any monies due, or which may become due, the Contractor.
G. TRAFFIC INTERRUPTION RESTRICTIONS
The Department reserves the right to restrict construction operations when, in the opinion of
the Engineer, the continuance of the Work would seriously hinder traffic flow, be needlessly
disruptive or unnecessarily inconvenience the traveling public. The Contractor shall suspend
and/or reschedule any work when the Engineer deems that conditions are unfavorable for
continuing the Work.
Advanced notification requirements to the Contractor to suspend work will be according. to
the events and the time restrictions outlined below:
Incident management
No advanced notice required
Threatening/Inclement weather
24 hours
Holidays. sporting events,
unfavorable conditions
Three (3) calendar days
If the work is suspended, the Contractor may submit a request for additional contract time
as allowed under Section 108. The Department will review the request and may grant
additional contract time as justified by the impact to the Contractor's schedule.
Compensation for loss of productivity, rescheduling of crews, rental of equipment or delays
to the Contractor's schedule will not be considered for payment. Additional contract time will
be the only consideration granted to the Contractor.
H. SEQUENCE OF OPERATIONS
Any Sequence of Operations provided in this Contract in conjunction with any staging details
which may be shown in the plans, is a suggested sequence for performing the Work. It is
intended as a general staging plan for the orderly execution of the work while minimizing the
impact on the mainline, cross-streets and side streets. The Contractor shall develop detailed
staging and temporary traffic control plans for performing specific areas of the Work
including but not limited to all traffic shifts, detours, bridge widenings, paces, or other
activities that disrupt traffic flow. The Engineer may require detailed staging and TIC plans
for lane closures. These plans shall be submitted for approval at least two weeks prior to
the scheduled date of the activity. Activities that have not been approved at least seven (7)
days prior to the scheduled date shall be rescheduled.
Where traffic is permitted through the work area under stage construction, the Contractor
may choose to construct, at no additional expense to the Department, temporary on-site
bypasses or detours in order to expedite the work. Plans for such temporary bypasses or
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detours shall be submitted to the Engineer for review and approval 30 calendar days prior to
the proposed construction. Such bypasses or detours shall be removed promptly when in the
opinion of the Engineer; they are not longer necessary for the satisfactory progress of the
Work. Bypasses and detours shall meet the minimum requirements of Subsection
lf50.02.B.4.
As an option to the Sequence of Operations in the Contract, the Contractor may submit an
alternative Sequence of Operations for review and approval. The Department may consider
the Contractor's alternate Sequence of Operations as a Value Engineering Proposal as
defined by Subsection 104.08. A twenty calendar day lead time for the Department's review
shall be given to this submission so that a decision on its acceptability can be made and
presented at the Preconstruction Conference. Insufficient lead time or no submission by the
Contractor shall be construed as acceptance of the Sequence of Operations outlined in the
Contract and the willingness of the Contractor to execute this as-bid plan.
The Department will not pay, or in any way reimburse the Contractor for claims arising from
the Contractor's inability to perform the Work in accordance with the Sequence of
Operations provided in the Contract or from an approved Contractor alternate.
The Contractor shall secure the Engineer's approval of the Contractor's proposed plan of
operation, sequence of work and methods of providing for the safe passage of vehicular and
pedestrian traffic before it is placed in operation. The proposed plan of operation shall
supplement the approved traffic control plan. Any major changes to the approved TIC plan,
proposed by the Contractor, shall be submitted to the Department for approval.
Some additional traffic control details will be required prior to any major shifts or changes in
traffic. The traffic control details shall include, but not be limited to, the following:
1. A detailed drawing showing traffic locations and laneage for each step of the change.
2. The location, size, and message of all signs required by the MUTCD, Plan, Special
Provisions, and other signs as required to fit conditions. Any portable changeable
message signs used shall be included in the details.
3. The method to be used in, and the limits of, the obliteration of conflicting lines and
markings.
4. Type, location, and extent of new lines and markings.
5. Horizontal and vertical alignment and superelevation rates for detours, including cross-
section and profile grades along each edge of existing pavement.
6. Drainage details for temporary and permanent alignments.
7. Location, length, and/or spacing of channelization and protective devices (temporary
barrier, guardrail, barricades, etc.)
8. Starting time, duration and date of planned change.
9. For each traffic shift, a paving plan, erection plan, or work site plan, as appropriate,
detailing workforce, materials, and equipment necessary to accomplish the proposed
work. This will be the minimum resource allocation required in order to start the work.
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A minimum of three copies of the above details shall be submitted to the Engineer for
approval at least 14 days prior to the anticipated traffic shift. The Contractor shall have
. traffic control details for a traffic shift which has been approved by the Engineer prior to
commencement of the physical shift. All preparatory work relative to the traffic shift,
which does not interfere with traffic, shall be accomplished prior to the designated
starting time. The Engineer and the Contractor's representative will verify that all
conditions have been met prior to the Contractor obtaining materials for the actual traffic
shift.
I. COMPLIANCE DATES FOR PROVISIONS OF THE MUTCD:
Federal law requires that traffic control devices (temporary or permanent) installed on new
highway or bikeway construction or reconstruction shall be compliant with the latest version
of the MUTCD before the road is opened to the public for unrestricted travel. The latest
version of the MUTCD is the 2003 Edition, which the Georgia Department of Transportation
has adopted. However, the FHWA, in the introduction to the MUTCD has established
alternate compliance dates for some of the new provisions of the 2003 MUTCD. Below is a
list of those compliance dates. The Department may decide to require contractors to
implement some or all of these provisions at an earlier date than the compliance dates noted
below. However notice will be given in advance of the letting date if these provisions are to
be implemented prior to the compliance dates. The contractor may also decide to implement
the new provisions in the 2003 MUTCD earlier than required by the compliance dates below.
The target dates established by the FHWAshall be as follows:
Section 6D.Ol Pedestrian Considerations - all new provisions for pedestrian accessibility - 5
years from the effective date of the Final Rule for the 2003 MUTCD.
Section 6D.02 Accessibility Considerations - 5 years from the effective date of the Final Rule
for the 2003 MUTCD.
Section 6D.03 Worker Safety Considerations - high-visibility apparel requirements - 3 years
from the effective date of the Final Rule for the 2003 MUTCD.
Section 6E.02 High-Visibility Safety Apparel - high-visibility apparel requirements for flaggers
- 3 years from the effective date of the Final Rule for the 2003 MUTCD.
The effective date of the Final Rule for the 2003 MUTCD is December 22, 2003.
150.02TEMPORARY TRAFFIC CONTROL (TIC) ZONES:
A. DEVICES AND MATERIALS:
In addition to the other provisions contained herein, work zone traffic control shall be
accomplished using the following means and materials:
1. Portable Advance Warning Signs
Portable advance warning signs shall be utilized as per the requirements of the
temporary traffic control plans. All signs shall meet the requirements of the MUTCD and
shall be NCHRP 350 crashworthy compliant.
2. Arrow Panels
Portable sequential or flashing arrow panels as shown in the Plans or Specifications for
use on Interstate or multi-lane highway lane closure only, shall be a minimum size of 4811
high by 9611 wide with not less than 15 lamps used for the arrow. The arrow shall
occupy virtually the entire size of the arrow panel and shall have a minimum legibility
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distance of one mile. The minimum legibility distance is that distance at which the arrow
panel can be comprehended by an observer on a sunny day, or clear night. Arrow
panels shall be equipped with automatic dimming features for use during hours of
darkness. The arrow panels shall also meet the requirements for a Type C panel as
shown in the MUTCD. The sequential or flashing arrow panels shall not be used for lane
closure on two-lane, two-way highways when traffic is restricted to one-lane operations
in which case, appropriate signing, flaggers and when required, pilot vehicles will be
deemed sufficient.
The sequential or flashing arrow panels shall be placed on the shoulder at or near the
point where the lane closing transition begins. The panels shall be mounted on a
vehicle, trailer, or other suitable support. Vehicle mounted panels shall be provided with
remote controls. Minimum mounting height shall be seven feet above the roadway to
the bottom of the panel, except on vehicle mounted panels which should be as high as
practical.
For emergency situations, arrow display panels that meet the MUTCD requirements for
Type A or Type B panels may be used until Type C panels can be located and placed at
the site. The use of Type A and Type B panels shall be held to the minimum length of
time possible before having the Type C panel(s) in operation. The Engineer shall
determine when conditions and circumstances are considered to be emergencies. The
Contractor shall notify the Engineer, in writing, when any non-specification arrow display
panel(s) is being used in the work. .
3. Portable Changeable Message Signs
Portable changeable message signs meeting the requirements of Section 632 and the
MUTCD. Any PCMS in use that is not protected by positive barrier protection shall be
delineated by a minimum of three drums that meet the requirement of Section
lSO.OS.A.!. The drum spacing shall not exceed a maximum of ten (10') feet as shown in
[ic'1:aii jCjO-PCMS. When the PCMS is within twenty (20') feet of the opposing traffic flow,
the trailing end of the PCMS shall be delineated with a minimum of three drums spaced
in the same manner as the approach side of the PCMS.
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II
l}Ef AU. 1 :J:~ II
When not in use the PCMS shall be removed from the roadway unless protected by
positive barrier protection. If the PCMS is protected by positive barrier protection the
sign panel shall be turned away from traffic when not in use.
4. Channelization Devices
Channelization devices shall meet the standards of the MUTCD and Subsection 150.05.
5. Temporary Barrier
Temporary barrier shall meet the requirements of Section620.
6. Temporary Traffic Signals
Temporary traffic signals shall meet the requirements of Section 647 and the MUTCD.
7. Pavement Marking
Pavement marking incorporated into the work shall comply with Subsections 150.04.A
and 150.04.B.
8. Portable Temporary Traffic Control Signals
The use off Portable Temporary Traffic Control Signals shall meet the following minimum
requirements:
Only two-lane two-way roadways will be allowed to utilize Portable Temporary Traffic
Control Signals.
All portable traffic control signals shall meet the physical display and operational
requirements of conventional traffic signals described in the MUTCD.
Each signal face shall have at least three lenses. The lenses shall be red, yellow, or
green in color and shall give a circular type of indication. All lenses shall be twelve (12")
inches nominal in diameter.
A minimum of two signal faces shall face each direction of traffic. A minimum of one
signal head shall be suspended over the roadway travel lane in a manner that will allow
the bottom of the signal head housing to be not less than seventeen (17') feet above
and not more than nineteen (19') feet above the pavement grade at the center of the
travel lane. The second signal head may be located over the travel lane with the same
height requirements or the second signal head may be located on the shoulder. When
the signal head is located on the shoulder the bottom of the signal head housing shall be
at least eight (8') feet but not more than (15') feet above the pavement grade at the
center of highway.
Advance warning signage and appropriate pavement markings shall be installed as part
of the temporary signal operation.
The signals shall be operated in a manner consistent with traffic requirements. The
signals may be operated in timed-mode or in a vehicle-actuated mode. The signals shall
be interconnected in a manner to ensure that conflicting movements can not occur. To
assure that the appropriate operating pattern including timing is displayed to the
traveling public, regular inspections including the use of accurate timing devices shall be
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made by the Worksite Traffic Control Supervisor. If at any time any part of the system
fails to operate within these requirements then the use of the signal shall be suspended
and the appropriate flagging operation shall begin immediately.
The Worksite Traffic Control Supervisor (WTCS) shall continuously monitor the portable
traffic control signal to insure compliance with the requirements for maintenance under
the MUTCD. The signal shall be maintained in a manner consistent with the intention of
the MUTCD, with emphasis on cleaning of the optical system. Timing changes shall be
made only by the WTCS. The WTCS shall keep a written record of all timing changes.
The portable temporary signal shall have two power sources and shall be capable of
running for seven calendar days continuously.
The Contractor shall have an alternate temporary traffic control plan in the event of
failure of the signal.
9. RUMBLE STRIPS
Rumble strips incorporated into the work shall meet the requirements of Section 429 and
the MUTCD. Existing rumble strips that are positioned in the traveled way to warn traffic
of a stop condition shall be reinstalled based on the following requirements:
INTERMEDIATE SURFACES: Intermediate surfaces that will be in use for more than
forty-five (45) calendar days shall have rumble strips reinstalled on the traveled way in
the area of a stop condition. Non-refundable deductions in accordance with Subsection
1 SO.OI3 will be assessed for any intermediate surface in place for greater than 45 days
without rumble strips.
FINAL SURFACES: Rumble strips shall be installed on the final surface within fourteen
(14) calendar days of the placement of the final surface in the area of the stop
condition. Failure to install within fourteen (14) calendar days will result in assessment
of non-refundable deductions in accordance with 150.08.
Prior to the removal of any rumble strips located in the travelway, stop ahead (W3-1a)
warning signs shall be double indicated ahead of the stop condition. These warning
signs shall be a minimum of 48 inches by 48 inches. The reflectorization of the warning
signs shall be as required by Subsection 150.01.C. These warning signs shall remain in
place until the rumble strips have been reinstalled on the traveled way. Any existing
warning signs for the stop ahead condition shall be removed or covered while the 48" X
48" (W3-1a) signs are in place. When the rumble strips have been reinstalled these
warning signs should be promptly removed and any existing signage placed back in
service.
10. GUARDRAIL: When the removal and installation of guardrail is required as a part of the
work the following time restrictions shall apply unless modified by the special conditions:
MULTI-LANE HIGHWAYS: From the time that the existing guardrail or temporary
positive barrier protection is removed the Contractor has fourteen (14) calendar days to
install the new guardrail and anchors. During the interim, the location without guardrail
shall be protected with drums spaced at a maximum spacing of twenty (20') feet. The
maximum length of rail that can be removed at any time without being replaced with
positive barrier protection is a total of 2000 linear feet of existing rail or the total length of
one run of existing rail, whichever is greater.
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ALL OTHER HIGHWAYS: From the time that the existing guardrail is removed or from
the time that temporary positive barrier protection is removed the Contractor has thirty
(30) calendar days to install the new guardrail and anchors. During the interim, the
location without guardrail shall be protected with drums spaced at a maximum spacing of
twenty (20') feet. The maximum length of rail that can be removed at any time without
being replaced with positive barrier protection is a total of 1000 linear feet of existing rail
or the total length of one run of existing rail, whichever is greater.
Based on existing field conditions, the Engineer may review the work and require that
the guardrail be installed earlier than the maximum time allowed above by giving written
notification to the Contractor via the TC -1 traffic control report.
Failure to comply with the above time and quantity restrictions shall be considered as
non-compliance under Subsection 150.08.
11. STOP SIGN REGULATED INTERSECTIONS: For intersections that utilize stop sign(s)
to control the flow of traffic and to restrict the movement of vehicles, the stop sign(s)
shall be maintained for the duration of the work or until such time that the stop condition
is eliminated or until an interim or permanent traffic signal can be installed to provide
proper traffic control. The traffic signal shall be installed and properly functioning before
the removal of the existing stop sign(s) is permitted. If the existing intersection is
enhanced traffic control features such as stop bars, double indicated stop signs, oversized
signs, advanced warning stop ahead signs, rumble strips on the approaches or flashing
beacons located overhead or on the shoulders then these features shall be maintained for
the duration of the project or until the permanent traffic control plan has been
implemented.
Whenever the staging of the work requires that the traveled-way be relocated or
realigned the Contractor shall reinstall all enhanced traffic control features noted above
on the newly constructed sections of the work. The cost of relocating the stop bars, stop
signs, advanced warning signs, the rumble strips and the flashing beacons shall be
included in the price bid for Lump-Sum-Traffic Control unless individual pay items are
included in the contract for rumble strips and/or flashing beacons. When pay items are
included in the contract for rumble strips or flashing beacons then these items will be paid
per each.
When staging requires the relocation or realignment of an existing stop condition it may
be necessary to consider the addition of enhanced traffic control features even though
none existed at the original location. As a guide for enhanced traffic control features that
may be considered, the Engineer or the WTCS may refer to the Department's guidelines
for "Opening of New Roadways to Traffic" (Document #6635-2). Horizontal and vertical
alignment changes at a new location may have decreased or restricted sight distance or
the stop condition may occur sooner than in the previous alignment. If these conditions
occur then the Engineer and/or the WTCS should consider additional measures to
enhance the motorist's awareness of the changes even though the staging plans may not
address enhanced features. Stop signs should be a minimum of 36 inches for interim
situations. The use of 48 inch stop signs may be warranted under project specific
conditions. Flags may be used on interim/permanent stop signs that are mounted at
seven (7') feet in height for a short duration in order to direct additional attention to a
new or relocated stop sign(s). Flags should not be used for durations exceeding two
weeks unless unusual or site specify conditions warrant a longer period of time. The use
of Type "A" flashing red light(s) attached to the stop sign(s) may be appropriate during
the same period that the flags are in use to increase attention.
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The use of rumble strips and/or portable changeable message signs may be considered.
The use of new rumble strips, where none previously existed, shall have the prior
approval of District Traffic Operations before being included as part of the temporary
traffic control plan. The message(s) displayed on any PCMS shall have the prior approval
of the Engineer and the message(s) shall be included as part of the TIC plan for the
interim staging.
The placement of any additional interim ground-mounted signs and posts or stop bars
shall be considered as incidental to the price bid for Lump Sum-Traffic Control. The
installation of rumble strips, flashing beacons or the use of Portable Changeable Message
Signs (PCMS) shall be considered as Extra Work unless pay items are included in the
contract.
B. WORK ZONE RESTRICTIONS:
1. Interstate
The Contractor shall not simultaneously perform work on both the inside shoulder and
. outside shoulder on either direction of traffic flow when the Work is within 12 feet of the
travel-way, unless such areas are separated by at least one-half mile of distance.
2. Non-Interstate Divided Highways
The Contractor shall not simultaneously perform work on both the inside shoulder and
outside shoulder on either direction of traffic flow when the Work is within 12 feet of the
travel-way, unless such areas are separated by at least one-half mile distance in rural
areas or at least 500 feet of distance in urban areas.
3. Non-Divided Highways
a. The Contractor shall not simultaneously perform work on opposite sides of the
roadway when the work is within 12 feet of the travel-way, unless such areas are
separated by at least one-half mile of distance in rural areas or at least 500 feet of
distance in urban areas.
b. On two-lane projects where full width sections of the existing subgrade, base or
surfacing are to be removed, and new base, subgrade, or surfacing are to be
constructed, the Contractor shall maintain one-lane traffic through the construction
area by removing and replacing the undesirable material for half the width of the
existing roadway at a time. Replacement shall be made such that paving is
completed to the level of the existing pavement in the adjacent lane by the end of
the workday or before opening all the roadway to traffic.
4. All Highways:
a. There shall be no reduction in the total number of available traffic lanes that existed
prior to construction except as specifically allowed by the Contract and as approved
by the Engineer.
b. Travelway Clearances: All portions of the work shall maintain the following minimum
requirements:
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Horizontal: The combined dimensions of the paved shoulder and the roadway
surface remaining outside the Work Zone shall be no less than sixteen (16) feet in
width at any location.
Vertical: The overhead clearance shall not be reduced to less than fifteen (15) feet at
any location.
The restrictions above apply to all shifts, lane closures, on-site detours and off site
detours whether shown in the contract or proposed by the Contractor. It shall be
the responsibility of the Contractor to verify that these minimum requirements have
been met before proceeding with any phase of the Work.
Two-lane two-way roadways may have temporary horizontal restrictions of less than
sixteen (16) feet provided a flagger operation for one-way traffic is utilized to restrict
access to the work area by over-width loads. The minimum horizontal clearance
shall be restored before the flagging operation is removed.
c. Highway Work Zone: All sections or segments of the roadway under construction or
reconstruction shall be signed as a Highway Work Zone except non-state highway
two-lane two-way resurfacing projects. Two conditions can be applied to a Highway
Work Zone. Condition 1 is when no reduction in the existing speed .limit is required.
Condition 2 is when worksite conditions require a reduction of the speed limit
through the designated Work Zone. Properly marking a Highway Work Zone shall
include the following minimum requirements:
1. NO REDUCTION IN THE EXISTING POSTED SPEED LIMIT IN HIGHWAY WORK
ZONE:
a) Signage (D'c:laii lSO+IWZ-2) shall be posted at the beginning point of the
Highway Work Zone warning the traveling public that increased penalties for
speeding violations are in effect. The HWZ - 2 sign shall be placed a minimum
of six hundred (600') feet in advance of the Highway Work Zone and shall
not be placed more than one thousand (1000') feet in advance of the Work
Zone. If no speed reduction is required it is recommended that the HWZ-2
be placed at 750 feet from the work area between the ROAD WORK 500 FT.
and the ROAD WORK 1000 FT. signs.
H'vVZ -2 signs shall be placed at intervals not to exceed one mile for the
length of the project. HWZ-2 signs should be placed on the mainline after all
major intersections except State Routes. State Routes shall be signed as per
the requirements for intersecting roadways below.
b) The existing speed limit shall be posted at the beginning of the Work Zone.
Existing Speed Limit signs (R2-1) shall be maintained.
c) INTERSECTING ROADWAYS: Intersecting state routes shall be signed in
advance of each intersection with the Work Zone with a HVI/Z-2 sign to warn
motorists that increased fines are in effect. All other intersecting roadways
that enter into a designated Highway Work Zone may be signed in advance
of each intersection with the Work Zone. When construction equipment and
personnel are present in the intersection on the mainline of a multi-lane
roadway, the intersecting side roads shall be signed in advance with HWZ-2
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signs. As soon as the work operation clears the intersection the signage may be
removed.
d) Signage (DetL1i1 15C-H\NZ-3) shall be posted at the end of the Highway Work
Zone indicating the end of the zone and indicating that increased penalties
for speeding violations are no longer in effect.
e) When a designated Highway Work Zone is no longer necessary all signs shall
be removed immediately.
2. REDUCING THE SPEED LIMIT IN A HIGHWAY WORK ZONE:
Highway Work Zone signs shall be posted as required in Condition 1 above.
For limited access (interstate) highways and controlled access multi-lane divided
highways the posted speed limit shall be reduced as required below.
Speed Limit signage (R2-1) for the reduced speed limit shall be erected at the
beginning of the work zone. Additional signs shall be placed to ensure that the
maximum spacing of the reduced speed limit signs shall be no greater than one
(1) mile apart. Existing speed limit signs shall be covered or removed. On multi-
lane divided highways the speed limit signs shall be double indicated when the
reduced speed is in use.
When anyone or more of the following conditions exist and the existing speed
limit is 65 mph or 70 mph, the speed limit shall be reduced by 10 mph. If the
existing speed limit is 60 mph, the speed limit should be reduced by 5 mph. If
the existing speed limit is 55 mph or less, the Contractor can only reduce the
speed limit with the prior approval of the Engineer. The reduction in the speed
limit shall be no greater than 10 mph:
a) Lane c1osure(s) of any type and any duration.
b) The difference in elevation exceeds two inches adjacent to a travel lane as
shown in Subsection 150.06, Detail 150-8, 150-(,
c) Any areas where equipment or workers are within ten feet of a travel lane.
d) Temporary portable concrete barriers located less than two (2') feet from the
traveled way.
e) As directed by the Engineer for conditions distinctive to this project.
When the above conditions are not present the speed limit shall be immediately
returned to the existing posted speed limit. A speed reduction shall not be put in
place for the entire length of the project unless conditions warranting the speed
reduction are present for the entire project length. All existing speed limit signs
within the temporary speed reduction zone shall be covered or removed while
the temporary reduction in the speed limit is in effect. All signs shall be erected
to comply with the minimum requirements of the MUTCD.
As a minimum the following records shall be kept by the WTCS:
a) Identify the need for the reduction.
b) Record the time of the installation and removal of the temporary reduction.
c) Fully describe the location and limits of the reduced speed zone.
d) Document any accident that occurs during the time of the reduction.
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A copy of the weekly records for reduced speed zones shall be submitted to the
Engineer.
Reduced speed zones shall, as a minimum, be signed as per Detail 150-HWZ-1.
Interim signs shall meet the requirements of Subsection 150.03 D. Additional
signs may be necessary to adjust for actual field conditions.
When a pilot vehicle is used on a two-lane two-way roadway the speed limit
should not be reduced. For special conditions specific to the work, on two-lane
two-way roadways or multi-lane highways, the contractor may reduce the posted
speed limit with the prior approval of the Engineer.
5. MILLED SURFACE RESTRICTIONS:
Unless modified by the special conditions, a milled surface on any asphaltic concrete
surface shall not be allowed to remain open to traffic for a period of time that exceeds
thirty (30) calendar days.
6. INSTALLATION/REMOVAL OF WORK AREA SIGNAGE:
No payment will be made for Traffic Control-Lump Sum until the Work has actually
started on the project. The installation of traffic control signage does not qualify as the
start of work. Advanced warning signs shall not be installed until the actual beginning
of work activities. Any permanent mount height signs installed as the work is preparing
to start shall be covered until all signs are installed unless all signs are installed within
seven (7) calendar days after beginning installation.
All temporary traffic control devices shall be removed as soon as practical when these
devices are no longer needed. When work is suspended for short periods of time,
temporary traffic control devices that are no longer appropriate shall be removed or
covered.
All construction warning signs shall be removed within seven (7) calendar days after
time charges are stopped or pay items are complete. If traffic control devices are left in
place for more than ten (10) calendar days after completion of the Work, the
Department shall have the right to remove such devices, claim possession thereof, and
deduct the cost of such removal from any monies due, or which may become due, the
Contractor.
PUNCH LIST WORK: Portable signs shall be utilized to accomplish the completion of all
punchlist items. The portable signs shall be removed daily. All permanent mount height
signs shall be removed prior to the beginning of the punchlist work except "Low/Soft
Shoulder" signs and any signs that have the prior written approval of the Engineer to
remain in place while the punchlist work is in progress.
Failure to promptly remove the construction warning signs within the seven (7) calendar
days after the completion of the Work or failure to remove or cover signs when work is
suspended for short periods of time shall be considered as non-performance under
Subsection 150.08.
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INltH)IAlt ANU MULl I-LANt UIVIUtU HIGHWAY )IGNING )HALL bt
DOUBLE INCICATED (RIGHT SHOULDER AND MEDIAN SHOULDER)
~ 600' + 600' + 600' + 600' 1
~ 600' ~
-.
---..
}
HWZ-2
SIGNS
- ~ - - - - ~ - - - ~ ~- - ~ - WOR~ L~J~ - - - -: -
OR OR OR OR OR
KKK HWZ-3/,K
SIGNS
OR
K
REDUCED LIJ
Z
0
SPEED N
0
LIJ
AHEAD LIJ
0-
VI
Z
C
LIJ
R2-5a al
48"X 60"
SPEED
L1~IT
**
SPEED
LIMIT
**
THIS SIGN SHALL BE INSTALLED ONLY
WHEN THE SPEEO REDUCITION IS GREATER
THAN 10 M.P.H. FROM THE EXISTING
POSTED SPEED Ll~IT.
SPEED
LIMIT
**
R2-1
48"X 60"
REDUCED SPEED LIMIT SHALL
HAVE THE PRIOR APPROVAL
OF THE ENGINEER.
[
R2-1 I
48"X 60" ;
R2-1
48"X 60"
SPEED
LIMIT
**
REDUCED CONSTRUCT I
LIMIT SHALL BE SPA
OF ONE ~ILE APART.
R2-1
48"X 60"
ALL INTERSECTING ROADWAYS SHALL BE SIGNED WITH A HWZ-2 SIGN
TO WARN ~OTORIST ENTERING THE HIGHWAY WORK ZONE.
INTERSTATE AND MULTI-LANE HIGHWAY SIGNING SHALL BE
DOUBLE INDICATED (RIGHT SHOULDER AND ~EDIAN SHOULDERl.
SIGN SIZES SHOWN ARE
MULTI-LANE OIVIDED HI
FOR OTHER HIGHWAYS US
SIGNS AS PER THE M.U.
HWZ-2 AND HWZ-3 SIGNS
DEI AIL 150-H
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Lj II......
40 "
~ ~ /I
1
1l~)~J~
&(0) ~~
60"
8" .. 32" "18"
$)~~~[~~~@
15" - 18" - 15"
[F~~~~
6"1--0 35" ~b"
~~(G~~~~)~[Q)
13" - 22" - 13" -
[M]~~~~lliJl
[F ~ [N] ~ @ ~ @@
----L-
11 "
25 "
48 "
HWZ-2
11" -
COLORS
TOP PANEL
LEGEND &. BORDER
BACKGROUND
3 " MARCIN
14
11// BORDER
3" RADIUS
5 "
r /I 6" SER. "c"
.,
3 " 11 " BAR
4 " 1 ~
6" r /I SER. "e"
.,
3"
6" 6" SER. "c"
3"
G" 6" SER. "c"
3 "
11/4" BAR
21//
4 " 4" SER. "D"
1 3//
4" 4" SER. "D"
3 "
- BLACK (NON-REFL)
- FLUORESENT ORANGE
( AS T M T Y P E V I I. V [ I I. [X or- X)
MIDDLE &. BOTTOM PANELS
LEGEND &. BORDER - BLACK (NON-REFL)
BACKGROUND - WHITE (ASTM TYPE I [] OR IV REFL SHEETING)
NOTES:
1. ALL HWZ-2 SlGN PANELS SHALL BE RIG[D.
2. THE SIZE OF THE HWZ-2 SIGN SHALL NOT BE REDUCED FOR USE
ON TWO-LANE ROADWAYS.
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4 II....
40"
~ 4 If
!
5"
wW (0) ~~~ ~(b)~~ E "
")
3 "
18/1 ..I.. 12/1 ..I.. 18"- 5 "
~~~) 6/1
6 "1.. 36/1 ..I 6 " 4/1
60" ~~~~~~~~~~ . 6".
8 II ..... 32 " .., 8/1 4 "
~[?)~~LQ)~~(@ 6"
4 II
~~~~@ 6"
--L- 5 "
... 15 II - 18 II - 15/1 _
... 48" -
H WZ - 3
COLORS
TOP PANEL
LEGEND 6 BORDER
BACKGROUND
Page 19 of 54
3/{ MARGIN
11/{ BORDER
3/1 RADIUS
6/1 SER. /lC"
11/{ BAR
6" S E R. "("
6" SER. "c"
I)" S E R. "("
6/1 SER. "ell
- BLACK (NON-REFL)
- FLUORESENT ORANGE
( AS T M T Y P E V [ [, v [ [ [. I X or- X)
BOTTOM PANEL
LEGEND 6 BORDER - BLACK (NON-REFL)
BACKGROUND - WHITE (ASTM TYPE I I] OR IV REFL SHEETING)
NOTES:
1. ALL HWZ-3 SIGN PANELS SHALL BE RIGID.
2. THE SIZE OF THE HWZ-3 SIGN SHALL NOT BE REDUCED FOR USE
ON TWO-LANE ROADWAYS.
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C. LANE CLOSURES:
1. Approval/Restrictions
All lane closures of any type or duration shall have the prior approval of the Engineer.
a. The length of a lane closure shall not exceed two (2) miles in length excluding the
length of the tapers unless the prior approval of the Engineer has been obtained.
The Engineer may extend the length of a lane closure based upon field conditions
however the length of a workzone should be held to the minimum length required to
accomplish the Work. Lane closures shall not be spaced closer than one mile. The
advanced warning signs for the project should not overlap with the advanced
warning signs for lane shifts, lane closures, etc.
b. Lane closures that require same direction traffic to be split around the Work Area will
not be approved for roadways with posted speeds of 35 mph or greater, excluding
turn lanes.
c. For Interstate, Limited Access and Multi-lane Divided Highways, a Portable
Changeable Message Sign (PCMS) shall be placed one (1) mile in advance of a lane
closure with a message denoting the appropriate lane closure one mile ahead. The
Portable Changeable Message Sign (PCMS) shall be placed on the outside shoulder in
accordance with Detail 150-PCMS. This is in addition to the other traffic control
devices required by Standard 9106.
2. Removal Of Lane Closures
To provide the greatest possible convenience to the public in accordance with Sub-
Subsection 107.07, the Contractor shall remove all signs, lane closure markings, and
devices immediately when lane closure work is completed or temporarily suspended for
any length of time or as directed by the Engineer. All portable signs and portable sign
mounting devices shall be removed from the roadway to an area which will not allow the
sign to be visible and will not allow the sign or sign mounting device to be impacted by
traffic.
3. Exit And Entrance Ramps
On multilane highways where traffic has been shifted to the inside lanes, the exit and
entrance ramps shall have channelization devices placed on both sides of the ramp. The
temporary ramp taper length shall be greater than, or equal to, the existing taper length.
Interim EXIT gore signs shall be placed at the ramp divergence. The "EXIT OPEN" sign
shown in Figure TA-42 of the MUTCD shall be utilized. Channelization device spacing
shall be 10 feet for 200 feet in advance of the temporary gore, and 10 feet for the first
100 feet of the temporary gore.
4. Lane Drop/Lane Closure
The first seven (7) calendar days of any lane closure shall be signed and marked as per
Standard 9106 or 9107. However, lane closures that exist for a duration longer than seven
(7) calendar days may be signed and marked as per the details in Standard 9121, provided
the prior approval of the Engineer is obtained. The approved lane drop shall utilize only the
signs and markings shown for the termination end of the lane drop in Standard 9121. All
warning signs in the lane drop sequence shall be used. Drums may be substituted for the
Type I Crystal Delineators at the same spacing.
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5. Termination Area
The transition to normal or full width highway at the end of a lane closure shall be a
maximum of 150 feet.
D. TRAFFIC PACING METHOD:
1. Pacing Of Traffic
With prior approval from the Engineer, traffic may be paced allowing the Contractor up
to ten (10) minutes maximum to work in or above all lanes of traffic for the following
purposes:
a. Placing bridge members or other bridge work.
b. Placing overhead sign structures.
c. Other work items requiring interruption of traffic.
The Contractor shall provide a uniformed police officer with patrol vehicle and blue flashing
light for each direction of pacing. The police officer, Engineer, and flaggers at ramps shall
be provided with a radio which will provide continuous contact with the Contractor.
When ready to start the work activity, the police vehicle will act as a pilot vehicle slowing the
traffic thereby providing a gap in traffic allowing the Contractor to perform the Work. Any
on-ramps between the pace and the work area shall be blocked during pacing of traffic, with
a flagger properly dressed and equipped with a Stop/Slow paddle. Each ramp should be
opened after the police vehicle has passed.
Pilot vehicles shall travel at a safe pace speed, desirably not less than 20 mph interstate and
10 mph non-interstate. The Contractor shall provide a vehicle to proceed in front of the
police vehicle and behind the other traffic in order to inform the Contractor's work force
when all vehicles have cleared the area.
Traffic will not be permitted to stop during pacing except in extreme cases as approved by
the Engineer.
2. Methods Of Signing For Traffic Pacing
At a point not less than 1,000 feet in advance of the beginning point of the pace, the
Contractor shall erect and cover a W-special sign (72 inch x 72 inch) with a Type "8"
flashing light, with the legend "TRAFFIC SLOWED AHEAD SHORT DELAY" (See Detail
ISO-A). A portable changeable message sign may be used in lieu of the W-special sign.
On divided highways this sign shall be double indicated. A worker with a two-way radio
shall be posted at the sign, and upon notice that the traffic is to be paced shall turn on
the flashing light and reveal the sign. When traffic is not being paced, the flashing light
shall be turned off and the sign covered or removed. W-special signs are reflectorized
black on orange, Series "C" letter and border of the size specified.
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E. CONSTRUCTION VEHICLE TRAFFIC
The Contractor's vehicles shall travel in the direction of normal roadway traffic and shall not
reverse direction except at intersections, interchanges, or approved temporary crossings.
The Contractor may submit a plan requesting that construction traffic be allowed to travel in
the opposite direction of normal traffic when it would be desirable to modify traffic patterns
to accommodate specific construction activities.
Prior approval of the Engineer shall be obtained before any construction traffic is allowed to
travel in a reverse direction. If the Contractor's submittal is approved the construction traffic
shall be separated from normal traffic by appropriate traffic control devices.
F. ENVIRONMENTAL IMPACTS TO THE TEMPORARY TRAFFIC CONTROL (ITC) PLAN
The Contractor shall ensure that dust, mud, and other debris from construction activities do
not interfere with normal traffic operations or adjacent properties. All outfall ditches, special
ditches, critical storm drain structures, erosion control structures, retention basins, etc. shall
be constructed, where possible, prior to the beginning of grading operations so that the best
possible drainage and erosion control will be in effect during the grading operations, thereby
keeping the roadway areas as dryas possible.
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Areas within the limits of the project which are determined by the Engineer to be disturbed
or damaged due either directly or indirectly from the progress or the lack of progress of the
work shall be cleaned up, redressed, and regrassed. All surplus materials shall be removed
and disposed of as required. Surplus materials shall be disposed of in accordance with
Subsection 201.02.E.3 of the Specifications.
G. EXISTING STREET LIGHTS
Existing street lighting shall remain lighted as long as practical and until removal is approved
by the Engineer.
H. NIGHTWORK
Adequate temporary lighting shall be provided at all nighttime work sites where workers will
be immediately adjacent to traffic.
I. CONSTRUCTION VEHICLES IN THE WORKZONE
The parking of Contractor's and/or workers personal vehicles within the work area or
adjacent to traffic is prohibited. It shall be the responsibility of the Worksite Traffic Control
Supervisor to ensure that any vehicle present at the worksite is necessary for the completion
of the work.
J. ENCROACHMENTS ON THE TRAVELED-WAY
The Worksite Traffic Control Supervisor (WTCS) shall monitor the work to ensure that all the
rocks, boulders, construction debris, stockpiled materials, equipment, tools and other
potential hazards are kept clear of the travelway. These items shall be stored in a location,
in so far as practical, where they will not be subject to a vehicle running off the road and
striking them.
K. PEDESTRIAN ACCESS TO THE WORK
All existing pedestrian walkways shall be maintained. Whenever changes to the worksite
necessitate changes to existing walkways, temporary walkways shall be provided and
maintained, with appropriate signs as necessary, to allow safe passage of pedestrian traffic.
L. TRAFFIC SIGNALS
If the sequence of operations, staging, or the temporary traffic control plan requires the
relocation or shifting of any components of an existing traffic signal system then any work
on these traffic signals will be considered as part of Lump Sum- Traffic Control. The
contractor becomes responsible for the maintenance of these traffic signals from the time
that the system is modified until final acceptance. The maintenance of traffic signals that
are not a part of the work and are not in conflict with any portion of the work shall not be
the responsibility of the contractor.
When construction operations necessitate an existing traffic signal to be out of service, the
Contractor shall furnish off-duty police officers to regulate and maintain traffic control at the
site.
M. REMOVAL/REINSTALLATION OF MISCELLANEOUS ITEMS
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In the prosecution of the Work, if it becomes necessary to remove any existing signs,
markers, guardrail, etc. not covered by specific pay item, they shall be removed, stored and
reinstalled, when directed by the Engineer, to line and grade, and in the same condition as
when removed.
150.03SIGNS:
A. SIGNING REQUIREMENTS OF THE TEMPORARY TRAFFIC CONTROL (TIC) PLAN
When existing regulatory, warning or guide signs are required for proper traffic control the
Contractor shall maintain these signs in accordance with the temporary traffic control (ITC)
plan. The Contractor shall review the status of all existing signs, interim signs added to the
work, and permanent sign installations that are part of the work to eliminate any conflicting
or non-applicable signage in the ITC Plan. The Contractor's review of all signs in the TIC
Plan shall establish compliance with the requirements of the MUTCD and Section 150. Any
conflicts shall be reported to the Engineer immediately and the WTCS shall take the
necessary measures to eliminate the conflict.
The Contractor shall make every effort to eliminate the use of interim signs as soon as the
Work allows for the installation of permanent signs.
All existing illuminated signs shall remain lighted and be maintained by the Contractor.
Existing street name signs shall be maintained at street intersections.
B. CONFLICTING OR NON-APPLICABLE SIGNS
Any sign(s) or portions of a sign(s) that are not applicable to the ITC plan shall be covered
so as not to be visible to traffic or shall be removed from the roadway when not in uSe. The
WTCS shall review all traffic shifts and changes in the traffic patterns to ensure that all
conflicting signs have been removed. The review shall confirm that the highest priority signs
have been installed and that signs of lesser significance are not interfering with the visibility
of the high priority signs. High priority signs include signs for road closures, shifts, detours,
lane closures and curves. Any signs, such as speed zones and speed limits, passing zones,
littering fines and litter pick up, that reference activities that are not applicable due to the
presence of the Work shall be removed, stored and reinstalled when the Work is completed.
Failure to promptly eliminate conflicting or non-applicable signs shall be considered as non-
performance under Subsection 150,08.
C. REMOVAL OF EXISTING SIGNS AND SUPPORTS
The Contractor shall not remove any existing signs and supports without prior approval from
the Engineer. All existing signs and supports which are to be removed shall be stored and
protected if this material will be required later in the work as part of the ITC plan. If the
signs are not to be utilized in the work then the signs will become the property of the
Contractor unless otherwise specified in the contract documents.
D. INTERIM GUIDE, WARNING AND REGULATORY SIGNS
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Interim guide, warning, or regulatory signs required to direct traffic shall be furnished,
installed, reused, and maintained by the Contractor in accordance with the MUTCD, the
Plans, Special Provisions, Special Conditions, or as directed by the Engineer. These signs
shall remain the property of the Contractor. The bottom of all interim signs shall be
mounted at least seven (7') feet above the level of the pavement edge when the signs are
used for long-term stationary operations as defined by Section 6G.02 of the MUTCD. Special
Conditions under Subsection 150.11 may modify this requirement.
Portable signs may be used when the duration of the work is less than three (3) days or as
allowed by the special conditions in Subsection 150.11. Portable signs shall be used for all
punch list work. All portable signs and sign mounting devices utilized in work shall be NCHRP
350 compliant. Portable interim signs shall be mounted a minimum of one (1/) foot above
the level of the pavement edge for directional traffic of two (2) lanes or less and a minimum
of seven (7') feet for directional traffic of three (3) or more lanes. Signs shall be mounted at
the height recommended by the manufacturer's crashworthy testing requirements. Portable
interim signs which are mounted at less than seven (7') feet in height may have two 18 inch
x 18 inch fluorescent red-orange or orange-red warning flags mounted on each sign.
All regulatory sign blanks shall be rigid whether the sign is mounted as a portable sign, on a
Type III barricade or as a permanent mount height sign.
Any permanent mount height interim sign that is designed to fold in half to cover a non-
applicable message on the sign shall have reflectorized material on the folded over portion of
the sign. The reflectorized material shall be orange in color with a minimum of ASTM Type I
engineering grade sheeting with a minimum area of six inches by six inches (6" x 6") facing
the direction of traffic at all times when the sign is folded.
Interim signs may be either English or metric dimensions.
E. EXISTING SPECIAL GUIDE SIGNS
Existing special guide signs on the Project shall be maintained until conditions require a
change in location or legend content. When change is required, existing signs shall be
modified and continued in use if the required modification can be made within existing sign
borders using design requirements (legend, letter size, spacing, border, etc.) equal to that of
the existing signs, or of Suh<j<,'Ction 150.03.E.2. Differing legend designs shall not be mixed
in the same sign.
1. Special Guide Signs
Special guide signs are those expressway or freeway gUide signs that are designed with
a message content (legend) that applies to a particular roadway location. When an
existing special guide sign is in conflict with work to be performed, the Contractor shall
remove the conflicting sign and reset it in a new, non-conflicting location which has been
approved by the Engineer.
2. Interim Special Guide Signs
When it is not possible to utilize existing signs, either in place or relocated, the
Contractor shall furnish, erect, maintain, modify, relocate, and remove new interim
special guide signs in accordance with the Plans or as directed by the Engineer. Interim
special guide signs that may be required in addition to, or a replacement for, existing
expressway and freeway (interstate) signs shall be designed and fabricated in
compliance with the minimum requirements for guide signing contained in Part 2E
"Guide Signs Expressway" and Part 2F "Guide Signs Freeways" of the MUTCD, except
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that the minimum size of all letters and numerals in the names and places, streets and
highways on all signs shall be 16 inches Series "E" initial upper-case and 12 inches
lower-case. All interstate shields on these signs shall be 48 inches and 60 inches for
two-numeral and three-numeral routes, respectively.
The road name of the exit or route shield shall be placed on the exit gore sign.
3. Interim Overhead Guide Sign Structures
Interim overhead special guide sign structures are not required to be lighted unless
specifically required by the Plans. If lighting is required the sign shall be lighted as soon
as erected and shall remain lighted, during the hours of darkness, until the interim sign
is no longer required. The Contractor shall notify the Power Company at least thirty (30)
days prior to desired connection to the power source.
4. Permanent Special Guide Signs
The installation of new permanent special guide signs and the permanent modification or
resetting of existing special guide signs, when included in the contract, shall be
accomplished as soon as practical to minimize the use of interim special guide signs. If
lighting is required by the Plans, all new permanent overhead special guide signs shall be
lighted as soon as erected.
F. MATERIALS- INTERIM SIGNS:
1. Posts
Permanent mounting height of seven (7') feet- Posts for all interim signs shall meet the
requirements of Section 911 except that green or silver paint may be used in lieu of
galvanization for steel posts or structural shape posts. Within the limits of a single
project, all metal posts shall be the same color. Wood posts are not required to be
pressure treated.
Interim posts may be either metric or English in dimensions.
Posts for all interim signs shall be constructed to yield upon impact unless the posts are
protected by guardrail, portable barrier, impact attenuator or other type of positive
barrier protection. Unprotected posts shall meet the breakaway requirements of the
"1994 AASHTO Standard Specifications for Structural Support for Highway Signs,
Luminaries and Traffic Signals". Unprotected interim posts shall be spliced as shown in
Detail 150-F unless full length unspliced posts are used.
Unprotected post splices will not be permitted any higher than four inches above the
ground line to lessen the possibility of affecting the undercarriage of a vehicle.
Installation of posts may require establishment of openings in existing pavements,
islands, shoulders etc.
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2. Sign Blanks And Panels- Permanent mounting height of seven (7') feet-
All sign blanks and panels shall conform to Section 912 of the Specifications except that
blanks and panels may be ferrous based or other metal alloys. Type 1 and Type 2 sign
blanks shall have a minimum thickness of 0.08 inches regardless of the sign type used.
Alternative sign blank materials (composites, poly carbonates, fiberglass reinforced
plastics, recycled plastics, etc.) shall have a letter of approval from the Office of
Materials and Research for use as interim construction signs before these materials are
allowed to be incorporated into the work unless these rigid sign blanks are currently
approved as a crashworthy sign blank material under QPL 34. The back side of sign
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panels shall be painted orange to prevent rust if other metals are used in lieu of
aluminum. Plywood blanks or panels will not be permitted. The use of flexible signs will
not be permitted for permanent mount height signs.
Interim blanks and panels may be either metric or English in dimensions.
3. Portable Sign Mounting Devices, Portable Sign Blanks-
All portable sign mounting devices and sign blanks utilized in the work shall be NCHRP
350 Test Level III compliant. All portable sign mounting devices and sign blanks shall be
from the Qualified Products List. Any sign or sign mounting device shall have an
identifying decal, logo, or manufacturer's stamping that clearly identifies the device as
NCHRP 350 compliant. The Contractor may be required to provide certification from the
Manufacturer as proof of NCHRP 350 compliance. All portable signs shall be mounted
according to height requirements of Subsection 150,03,0.
G. SIGN VISIBILITY AND OFFSETS
All existing, interim and new permanent signs shall be installed so as to be completely visible
for an advance distance in compliance with the MUTCD. Any clearing required for
maintaining the line of sight to existing, interim or permanent signs shall be done as part of
the requirements of the TIC plan. The clearing shall include any advance warning signs,
both interim and permanent, that are installed as a part of the work including advance
warning signs that are installed outside the limits of the project. Any sign installed behind
W-beam or T-beam guardrail with non-breakaway posts shall be installed with the leading
edge of the sign a minimum of four feet and three inches (4'3") behind the face of the
guardrail with five feet (5') of clearance being desirable. Limbs, brush, construction
equipment and materials shall be kept clear of the driver's line of sight to all signs that are
part of the TIC plan.
H. ADVANCE WARNING SIGNS:
1. All Type Of Highways
Advance warning signs shall be placed ahead of the work area in accordance with Part
VI of the MUTCD and shall include a series of at least three advance road work (W20-1)
signs placed at the termini of the project. The series shall have the legend ROAD WORK
(1500 FEET, 1000 FEET, AND 500 FEET).
At grade intersecting roadways and on-ramps shall be signed with a minimum of one
ROAD WORK AHEAD sign.
When work terminates at a "T" intersection, a minimum of one "ROAD WORK AHEAD"
sign shall be placed in advance of the intersection and one "END ROAD WORK" sign shall
be placed at the termination end of the intersection. Field conditions may require the
use of additional warning signage.
Advanced Warning Signs on State Routes shall be a minimum dimension of 48 inches x
48 inches. When a State Route intersects a project which consists of adding travel
lanes, reconstructing an existing roadway or new location work, the State Route
approaches shall have a minimum of three (W20-1) advanced warning signs (1500 ft.,
1000 ft., 500 ft.). The termination end of an intersecting State Route shall have END
ROAD WORK signage.
The W20-1 signs shall be placed at the termini of the project or sufficiently in advance of
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the termini to allow for lane shifts, lane closures and other activities which may also
require advanced warning signs. The advanced warning signs for the project should not
overlap with the advanced warning signs for lane shifts, lane closures, etc.
The length of a workzone should be held to the minimum length required to accomplish
the work. If a project has multiple individual worksites within the overall limits of the
project, each site should be signed individually if the advance warning signs for each site
can be installed without overlapping an adjacent worksite. As soon as the work is
completed at any individual site the warning signs shall be removed from that site.
Clean-up work and punch list work shall be performed with portable signage.
Project mileage indicated on the G20-1 sign shall be the actual project mileage rounded
up to the nearest whole mile. Projects less than two (2) miles in length or individual
worksites that are part of a multiple worksite project may delete this sign. The G20-1
sign shall be 60" X 36" and the G20-2 sign shall be 48" X 24".
2. Interstate, Limited Access And Multilane Divided Highways
In addition to the W20-1 signs required at 500 ft., 1000 ft. and 1500 ft., multi-lane
divided highways shall also have additional advanced warning signs installed with the
legend "ROAD WORK (2 MILES, 1 MILE and 1/2 MILE). All construction warning signs
on divided highways shall be double indicated (i.e., on the left and right sides of the
roadway.) If the use of the '12 mile, 1 mile and 2 mile advanced warning signs cause an
overlap with other work or do not benefit field conditions then the Engineer may review
the use of these signs and eliminate their installation. When the posted speed limit is 50
MPH or less, the 112 mile, 1 mile and 2 mile signs should be eliminated especially in urban
areas.
The W20-1 advance warning signs for ROAD WORK 500 FEET; 1000 FEET; and 1500
FEET shall be temporarily covered when work involving the advanced warning signs for
lane shifts and lane closures overlap these signs. The ROAD WORK '12 MILE, ROAD
WORK 1 MILE, and ROAD WORK 2 MILES shall be in place when the 500, 1000 and
1500 feet signs are temporarily covered.
When the temporary traffic control zone already has advanced warning (W20-1) signs
installed the W20-1 signs required for lane closures under Standard 9106 should be
eliminated.
RAMP WORK ON LIMITED ACCESS HIGHWAYS: The workzone shall not be signed for the
entire length of the mainline of a limited access highway when only short individual
worksites, interchange or ramp work is being performed.
When work is restricted to ramp reconstruction or widening activities, the advance
warning signs on the mainline section of the limited access highway shall be limited to
the use of portable advance warning signs. These portable advance warning signs shall
only be utilized when work activity is within the gore point of the ramp and the mainline
traveled way or work is active in the accel/decel lane adjacent to the mainline traveled
way. Portable advance warning signs (W20-1; 1500ft./1000 ft./500ft.) shall be installed
on the traveled way of the limited access highway when the above conditions are
present. The advance warning signs shall be installed only in one direction where work
is active. All portable signs shall be double indicated. When work is not active, the
ramp work shall be advanced warned by the use of a single 48 inch X 48 inch "RAMP
WORK AHEAD" sign along the right shoulder of the mainline traveled way prior to the
beginning of the taper for the decel lane. The "RAMP WORK AHEAD" sign shall be
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mounted at seven (7') feet in height. Differences in elevation shall be in compliance with
the requirements of Subsection 150.06 prior to the removal of the portable (W20-1)
advanced warning signs from the mainline.
The G20-1 sign shall be eliminated on limited access highways when the work involves
only ramp work, bridge reconstruction, bridge painting, bridge joint repairs, guardrail
and anchor replacement or other site specific work which is confined to a short section
of limited access highway.
I. PORTABLE CHANGEABLE MESSAGE SIGN
Unless specified as a paid item in the contract the use of a portable changeable message
sign will not be required. When specified, a portable changeable message sign (PCMS) shall
meet the minimum requirements of Section 632 and the MUTCD. The maximum amount of
messages allowed to be flashed on one PCMS is two phases (flashes). The language and
the timing of the messages shall comply with the MUTCD and Section 632.
When used as an advanced device the PCMS should typically be placed ahead of the
construction activities. If the PCMS is used as a substitute for another device then the
requirements for the other device apply.
J. FLASHING BEACON
The flashing beacon assembly, when specified, shall be used in conjunction with
construction warning signs, regulatory, or guide signs to inform traffic of special road
conditions which require additional driver attention. The flashing beacon assembly shall be
installed in accordance with the requirements of Section 647.
K. RUMBLE STRIP SIGNAGE
Signage for rumble strips located in the travel way shall be as required in Subsection
150.01.e and Subsection 150.02.A.9.
L. LOW/SOFT SHOULDER SIGNAGE
Low or soft shoulder signs shall be utilized in accordance with the following conditions:
CONSTRUCTION/RECONSTRUCTION PROJECTS:
"LOW/SOFT SHOULDER" signs shall be erected when a difference in elevation exceeds one
(1") inch but does not exceed three (3") inches between the travelway and any type of
shoulder unless the difference in elevation is four (4') feet or greater from the edge of the
traveled way.
The spacing of the signs shall not exceed one (1) mile and the signs shall be placed
immediately past each crossroad intersection. The "Low/Soft" signs shall remain in place
until the difference in elevation is eliminated and the shoulder has been dressed and
permanently grassed for a minimum of thirty (30) calendar days. These signs shall be
furnished, installed, maintained and removed by the Contractor as part of Traffic Control-
Lump Sum. These signs shall be orange with black borders and meet the reflectorization
requirements of Subsection 150,01.e.
"SHOULDER DROP-OFF" (W8-9a) signs shall be used when a difference in elevation, less
than four (4') feet from the traveled way, exceeds three (3") inches and is not protected by
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positive barrier protection. These warning signs shall be placed in advance of the drop-off.
For a continuous drop-Off condition, the W8-9a) signs shall, as a minimum, be spaced in
accordance with the above requirements for "Low/soft shoulder" signs.
PROJECTS CONSISTING PRIMARILY OF ASPHALTIC CONCRETE RESURFACING
ITEMS:
"LOW/SOFT SHOULDER" signs shall be erected when a difference in elevation exceeds one
(1") inch but does not exceed three (3") inches between the travelway and any type of
shoulder unless the difference in elevation is four (4') feet or greater from the edge of the
traveled way.
SHOULDER BUILDING INCLUDED IN THE CONTRACT: "Low/Soft Shoulder" signs shall be
erected as per the requirement of Standards 9102, 9106, and 9107. "Shoulder Drop-off"
signs (W8-9a) shall be erected as per the requirements of the MUTCD. These signs shall be
maintained until the conditions requiring their installation have been eliminated. The
Contractor shall remove all interim warning signs before final acceptance.
SHOULDER BUILDING NOT INCLUDED IN THE CONTRACT: The Department will furnish the
"Low/Soft Shoulder" signs, "Shoulder Drop-off" signs and the posts. The signs shall be
erected to meet the minimum requirements of Subsection 150.03. The Contractor shall
include the cost of furnishing installation hardware (bolts, nuts, and washers), erection and
maintenance of the signs in the bid price for Traffic Control- Lump Sum. The Contractor
shall maintain the signs until final acceptance. The Department will remove the signs.
LAU/LAR PROJECTS SHOULDER BUILDING NOT INCLUDED IN THE CONTRACT: The
Contractor will furnish, install and maintain LOW/SOFT SHOULDER signs (yellow with black
borders, ASTM Type III or IV) at the appropriate spacing, until Final Acceptance of the
project by the Department. After Final Acceptance by the Department the signs will become
the property and responsibility of the local government.
M. BUMP SIGNAGE:
MULTI-LANE DIVIDED HIGHWAYS: A bump sign (W8-1) shall be utilized when a transverse
joint in the pavement structure has a vertical difference in elevation of three quarters (3/4")
of an inch or greater in depth with no horizontal taper to ramp the traffic from one elevation
to the other. This condition typically occurs at approach slabs during pavement milling
operations and at transverse joints in asphaltic pavement lifts.
TWO-LANE TWO-WAY HIGHWAYS: A bump sign (W8-1) shall be utilized when a transverse
joint in the pavement structure has a vertical difference in elevation that exceeds one and
three quarters (1-3/4") inches in depth with no horizontal taper to ramp the traffic from one
elevation to the other. This includes utility and storm drainage repairs that require concrete
placement for patching and/or steel plating.
The (W8-1) sign shall be placed sufficiently in advance to warn the motorist of the condition.
150.04 PAVEMENT MARKINGS
A. GENERAL
Full pattern pavement markings in accordance with Section 652 and in conformance with
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Section 3A and 38, except 38.02, of the MUTCD are required on all courses before the
roadway is opened to traffic. No passing zones shall be marked to conform to Subsection
J5004.E. During construction and maintenance activities on all highways open to traffic,
both existing markings and markings applied under this Section shall be fully maintained
until Final Acceptance. If the pavement markings are, or become; unsatisfactory in the
judgement of the Engineer due to wear, weathering, or construction activities, they shall be
restored immediately.
1. Resurfacing Projects
Pavement markings shall be provided on all surfaces that are placed over existing
markings. Interim and final markings shall conform in type and location to the markings
that existed prior to resurfacing unless changes or additions are noted in the Contract.
The replacement of parking spaces will not be required unless a specific item or note has
been included in the Contract. Any work to make additions to the markings that existed
prior to resurfacing is to be considered as extra work.
2. Widening And Reconstruction Projects
If the lane configuration is altered from the preconstruction layout then pavement
markings will be as required by the plans or the Engineer.
3. New Location Construction Projects
Pavement marking plans will be provided.
B. MATERIALS
All traffic striping applied under this Section shall be a minimum four inches in width or as
shown in plans and shall conform to the requirements of Section 652, except as modified
herein. Raised pavement markers (RPMs) shall meet the requirements of Section 654.
Markings on the final surface course, which must be removed, shall be a removable type.
The Contractor will be permitted to use paint, thermoplastic, or tape on pavement which is
to be overlaid as part of the project, unless otherwise directed by the Engineer. Partial
(skip) reflectorization (i.e. reflectorizing only a portion of a stripe) will not be allowed.
C. INSTALLATION AND REMOVAL OF PAVEMENT MARKINGS:
INSTALLATION: All pavement markings, both interim and permanent, shall be applied to a
clean surface. The Contractor shall furnish the layout and preline the roadway surface for
the placement of pavement markings applied as part of the temporary traffic control plan.
All interim marking tape and RPM's on the final surface shall be removed prior to the
placement of the final markings.
The Contractor shall sequence the work in such a manner as to allow the installation of
markings in the final lane configuration at the earliest possible stage of the work.
REMOVAL: Markings no longer applicable shall be removed in accordance with Subsection
656.2.
THE ELIMINATION OF' CONFLICTING PAVEMENT f'vlA8._IgNGS 6Y OYERpAJNJInG WJTH
PAINT OR LIQUID ASPHAl, T IS NOT AC:CEPTAEH-E.
INTERMEDIATE SURFACE: Interim markings shall be removed by methods that will cause
minimal damage to the pavement surface while also ensuring that traveling public will not be
confused or misdirected by any residual markings remaining on the intermediate surface.
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The use of approved black-out tape and black-out paint may be permitted on some interim
surfaces, provided the results are satisfactory to the Engineer.
FINAL SURFACE: No interim paint or thermoplastic markings will be permitted on any final
surface unless the interim markings are in alignment with the location of the permanent
markings and the interim marking will not interfere or adversely affect placement of the
permanent markings. The proposed method of removal for layout errors that require
markings to be removed from the final surface shall have the prior approval of the Engineer.
Any damage to the final pavement surface caused by the pavement marking removal
process shall be repaired at the Contractor's expense by methods acceptable and approved
by the Engineer. Subsection 400.3.06.C shall apply when corrective measures are required.
The use of black-out tape or black-out paint will not be permitted to correct layout errors on
any final surface.
Traffic shifts that are done on the final surface shall be accomplished using interim traffic
marking tape that can be removed without any blemishing of the final surface. Interim
traffic marking tape shall be used on any of the following final surfaces; asphaltic concrete,
Portland cement concrete, and bridge deck surfaces. Exceptions to the requirements for
interim traffic marking tape shall have the written prior approval of the Engineer before the
application of any other method is permitted.
PAY FACTOR REDUCTION FOR ASPHALTIC CONCRETE FINAL SURFACES: When the
correction of an error in the layout of the final pavement markings requires the final surface
to be grounded, blemished, scarred, or polished the pay factor shall be reduced to 0.95 for
the entire surface area of the final topping that has a blemish, polished or a scarred surface.
The reduced pay factor shall not be confined to only the width and length of the stripe or
the dimensions of the blemished areas, the whole roadway surface shall have the reduced
pay factor applied. The area of the reduced pay factor shall be determined by the total
length and the total width of the roadway affected. If the affected area is not corrected, the
reduction in pay shall be deducted from the final payment for the topping layer of asphaltic
concrete. The Engineer shall make the final determination whether correction or a reduced
pay factor is acceptable.
The eradication of pavement markings on intermediate and final concrete surfaces shall be
accomplished by a method that does not grind, polish, or blemish the surface of the
concrete. The method used for the removal of the interim markings shall not spall chip the
joints in the concrete and shall not damage the sealant in the joints. Any joint or sealant
repairs shall be included in the bid price for Traffic Control-Lump Sum. The proposed
method of removal shall have the prior approval of the Engineer.
Failure to promptly remove conflicting or non-applicable pavement markings shall be
considered as non-performance under Subsection 150.08.
PREPARATION AND PLANNING FOR TRAFFIC SHIFTS: When shifting of traffic necessitates
removal of centerline, lane lines, or edge lines, all such lines shall be removed prior to,
during, or immediately after any change so as to present the least interference with traffic.
Interim traffic marking tape shall be used as a temporary substitute for the traffic markings
being removed.
Before any change in traffic lane(s) alignment, marking removal equipment shall be present
on the project for immediate use. If marking removal equipment failures occur, the
equipment shall be repaired or replaced (including leasing equipment if necessary), so that
the removal can be accomplished without delay.
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Except for the final surface, markings on asphaltic concrete may be obliterated by an overlay
course, when approved by the Engineer. When an asphaltic concrete overlay is placed for
the sole purpose of eliminating conflicting markings and the in place asphaltic concrete
section will allow, said overlay will be eligible for payment only if designated in the Plans.
Overlays to obliterate lines will be paid for only once and further traffic shifts in the same
area shall be accomplished with removable markings. Only the minimum asphaltic concrete
thickness required to cover lines will be allowed. Excessive build-up will not be permitted.
When an overlay for the sole purpose of eliminating conflicting markings is not allowed, the
markings no longer applicable shall be removed in accordance with Subsection 656.2.
D. RAISED PAVEMENT MARKERS
Raised pavement markers (RPMs) are required as listed below for all asphaltic concrete
pavements before the roadway is open to traffic. On the final surface, RPM's shall be placed
according to the timeframes specified in 150.04 E.for full pattern pavement markings except
Interstate Highways where RPM's shall be placed and/or maintained when the roadway is
open to traffic. When Portland Cement Concrete is an intermediate or final surface and is
open to traffic, one calendar day is allowed for cleaning and drying before the installation of
RPMs is required.
Raised pavement markers are n()t allowed on the right edge lines under any situation. .
1. Interstate Highways
Retro-reflective raised pavement markers (RPM's) shall be placed and/or maintained on
intermediate pavements surfaces on all interstate highways that are open to traffic. This
includes all resurfacing projects along with widening and reconstruction projects. The
spacing and placement shall be as required for MULTI-LANE DIVIDED HIGHWAYS.
2. Multi-Lane Divided Highways
Retro-reflective raised pavement markers (RPMs) shall be placed and/or maintained on
intermediate pavement surfaces on all multi-lane divided highways that are opened to
traffic when these roadways are being widened or reconstructed. Two lane-two way
roadways that are being widened to a multi-lane facility, whether divided or undivided,
are included in this provision. Projects consisting primarily of asphalt resurfacing items
or shoulder widening items are excluded from this requirement. The RPMs shall be
placed as follows: .
a. SUPPLEMENTING LANE LINES
. 80 foot center on skip lines with curvature less than three degrees. (Includes
tangents)
40 foot centers on solid lines and all lines with curvature between three degrees and
six degrees.
20 foot centers on curves over six degrees.
20 foot centers on lane transitions or shifts.
b. SUPPLEMENTING RAMP GORE LINES
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20 foot centers, two each, placed side by side.
c. OTHER LINES
As shown on the plans or directed by the Engineer.
3. Other Highways
On other highways under construction RPMs shall be used and/or maintained on
intermediate pavement surfaces as follows:
a. SUPPLEMENTING LANE LINES AND SOLID LINES
40 foot centers except on lane shifts. (When required in the Plans or Contract.)
20 foot centers on lane shifts. (Required in all cases.)
b. SUPPLEMENTING DOUBLE SOLID LINES
40 foot centers (one each beside each line) except on lane shifts. (When required in
the Plans or Contract.)
20 foot centers on lane shifts. (Required in all cases.)
E. EXCEPTIONS FOR INTERIM MARKINGS
Some exceptions to the time of placement and pattern of markings are permitted as noted
below, however, full pattern pavement markings are required for the completed project.
1. Two-Lane, Two-Way Roadways
a. SKIP LINES
All interim skip (broken) stripe shall conform to Section 652 except that stripes shall
be at least two feet long with a maximum gap of 38 feet. On curves greater than six
degrees, a one-foot stripe with a maximum gap of 19 feet shall be used. In lane
shift areas solid lines will be required. Interim skip lines shall be replaced with
markings in full compliance with Section 652 prior to expiration of the 14 calendar
day period.
Interim raised pavement markers may be substituted for the interim skip (broken)
stripes. If raised pavement markers are substituted for the two foot interim skip
stripe, three markers spaced at equal intervals over a two feet distance will be
required. No separate payment will be made if the interim raised pavement markers
are substituted for interim skip lines.
Interim raised pavement markers shall be retro-reflective, shall be the same color as
the pavement markers for which they are substituted, and shall be visible during
daytime.
The type of interim marker and method of attachment to the pavement shall be
approved by the Office of Materials and Research but in no case will the markers be
attached by the use of nails. Flexible reflective markers, Type 14 or Type 15, may
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be used for a maximum of fourteen (14) calendar days as an interim marker. Any
flexible reflective markers in use shall be from the qualified products list (QPl).
The interim raised pavement markers shall be maintained until the full pattern
pavement markings are applied. At the time full pattern markings are applied the
interim raised markers shall be removed ina manner that will not interfere with
application of the full pattern pavement markings.
b. NO PASSING ZONES-TWO-LANE, TWO-WAY ROADWAYS
Passing zones shall be re-established in the locations existing prior to resurfacing.
No changes to the location of passing zones shall be done without the written
approval of the Engineer. For periods not to exceed three calendar days where
interim skip centerlines are in place, no-passing zones shall be identified by using
post or portable mounted DO NOT PASS regulatory signs (R4-1 24" x 30") at the
beginning and at intervals not to exceed 112 mile within each no-passing zone. A
post or portable mounted PASS WITH CARE regulatory sign (R4-1 24" x 30") shall be
placed at the end of each no-passing zone. Post mounted signs shall be placed in
accordance with the MUTCD. Portable signs shall conform to the requirements of
the MUTCD and shall be NCHRP 350 compliant. Portable signs shall be secured in
such a manner to prevent misalignment and minimize the possibility of being blown
over by weather conditions or traffic.
On new location projects and on projects where either horizontal or vertical
alignments has been modified, the location of No-Passing Zones will be identified by
the Engineer.
c. EDGELINES
1) Bituminous Surface Treatment Paving
Edgelines will not be required on intermediate surfaces (including asphaltic
concrete leveling for bituminous surface treatment paving) that are in use for a
period of less than 60 calendar days except at bridge approaches, on lane
transitions, lane shifts, and in such other areas as determined by the Engineer.
On the final surface, edgelines shall be placed within 30 calendar days of the
time that the final surface was placed.
2) All Other Types of Pavement
Edgelines will not be required on intermediate surfaces that are in use for a
period of less than 30 calendar days except at bridge approaches, on lane
transitions, lane shifts, and in such other areas as determined by the Engineer.
On the final surface, edgelines shall be placed within 14 calendar days of the
time that the surface was placed.
2. Multi-Lane Highways - With No Paved Shoulder(S) Or Paved Shoulder(S) Four
Feet Or Less
a. UNDIVIDED HIGHWAYS (INCLUDES PAVED CENTER TURN LANE)
1) Centerlines and No-Passing Barrier-Full Pattern centerlines and no-passing
barriers shall be restored before opening to traffic.
2) lanelines- Interim skip (broken) stripe as described in Subsection 150.04E.1.a.
may be used for periods not to exceed three calendar days. Skiplines are not
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permitted in lane shift areas. Solid lines shall be used.
3) Edgelines- Edgelines shall be placed on intermediate and final surfaces within
three calendar days of obliteration.
b. DIVIDED HIGHWAYS (GRASS OR RAISED MEDIAN)
1) Lanelines- Full pattern skip stripe shall be restored before opening to traffic. Skip
lines are not permitted in lane shift areas. Solid lines shall be required.
2) CenterlinejEdgeline- Solid lines shall be placed on intermediate and final surfaces
within three calendar days of obliteration.
3. limited Access Roadways And Roadways With Paved Shoulders Greater Than
Four Feet
a. Same as Subsection 150.04.E.2 except as noted in (b) below.
b. EDGELINES-
1) Asphaltic Concrete Pavement- Edgelines shall be placed on intermediate and final
surfaces prior to opening to traffic.
2) Portland Cement Concrete Pavement- Edgelines shall be placed on any surface
open to traffic no later than one calendar day after work is completed on a
section of roadway. All water and residue shall be removed prior to daily
striping.
4. Ramps For Multi-Lane Divided Highways
A minimum of one solid line edge stripe shall be placed on any intermediate surface of a
ramp prior to opening the ramp to traffic. The other edge stripe may be omitted for a
maximum period of three (3) calendar days on an intermediate surface. Appropriate
channelization devices shall be spaced at a maximum of twenty-five (25') feet intervals
until the other stripe has been installed.
The final surface shall have both stripes placed prior to opening the ramp to traffic.
S. MISCELLANEOUS PAVEMENT MARKINGS:
FINAL SURFACE: School zones, railroads, stop bars, symbols, words and other similar
markings shall be placed on final surfaces conforming to Section 652 within fourteen
(14) calendar days of completion of the final surface. Final markings shall conform to
the type of pay item in the plans. When no pay item exists in the plans the final
markings shall conform to Section 652 for painted markings.
INTERMEDIATE SURFACE: Intermediate surfaces that will be in use for more than forty-
five (45) calendar days shall have the miscellaneous pavement markings installed to
conform to the requirement of Section 652. Under Subsection 150.11, Special
Conditions, or as directed by the Engineer these markings may be eliminated.
F. MOBILE OPERATIONS
When pavement markings (centerlines, lane lines, and edgelines) are applied in a continuous
operation by moving vehicles and equipment, the following minimum equipment and
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warning devices shall be required. These devices and equipment are in addition to the
minimum requirements of the MUTCD.
1. All Roadways
All vehicles shall be equipped with the official slow moving vehicle symbol sign. All
vehicles shall have a minimum of two flashing or rotating beacons visible in all
directions. All protection vehicles shall have an arrow panel mounted on the rear. All
vehicles requiring an arrow panel shall have, as a minimum, a Type B panel. All vehicle
mounted signs shall be mounted with the bottom of the sign a minimum height of forty-
eight inches (48") above the pavement. All sign legends shall be covered or removed
from view when work is not in progress.
2. Two-Lane Two-Way Roadways
a. Lead Vehicles
The lead vehicle may be a separate vehicle or the work vehicle applying the
pavement markings may be used as the lead vehicle. The lead vehicle shall have an
arrow panel mounted so that the panel is easily visible to oncoming (approaching)
traffic. The arrow panel should typically operate in the caution mode.
b. Work Vehicles
The work vehicle(s) applying markings shall have an arrow panel mounted on the
rear. The arrow panel should typically operate in the caution mode. The work
vehicle placing cones shall follow directly behind the work vehicle applying the
markings.
c. Protection Vehicles
A protection vehicle may follow the cone work vehicle when the cones are being
placed and may follow when the cones are being removed.
3. MULTI-LANE ROADWAYS
A lead vehicle may be used but is not required. The work vehicle placing cones shall
follow directly behind the work vehicle applying the markings. A protection vehicle that
does not function as a work vehicle should follow the cone work vehicle when traffic
cones are being placed. A protection vehicle should follow the cone work vehicle when
the cones are being removed from the roadway. Protection vehicles shall display a sign
on the rear of the vehicle with the legend PASS ON LEFT(RIGHT).
INTERSTATES AND LIMITED ACCESS ROADWAYS: A protection vehicle shall follow the
last work vehicle at all times and shall be equipped with a truck mounted attenuator
that is certified for impacts not less than 62 mph in accordance with NCHRP350 Test
Level Three (3).
150.05 CHANNELIZATION
A. GENERAL
Channelization shall clearly delineate the travelway through the work zone and alert drivers
and pedestrians to conditions created by work activities in or near the travelway.
Channelization shall be done in accordance with the plans and specifications, the MUTCD,
and the following requirements.
All Channelization Devices utilized on any project shall be NCHRP 350 compliant. Any device
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used on the Work shall be from the Qualified Products List. All devices utilized on the work
shall have a decal, logo, or manufacturer's stamping that clearly identifies the device as
NCHRP 350 compliant. The Contractor may be required to furnish certification from the
Manufacturer for any device to prove NCHRP 350 compliance.
1. Types of Devices Permitted for Channelization in Construction Work Zones:
a. DRUMS:
1) DESIGN: Drums shall meet the minimum requirement of the MUTCD and shall be
reflectorized as required in Subsection 150.01.C. The upper edge of the top
reflectorized stripe on the drum shall be located a minimum of 33 inches above
the surface of the roadway. A minimum drum diameter of 18 inches shall be
maintained for a minimum of 34 inches above the roadway.
2) APPLICATION: Drums shall be used as the required channelizing device to
delineate the full length of a lane closure, shift, or encroachment, except as
modified by this Subsection.
3) TRANSITION TAPERS FOR LANE CLOSURES: Drums shall be used on all
transition tapers. The minimum length for a merging taper for a lane closure on
the travelway shall be as shown in Table 150-1:
TABLE 150-1
Posted Lane Lane Lane Lane Maximum Drum
Speed Width Width Width Width Spacing in Tapers,
Limit MPH 9 Feet 10 Feet 11 Feet 12 Feet (Feet)
Minimum Taper Lenqth (L) in Feet
20 60 70 75 80 20
25 95 105 115 125 25
30 135 150 165 180 30
35 185 205 225 245 35
40 240 270 295 320 40
45 405 450 495 540 45
50 450 500 550 600 50
55 495 550 605 660 55
60 540 600 660 720 60
65 585 650 715 780 65
70 630 700 770 840 70
75 675 750 825 900 75
If site conditions require a longer taper then the taper shall be lengthened to fit
particular individual situations.
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The length of shifting tapers should be at least 112 L.
The length of a closed lane or lanes, excluding the transition taper(s), shall be
limited to a total of two (2) miles. Prior approval must be obtained from the
Engineer before this length can be increased.
Night time conditions: When a merge taper exists into the night all drums
located in the taper shall have, for the length of the taper only, a six (6") inch
fluorescent orange (ASTM Type VI, VII, VIII, IX or X) reflectorized top stripe on
each drum. The top six-inch stripe may be temporarily attached to the drum
while in use in a taper. All drums that have the six-inch top stripe permanently
attached shall not be used for any other conditions.
Multiple Lane Closures:
(a) A maximum of one lane at a time shall be closed with each merge taper.
(b) A minimum tangent length of 2 L shall be installed between each individual
lane closure taper.
4) LONGITUDINAL CHANNELIZATION: Drums shall be spaced as listed below for
various roadside work conditions except as modified by Subsection 150.06.
Spacing shall be used for situations meeting any of the conditions listed as
follows:
(a) 40 FOOT SPACING MAXIMUM
(1) For difference in elevation exceeding two inches.
(2) For healed sections no steeper than 4:1 as shown in Subsection 150.06,
Detail lSO-E.
(b) 80 FOOT SPACING MAXIMUM
(1) For difference in elevation of two inches or less.
(2) Flush areas where equipment or workers are within ten feet of the travel
lane.
(c) 200 FOOT SPACING MAXIMUM: Where equipment or workers are more than
ten feet from travel lane. Lateral offset clearance to be four feet from the
travel lane.
(1) For paved areas eight feet or greater in width that are paved flush with a
standard width travel lane.
(2) For disturbed shoulder areas not completed to typical section that are
flush to the travel lane and considered a usable shoulder.
REMOVAL OF DRUMS: Drums may be removed after shoulders are completed to
typical section and grassed. Guardrail and other safety devices shall be installed and
appropriate signs advising of conditions such as soft or low shoulder shall be posted
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before the drums are removed.
b. VERTICAL PANELS
1) DESGN: All vertical panels shall meet the minimum requirements of the MUTCD.
All vertical panels shall have a minimum of 270 square inches of retro-reflective
area facing the traffic and shall be mounted with the top of the reflective panel a
minimum of 36" above the roadway.
2) APPLICATION: Lane encroachment by the drum on the travelway should permit a
remaining lane width of ten feet. When encroachment reduces the travelway to
less than ten feet, vertical panels shall be used to restore the travelway to ten
feet or greater. No other application of vertical panels will be permitted.
c. CON ES
1) DESIGN: All cones shall be a minimum of 28 inches in height regardless of
application and shall meet the requirement of the MUTCD. Reflectorization may
be deleted from all cones.
2) APPLICATION: For longitudinal channelizing only, cones will be permitted for
daylight closures or minor shifts. (Drums are required for all tapers.) The use of
cones for nighttime work will not be permitted. Cones shall not be stored or
allowed to be visible on the worksite during nighttime hours.
d. BARRICADES
DESIGN: Type III barricades shall meet the minimum requirements of the
MUTCD and shall be reflectorized as required in Subsection 150,01.e. The
Contractor has the option of choosing Type III barricades from the Qualified
Products List or the Contractor may utilize generic barricades that are approved
by the Federal Highway Administration (FHWA). When barricades have been
specifically crash tested with signs attached, the contractor has the
responsibility to attach the signs as per the manufacturer's recommendations to
ensure crashworthiness. If signs are attached to generic barricades or to
barricades from the Qualified Products List (QPL) that have not been crash
tested with signs attached then the responsibility for crash worthiness and the
liability for mounting these signs to the barricades are assumed by the
Contractor and the Contractor shall certify that the barricades are crashworthy
under FHWA workzone guidelines for NCHRP 350 crashworthy compliance. Any
generic barricades used in the work shall be stamped or stenciled to show
compliance with NCHRP 350. The use of Type I and Type II barricades will not
be permitted.
1) APPLICATION: Type III barricades shall be placed as required by the plans, the
Standards, and as directed by the Engineer. All signs mounted on barricades
shall be mounted to comply with the requirements of the MUTCD and NCHRP
350 Test Level III. NCHRP 350 crashworthy compliance may require that rigid
signs be mounted separate from the Type III barricade.
When a barricade is placed so that it is subject to side impact from a vehicle, a
drum shall be placed at the side of the barricade to add target value to the
barricade.
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e. WARNING LIGHTS:
1) DESIGN: All warning lights shall meet the requirements of the MUTCD.
2) APPLICATION
(a) Type A low-intensity flashing lights shall be used as shown in the Plans, the
Standards, and as directed by the Engineer. Flashing lights are not required
for advance warning signs in Subsectio!l 150.03.H.
(b) Type C Steady-Burn lights shall be used as shown in the Plans, the
Standards, and as directed by the Engineer. Steady-burn lights are not
required on drums for merging tapers that exist into the night.
f. TEMPORARY BARRIERS
1) DESIGN: Temporary barriers shall meet the requirements of Sections 620.
2) APPLICATION: Temporary barriers shall be placed as required by the plans,
standards, and as directed by the Engineer. When Temporary barrier is located
20 feet or less from a travel lane, yellow reflectors shall be fixed to the top of the
barrier at intervals not greater than 40 feet in the longitudinal section and 20
feet in the taper section and shall be mounted approximately two inches above
the barrier. If both lanes of a two-lane two-way roadway are within 20 feet or
less of the barrier then the reflectors shall be installed for both directions of
traffic.
The reflectors shall be 100 square inches (ASTM Type VII or VIII) reflective
sheeting mounted on flat-sheet blanks. The reflectors shall be mounted
approximately two inches above the top of the barrier. The reflectors shall be
attached to the barrier with adhesive or by a drilled-in anchor type device. The
reflectors shall not be attached to a post or board that is placed between the gap
in the barrier sections.
Approach end of Temporary barrier shall be flared or protected by an impact
attenuator (crash cushion) or other approved treatment in accordance with
Construction Details/Standards and Standard Specifications.
On interstate or other controlled access highways where lane shifts or crossovers
cause opposing traffic to be separated by less than 40 ft., portable barrier shall
be used as a separator.
B. PORTABLE IMPACT ATTENUATORS:
1. DESCRIPTION
This work consists of the furnishing (including spare parts), installation, maintenance,
relocation, reuse as required, and removal of Portable Impact Attenuator Units/Arrays.
2. MATERIALS
Materials used in the Attenuator shall meet the requirements of Section 648 for Portable
Impact Attenuators.
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3. CONSTRUCTION
Portable Impact Attenuator Unit/Arrays installation shall conform to the requirements of
Section 648, Manufacturer's recommendations and Georgia Standard 4960 and shall be
installed at locations designated by the Engineer, and/or as shown on the plans.
C. TEMPORARY GUARDRAIL ANCHORAGE- Type 12:
1. DESCRIPTION
This work consists of the furnishing, installation, maintenance and removal or Temporary
Guardrail Anchorage- Type 12 used for Portable Barrier or temporary guardrail end
treatment.
2. MATERIALS
Materials used in the Temporary Guardrail Anchorage- Type 12 shall meet the
requirements of Subsection 641.2 of the Specifications and current Georgia Standards
and may be new or used. Materials salvaged from the Project which meet the
requirements of Standards may be utilized if available. The use of any salvaged
materials will require prior approval of the Engineer.
3. CONSTRUCTION
Installation of the Temporary Guardrail Anchorage- Type 12 shall conform to the
requirements of the Plans, current Georgia Standards and Subsection 641.3 of the
Specifications. Installation shall also include sufficient additional. guardrail and
appurtenances to effect the transition and connection to Temporary Concrete Barrier as
required by the details in Georgia Standard 4960.
150.06 DIFFERENCES IN ELEVATION BETWEEN TRAVEL LANES AND SHOULDERS (SEE
SUBSECTION 150.06.G FOR PROJECTS CONSISTING PRIMARILY OF ASPHALTIC
CONCRETE RESURFACING ITEMS)
Any type of work such as paving, grinding, trenching, or excavation that creates a difference in
elevation between travel lanes or between the travelway and the shoulder shall not begin until
the Contractor is prepared and able to continuously place the required typical section to within
two inches (2") of the existing pavement elevation. For any areas that the two inches minimum
difference in elevation cannot be accomplished the section shall be healed as shown in Detail
150-E. If crushed stone materials are used to provide a healed section no separate payment will
be made for the material used to heal any section. The Contractor may submit a plan to utilize
existing pay items for crushed stone provided the plan clearly demonstrates that the materials
used to heal an area will be incorporated into the work with minimal waste. Handling and
hauling of any crushed stone used to heal shall be kept to a minimum. The Engineer shall
determine if the crushed stone used to heal meets the specifications for gradation and quality
when the material is placed in the final location.
A maximum of sixty (60) calendar days shall be allowed for conditions to exist that require any
section or segment of the roadway or ramp to continue to require a healed section as described
by Detail l50-E. Failure to meet this requirement shall be considered as non-performance of
Work under Subsection lS0,m~.
When trenching or excavation for minor roadway or shoulder widening is required, all operations
at one site shall be completed to the level of the existing pavement in the same work day.
Any channelization devices utilized in the work shall conform to the requirements of Subsection
15005 and to the placement and spacing requirements in Details 150-8, 150-C, 150-0, and 150-
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E shown in this section.
Any construction activity that reduces the width of a travel lane shall require the use of a W-20
sign with the legend "LEFT/RIGHT LANE NARROWS". Two 24" x 24" red or red/orange flags
may be mounted above the W-20 sign. The W-20 sign shall be located on the side of the
travelway that has been reduced in width just off the travelway edge of pavement. The W-20
sign shall be a minimum of 500 feet in advance of any channelization devices that encroach on
the surface of travelway. A portable changeable message sign may be used in lieu of the W-20
sign.
GENERAL/TIME RESTRICTIONS:
A. STONE BASES, SOIL AGGREGATE BASE AND SOIL BASES
1. All Highways
Differences in elevation of more than two inches between surfaces carrying or adjacent to
traffic will not be allowed for more than a 24-hour period. A single length of excavated
area that does not exceed 1000 feet in total length may be left open as a start up area
for periods not to exceed 48 hours provided the Contractor can demonstrate the ability to
continuously excavate and backfill in a proficient manner. Prior approval of the Engineer
shall be obtained before any startup area may be allowed.
2. LIMITED ACCESS HIGHWAY RAMPS (INTERSTATES):
On projects that include ramp rehabilitation work, one ramp at a time may be excavated
for the entire length of the ramp from the gore point of the ramp with the interstate
mainline to the intersection with the crossing highway. This single ramp may remain
excavated with a vertical difference in elevation greater than two (2") inches for a
maximum of fourteen (14) calendar days with drums spaced at twenty (20') feet intervals
as shown in Detail 150-8 and a buffer space accepted under Section 150.06.F. After
fourteen (14) calendar days the section shall be healed as required for all other
highways. This area will be allowed in addition to the 1000 feet allowed for all other
highways.
B. ASPHALT BASES, BINDERS AND TOPPINGS
1. DIFFERENCES IN ELEVATION BETWEEN THE SURFACES OF ADJACENT
TRAVELWAYS
Travel lanes shall be paved with a plan that minimizes any difference in elevation
between adjacent travel lanes. The following limitations will be required on all work:
a. Differences of two inches (2") or less may remain for a maximum period of fourteen
(14) calendar days.
b. Differences of greater than two inches (2") shall be permitted for continuous
operations only.
EMERGENCY SITUATIONS: Inclement weather, traffic accidents, and other events
beyond the control of the Contractor may prevent the work from being completed as
required above. The Contractor shall notify the Engineer in writing stating the
conditions and reasons that have prevented the Contractor from complying with the
time limitations. The Contractor shall also outline a plan detailing immediate steps to
complete the work. Failure to correct these conditions on the first calendar day that
conditions will allow corrective work shall be considered as non-performance of Work
under Subsection 15001:3.
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2. Differences in Elevation Between Asphalt Travelway and Paved Shoulders
Differences in elevation between the asphalt travel way and asphalt paved shoulders shall
not be allowed to exist beyond the maximum durations outlined below for the conditions
shown in Detalis ISO-5, 150-C, 150-0, and 150-E:
Detail 150-B conditions shall not be allowed for more than 24 hours. A single length that
does not exceed 1000 feet in total length may be left open for periods not to exceed 48
hours provided the Contractor can demonstrate the ability to continuously pave in a
proficient manner. Prior approval of the Engineer shall be obtained before any section is
allowed to exceed 24 hours. Any other disturbed shoulder areas shall be healed as in
Detail 150-[,
Ii 150-C conditions will not be allowed for more than 48 hours.
Derail 150[) conditions will not be allowed for more than 30 calendar days.
Dccail 150-1:: conditions will not be allowed for more than 60 calendar days.
Failure to meet these requirements shall be considered as non-performance of Work
under Subsection 150.rH3.
C. PORTLAND CEMENT CONCRETE
Work adjacent to a Portland Cement Concrete traveled way which involves the following
types of base and shoulders shall be accomplished according to the time restrictions outlined
for each type of base or shoulder. Traffic control devices shall be in accordance with
Su!.:::seci:ion -:'50.05.
1. Cement Stabilized Base
Work adjacent to the traveled way shall be healed as per Detail 150-E within forty-eight
(48) hours after the seven (7) calendar day curing period is complete for each section
placed. During the placement and curing period, traffic control shall be in accordance
Detail ISO-B.
2. Asphaltic Concrete Base
When an asphaltic concrete base is utilized in lieu of a cement stabilized base the
asphaltic concrete base shall be healed as per Detail 150-E within forty-eight (48) hours
after the placement of each section of asphaltic concrete base. For the first forty eight
hours traffic control shall be in compliance with Detail 150-B.
3. Concrete Paved Shoulders
Concrete paved shoulders shall be placed within sixty (60) calendar days after the
removal of each section of existing shoulder regardless of the type of base materials
being placed on the shoulders. During the placement period, traffic control devices shall
be in accordance with the appropriate detail based on the depth of the change in
elevation. Differences in elevation of more than two inches between the travel way and
the shoulder will not be allowed for more than a 24-hour period. A single length of
excavated area that does not exceed 1000 feet in total length may be left open as a start
up area for periods not to exceed 48 hours provided the Contractor can demonstrate the
ability to continuously excavate and backfill in a proficient manner. Prior approval of the
Engineer shall be obtained before any startup area may be allowed. Any other disturbed
shoulder areas shall be healed as in Detail 150-E.
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4. Asphaltic Concrete Shoulders
A difference in elevation that meets the requirements of Detail 150-B shall not be
allowed to exist for a period greater than forty-eight (48) hours. After the removal of the
existing shoulder the section or segment of travelway may be healed with stone as per
Duail 1 tjO-t for a maximum of fourteen (14) calendar days. Asphaltic concrete shoulders
shall be placed within two (2") inches or less of the traveled way surface within fourteen
(14) calendar days after the removal of the stone healed section or the removal of each
section of the existing shoulder. The two (2") inches or less difference in elevation shall
not remain in existence for a period that exceeds thirty (30) calendar days unless the
paved shoulder is utilized as a detour for the traveled way. During the placement period,
traffic control shall be in accordance with the appropriate detail based on the depth of
the change in elevation.
The Contractor may propose an alternate plan based on Subsection 150.06.F. Failure to
meet the above requirements and time restrictions shall be considered as non-
performance of Work under Subsection 150.08.
D. MISCELLANEOUS ELEVATION DIFFERENTIALS FOR EXCAVATIONS ADJACENT TO
THE TRAVELWAY
Drainage structures, utility facilities, or any other work which results in a difference in
elevation adjacent to the travelway shall be planned and coordinated to be performed in
such a manner to minimize the time traffic is exposed to this condition. The excavation
should be back filled to the minimum requirements of Detail 150-E as soon as practical.
Stage construction such as plating or backfilling the incomplete work may be required.
The difference in elevation shall not be allowed to exist for more than five (5) calendar
days under any circumstances. Failure to correct this condition shall be considered as
non-performance of Work under Subsection 150.08.
E. CONDUIT INSTALLATION IN PAVED AND DIRT SHOULDERS
The installation of conduit and conduit systems along the shoulders of a traveled way
shall be planned and installed in a manner to minimize the length of time that traffic is
exposed to a difference in elevation condition. The following restrictions and limitations
shall apply:
1. Differences in Elevation of Two (2") Inches or Less
The shoulder may remain open when workers are not present. When workers are
present the shoulder shall be closed and the channelization devices shall meet the
requirements of Subsection 150.05. The difference in elevation on the shoulder shall
remain for a maximum period of fourteen (14) calendar days.
2. Differences in Elevation Greater Than Two (2") Inches
The shoulder shall be closed. The shoulder closure shall not exceed twenty-four (24)
hours in duration unless the Special Conditions in Subsection 150.11 modifies this
restriction or the Engineer allows the work to be considered as a continuous operation.
Failure to meet these requirements shall be considered as non-performance of Work
under SuiJsection 150r!8.
F. MODIFICATIONS TO DEl iULS 150-8, 150-C, 150..0 AND 150-E
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The Contractor may propose any alternate temporary traffic control plan that utilizes a
portion of the travel lane as a "buffer space". This buffer space may allow for an enhanced
work area that will allow for the placement of materials to proceed at a pace that could not
be achieved with the time restriction requirements outlined in Section 150.06.A, 150.06.B,
and 150.06.C. The Contractor may propose modified time restrictions based on the use of
the buffer space. Any proposed modifications in the time duration allowed for the
differences in elevations to exist shall be reviewed by the Engineer as a component of the
overall TIC plan. No modifications shall be made until the proposed plan is accepted by the
Engineer. The Engineer shall have no obligation to consider any proposal which results in an
increase in cost to the Department.
For the travel lane described in each of the details 150-8, 150-C, 150-D and 150-E it is
presumed that the pavement marking edgeline (yellow or white solid stripe) is located at the
very edge of the travel lane surface. A buffer space (temporary paved shoulder) that utilizes
a portion of the travel lane should be six (6') feet in width desirable but shall not be less
than four (4') feet in width. Any remaining travellane(s) shall not be less than ten (10') feet
in width.
If the proposed shifting of the traffic to obtain a buffer space and maintain a minimum travel
lane(s) of ten (10') feet requires the use of any existing paved shoulders then the cost of
maintenance and repair of the existing paved shoulder(s) shall be the responsibility of the
Contractor. The Contractor is responsible for the costs of maintenance and repairs even if
the existing paved shoulder(s) is to be removed in a later stage of the work. Existing
shoulders that have rumble strips shall have the rumble strips removed before the shoulder
can be utilized as part of the travel lane. The cost of the removal of the rumble strips shall
be done at no cost to the Department even if the shoulder is to be removed in a later stage
of the work.
Any modifications to the staging and time restrictions that are approved as part of the TIC
plan shall be agreed to in writing. Failure to meet these modifications shall be considered as
non-performance of the Work under Subsection 150.08.
G. ASPHALTIC CONCRETE RESURFACING PROJECTS
SHOULDER CONSTRUCTION INCLUDED AS A PART OF THE CONTRACT: When the
placement of asphaltic concrete materials creates a difference in elevation greater than two
(2") inches between the earth shoulder (grassed or un-grassed) and the edge of travelway
or between the earth shoulder and a paved shoulder that is less than four (4') feet in width,
the Contractor shall place and maintain drums in accordance with the requirements of
Subsection 150.05A.1.aA). When the edge of the paved surface is tapered with a 30-45
degree wedge, drums may be spaced at 2.0 times the speed limit in MPH. Drums shall
remain in place and be maintained until the difference in elevation has been eliminated by
the placement of the appropriate shoulder materials.
SHOULDER CONSTRUCTION NOT INCLUDED AS A PART OF THE CONTRACT: When the
placement of asphaltic concrete materials creates a difference in elevation greater than two
(2") inches between the earth shoulder (grassed or un-grassed) and the edge of travelway
or between the earth shoulder and a paved shoulder that is less than four (4') feet in width,
the Contractor shall notify the Engineer, in writing, when the resurfacing work including all
punchlist items has been completed.
See Subsection 150.031_ for the requirements for "LOW/SOFT SHOULDERS" and
"SHOULDER DROP-OFF" signage.
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Loc ation of drums when Elevation Difference exceeds 4 inches. Drums spaced at 20 foot intervals. Note:
If the travel way width is reduced to less than 10 feet by the use of drums, vertical panels shall be used in
lieu of drums.
/
f
/
New Construction
f-------::::::::::::::::::~
I Travel Lane
~ OIl ~ ~
<II
OIl
ELEV A TION DIFFERENCE GREATER THAN 4 INCHES
DETAIL 150-8
Drums spaced at 40 foot intervals.
Location of drums when Elevation
Difference is 2+ inches to 4 inches.
6 inches :f::
i---------------------------~
-------------------------~
.1.
New Construction
Travel Lane
OIl <II
~
~
ELEVATION DIFFERENCE 2+to 4jrl.<<.hes
DETAIL 150-C
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Drums spaced at 80 foot intervals.
Location of drums when Elevation
Difference is 2 inches or less.
4 feet :!:
New Construction
~-- ------ -- --- - - --- - - -- - - -1--
--------------------------
.1.
Travel Lane
oil of
.
.
ELEV A nON DIFFERENCEQf 2JNCHES~_QR LESS
DETAIL 15Q~D
Location of drums immediately after
completion of healed sections spaced at 40
foot intervals.
Compacted graded aggregate,
subbase material or dirt.
.-
~
TOP OF DRUM TO BE LEVEL
NO STEEPER THAN 4: 1
2 feet :!:
New Construction
-------------------------1--
--------------------------
.1.
Travel Lane
of of
.
.
HEALED SECTION
DET AIL L~~Q~E
150.07
FLAGGING AND PILOT CARS:
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A. FLAGGERS
Flaggers shall be provided as required to handle traffic, as specified in the Plans or Special
Provisions, and as required by the Engineer.
B. FLAGGER CERTIFICATION
All flaggers shall meet the requirements of the MUTCD and shall have received training and
a certificate upon completion of the training from one of the following organizations:
National Safety Council.
Southern Safety ~ces
Construction Safe~nsultants
Ivey Consultants
American Traffic Safety Services Association (ATSSA)
Certifications from other agencies will be accepted only if their training program has been
approved by anyone of the organizations listed above.
Failure to provide certified flaggers as required above shall be reason for the Engineer
suspending work involving the flagger(s) until the Contractor provides the certified flagger
(s). Flaggers shall have proof of certification and valid identification (photo LD.) available
any time they are performing flagger duties.
C. FLAGGER APPEARANCE AND EQUIPMENT
Flaggers shall wear high-visibility clothing in compliance with Subsection 15Q,01.A and shall
use a Stop/Slow paddle meeting the requirements of the MUTCD for controlling traffic. The
Stop/Slow paddles shall have a shaft length of seven (7) feet minimum. The Stop/Slow
paddle shall be retro-reflectorized for both day and night usage. In addition to the
Stop/Slow paddle, a flagger may use a flag as an additional device to attract attention. This
flag shall meet the minimum requirements of the MUTCD. The flag shall, as a minimum, be
24" inches square and red or red/orange in color. For night work, the vest shall have
reflectorized stripes which meet the requirements of the MUTCD.
D. FLAGGER WARNING SIGNS
Signs for flagger traffic control shall be placed in advance of the flagging operation in
accordance with the MUTCD. In addition to the signs required by the MUTCD, signs at
regular intervals, warning of the presence of the flagger shall be placed beyond the paint
where traffic can reasonably be expected to stop under the most severe conditions for that
day's work.
E. PILOT VEHICLE REQUIREMENTS
Pilot vehicles will be required during placement of bituminous surface treatment or asphaltic
concrete on two-lane roadways unless otherwise specified. Pilot vehicles shall meet the
requirements of the MUTCD.
F. PORTABLE TEMPORARY TRAFFIC CONTROL SIGNALS
The Contractor may request, in writing, the substitution of portable temporary traffic control
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signals for flaggers on two-lane two-way roadways provided the temporary signals meets
the requirements of the MUTCD, Section 647, and Subsection 150.02.A.8. As a part of this
request, the Contractor shall also submit an alternate temporary traffic control plan in the
event of a failure of the signals. Any alternate plan that requires the use of flaggers shall
include the use of certified flaggers. The Contractor shall obtain the approval of the
Engineer before the use of any portable temporary traffic control signals will be permitted.
150.08 ENFORCEMENT
The safe passage of pedestrians and traffic through and around the temporary traffic control
zone, while minimizing confusion and disruption to traffic flow, shall have priority over all other
Contractor activities. Continued failure of the Contractor to comply with the. requirements of
Section 150 (TRAFFIC CONTROL) will result in non-refundable deductions of monies from the
Contract as shown in this Subsection for non-performance of Work.
Failure of the Contractor to comply with this Specification shall be reason for the Engineer
suspending all other work on the Project, except erosion control and traffic control, taking
corrective action as specified in Subsection 105.15, and/or withholding payment of monies due
to the Contractor for any work on the Project until traffic control deficiencies are corrected.
These other actions shall be in addition to the deductions for non-performance of traffic control.
SCHEDULE OF DEDUCTIONS FOR EACH CALENDAR DAY OF DEFICIENCIES OF TRAFFIC
CONTROL INSTALLATION AND/OR MAINTENANCE
ORIGINAL TOTAL CONTRACT AMOUNT
From More Than To and Including Daily Charge
$0 $100,000 $200
$100,000 $1,000,000 $500
$1,000,000 $5,000,000 $1,000
$5,000,000 $20,000,000 $1,500
$20,000,000 $40,000,000 $2,000
$40,000,000 $------------- $3,000
150.09 MEASUREMENT
A. TRAFFIC CONTROL
When listed as a pay item in the Proposal, payment will be made at the Lump Sum price bid,
which will include all traffic control not paid for separately, and will be paid as follows:
When the first Construction Report is submitted, a payment of 25 (twenty-five) percent of
the Lump Sum price will be made. For each progress payment thereafter, the total of the
Project percent complete shown on the last pay statement plus 25 (twenty-five) percent will
be paid (less previous payments), not to exceed one hundred (100) percent.
When no payment item for Traffic Contra/-Lump Sum is shown in the Proposal, all of the
requirements of Section 150 and the Temporary Traffic Control Plan shall be in full force and
effect. The cost of complying with these requirements will not be paid for separately, but
shall be included in the overall bid submittal.
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B. SIGNS
When shown as a pay item in the contract, interim special guide signs will be paid for as
listed below. All other regulatory, warning, and guide signs, as required by the Contract, will
be paid for under Traffic Control Lump Sum or included in the overall bid submitted.
1. Interim ground mounted or interim overhead special guide signs will be measured for
payment by the square foot. This payment shall be full compensation for furnishing the
signs, including supports as required, erecting, illuminating overhead signs, maintaining,
removing, re-erecting, and final removal from the Project. Payment will be made only
one time regardless of the number of moves required.
2. Remove and reset existing special guide signs, ground mount or overhead, complete, in
place, will be measured for payment per each. Payment will be made only one time
regardless of the number of moves required.
3. Modify special guide signs, ground mount or overhead, will be measured for payment by
the square foot. The area measured shall include only that portion of the sign modified.
Payment shall include materials, removal from posts or supports when necessary, and
remounting as required.
C. TEMPORARY BARRIER
Temporary Barrier shall be measured as specified in ~E:c:::tIQOn_62_Q.
D. CHANGEABLE MESSAGE SIGN, PORTABLE
Changeable Message Sign, Portable will be measured as specified in Section 632.
E. TEMPORARY GUARDRAIL ANCHORAGE, Type 12
Temporary Guardrail Anchorage- Type 12 will be measured by each assembly, complete in
place and accepted according to the details shown in the plans, which shall also include the
additional guardrail and appurtenances necessary for transition and connection to
Temporary Concrete Barrier. Payment shall include all necessary materials, equipment,
labor, site preparation, maintenance and removal.
F. TRAFFIC SIGNAL INSTALLATION- TEMPORARY
Traffic Signal Installation- Temporary will be measured as specified in Section 647.
G. FLASHING BEACON ASSEMBLY
Flashing Beacon Assemblies will be measured as specified in Section 647.
H. PORTABLE IMPACT ATTENUATORS
Each Portable Impact Attenuator will be measured by the unit/array which shall include all
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12/7 /2007
First Use January 4,2000
Page 54 of 54
material components, hardware, incidentals, labor, site preparation, and maintenance,
including spare parts recommended by the manufacturer for repairing accident damage.
Each unit will be measured only once regardless of the number of locations installed, moves
required, or number of repairs necessary because of traffic damage. Upon completion of the
project, the units shall be removed and retained by the Contractor.
I. PAVEMENT MARKINGS
Pavement markings will be measured as specified in Section 150.
150.10 PAYMENT:
When shown in the Schedule of Items in the Proposal, the following items will be paid
for separately.
Item No. 150. Traffic Control............................................................
Item No. 150. Traffic Control, Solid Traffic Stripe _ Inch, (Color)....
Item No. 150. Traffic Control, Skip Traffic Stripe _ Inch, (Color) ....
Item No. 150. Traffic Control, Solid Traffic Stripe,
Thermoplastic _ Inch, (Color) ..........................
Item No. 150. Traffic Control, Skip Traffic Stripe,
Thermoplastic _ Inch, (Color) ........................
Item No. 150. Traffic Control, Pavement Arrow with
Raised Reflectors................................ ...................
Item No. 150. Traffic Control, Raised Pavement Markers-All Types.
Item No. 150. Interim Ground Mounted Special Guide Signs ........
Item No. 150. Interim Overhead Special Guide Signs ...................
Item No. 150. Remove & Reset Existing Special Guide Signs,
Ground Mount, Complete in Place ........................
Item No. 150. Remove & Reset, Existing Special Guide Signs,
Overhead, Complete in Place ...............................
Item No. 150. Traffic Control, Portable Impact Attenuator.............
Item No. 150. Traffic Control, Pavement Markers, Words
and Symbols............. ........... .................................
Item No. 150. Traffic Control, Pavement Arrow (Painted) with
Raised Reflectors ........ ........ ...................................
Item No. 150. Traffic Control, Workzone Law Enforcement...........
Item No. 150. Modify Special Guide Sign, Ground Mount..............
Item No. 150. Modify Special Guide Sign, Overhead.....................
Item No. 620. Temporary Barrier..................................................
Item No. 632. Changeable Message Sign, Portable ......................
Item No. 641. Temporary Guardrail Anchorage, Type 12 ............
Item No. 647. Traffic Signal Installation, Temp ............................
Item No. 647. Flashing Beacon Assembly, Structure Mounted .....
Item No. 647. Flashing Beacon Assembly, Cable Supported ........
http://tomcat2.dot. state.ga. uslthesource/pdf/special provisions/shelf/sp 150 .html
Lump Sum
per Linear Mile
per Linear mile
per Linear Mile
per Linear Mile
per Each
per Each
per Square Foot
per Square Foot
per Each
per Each
per Each
per Square Foot
per Each
per Hour
per Square Foot
per Square Foot
per Lineal Foot
per Each
per Each
Lump Sum
per Each
per Each
12/7 /2007
REVISED MARCH 19, 2004
AUGUSTA UTILITIES DEPARTMENT
WATER SYSTEM PROJECT. MEASUREMENT AND PAYMENT
WATER MAIN
ITEMS W-IA through W-3T - All piping line items shall be measured in linear feet and shall
include costs for piping and installation, trench excavation, trench box, dewatering, asphalt
cutting, normal joints and gaskets, normal backfill, pressure and leakage testing, pipe
sterilization, bacteriological testing, and flushing. No additional payment shall be made for
these items.
ITEM W-4 - Jack and bore line items shall be measured in linear feet and shall include costs
for casing piping, carrier piping, and installation, blasting, asphalt cutting, restrained joints
and gaskets, end seals, and normal backfill. No additional payment shall be made for these
items.
ITEM W-5 - Select backfill shall be measured in cubic yards and shall include costs for the
backfill and installation as well as all transportation and stockpiling charges. The volume of
material included shall be the actual measured "in-place" volume. The maximum trench
width used to calculate the volume will be 7 feet. No additional payment shall be made for
these items.
ITEM W-6 - Miscellaneous pipe fittings and connections shall be measured in pounds and
include costs for all fittings and installation including normal joints and gaskets, mechanical
joint restraint, etc., regardless of material. No additional payment shall be made for these
items.
ITEM W-7 - Transition couplings shall be measured individually (each) and shall include
costs for couplings, soil surface preparation, connection to water main, excavation,
asphalt/ concrete cutting, installation, normal backfill, and testing. No additional payment
shall be made for these items.
ITEM W-8 - Fire hydrants shall be measured individually (each) and shall include costs for
hydrants, soil surface preparation, connection to water main, all associated valves and
fittings, concrete pad (if required), excavation, asphalt/ concrete cutting, installation, normal
backfill, and testing. No additional payment shall be made for these items.
ITEMS W-9A through W-12 - All valve line items shall be measured individually (each) and
shall include costs for valves, valve boxes/vaults, manholes, valve extensions, excavation,
dewatering, asphalt/ concrete cutting, all associated fittings, installation, normal backfill,
and testing. No additional payment shall be made for these items.
WATER MEASURE PMT 04 0319
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REVISED MARCH 19, 2004
ITEM W-13 - Tapping sleeve and valves shall be measured individually (each) and shall
include costs for sleeve, valve, associated hardware, valve boxes, temporary
plugging/ draining of pipeline, excavation, dewatering, asphalt/ concrete cutting,
installation, normal backfill, and testing. No additional payment shall be made for these
items.
ITEM W-14 - Check valves and vaults shall be measured individually (each) and shall
include costs for valves, valve boxes/vaults, manholes, valve extensions, excavation,
dewatering, asphalt/ concrete cutting, all associated pipe and fittings, installation, normal
backfill, and testing. No additional payment shall be made for these items.
ITEM W-15 through W-16 - Long and short side water service connections shall be
measured individually (each) and shall include costs for piping, water meter connection,
dewatering, asphalt/ concrete cutting (including service markings), installation, normal
backfill, and property restoration. This line item shall include the cost of reconnection of any
existing services, if required. No additional payment shall be made for these items.
ITEM W-17 - Polyethylene pipe wrap shall be measured in linear feet and shall include
costs for pipe wrap materials and installation. No additional payment shall be made for
these items.
ITEM W-18 - Tie-ins to existing lines shall be measured individually (each) and shall
include costs for piping, dewatering, asphalt/ concrete cutting, installation, normal backfill,
and property restoration. No additional payment shall be made for these items.
ITEM W-19 - All cut-in gate valves shall be measured individually (each) and shall include
costs for valves, valve boxes/vaults, manholes, valve extensions, excavation, dewatering,
asphalt/ concrete cutting, all associated fittings, installation, normal backfill, and testing. No
additional payment shall be made for this item.
ITEM W-20 - Cut and plug existing water line shall be measured individually and shall
include all costs associated with cutting into an existing line and plugging it as detailed in
the plans and specifications. No additional payment shall be made for this item.
ITEM W-21 - Miscellaneous concrete shall be measured in cubic yards and shall include
costs for concrete, installation, excavation, dewatering, soil stabilization, pipe stabilization,
asphalt cutting, and normal backfill. No additional payment shall be made for these items.
PAVEMENT STRUCTURES
ITEM P-l- Asphalt overlay shall be measured in square yards and shall include costs for
asphalt materials and installation, temporary striping and permanent striping (replaced in
kind), and markers (both temporary and permanent). No additional payment shall be made
for these items.
ITEM P-2 - Aggregate base (10 112" thick) and asphalt patch (2112" thick) shall be measured in
square yards and shall include costs for all aggregates (regardless of type), 21/2" graded
aggregate base removal and disposal, bituminous tack coat, asphalt, installation, excavation,
striping (both temporary and permanent), and markers (both temporary and permanent).
The square yardage calculation shall be based upon a standard width of seven (7) feet for
payment purposes. No additional payment shall be made for these items.
WATER MEASURE PMT 04 0319
20F 4
REVISED MARCH 19, 2004
ITEM P-3 - Asphalt pavement leveling shall be measured in tons and shall include costs for
all asphalt (regardless of type) used to create a level road surface prior to asphalt overlay as
authorized by the project representative. The payment shall be based upon confirmed
delivery tickets. No additional payment shall be made for these items.
ITEM P-4 - Milling shall be measured in square yards and shall include all materia Is, labor,
equipment, and material removal and disposal costs. No additional payment shall be made
for these items.
ITEMS P-5 through P-6 - Concrete sidewalk and driveways shall be measured in square
yards and shall include costs for existing sidewalk removal and disposal, 3000 psi concrete,
installation, site preparation, formwork, and finishing. Existing concrete shall be removed to
the nearest joint as directed by the project representative. No additional payment shall be
made for these items.
ITEM P-7 - Asphalt driveway replacement shall be measured in square yards and shall
include costs for existing asphalt removal and disposal, asphalt, installation, site
preparation. Existing asphalt shall be removed to the nearest joint as directed by the project
representative. No additional payment shall be made for these items.
ITEM P-8 - Curb and/ or gutter placement shall be measured in linear feet and shall include
costs for existing curb and/ or gutter removal and disposal, concrete, installation, site
preparation, formwork, and finishing. No additional payment shall be made for these items.
ITEM P-9 - Curb and gutter removal and replacement shall be measured in linear feet and
shall include costs for removal and disposal of existing concrete curb and gutter, concrete,
installation, site preparation, formwork, and finishing. No additional payment shall be
made for these items.
MISCELLANEOUS
ITEM M-l- Flowable fill shall be measured in cubic yards and shall include costs for all
materials, labor, equipment, and excess materials. No additional payment shall be made for
these items.
ITEM M-2 - Rock excavation shall be measured in cubic yards and shall include costs for
blasting, labor, equipment, and material removal and disposal. No additional payment shall
be made for these items.
ITEM M-3 - Foundation backfill shall be measured in cubic yards and shall include costs for
the backfill and installation as well as all transportation and stockpiling charges. Quantities
shall be verified by trench volume calculation. No additional payment shall be made for
these items.
ITEM M-4 - Clearing and grubbing shall be measured in acres and shall include costs for
vegetation removal, stockpiling, disposal and any required permitting. No additional
payment shall be made for these items.
ITEM M-5 - Fence removal and replacement shall be measured in linear feet and shall
include all costs associated with removal and replacement of the existing fence with new
WATER MEASURE PMT 04 03 19
30F 4
REVISED MARCH 19, 2004
materials of like quality as necessary for water line installation. No additional payment
shall be made for these items.
LUMP SUM CONSTRUCTION
ITEM L5-1 - Lump sum construction includes, but is not limited to, the items described in
the bid schedule. No separate or additional payment shall be made for these items.
WATER MEASURE PMT 04 0319
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SECTION 14A
WATER DISTRIBUTION SYSTEMS
BASIS FOR DESIGN:
Design shall conform to the requirements as set forth in "Minimum Standards for Public
Water" (latest version) as published by the Georgia Environmental Protection Division
(www.dnr.state.ga.us/dnr). A Professional Engineer registered in the State of Georgia
must prepare the plans and specifications.
There shall be no physical connection between a potable water supply and a questionable
water supply which would allow unsafe (contaminated) water to enter the potable water
system by direct pressure, vacuum, gravity or any other means.
Hydraulic designs shall be based upon pressure data applicable to the portion of the
service area, which will serve the proposed facility. Air release valves in vaults shall be
provided at all high points in the water main as required by the Utilities Director.
All water distribution systems shall be looped to the greatest extent .possible. Water
mains shall have a minimum nominal inside diameter of 8 inches. 6-inch mains will be
allowed in single-family residential subdivisions where the system is looped. Water
mains having an inside diameter of less than 6 inches will not normally be considered.
During construction when deviations from approved plans are desired, the Augusta
Utilities Department's Inspector shall be notified. Revised plans shall be submitted as
soon as possible to the Augusta Utilities Department for approval. Minor changes not
affecting capacities, flows or operation may be allowed in the field during construction
by the Utilities Department's Inspector. The Inspector shall have final authority as to
what constitutes a minor or major change. An approved set of Record Drawings clearly
showing any changes shall be submitted to the Augusta Utilities Department Inspector at
the completion of the work and prior to sign-off of the final plat.
The ContractorlDeveloper is responsible for verifying the exact location, size and
material of any existing water facility proposed for connection or use by the project.
All phases of construction must be completed in accorqance with the Erosion and
Sedimentation Act 12-7-1 et seq., and no water main must be installed on or in close
proximity of an abandoned landfill site or any site used for waste disposal.
All work that occurs in the public right-of-way shall comply with the Augusta-Richmond
County Planning Commission "Development Documents" (latest version) and Public
Works Department's Right-of-Way Encroachment Guidelines (latest version). Any field
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
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changes that occur in the public right-of-way and are not specifically related to water or
sewer items shall be coordinated with the Public Works Department.
DESIGN STANDARDS FOR WATER MAINS:
14.1 COVER
14.1.1 Standard depth of cover is 4 feet below existing and proposed road surface (and
areas designed for normal traffic loading) unless otherwise approved by the
Augusta Utilities Department.
14.1.2 Minimum cover to finished grade over water mains shall be 36 inches. Minimum
cover under ditch bottoms shall be 24 inches. These must be approved by the
Augusta Utilities Department on a case-by-case basis.
14.2HORIZONTAL SEPARATION
14.2.1 Ten (10) feet to any existing or proposed sanitary sewer/force main, storm sewer
or sewer manhole (less than 10 feet requires pipe material to be Ductile Iron Pipe
(DIP) for both Water Main and SewerlForce Main).
14.2.2 Fifteen (15) feet to buildings, top of bank of lakes/streams/creeks, other structures
(10 feet absolute minimum - only when unavoidable, and pipe material is
required to be DIP).
14.2.3 Ten (10) feet minimum separation to gas mains.
14.2.4 Ten (10) feet minimum to underground electric cable.
14.2.5 Current Georgia EPD separation requirements.
14.2.6 All separation distances above are edge to edge.
14.3 VERTICAL SEPARATION
14.3.1 Water main shall cross over other pipes.
14.3.2 Eighteen (18) inch minimum separation (edge to edge) between all pipes and
cables shall be maintained (6 inch absolute minimum separation with DIP) when
conforming to Georgia EPD separation requirements.
14.3.3 When water mains cross under sewers, additional measures shall be taken. At
least 18 inches of separation between the bottom of the sewer and the top of the
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-2
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water main shall be provided. Adequate structural support for the sewer to
prevent deflection or settling on the water main. The joint of water pipe shall be
centered at the crossing. Encasement of the water pipe in concrete shall also be
considered.
14.4 LA YOUT
14.4.1 Normal location of proposed water lines is on the north side of east-west streets,
and the east side of north-south streets.
14.4.2 For existing County roads, the proposed water line will generally be located five
(5) feet inside the right-of-way. For existing State roads, the proposed water line
must be located five (5) feet inside the right-of-way. Unusual circumstances may
warrant deviation. The location of the water line will be determined, also, by the
location of the existing lines to be tied into at the beginning and end of the
project.
14.4.3 For subdivisions, the proposed water line shall be located four (4) feet from the
back of the curb. Where ditches are present beside the curb, refer to the Right-of-
Way Encroachment Guidelines (latest version) published by the Public Works
Department.
14.4.4 Wherever possible, avoid laying water line on the same side of the road as the gas
lines.
14.4.5 Water service lines for residential development shall be located at the center of
lot.
14.4.6 Dead ends shall be minimized by making appropriate tie-ins whenever practical.
Permanent dead ends will not be accepted unless unavoidable. Dead ends shall be
equipped with a fire hydrant. If, under special circumstances, where water lines
smaller than six (6) inches in diameter are accepted, an approved blowoff shall be
required for flushing purposes. A minimum of two 22-l/2-degree bends shall be
required on 6" and larger water lines in cul-de-sacs arid shall be shown as such on
plans.
14.4.7 All water mains shall be placed in right-of-way areas or dedicated easements. All
easements shall allow adequate area to construct and maintain the water line and
appurtenances involved. Permanent easements shall be a minimum of 15 feet
wide with line installed in center of easement. Permanent easements shall be
provided as needed to serve adjacent property, even if the water line is not
installed at that time. If the line has not been installed to future serve adjacent
property, a larger easement than the minimum may be required to construct future
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-3
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line. Easement agreements shall be specific to state that no permanent structures
may be constructed within the limits of permanent easements.
14.5 WATER MAIN MATERIAL
Water mains shall be either ductile iron pipe (DIP), polyvinyl chloride (PVe) , or
galvanized pipe as outlined below. Any pipe, solder and flux used during installation of
the water lines and services must be "lead-free" with not more than 8% lead in pipe and
fittings, and not more than 0.2% lead in solders and flux.
DIP shall be centrifugally cast and shall conform to A WW A CI50/ANSI A21.50 (latest
version) for design and A WW A CI51/ANSI A21.51 (latest version) for manufacture.
PVC pipe 6 inch to 12 inch diameter shall conform to A WW A C900 (latest version).
PVC pipe 14 inch to 36 inch diameter shall conform to A WW A C905 (latest version).
For water mains 6" through 16", DIP Pressure Class 350 shall be allowed. For water
mains 18" through 24", DIP Pressure Class 300 shall be allowed. PVC C900 (most
current date), Class 200, SDR-14 with cast iron equivalent O.D.s, gasket bell end with
elastomeric gaskets shall be allowed for water mains 6" through 10" (solvent weld joints
are not permitted). Galvanized pipe shall be seamless, American made, Schedule 80 and
shall conform with the ASTM Specifications. Flanged DIP shall have threaded ductile
iron flanges and shall conform to the requirements of A WW A C115 (latest version). All
flanges shall be Ductile Iron Class 150, ANSI B 16.5 (latest version). Flanges shall be flat
faced and all joints shall use 1/8 inch black neoprene full-faced gaskets.
Ductile iron pipe and fittings shall have bituminous coating outside and shall be cement
lined in accordance with A WW A C104/ANSI A21.4 (latest version). DIP shall have
1/16" cement mortar lining with rubber gasket push-on joints or mechanical joints.
Mechanical joint glands shall be ductile iron. Tee bolts and nuts shall be Cor-Ten steel.
Rubber gasket joints shall conform to A WW A C 111/ ANSI A21.11 (latest version), and
shall be furnished by the pipe manufacturer with the pipe. A non-toxic vegetable soap
lubricant shall be supplied with the pipe in sufficient quantities for installing the pipe.
The lubricant shall be approved by NSF for use with potable water mains.
Pipe classes designated previously in this standard are minimum allowed. Actual pipe
class shall be determined based upon the installation and the use intended. Pipe shall be
appropriately labeled on the drawings. All PVC pipe for potable water service shall bear
the approved stamp of the National Sanitation Foundation. Copper wire (12 gauge, bare
single strand) shall be attached along the top of all buried PVC water lines, wrapped
around service corporations and stubbed up into all valves boxes for locating purposes.
14.5.1 DIP shall be required in the following circumstances:
14.5.1.1
Within 10 feet of sanitary and storm pipes.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-4
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14.5.1.2
Within 15 feet of structures (near side of concrete footing), or top of bank
of lakes/streams/creeks.
14.5.1.3
Crossings over or under sewers, gas and storm pipes with less than 18
inches separation, with no joint allowed within 10 feet of crossing.
14.5.1.4
Beneath all paved areas, excluding driveways or sidewalks.
14.5.1.5
Within project boundaries of subdivisions with private roads where the
Utilities Department will take over the line for operations and
maintenance.
14.5.1.6
Along all state right-of-ways.
14.5.2 The Utilities Director may mandate DIP in any instances of off-site or on-site
construction where future abuse to the line is possible due to location or
circumstances.
14.5.3 Restrained Joints shall be DIP as follows:
For 12-inch and Smaller - Restrained joint shall be U.S.> Pipe Field "Lok, American
Ductile Iron Pipe Lok-Fast, EBAA Iron Mega-Lug, or an equivalent product.
For 14-inch Diameter and Larger - Restrained joint shall be U.S. Pipe TR Flex,
American Ductile Iron Pipe Lok-Ring, or equivalent product.
If inserting in older cast iron pipe, the restrained joint shall be as approved by the
Augusta Utilities Department.
Retainer Glands/Mega-Lug shall not be considered a fitting.
The restraint method shall be suitable for the pipe size thickness and test pressure as
required for the specified design case. The plans shall indicate the restrained length of
pipe each side of the fittings.
14.5.4 Jack and Bore Installations:
Casing pipe used with jack and bore shall be in accordance with requirements of
the Georgia Department of Transportation (GDOT) or railway specifications and
Section 14C Excavation & Backfilling of these specifications. Carrier pipe shall
be restrained joint DIP as outlined in paragraph 14.5.3.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-5
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Directional Bore Installations: Directional bores will be considered as a viable
alternative to jack and bore installation under Augusta-Richmond County
roadways. The Utilities Director will review each case for materials and
construction methods.
14.5.5 Mains may be tapped as long as the tapping line is smaller than the tapped line
unless otherwise approved by the Augusta Utilities Department. See Section 14.9
for service tap requirements. Equal size line connections approved by the
Augusta Utilities Department shall require that a tee be cut into the main where
possible. Tees are also required at locations dictated by the Utilities Director.
Tapped connections in pipe and fittings shall be made in such a manner as to
provide a watertight joint and adequate strength against pull-out.
Tapping Sleeves and Valve shall be ductile iron, mechanical joint. Tapping
sleeves and valves are required for all taps 4 inches and greater. Taps less than 4
inches shall be provided with a. service saddle meeting the requirements of
Section 14.9. Valves shall be provided on all taps. Tapping sleeves shall be a
minimum of 6 feet from pipe joints.
14.5.6 Schedule 40 PVC shall only be used as sleeves for the installation of service line
tubing under all pavement areas. Use ih the water distribution system or other
areas are not acceptable.
14.5.7 Unspecified transitions from DIP to PVC are not allowed. Material for transition
shall be indicated and specified and must be approved by the Augusta Utilities
Department.
14.5.8 All construction material shall be first quality, not previously used. Repair
clamps are not acceptable. Damaged or faulty pipe and materials must be
properly replaced. All gaskets shall be new. When connecting to existing valves
or fittings, gaskets shall be replaced, not reused;
14.5.9 The Engineer shall provide a complete set of shop drawings, which shall indicate
the Augusta Utilities Department's specific material requirements. In general,
material requirements will be guided by the latest versions of the specifications of
A WW A, ANSI, ASTM, and NSF.
14.6 WATER MAIN SIZE
The minimum size of water main shall be 6 inches unless otherwise approved by the
Utilities Director. However, a professional engineer shall justify the size of the pipes
with a hydraulic network analysis.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-6
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The new water main shall have the ability to meet maximum daily demands plus fire flow
requirements as mandated by Georgia EPD "Minimum Standards for Public Water
Systems" (latest version) and the Augusta Fire Marshal. The residual design pressure
under all conditions shall not be less than 20 psi.
14.7 VALVES, FITTINGS AND APPURTENANCES
Valving of all water distribution systems shall be designed to facilitate the isolation of
each section of pipeline between intersections of the network. Generally, the number of
valves at an intersection shall be one less than the number of pipes forming the
intersection. Gate valves, 4 inches to 12 inches, shall be. the resilient seat type
conforming to A WW A C509 (latest version). Valves larger than 12 inches shall be gear
operated butterfly valves, conforming to A WW A C504 (latest version). Wafer valves
shall not be accepted. Valves shall generally be installed at intervals of not more than
2,000 LF on transmission mains and on all primary branches connected to these mains.
Where possible, a valve shall be installed next to a fire hydrant for locating purposes. In
high density areas (25 dwelling units), valves shall be installed as necessary to minimize
the number of persons affected by a water main break.
The Utilities Director shall determine which mains are distribution or transmission.
Valves shall OPEN LEFT if installed south of Gordon Highway (SR 10), or OPEN
RIGHT if installed north of Gordon Highway. Valves shall be provided with valve stem
extensions to within 6 inches of ground surface, where centerline of pipe to grade is
greater than 4 feet.
Valve boxes shall be M&H E-2702, Mueller HI0364 or approved equal. Each valve box
shall be slip-type to adjust for a minimum cover of 36" bury. The flanged base of the
valve box shall be at least six (6) inches above the pipe so not to stress, water lines 4" and
smaller. Extension pieces will be required for additional depth over valves. Extensions
shall be M&H E-3120 or Mueller H-10375, Covers shall have "WATER" cast on top.
All valves, bends, tees, crosses and dead ends shall be restrained by a mechanical
restraint systems as outlined in Paragraph 14.5.3., or by use of a concrete thrust block in
those instances that warrant such an installation. Thrust blocks shall be poured-in-place
concrete having a minimum compressive strength of 3,000 psi after 28 days of cure time.
Calculations for restrained joints shall be provided by the design engineer. Soil bearing
value shall be 2,000 psf maximum. Lower values shall be used when soil is poor quality.
All materials, fittings and appurtenances intended for use in pressure pipe systems shall
be designed and constructed for a minimum working pressure of 150 psi unless the
specific application dictates a higher working pressure requirement.
Standard pressure pipe fittings of size four (4) inch ill and larger shall be ductile iron
conforming to A WW A C 153 (latest version), with mechanical joints unless flanged or
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-7
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restrained joints are required. Gray cast-iron fittings are not allowed. Ductile iron
fittings shall be cement lined in accordance with A WW A C104 (latest version).
Mechanical joint fittings, 24 inches and smaller shall be rated for 350 psi working
pressure. Flanged joint fittings 24 inches and smaller shall be rated for 250 psi working
pressure. All fittings 30 inches and larger shall be rated for 250 psi working pressure. For
sizes less than four (4) inch ill, fittings shall be suitable to the pipe material and
application. Glands for mechanical joint fittings shall be ductile iron, and tee bolts and
nuts shall be Cor-Ten steel. Only bolt syst"ems furnished by the manufacturer for
mechanical joints are acceptable; nuts and bolts shall be new, not reused. Pipe gaskets
shall be new as supplied by the pipe manufacturer. All flanges shall be ductile iron Class
150, ANSI B16.5. All flanges shall be flat faced. Full face, 1/8 inch black neoprene
gaskets shall be used on all flanged joints. All joints shall conform to A WW A C111
(latest version). Bolts, nuts and washers for flanges shall be hot dip galvanized, except T-
bolts shall be Cor-Ten steel.
List of Specifications:
ANSI!AWW A CI51/A21.51-96 4-FEB-1996 or latest version
American National Standard for Ductile-Iron Pipe, Centrifugally Cast, for Water
ANSI! A WW A C 150/ A21.50-96 1996 or latest version
American National Standard for Thickness Design of Ductile- Iron Pipe
ANSI!A WW A C115/A21.15-94 1994 or latest version
American National Standard for Flanged Ductile-Iron Pipe With Threaded Flanges
ANSI! A WW A C 111/ A21.11-95 1995 or latest version
American National Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and
Fittings
ANSI!A WW A C153-98 1998 or latest version
American National Standard for Ductile-Iron and Gray-Iron Fittings, 3 in. through 48 in.
(75 rom through 1200 mm), for Water and Other Liquids
ANSIIA WW A CI04/A21.4-95 1995 or latest version
American National Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings
for Water
14.8 FIRE HYDRANTS
Fire hydrants shall be provided in all water mains, transmission and distribution systems.
Accepted models are Mueller #A-24018, M&H Figure 29T A WW A Compression Type-
Augusta Utilities Department
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Dry Top-Traffic Model 150 psi working pressure, 300 psi testing pressure. Kennedy K-
81D will also be accepted. All fire hydrants shall be ordered safety yellow body with
white bonnet and caps. Fire hydrants shall be spaced such that the radius of protection
will not be more than 500 feet. In certain areas, closer spacing may be required by the
Fire Marshal.
Each hydrant shall be left turn opening and capable of delivering a flow of at least 500
gallons per minute with a residual design pressure of not less than 20 psi, or a higher flow
as required by the Fire Marshal. Multiple fire hydrants with looped mains and/or larger
main sizes may be required to provide water for higher flow demand. Flow tests shall be
performed to verify the specified fire flow demand.
Fire hydrants shall be of the dry barrel break-away type conforming to A WW A C502
(latest version), with two 2 Y2 inches threaded hose nozzles and one 4 Y2 inch threaded
pumper nozzle. Hose and pumper nozzle threading shall be national standard. Show
connection shall be 6-inch mechanical joint. The center line of the nozzles shall be 18
inches above the finish grade. Hydrants shall have a 5 1~ inch interior valve opening and
be restrained from hydrant to tee at the main. At the discretion of the Utilities Director,
additional protection for fire hydrants shall be provided including but not limited to
concrete filled ductile iron traffic posts. .
Fire hydrant branches (from main to hydrant) shall he a minimum of 6 inches ill. Each
branch shall be provided with a resilient seat gate valve located as close as possible to the
main. Hydrants shall be 10cated at or near road right-of-way lines with pumper nozzle
pointing toward the road. A clear zone around all fire hydrants shall be adhered to,
consisting of a 5 foot radius around the hydrant and 7 feet above the top of the hydrant.
Maintain 15 feet minimum from hydrant to all structures. Placement of landscaping,
fencing, etc. shall be considered in order to meet this clear zone requirement.
List of Specifications:
ANSI! A WW A C500-93 1993 or latest version
Metal-Seated Gate Valves for Water Supply Service (includes addendum C500a-95
ANSI! A WW A C502-94 1994 or latest version
Dry- Barrel Fire Hydrants (includes addendum C502a-95)
At'\TSI! A WW A C503-97 1997 or latest version
Wet-Barrel Fire Hydrants
ANSI! A WW A C504-94 1994 or latest version
Rubber-Sealed Butterfly Valves
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ANSI!A WW A C507-99 1-DEC-1999 or latest version
Ball Valves 6 in. through 48 in. (150 mm through 1200 mm)
ANSI! A WW A C508-93 1993 or latest version
Swing-Check Valves for Waterworks Service, 2 in. (50mm) Through 24 in. (600mm)
NPS (includes addendum C508a-93
ANSI!A WW A C509-94 1994 or latest version
Resilient-Seated Gate Valves for Water-Supply Service (includes addendum C509a-95)
ANSI!A WW A C550-90 1990 or latest version
Protective Epox:y Interior Coating for Valves and Hydrants
14.9 WATER SERVICE LINES AND TAPS
Tapping sleeves and tapping crosses shall be of a heavy body ductile iron, mechanical
joiqt suitable for a working pressure of 150 psi for sleeves and crosses larger than 14-inch
(200 psi for sleeves and crosses equal to or less than 14-inch), as approved by the
Augusta Utilities Department.
No direct service taps shall be allowed. All service line taps shall be supplied with
cC'rporation stops. Service line tubing shall be rolled of soft continuous and seamless
copper Type K conforming to A WW A C800 and ASTM B-88 (latest version).
Corporation Stops and Main Connectors:
o/,i" FB600 - 3 Ford or Equal
I" FB600 - 4 Ford or Equal
Taper Thread Inlet by Flare Copper Outlet
Eighth Bends:
o/,i" LA02 - 33 Flare 1/8 Bend
o/,i" LA04 - 33 Compression 1/8 Bend
1" LA02 - 44 Flare 1/8 Bend
1" LA04 - 44 Compression 1/8 Bend
Minimum size for residential use shall be one (1) inch. The service line shall be laid in a
straight line and be of a continuous piece of pipe from corporation to curb cock. The
curb cock shall be located 6 inches behind and. 8 inches below the top of new curb or
edge of asphalt. Where service connects to DIP or any pressure-rated pipe, service
saddles must be used. Brass double strap tapping saddles shall be used. U-bolt type
straps are not acceptable. All water service taps on the main shall be spaced at a
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minimum distance of 18 inches apart and a minimum of 18 inches from a bell or fitting.
If two or more taps are required at a minimum spacing, they shall be offset 450
alternatively. Services greater than one (1) inch shall be seamless galvanized. 2"
services shall have two 2" 90-degree galvanized elbows per Augusta Utilities' 2 Inch
Water Service detail.
Services shall not exceed over 100 feet from the main to the meter. Where possible,
meter shall be placed in unpaved area as close to the water main as possible.
14.10 METER INSTALLATION
The ContractorlDeveloper shall furnish and install an approved meter box at the
termination point of all water services, and maintain until such time as a meter is
installed. Meters will be installed by Augusta Utilities Department at the time services is
required at the stub-out. Each unit within a residential building (i.e., duplex, triplex, etc.)
shall have a separate meter, unless prior approval is received by the Utilities Director.
The proper si~ing of service lines is the responsibility of the design engineer. Meters will
be available in the following sizes only: 5/8 x 3/4, 1, 1 Y2, 2, 3, 4-inch, and larger standard
sizes as ne,cessary. Meter boxes for 1 Y2 inch and smaller meters are standard. 2-inch and
larger shall be installed in a meter vault. The Augusta Utilities Department reserves the
right to request historical data for meter sizing.
Meter boxes shall be Rome type, 10" x 19" x 10" cast iron box and lid. The top shall
have cast ribs on the bottom side with four (4) legs to prevent sliding movement. The
box shall have a minimum weight of 37 lbs., for meters 1 Y2inch or smaller. Meter and
curb stop shall be fully encased by the meter box. Meter vaults (for meters 2 inch and
larger) shall be fabricated of masonry block or pre-cast reinforced concrete using 3,000
psi concrete and #4 rebar. The access hatch shall be made of heavy duty aluminum, and
shall be hinged and lockable. The hatch shall be large enough for removal of the meter
but no smaller than 48" x 36". Wall dimensions shall allow 2 feet of working clearance.
Vault floors shall be no less than 4 inches thick with 3,000 psi concrete and #4 rebar,
with the meter located no less than 18 inches off the floor.
The Augusta Utilities Department assumes no responsibility for undersized meters and
problems associated with it. All meters will be provided and installed by the Augusta
Utilities Department. The meters remain the property of the Augusta Utilities
Department.
Meters should generally be placed 18 inches inside the adjacent utility easement that
parallels the right-of-~ay. Where sidewalk, two feet of clearance is required between the
customer's side of the sidewalk edge and the meter box. In developments where the
property line is not clearly defined (e.g., condominiums) the meter should be placed for
ready access as approved by the Augusta Utilities Department. Meter and control valves
shall be accessible and unobstructed for 4 feet in all directions. This shall include but not
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be limited to transformers, telephone junction boxes, walls, trees, etc. Meters shall not be
placed in areas that can be fenced, such as backyard. Meter boxes shall not be placed in
any asphalt or concrete surfaced areas (sidewalks, driveways, curbs, etc.) unless approved
in writing by Augusta Utilities. For shopping centers, the developer's engineer should
give special consideration to meter layout so as to satisfy these requirements. When no
alternative is available but to locate in asphalt, the top of box shall be flush with the
asphalt surface. Meters shall not be located in low areas that normally receive storm
water. The box shall also be located outside of parking stalls. The box and lid should be
traffic bearing, but located outside of a commonly trafficked area.
14.11 BACKFLOW PREVENTION DEVICES
Backflow prevention devices shall be provided, as required by the Utilities Director and
as set forth in these Standards. All irrigation systems, water services and fire lines for
industrial/office/commercial, schools, mobile home parks, multi-family residences and
any other locations as detennined by the Utilities Director shall require suitable backflow
prevention assemblies on the customer side of service lines (domestic, irrigation, and
fire). Backflow devices shall be tested by a certified person and the results furnished to
the Augusta Utilities Department prior to any water use. Residential development shall
install a "Dual Check" Backflow Device on the customer's side of service line at the
point of tie-in to the water meter. The plumber or builder tying service into the set meter
will submit the test results for the backflow prevention device to the Augusta Utilities
Department's Inspector prior to acceptance and any water use.
Backflow prevention device assemblies shall be the latest approved product of a
manufacturer regularly engaged in the production of this type equipment. All assemblies
shall be as approved by the America Society of Sanitary Engineering (ASSE), The
American National Standards Institute (ANSI), The American WaterWorks Association
(A WW A), Foundation for Cross Connection Control and Hydraulic Research of the
University of Southern California, and the Georgia State Plumbing Code.
Type and size of assemblies shall be indicated on the drawings.
Backflow prevention device ownership and maintenance responsibilities shall be as set
forth in the appropriate ordinances. The Owner shall document yearly that the backflow
prevention device has been tested annually by a qualified technician. A copy of the
technician's certification must be attached to the test results and submitted to the Augusta
Utilities Director. Engineer must comply with the Augusta Utilities Department Policies
and Procedures for Backflow Prevention by Containment (latest version). A copy of this
manual is available upon request.
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September 2000
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List of Specifications:
ANSIJA WW A C510-97 1997 or latest version
Double Check Valve Backflow-Prevention Assembly
ANSIJA WW AC511-97 1997 or latest version
Reduced-Pressure Principle Backflow-Prevention Assembly
14.12 SYSTEM PRESSURES
The design engineer shall not assume a pressure greater than 35 psi at the meter of
detector check valve without confirmation from the Augusta Utilities Department. The
design engineer, if possible, should field verify the available pressures prior to finalizing
their design. The Augusta Utilities Department does not guarantee or warrant any
pressure or flow above what the system can furnish. Augusta Utilities reserves the right
to limit water usage for irrigation in the event of drought, or requirement by the Georgia
EPD.
14.13 FIRE LINES
All fire lines shall have a detector check valve with a 5/8 inch by-pass meter (to detect
low flows) within the right-of-way or dedicated easement. No exceptions to the by-pass
meter requirement shall be made regardless of sprinkler system type, configuration, etc.
CONSTRUCTION:
14.14 WATER DISTRIBUTION SYSTEM INST ALLA TION
Authorization must be obtained from the Augusta Utilities Department to construct, alter
or modify a water line. Construction of water infrastructure will be authorized by the
Utilities Department upon approval of submitted plans and notification of the Augusta
Utilities Department at least 24 hours prior to starting construction (706-772-5503).
Where water lines will encroach public right-of-way, a Right-of-Way Encroachment
Permit approved by the Public Works Department is required prior to construction. A
Right-of-Way Encroachment Permit application is available through the Public Works
Department (706-821-1706).
Installation of water mains and associated appurtenances shall be in accordance with
current A WW A specifications and manufacturer's requirements for the specific product.
Loading or unloading and storage of pipe, fittings, valves, etc. shall be done such that to
avoid damage. The interior of all pipe, fittings, valves, etc. shall be kept free of dirt and
foreign matter at all times. All piping shall be placed in a dry trench with a stable
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bottom. Wet trench installation shall be allowed only upon written approval of the
Utilities Director.
Mechanical restraint systems shall be required at each fitting involving a change of
direction and as specified in the approved plans. Concrete thrust blocks will be allowed
in lieu of mechanical restraint systems.
Backfill shall be free of boulders and debris, and shall comform to Georgia Department
of Transportation Specifications. Sharp or rocky material encountered in the base shall
be replaced with proper bedding. Pipe shall be laid on line and grade as designed. Pipe
joints, gravity blocks, service connections, and conflicts shall be left exposed until
visually inspected and approved by the Augusta Utilities Department's Inspector.
Fire hydrants shall be installed true and plumb with the center of the pumper nozzle
facing toward the road. Hydrants shall not be placed in the sidewalk. The engineer will
be responsible for moving hydrants placed in sidewalks.
All valves shall be placed according to plans. Valve stems shall be installed plumb.
Valve stem extensions are required as described in Section 14.7. Air relief valves shall
be installed at all high points in the water main where air can collect, as shown on the
plans or as directed by Augusta Utilities.
List of Specifications:
ANSI! A WW A C600-93 1993 or latest version
Installation of Ductile-Iron Water Mains and Their Appurtenances
ANSI!AWW A C605-94 30-JAN-1994 or latest version
Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for
Water
ANSI! A WW A C512-92 1992 or latest version
Air Release, AirN acuum and Combination Air Valves for Water Works Service
14.14.1 Handling and Storing of Materials: Unload pipe so as to avoid
deformation or other injury thereto. Place no pipe within pipe of a larger size.
Store pipe and fittings on sills above storm drainage level and deliver for laying
after the trench is excavated. Valves shall be drained and so stored as to protect
them from freezing.
14.14.2 Pipe Laying (General): The interior of the pipe shall be clean and joint
surfaces wiped clean and dry when the pipe is lowered into trench. Lower each
pipe, fitting and valve into the trench carefully and lay true to line and without
objectionable breaks in grade. The depth of cover below finished grade shall be
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not less than 3 feet, or as shown on the drawings. Give all pipes a uniform
bearing on the trench bottom. Allow no trench water or dirt to enter the pipe after
laying. Insert a watertight plug in the open end of the piping when pipe laying is
not in progress.
14.14.3 Boring and Jacking: Where required by the drawings, the water line will
be installed in a steel casing, placed by boring and jacking. Where boring is
required under highways or city/county roads, the materials and workmanship
will be in accordance with the standards of the Georgia Department of
. Transportation or local authority. Boring and jacking under railroads will be
governed by the latest AR.E.A Standards, Part 5, "Pipelines" and those of the
railroad involved.
14.14.3.1 Casing Pipe: The casing pipe shall conform to the materials standard of
ASTM Designation A252, with minimum wall thickness of 0.219 inch. Steel pipe
will have a minimum yield strength of 35,000 psi. Casing pipe shall be joined
together with welded joints.
14.14.3.2 Carrier Pipe: The carrier pipe shall be ductile iron as specified herein.
14.14.3.3 Installation: The steel casing shall be installed by the "Dry Bore and Jack"
method. If voids develop or if the bored hole diameter is greater than the outside
diameter of the pipe by more than approximately 1 inch, remedial measures will
be taken as approved by the Engineer.
When installing water line through casing, Contractor shall use mechanical joint
pipe with retained glands through length of casing. The water main shall be
strapped to 8 foot 10ng treated wooden skids with metal straps throughout length
of casing. The ends of the casing shall be sealed with brick and mortar.
14.14.4 Reaction Blocking: All plugs, caps, tees, bends and other fittings shall be
provided with adequate reaction blocking as shown on the drawings. Reaction
blocking shall be made to bear directly against the undisturbed trench wall.
Where trench conditions are, in the opinion of the Engineer, unsuitable for
reaction blocking, the Contractor shall provide tied joints to adequately anchor the
piping as shown on the drawings. All the rods and clamps shall be given a
bituminous protective coating.
14.14.5 Pressure and Leakage Testing: Before any work will be accepted for
payment, the Contractor will fill the piping with water, open outlet as necessary
for expelling the entrapped air. No fire hydrant shall be opened full force during
charging operations. Thereafter, furnish the necessary equipment and test the
piping under the supervision of the Engineer for a period of at least 2 hours at not
less than 1.25 times the design pressure in pounds per square inch, based upon the
highest elevation of the section under test. Pressure testing shall be in accordance
with the latest A WW A Standard C600, Section 4.1. at 1.5 times the working
pressure at the point of testing. Inspect all joints, and remedy to the satisfaction
of the Engineer any defects discovered. Continue the test until all visible leaks
have been eliminated from the part of the system under test, and the pressure
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remains constant with a maximum pressure drop of 5 psi for the duration of the
test.
Immediately following the pressure test, and before any work will be accepted for
payment, the Contractor shall perform a leakage test. Leakage is defined as the
quantity of water to be supplied into the newly laid pipe, or any valved section
thereof necessary to maintain the specified leakage test filled with water to within
5 psi of the test pressure. No pipe installation will be accepted until the leakage is
less than the number of gallons per hour as determined by the formula:
L=
S=
D=
p=
EDJP
Allowable L 133.Jl) leakage in gallons per hour.
The length of pipe in the section tested.
The nominal diameter of the pipe in inches.
The average test pressure during the leakage test in pounds per
square inch gauge.
The leakage test shall be conducted in accordance with A WW A Standard C-600,
Section 4.1 (latest version).
14.14.6 Connection to Existing System: All connections to existing mains shall be
made under the direct supervision of the Augusta Utilities Department's
Inspector. Valves on existing mains shall be operated by or under direct
supervision of Augusta Utilities Department personnel. Tapping sleeves and
valves shall be pressure tested prior to tapping. If service to existing customers
must be cut off, the Augusta Utilities Department shall be notified at least three
(3) days in advance to make necessary notifications. The Contractor shall
disinfect and secure appropriate Utilities Department clearances and samples for
any service interruptions which occur as a result of a Contract request for shut
down or error. The clearances shall be obtained within 72 hours of reactivation.
If cut-off of service is required, the Contractor shall be ready to proceed with as
much material pre-assembled as possible at the site to minimize the length of
service interruption. Augusta Utilities reserves the right to postpone service cut-
off if, in the opinion of the Utilities Director, the Contractor is not ready to
proceed on schedule. No customer should be without water for more than four (4)
hours. The Owner/Developer shall arrange for temporary services to Customer if
water will be shut off for more than four hours.
Local chlorination will be required for all pipe and fittings used to complete
connections with the potable water system. Tapping sleeves and valves shall be
chlorinated in accordance with A WW A requirements. All wet taps shall be
witnessed by the Augusta Utilities Department's Inspector.
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September 2000
Design Standards & Construction Specifications
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14.15 CLEANING AND FLUSHING
Upon completion of installation, the mains shall be flushed and the water disposed of
without creating a nuisance. Flushing must achieve a minimum water velocity of 2.5 fps
in all portions of the pipe. The duration of the flushing will be determined by the
Augusta Utilities Department's Inspector. If, in the opinion of the Augusta Utilities
Department's Inspector, there is insufficient water available for proper flushing, the
Contractor shall clean the lines by pigging. No flushing or cleaning shall take place
without an Augusta Utilities representative present. The existing mains that the new
mains are connected to may be required to be flushed under the direction of the Augusta
Utilities Department when service is restored.
14.16 TESTING AND DISINFECTION
All water mains shall be leak tested. The ContractorlDeveloper shall provide all
equipment, materials and labor necessary for pressure and leak testing. This test must be
observed by an Augusta Utilities Department representative and the design engineer. A
pumping pressure of 200 psi must be supplied at the expense of the
Contractor/Developer. The main tested shall either be isolated from active potable lines
or protected from leakage by a double valve arrangement. All water used for pressure
testing must be potable water with an adequate cWorine residual. Water lines shall be
tested by valve sections. Maximum allowable leakage shall be as determined in
accordance with current A WW A specifications. The standard duration of test is four (4)
hours. Testing procedures shall meet or exceed A WW A C600 (latest version)
requirements. Any portions of the main which fail the test shall be replaced or adjusted
until the entire new main passes the test criteria. The pressure and leakage test shall be
done concurrently.
Augusta Utilities shall be notified at least 24 hours in advance to schedule bacteriological
testing of water mains. The Contractor shall replace or adjust components of the pipeline
which fail the test. Clearance is required from the Utilities Department before the
Augusta Utilities Department will allow the main to be put into service.
All piping complete with fittings and appilrtenances shall be sterilized as specified in the
applicable sections of A WW A Specification C651 (latest version) "Disinfecting Water
Mains." Piping and appurtenances shall be thoroughly flushed then chlorinated with not
less than fifty parts per million (50 ppm). Calcium hypochlorite can be used. Water from
the existing distribution system or other source of supply should be controlled so as to
flow slowly into the newly laid pipeline during the application of cWorine. The solution
should be retained in the pipeline for not less than 24 hours and a chlorine residual of 10
ppm should be available at this time. The system shall then be flushed with potable water
and the sampling program started. Sampling taps and cWorinated water used for
disinfection shall be flushed to a location that will not damage property, persons, etc., and
shall be provided by the ContractorlDeveloper at the expense of the
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
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ContractorlDeveloper. The provisions of this paragraph apply equally to new pipe and
fittings and to existing pipelines into which connections have been made or which may
have been otherwise disturbed to the extent that contamination may have occurred. All
requirements of the health authorities shall be observed in executing this work. The
disposal of heavily chlorinated water (follOwing disinfection) must be accomplished in
accordance with the latest editions of the A WW A Standard C651 and the EPD' s
Minimum Standards for Public Water Systems.
Two or more successive sets of samples, taken at 24 hour intervals and tested by a State
approved private lab, shall indicate bacteriologically satisfactory water and the results
submitted to the Engineer.
14.17 W A TERlSEWER SEP ARA TION:
A 10 foot horizontal separation shall be maintained between water and sewer lines.
Where the horizontal separation cannot be met or where water and sewer lines must
cross, an 18 inch vertical separation, water over sewer must be maintained. Where the
above conditions cannot be met, water and sewer lines shall be cast iron or ductile iron
pipe with joints staggered such that maximum separation between joints exists. The
water line shall be installed over the sewer line.
14.18 AS-BUILT DRAWINGS:
As the work progresses, record on one set of utility drawings all changes and devi'ations
from the contract drawings in sizes, lines or grade. Record also the exact finallocation of
water lines by offset distances to surface improvements such as edge of existing
pavement or to property lines, etc. at a maximum interval of 200 feet. Make sufficient
measurements to locate definitely all water lines etc., to permanent points. The drawings
will show references to all valves, fittings, pipe brand changes, etc; Transfer accurately
all such records in red pencil to white prints of the utility drawings and deliver them to
the Engineer with monthly payment estimate.
14.19 MEASUREMENT AND PAYMENT:
Payment will be made only for elements in place and tested as follows:
1, Pipelines will be paid for at the unit contract price, per linear foot, for each
size, type and class installed, complete, including fittings. No deduction
will be made for the laying length of valves and fittings installed within
pipelines.
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2. Valves will be paid for at the unit contract price for each size and type
installed. Payment therefore will include box or vault as shown on the
plans.
3. Fire hydrants will be paid for at the unit contract price for each size
installed, complete with the lead piping, valve, and main tee, in place as
shown on the plans.
4. Service lines will be paid for at the unit contract price for each size and type
installed, complete as shown on the plans.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-19
SECTION 14B
SANITARY SEWER SYSTEMS
BASIS FOR DESIGN:
A Professional Engineer registered in the State of Georgia must prepare the plans and
specifications. Design must conform to the requirements set forth in "Recommended
Standards for Wastewater Facilities" (latest version) published by the Great Lakes-Upper
Mississippi River Board of State and Provincial Public Health and Environmental
Managers, and follow EPD guidelines.
Before a sewer is designed, the area to be served should be studied for the purpose of
estimating the tyPe and quantity of flow to be handled. Design should be considered for
the ultimate tributary population. Consideration should be given to the maximum
anticipated capacity of institutions, industrial parks, etc. Where future relief sewers are
planned, economic analysis of alternatives should accompany initial permit application.
Design should be based on peak sewage flows plus the anticipated maximum
infiltration/inflow levels under normal open channel flow conditions.
All food service operations are required to install, operate, clean, and maintain a
sufficiently sized oil and grease separator (grease trap) to prevent obstruction or
interference with the proper operation of the sanitary sewer collection system and
. treatment plants.
All existing waterworks units, including basins, wells, and treatment units, located within
200 feet of a proposed sewer shall be shown on the engineering plans. Soil conditions
within this 200 feet of waterworks shall be determined and shown on the plans.
A professional engineer shall determine force main size, after a study has been completed
of the surrounding area with regards to the proposed construction and potential future
construction. A minimum velocity of 2 fps within a force main shall be acceptable for
prevention of solids settling.
No sanitary sewer lines less than eight (8) inches in diameter may be installed. Sanitary
laterals with clean-outs shall be installed at ALL service tie-ins to the system.
During construction when deviations from approved plans affecting capacity, flow, or
operation are desired, the Augusta Utilities Department's Inspector shall be notified.
Revised plans shall be submitted as soon as possible to the Augusta Utilities Department
for approval. Minor changes not affecting capacities, flows or operation may be allowed
in the field during construction by the Utilities Department's Inspector. The Inspector
shall have final authority as to what constitutes a minor or major change. An approved
set of Record Drawings clearly showing any changes shall be submitted to the Augusta
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September 2000
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Utilities Department Inspector at the completion of the work and prior to sign-off of the
final plat.
The ContractorlDeveloper is responsible for verifying the exact location, size and
material of any existing sewer facility proposed for connection or use by the project.
DESIGN STANDARDS FOR SANITARY SEWER LINES:
14.20 COVER
14.20. 1 Minimum cover to finished grade over sanitary sewer shall be four (4) feet.
14.20.2Maximum cover shall be 20 feet unless otherwise approved by the Augusta
Utilities Department.
14.21HORIZONT AL SEP ARA TION
14.21.1 Ten (10) feet to water lines and storm sewer lines.
14.21.2Fifteen (15) feet to buildings, top of bank of lakes/streams/creeks, other structures
(10 feet absolute minimum - only when unavoidable, and pipe material is
required to be DIP).
14.21.3Ten (10) feet minimum separation to gas mains.
14.21.4Ten (10) feet minimum to underground electric cable.
14.21.5A11 separation distances above are edge to edge.
14.22VERTICAL SEPARATION
Eighteen (18) inch minimum separation (edge to edge) between all pipes and cables shall
be maintained (6 inch absolute minimum separation with DIP)
14.23LA YOUT
14.23. 1 Sanitary sewer easements shall be a minimum of twenty (20) feet wide with the
sewer line centered in the easement.
14.23.2Individual sewer services shall be a minimum of six (6) inches in diameter and
shall extend from the main and terminate with a clean-out constructed at the edge
of right-of-way. If the main is installed outside of the right-of-way, the services
with clean-outs shall terminate at the edge of the permanent easement. All lines
eight (8) inches in diameter and larger shall terminate in a manhole. Sewer lines
installed parallel to lakes/streams/creeks shall be designed to leave a 25- foot
undisturbed buffer along the edge of the bank. The required service lateral with
Glean-out shall be inspected by the Augusta Utilities Inspector prior to physical
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Design Standards & Construction Specifications
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tie-in of private service line. The use of donuts or tying into the stack pipe of the
clean-out is strictly prohibited.
14.23.3Under no circumstances shall house sewer services and water services be laid in
the same trench.
14.23.4All sewers shall be designed and constructed to give a mean velocity of 2.0 feet
per second, when flowing full, based on Manning's formula using an "n' of 0.014.
The following are the minimum slope that should be provided; however, slopes
greater than these are desirable.
Size (inches)
8
10
12
14
15
16
18
21
24
27
30
33
36
39
42
Minimum Slope in Feet
Per 100 Feet
0.40
0.28
0.22
0.17
0.15
0.14
0.12
0.10
0;08
0.067
0.058
0.052
0.046
0.041
0.037
Where velocities greater than 10 feet per second are attained, special
provision shall be made to protect against displacement by erosion and
impact.
14.23.5The maximum slope for a sanitary sewer line shall be 20%. All 20% sewers shall
be DIP with concrete collar walls at every joint or alternate restraining system
provided by design engineer. Slopes less than 20% are preferred. If steep slope is
necessary, the Augusta Utilities Department Engineer must approve the design.
14.23.6Buoyancy of sewers shall be considered and flotation of the pipe shall be
prevented with appropriate construction where high groundwater conditions are
anticipated.
14.23.7Manhole spacing shall not exceed 400 LF for sewers 15 inches in diameter or
smaller, and 500 feet for sewers 18 inches to 30 inches.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
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14.23.8Manholes shall be located at the junction of sewers and at changes in grade, pipe
size, or alignment. They shall also be installed at all intersections. Sanitary sewer
manholes should not be located where surface water drain into them. When this is
not possible, a watertight cover shall be specified. For this purpose, and also for
assisting in locating manholes across country, the rims shall be set above grade.
14.23.9A drop manhole shall be provided for a sewer entering a manhole at an elevation
of 24 inches or more above the manhole invert. Where the difference in elevation
between the incoming sewer and the manhole invert is less than 24 inches the
invert shall be filleted to prevent solids deposition.
14.23.lOMinimum angle between influent and effluent sanitary sewer lines at a manhole
shall be ninety (90) degrees.
14.23.11Both vertical and horizontal alignments shall be reviewed with the Augusta
Utilities Department prior to finalization.
14.23.12All pipes crossing proposed sanitary sewer lines shall be shown as conflicts in
plan and profile views on the sanitary sewer plan sheets (not on detail sheets).
Crossings shall be designated by a letter (A, B, C, etc...) and include information
regarding top of pipe and bottom of pipe elevations. Contact the Augusta Utilities
Department for an example. The design engineer is responsible for identifying all
conflicts.
14.23. 13Where indicated on the plans, pipe stub-outs for the connection of future sewers
shall be provided during the construction of new manholes. Each stub-out shall
be plugged in the bell end of the stub-out with plug approved by Augusta
Utilities.
14.24SANITARY SEWER MATERIAL
Pipe for sanitary sewers shall be polyvinyl chloride (PVC) or ductile iron pipe (DIP) as
outlined below. However, DIP is considered a remedial measure for special applications
only. Standard pipe lengths not greater than 20 feet shall be used. Force main pipe shall
be of approved C900-CL200 water pipe.
PVC pipe shall be manufactured from virgin resin conforming to ASTM D-3034 (latest
version) with minimum classification of SDR-35. DIP shall be epoxy-lined and conform
to AWWA CI51/ANSI A21.51 (latest version). Design methods shall conform to
A WW A C 150/ ANSI A21.50 (latest version). DIP shall be Class 350 for 12" and smaller.
All fittings shall be of the same quality and material as the pipe to be used. Pipe classes
shall be determined based upon the installation and the use intended. Pipe shall be
. Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-23
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appropriately labeled on the drawings. WYE fittings shall be utilized. TEE fittings and
saddles shall not be allowed. All DIP fittings shall be ductile iron or cast iron.
Aerial pipe shall be mechanical joint DIP or continuous weld, wrapped and coated steel
pipe. Piers shall be placed at every joint directly behind the bell. Site conditions may
dictate construction utilizing more stringent requirements than indicated in the standard
detail. Anchor collars shall be constructed on the pipe whenever pipe grade is 20% or
greater. Restrainers may be used in lieu of collars when a particular brand and method
are determined equivalent.
14.24.1 DIP shall be required in the following circumstances:
14.24.1.1 When sanitary sewer line has less than four (4) feet of cover. Minimum depth
of DIP is two (2) feet.
14.24.1.2When a sanitary sewer line cross over storm pipe (Must be one joint of DIP
centered on the crossing)
1424.1.3When a sanitary sewer line passes laterally within one (1) foot of a storm sewer
line (Must be one joint of DlP centered on the crossing).
14.24.1.4When a sanitary sewer line is to have in excess of eighteen (18) feet of fill.
14.24.1.5When a sanitary sewer line is at the maximum slope of 20%.
14.24.1.6For last joint of pipe at all drop manholes greater than three (3) feet.
14.24.1.7When a sanitary sewer is less than six (6) feet under a street.
14.24.1.8The Utilities Director may mandate DIP in any instances of off-site or on-site
construction where future abuse to the line is possible due to location or circumstances,
extensive length under pavement, or in private property away from right-of-way areas.
14.24.2 pye shall be jointed with a rubber gasket and shall conform to ASTM F477
(latest version) and manufacturer's recommendations. Solvent weld is
prohibited. DIP shall be of the bell and spigot type with push-on joints
conforming to ANSI A21.11 (latest version) or mechanical joints.
14.24.3 Sewer Pipe Bedding:
Bedding requirements shall apply to sanitary sewer lines only. They are
not to be considered minimum bedding requirements and as such, do not
relieve the Engineer/Contractor of the responsibility to provide any
additional bedding necessary for proper construction.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-24
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Bedding shall be carefully placed along the full width of the trench so. that
the pipe is true to line and grade of the pipe barrel. Bell holes shall be
provided so as to relieve pipe bells of all load, but small enough to ensure
that support is provided throughout the length of pipe. Crushed stone
embedment material shall conform to ASTM C33, Graduation #67 (314"
to #4). Bedding material shall be placed underneath and be carried up the
sides of the pipe as specified below.
Class B Bedding shall be performed by first undercutting the trench an
adequate amount to provide bedding under the pipe bell. The trench shall
then be brought to grade with compacted crushed stone as specified above
for the full width of the trench. The bedding material shall be placed in
the zone four (4) inches below the pipe and the pipe laid to line and grade
and backfilled with compacted crushed stone placed the full width of the
trench up to one-half the outside diameter of the pipe. Select backfill
pI aced in six (6) inch layers and compacted shall be the backfill from the
springline of pipe to 18 inches above the pipe. A minimum Class B
Bedding shall be used for all plastic pipes.
Class C Bedding shall be performed by fIrst undercutting the trench an
adequate amount to provide bedding under the pipe bell. The trench shall
then be brought to grade with compacted crushed stone as specified above
for the full width of the trench. The bedding material shall be placed in
the zone four (4) inches below the pipe and the pipe laid to line and grade
and backfilled with compacted crushed stone .placed the full width of the
trench up to one-fourth the outside diameter of the pipe. Select backfill
pI aced in six (6) inch layers and compacted shall be' the backfill from the
bedding material to 18 inches above the pipe. A minimum Class C
Bedding shall be used for all ductile iron pipes.
14.24.4
Jack and Bore Installations:
Casing pipe used with jack and bore shall be in accordance with requirements of
the Georgia Department of Transportation (GDOT) or railway specifications.
14.24.5 New sewers shall be tied-in to the existing sewers at locations indicated on
the plans. No lines smaller than six (6) inches shall be tied to a sewer line or
manhole. All tie-ins to existing manholes shall be cored. The Contractor shall be
responsible for maintaining uninterrupted service of the sanitary sewer during tie-
in operations. No connection to existing sanitary sewer shall be allowed until the
proposed sewer line is inspected and approved by the Augusta Utilities
Department's Inspector.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
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14,24.6 Side sewers shall be installed where shown on the plans. A side sewer
consists of a sewer extending from a connection to the street or main sewer to its
connection to the house sewer or other point. For new 8" through 12" diameter
sewers, the side sewer connection shall be constructed with a wye fitting in the
street sewer with a 45-degree elbow. For new 15" and larger pipes, or existing
sewers, the connection shall be made by machine made tap and suitable saddle,
. unless otherwise approved by the Augusta Utilities Department.
Belled pipe shall be laid with the bell end up grade and in general, all pipe laying
shall start and proceed up grade from the point of connection at the street sewer or
other starting point. PIpe shall be laid in a straight line at a uniform grade
between fittings or on a uniform horizontal or vertical curvature achieved by
deflecting thepipe joints within the manufacturer's recommended limits. The
maximum deflection permissible at anyone fitting shall not exceed 45 degrees.
The maximum deflection of any combination of two adjacent fittings shall not
exceed 45 degrees unless straight pipe not less than 2 Yz feet in length be installed
between such adjacent fittings or unless one of such fittings is a wye branch with
a cleanout provided ~:m the straight leg.
14.24.7 Material for transition (e.g., PVC to DIP) shall be indicated and specified.
Where offset of DIP is required, mechanical joint DIP shall be installed with
mechanical joint heavy body DIP sleeves at the reconnections.
14.24.8
Sanitary Sewer Manholes:
Precast manholes shall conform to the latest edition of ASTM C-478 (five inch
wall thickness). Use six (6) inch wall thickness if manhole exceeds 20 feet in
depth. All holes for incoming and outgoing pipe will, whenever possible, be
precast, with pipe tie-in made using PS 10 flexible gasket, manufactured by
PressSeal Gasket Corporation, or approved equal. In the event of the necessity of
cutting new holes, the holes shall be machined cored neatly and carefully so as
not to damage the structural integrity of the manhole and large enough to allow
the insertion of a flexible rubber boot. Precast holes shall be flexible boot fitted.
Barrel joints shall be tongue and groove with performed plastic meeting the
requirements of Federal Specifications SS-S-0021O, "Sealing Compound,
Preformed Plastic Pipe Joints" Type I, rope form, also known as "Ram Neck."
Eccentric manholes cones are required. Inverts shall be constructed of 3,000 psi
plant mix. Manhole steps shall be installed in all sections of each manhole as
indicated on the drawings. Frame and covers shall be cast or ductile iron and set
in a bed of mortar on the top of the manhole and completely grouted outside and
wiped smooth. Ring and cover shall be USF-170 or approved equal. Cover shall
read "Sanitary Sewer." Watertight manhole covers are to be used wherever street
runoff or high water may flood the manhole tops. Locked manhole covers may be
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
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may be desirable in isolated easement locations or where vandalism may be a
problem.
Where corrosive conditions due to septlclty or other causes is anticipated,
consideration shall be given to providing corrosion 'protection on the interior of
the manholes.
The minimum diameter of manholes shall be 48 inches; larger diameters are
required for large diameter sewers. A minimum access diameter of 22- 1,4 inches
shall be provided.
Outside drop manholes shall be precast and constructed for incoming lines having
invert 24 inches or more above the invert of the manhole outlet, with DIP and tie
rods per Detail No. 14.08. Shallow manholes shall be precast or Type B slab top
precast and shall be constructed in accordance with ASTM C-478 (latest version).
Drop manholes should be constructed with an outside drop connection. Inside
drop connection (when necessary) shall be secure to the interior wall of the
manhole and provide access for cleaning. Inside drop connections shall be used
only when approved by the Utilities Department Engineering Division.
Due to the unequal earth pressure that may result from the backfilling operation in
the vicinity of the manhole, the entire outside drop connection shall be encased in
concrete.
A bench shall be provided on each side of any manhole channel when the pipe
diameter(s) are less than the manhole diameter. The bench should be sloped no
less than Yz inch per foot (4 percent). No lateral sewer, service connection, or drop
manhole pipe shall discharge onto the surface of the bench.
14.24.11
A11 construction material shall be first quality, not previously used. Repair
clamps are not acceptable. Damaged or faulty pipe and materials must be
properly replaced. All gaskets shall be new. When connecting to existing
valves or fittings, gaskets shall be replaced, not reused.
14.24.12
The Engineer shall provide a complete set of shop drawings, which shall
indicate the Augusta Utilities Department's specific material requirements.
In general, material requirements will be guided by the latest versions of
the specifications of A WW A and ASTM.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-27
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14.25 SANITARY SEWER SYSTEM DESIGN
Design requirements are as follows:
14.25.1 Per Capita Flow, Average: 125 gallons per day (gpd)
14.25.2 Minimum velocity in collector sewer: 2.0 feet per second (fps)
14.25.3 Maximum velocity in collector sewer: 10.0 feet per second (fps)
14.25.4 Minimum collector sewer size: 8 inch
14.25.5 Infiltration Allowance: 25 gpd/in Dia/mile
14.25.6 Ratio of Peak to Average flow: 2.5
14.25.7 Design depth of flow @ Peak Flow: 0.75 of Full
14.25.8 Design Period: 30 Years
14.25.9 Minimum Manning's "n" Factor: 0.014
14.26 LIFT STATION DESIGN
All lift stations shall be installed underground, unless otherwise directed by the Utilities
Director. Wet well size and pump sizing shall be determined by a professional engineer,
after a comparative study has been done of the area surrounding the proposed
construction. Potential future development of the surrounding area should be
incorporated into the design. All potable water services around sewage pumping
facilities shall be provided with an approved reduced pressure backflowprevention
(RPZ) device.
All pipes entering the wet weIl and discharging from the wet well into the valve pit shall
be mechanical joint DIP. PVC pipe will not be permitted. Pipes shall be sized per the
design engineer's calculations and pump data.
14.26.1
Pumps, valves, and pipe sizes, shall be designed by a professional
engineer. Calculations for the design shall be submitted to the Augusta
Utilities Department for review and approval. Pump specifications shall
be provided to Augusta Utilities for review. Valves shall have a minimum
of a 18-inch clear zone in all directions.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-28
14.26.2
14.26.3
14.26.4
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The valve pit shall consist of a precast manhole cone section or a precast
concrete box. The bottom shall have 2-inch diameter pre-drilled holes
filled with gravel for drainage.
A cone section shall be set on a minimum 4-inch thick concrete slab with
an open bottom and gravel for drainage. For proposed piping, the
manhole shall have cored holes fitted with flexible rubber boots. Standard
ring and cover shall be installed and grouted to the cone section. The top
of the valve pit shall be a minimum of six (6) inches above finished grade.
Electrical systems and components (e.g., motor, lights, cables, conduits,
switch boxes, control circuits, etc.) in raw wastewater wells, or in enclosed
or partially enclosed spaces where hazardous concentrations of flammable
gases or vapors may be present, shall comply with the National and the
City of Augusta Electrical Code requirements. In addition, equipment
located in the wet well shall be suitable for use under corrosive conditions.
Each flexible cable shall be provided with a watertight seal and separate
strain relief. A fused disconnect switch 10cated above ground shall be
provided. For the main power feed for all pumping stations. When such
equipment is exposed to weather it shall meet the requirements. of
weatherproof equipment. One such equipment such as the control panel
shall be duplex NEMA 4X with audible and visible alarms. Lightning and
surge protection systems should be considered. A 110 volt power
receptacle to facilitate maintenance shall be provided inside the control
panel for lift stations that have control panels outdoors. Ground fault
interruption protection shall be provided for all outdoor outlets.
Permanently-installed or portable engine-driven generating equipment
must be available for emergency operation of all lift stations. Generating
unit size shall be adequate to provide power for pump motor starting
current and for lighting, ventilation, and other auxiliary equipment
necessary for safety and proper operation of the lift station. The City of
Augusta must approve allowance for the operation of only one pump
during periods of auxiliary power supply. Special sequencing controls
shall be provided to start pump motors unless the generating equipment
has the capacity to start all pumps simultaneously with auxiliary
equipment operating. Where portable generating equipment or manual
transfer is provided, sufficient storage capacity with an alarm system shall
be provided to allow time for detection of pump station failure and
transportation and connection of generating equipment. Special electrical
connections and double throw switches shall be installed at all lift stations
where emergency power will be provided by portable generating
equipment. Design engineer and/or contractor shall coordinate type and
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-29
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size of all permanent or portable generators with City of Augusta prior to
lift station construction.
14.26.5
Wastewater pumping stations and portable equipment shall be supplied
with a complete set of operational instructions, including emergency
. procedures, maintenance schedules, tools and spare parts as may be
necessary.
CONSTRUCTION:
14.27 INSTALLATION
Authorization must be obtained from the Augusta Utilities Department to construct, alter
or modify a sanitary sewer line. Construction of sewer infrastructure will be authorized
by the Utilities Department upon approval of submitted plans and notification of the
Augusta Utilities Department at least 24 hours prior to starting construction (706-772-
5503). Where water lines will encroach public right-of-way, a Right-of-Way
Encroachment Permit approved by the Public Works Department is required prior to
construction. A Right-of-Way Encroachment Permit application is available through the
Public Works Department (706-821-1706).
Installation of sanitary sewer pipe and associated appurtenances shall be in accordance
with current ASTM specifications and manufacturer's requirements for the specific
product. Loading or unloading and storage of pipe, fittings, valves, etc. sha11 be done
such that to avoid damage. All pipe shall be carefully examined before it is installed in
the trench. Damaged pipe or pipe which does. not meet specification requirements shall
be rejected and removed from the work site. The interior of all pipe, fittings, valves, etc.
shall be kept free of dirt and foreign matter at a11 times. All piping sha11 be placed in a
dry trench with a stable bottom. Wet trench installation shall be allowed only upon
written approval of the Utilities Director.
Backfill shall be free of boulders and debris, and shall conform to Georgia Department of
Transportation Specifications. Sharp or rocky material encountered in the base shall be
replaced wi~h proper bedding. Pipe shall be laid on line and grade as designed. Pipe
joints, gravity blocks, service connections, and conflicts shall be left exposed until
visually inspected and approved by the Augusta Utilities Department's Inspector.
All concrete cradles, saddles, or encasements shall be installed as shown on the plans.
These structures shall be constructed in strict accordance to the details shown on the
plans. Concrete shall have a 28 day compressive strength of 3,000 psi when tested in
accordance with ASTM Specification C-39.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-30
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All manholes indicated on the plans shall be furnished and installed by the Contractor in
strict accordance with the plans. The invert channels shall be smooth and accurately
shaped to the semicircular bottom conforming to the inside of the adjacent sewer sections
as shown on the plans. Changes in direction of the sewer and entering branches shall.
have as long a radius of the true curvature as the size of the manhole will permit.
The top of manholes shall be topped out with brick as indicated on the plans. The
number of courses will depend on the required elevation of the top of the manhole. The
maximum number of brick courses allowed shall be three (3).
New sewer lines shall be inspected through use of camera inspection equipment with an
Augusta Utilities Department Inspector at the time of installation and again before the
one-year warranty expires. The Developer is to provide the Augusta Utilities Department
with a color VHS system videotape of the inside of every reach of sanitary sewer
installed. The tape shall record manhole number to manhole number, date of recording,
and distance from start of run. The tape shall include a distance and location description
of every service line connection installed. The manhole numbering system shall be the
same as shown on the approved development plans.
14.27.1
Installation:
14.27.1.1 Sewer Pipe Laying: The pipe shall be laid with bell or groove end upgrade.
Pipe shall be tested for soundness, clear interior and satisfactory joint surfaces
before lowering the pipe into the trench. Pipe shall be laid in straight lines and
on uniform grades between points where changes in alignment or grade are
shown. The pipe barrel shall be uniformly bedded. The line and invert grade
of each pipe shall be checked from a top line carried on batter boards not over
25 feet apart or by use of a laser beam target inserted in each joint. Pipes shall
be laid to form a smooth, uniform invert. A stopper shall be installed in the
pipe mouth when pipe laying is not in progress.
PVC gravity sewer pipe and force main shall be installed in accordance to
ASTM D2321, latest version. Ductile iron force main shall be installed in
accordance with A WW A C600, latest version.
14.27.1.2 Backfilling Around Pipe: As soon as the joint material has set, fine earth shall
be carefully tamped around each joint, and around and over the pipe to a depth
of at least 2 feet above the top of gravity pipelines. In addition, all pve sewer
pipe shall be bedded in selected material from the pipe centerline down to a
point 3 to 6 inches below the pipe invert. Selected materials for this purpose
shall be Class lor II soils as specified in ASTM D2321. Reconstruction of any
roadway section or right-of-way shall be in accordance with the Georgia
Department of Transportation and City of Augusta Specifications.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-31
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14.27.1.3 Sewer Structures: Appurtenant sewer structures shall beconstructed according
to one or more of the following methods:
14.27.1.3.1 Masonry: Brick for manholes and other sewer structures
shall be laid with shove joints completely filled with mortar.
Horizontal joints shall not exceed 2 inch, vertical joints 3 inch on
their interior face. In circular structures, all brick shall be laid as
header with joints broken between courses. Interior joints shall be
struck or wiped smooth with the face of the wall. The exterior of
sanitary sewer manholes shall be plastered to a thickness of at least
2 inch.
14.27.1.3.2 Laying Brick and Concrete Block Work: Only clean brick
or block shall be used. The brick or block shall be moistened by
suitable means, as directed, until they are neither so dry as to
absorb water from the mortar, nor so wet as to be slippery when
laid.
Each brick or block shall be laid in a full bed and joint of mortar
without repairing subsequent grouting, flushing, or filling, and
shall be thoroughly bonded as directed.
14.27.1.3.3 Plastering and Curing Brick or Block Masonry: Outside
faces of masonry shall be plastered with mortar from 3 inch to d
inch thick. If required, the masonry shall be properly moistened
prior to application of the mortar. The pIaster shall be carefully
spread and troweled so that all cracks are thoroughly worked out.
After hardening, the plaster shall be carefully checked by being
tapped for bond and soundness. Unbonded or unsound plaster
shall be removed and replaced.
Masonry and plaster shall be protected from too rapid drying by
the use of burlap kept moist, or by other approved means, and shall
be protected from the weather and frost, all as required.
14.27.1.3.4 Manhole Inverts: Manhole flow channels shall be
constructed of concrete, sewer pipe, brick or precast, and shall be
of semicircular section. Each manhole shall be provided with such
channels for all connecting sewers.
The inverts shall conform accurately to the size of the adjoining
pipes. Side inverts shall be curved and main inverts (where
direction changes) shall be laid out in smooth curves of the longest
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
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possible radius which is tangent to the centerlines of adjoining
sewers.
14.27.1.3.5 Drop Manholes: Drop inlets shall be provided into
manholes on sanitary sewers for incoming lines having inverts 2
feet or more above the inverts of the manhole outlet lines. Drop
pipe and fittings shall be encased in masonry integral with the
manhole and extending from the manhole base to the top of the
incoming sewer. Diameter of drop manholes to be four feet at a
rmrumum.
14.27.1.3.6 Setting Manhole Frames and Covers: Manhole frames
shall be set with the tops conforming accurately to the grade .of the
pavement or finished concentric with the top of the masonry and in
a full bed of mortar so that the space between the top of the
manhole masonry and the bottom flange of the frame shall be
completely filled and made watertight. A thick ring of mortar
extending to the outer edge of the masonry shall be placed all
around the bottom flange. The mortar shall be smoothly finished
to be flush with the top of the flange and have a slight slope to
shed water away from the frame. Manhole covers shall be left in
place in the frames on completion of other work at the manholes.
14.27.1.3.7 Setting Precast Manholes Sections: Precast-reinforced
concrete manhole sections shall be set so as to be vertical and with
sections and steps in true alignment.
All holes in sections, used for their handling, shall be thoroughly
plugged with mortar. The mortar shall be 1 part cement to 12 parts
sand; mixed slightly damp to the touch until it is dense and an
excess of paste appears on the surface; and then finished smooth
and flush with adjoining surfaces.
14.27.1.4
Bulkheads and Flushing: The contractor shall build a tight bulkhead in the
pipeline where new work enters an existing sewer. The bulkhead shall
remain in place until its removal is authorized by the Engineer.
Care shall be taken to prevent earth, water and other materials from
entering the pipe, and when pipe laying operations are suspended, the
Contractor shall maintain a suitable stopper in the end of the pipe and also
at openings for manholes. All sanitary sewer, except building connections
shall be flushed with water in sufficient volume to obtain free flow
through each line. All obstructions shall be removed and all defects
corrected. As soon as possible after the pipe and manholes are completed
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-33
14.27.1.5
14.27.1.6
14.27.1.7
14.27.1.8
14.27.1.9
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on any line, the Contractor shall flush out the pipeline using a rubber ball
ahead of the water. None of the flushing water or debris shall be
permitted to enter any existing sewer.
Temporary Plugs: At all times when pipe laying is not actually in
progress, the open ends of the pipe shall be closed by temporary watertight
plugs or by other approved means. If water is in the trench when work is
resumed, the plug shall not be removed until all danger of water entering
the pipe has passed.
Joints and Structure RightI:less: All pipe joints shall be made as nearly
watertight as practicable. There shall be .no visible leakage at the joints
and there shall be no sand, silt, clay, or soil of any description entering the
pipelines at the joints.
Leaks in the pipelines which cause infiltration or exfiltration to exceed
limits herein specified shall be repaired by replacing defective pipe.
Grouting and/or caulking to repair pipelines where excessive infiltration or
ex filtration is evident will not be permitted. .
Fittings and Stoppers: Branches and fittings shall be laid by the
Contractor as indicated on the drawings and/or as directed by the
Engineer. Open ends of pipe and branches shall be closed with premolded
gasket joint stoppers which conform with the same requirements as pipe
being used.
Sewer Line Relation to Water Lines: Sewer lines and sewer force mains
in relation to water lines shall conform to "Ten States Standard" Section
29.3 at a minimum. Sewer lines shall have at least a 10 foot pipe-to-pipe
horizontal separation from known or proposed water mains. When a
sewer crosses under a water main, there shall be at least 18 inches from
the crown of the sewer line to the bottom of the water main.
In all cases where adequate vertical separation as stated above. cannot be
achieved (or whenever sewer lines must be installed to cross above a water
main), both the water and sewer lines shall be constructed of ductile iron
pipe a distance of 10 feet on each side of their intersection with one full
length of water main centered on the sewer line.
Minimum Cover for Sewer Lines: Gravity sewer lines shall have a
minimum of 3 feet of cover at the crown of the pipe. In cases where this
minimum cover cannot be achieved, ductile iron pipe shall be used.
Augusta Utilities Department
September 2000
Design Standards & Construction Specifications
14-34
14.27.1.10
14.27.1.11
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Detectable Tape: Detectable tape as manufactured by Reef Industries of
Houston, Texas, or equal shall be installed during the backfill operation at
a point 1 foot below the final finished grade.
The detectable tape shall be a 5.5 mil composition film containing one
layer of metalized foil laminate between two layers of inert plastic film
specifically formulated for prolonged use underground. The tape shall be
highly resistant to alkalis, acids and other destructive agents found in the
soils.
The detectable tape shall bear a continuous printed message "Caution
Sanitary Sewer Line Buried Below." The message shall be printed in
permanent ink formulated for prolonged use underground. Letters shall be
clearly legible and have a minimum height of 1.2 inches.
Boring and Jacking: Where required by the drawings, the sanitary sewer
line will be installed in a steel casing, placed by boring and jacking.
Where boring is required under highways, the materials and workmanship
will be in accordance with the standards of the Georgia Department of
Transportation or local authority.
Boring and jacking under railroads will be governed by the latest A.R.E.A.
Standards, Part 5, "Pipelines" and those of the railroad involved.
14.27.1.11.1 Casing Pipe: The casing pipe shall conform to the
materials standards of ASTM Designation A252, with minimum
wall thickness of 0.219 inch. Steel pipe will have a minimum yield
strength of 35,000 psi. Casing pipe shall be joined together with
welded joints.
14.27.1.11.2 Carrier Pipe: The camer pIpe shall be ductile Iron as
specified herein.
14.27.1.11.3 Installation: The steel casing shall be installed by the "Dry
Bore and Jack" method. If voids develop or if the bored hole
diameter is greater than the outside diameter of pipe by more than
approximately 1 inch, remedial measures will be taken as approved
by the Engineer.
When installing water lines through casing, the Contractor shall
mechanical joint pipe with retainer glands throughout the length of
the casing. The sanitary sewer line shall be strapped to treated
wooden skids with metal straps throughout the length of the
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casing. The empty space shall then be filled with sand and the
ends of the casing shall be sealed with brick and mortar.
14.27.1.12
Force Main Installation: In general, sewer force main must be installed in
accordance with the water distribution system specifications.
Polyvinyl chloride (PVC) force main must conform to ASTM D-2241,
latest version.
Ductile iron force main must conform to ASTM A-377, latest version.
14.27.1.13
Removal and Replacement of Existing Pipe and Equipment: where
indicated on the drawings or required to properly place the work under this
contract, as approved by the Engineer, the Contractor shall remove and
replace such pipe lines and equipment in a manner as approved by the
Engineer.
14.27.2
INSPECTION INFIL TRA TIONfEXFIL TRA TION LEAKAGE TESTS
Upon completion of a section of the sewer, the Contractor shall dewater it and conduct a
satisfactory. test to measure the infiltration or exfiltration for at least three consecutive
days. The amount of infiltration including "Y" branches, and connections shall not
exceed 100 gallons per inch diameter per mile of sewer pipe per 24 hours for gravity
sewer pipe. The amount of 50 gallons per inch diameter per mile of sewer per 24 hours
shall not be exceeded for ductile iron pipe. The Contractor shall be responsible for the
satisfactory watertightness of the entire section of sewer.
As required, suitable bulkheads shall be installed to permit the test of the sewer. Where
the ground water level is less than 1 foot above the top of the pipe at its upper end, or as
directed by the Engineer, the sewer shall be subjected to exfiltration testing by plugging
the pipe at the lower end and then filling the pipelines and manholes with clean water to a
height 4 feet above the top of the sewer at its upper end. The leakage out of the sewer,
measured by the volume of the water necessary to maintain meter level in the highest
manhole, shall not exceed 200 gallons per inch diameter per 24 hours per mile of sewer
for gravity sewer pipe. The amount of 50 gallons per inch diameter per 24 hours per mile
of sewer shall not be exceeded for ductile iron pipe.
The sewer shall be tested before any connections are made to buildings or to active
sewers.
The Contractor shall construct such weirs and bulkheads as may be required, shall furnish
all water, labor, test plugs, power, pumps, meters, and other equipment necessary for the
test to be properly made.
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The Contractor may use a low pressure air test as an option to the hydraulic
infiltrationlexfiltration leakage test for gravity lines provided the Contractor established a
correlation between the air test results and the quantity of infiltrationlexfiltration actually
being experienced by the line and the allowable air pressure drop shall be that
corresponding to the allowable hydraulic leakage specified previously in this section.
Such a correlation is to be established according to a procedure satisfactory to the
Engineer. The low pressure air test shall be performed in accordance with the applicable
sections of the Uni-Bell UNI-B-6-90, latest version.
If the Contractor opts to use the low pressure air test, leakage tests on manholes shall be
conducted independently of the lines by using a hydraulic infiltrationlexfiltration test as
directed by the Engineer. The allowable infiltration into the manhole over a 24 hour
period is zero and the allowable exfiltration is also zero when tested by plugging off the
manhole and filling it with water four feet above the top of the sewer and measuring the
water loss over a 24 hour period.
14.27.3
MEASUREMENT AND PAYMENT
Payment will be made at the unit contract prices as shown in the bid schedule under
Sanitary Sewer.
Measurement of pipelines shall be the actual number of linear feet of pipe installed,
complete in place and accepted. No deductions in length will be made for manholes.
Measurement of manholes will be the vertical dimension to the nearest tenth of a foot
from the invert of the o~tlet pipe to the top of the manhole cover ring casting.
Concrete encasement will be paid for at the contract unit price, per cubic yard, for the
actual volume of concrete placed, up to the volume of concrete required by the maximum
dimensions for concrete encasement shown on the plans. Concrete in the excess of that
volume will not be paid for.
No separate payment will be made for any special fittings, tie-ins, or connections, nor
will any separate payment be made for normal bedding of sewer pipe.
Service lines will be paid for at the unit contract price as shown in the bid schedule under
Sanitary Sewer, complete as shown on the plans
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SECTION 14C
EXCAVATION & BACKFILLING
14.28 SCOPE
This section covers all excavation, trenching and backfilling for pipe lines, complete.
14.29 EXISTING IMPROVEMENTS
The Contractor shall maintain in operating condition and protect from damage all existing
improvements including utilities, roads, streets, sidewalks, drives, power and telephone
lines, gas lines, water lines, sewers, gutters and other drains encountered, and repair to
the satisfaction of the Engineer any aerial, surface or subsurface improvements damaged
during the course of the work. Where and if shown on the plans, the locations and
existence or nonexistence of underground utilities are not guaranteed. The Contractor
shall contact the various utility companies to determine and/or verify such information
prior to proceeding with the work. He shall make reasonable and satisfactory provisions
for the maintenance of traffic on streets, drives, walkways and at street crossings and if
necessary to provide temporary walkways and bridges for crossing of the open trench as
directed. Work shall not commence within Augusta right-of-way until a Right-of-Way
Encroachment Permit is obtained from the Public Works Deparment.
14.30 EXCA V A TION
All excavation of every description and of whatever substances encountered shall be
performed to the depths indicated on the drawings or as specified herein. Excavation
shall be made by the open cut method except as otherwise specified or shown on the
drawings. Excavation methods shall generally meet or exceed Occupational Safety and
Health Administration (OSHA) construction industry standards.
All excavated materials not required for fill or backfill shall be removed and wasted as
directed. The banks of shallow trenches shall be kept as nearly vertical as practicable and
where required shall be properly sheeted and braced. Except where otherwise indicated,
trench bottoms shall be not less than 12 inches wider nor more than 16 inches wider than
the outside diameter of the pipe to be laid therein, and shall be excavated true to line, so
that a clear space of not less than 6 inches nor more than 8 inches in width is provided on
each side of the pipe. The bottom of trenches shall be accurately graded to provide
uniform bearing and support for each section of the pipe on undisturbed soil at every
point along its entire length, except for portions of the pipe sections where it is necessary
to excavate for bell holes and for the proper sealing of pipe joints. Bell holes shall be dug
after the trench bottom has been graded. Bell holes shall be excavated only to an extent
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sufficient to permit accurate work in the making of the joints and to insure that the pipe,
for a maximum of its length will rest upon the prepared bottom of the trench.
Depressions for joints other than mechanical shall be made in accordance with the
recommendations of the joint manufacturers for the particular joint used. Excavation for
structures and other accessories shall be sufficient to leave at least 12 inches in the clear
between their outer surfaces and the embankment or timber which may be used to hold
the bank and protect them. Where damage is liable to result from withdrawing sheeting,
the sheeting will be ordered to be left in place. Except at locations where excavation of
rock from the bottoms of trenches is required, care shall be taken not to excavate below
the depths indicated. Where rock excavation is required, the rock shall be excavated to a
minimum overdepth of 4 inches below the normal required trench depth. The overdepth
rock excavation. and all excess trench excavation shall be backfilled with loose, moist
earth, thoroughly tamped. Rock is defined as materials which are so hard or cemented
that the excavation of such material requires blasting. The excavation shall proceed in a
conventional manner with satisfactory effort made to remove hard materials before the
Engineer makes a determination of need for blasting. Predrilling and blasting will be
allowed, if the Contractor can provide evidence for the Engineer's review that boring logs
can and will show that the material can or cannot be excavated. Evidence will be
provided for the Engineer's review and approval before predrilling and blasting is
undertaken. The excavation and removal of isolated boulders or rock fragments larger
than one cubic yard in volume encountered in materials of common excavation shall be
classified as rock excavation. Whenever wet or otherwise unstable soil that is incapable
of properly supporting the pipe, as determined by the Engineer or indicated on the
drawings, is encountered in the trench bottom, such soil shall be removed to a depth
required for the lengths designated by the Engineer, and the trench backfilled to trench
bottom grade, as herein specified, with coarse sand, fine gravel, or other suitable material.
Backfill with earth under structures will not be permitted and any unauthorized excess
excavation below the levels indicated for the foundation of such structures shall be filled
with sand, gravel, or concrete, as directed.
14.30.1 Grading and Stacking: All grading in the vicinity of trench excavation
shall be controlled to prevent surface ground water from flowing into the
trenches. Any water accumulated in the trenches shall be removed by pumping or
by other approved methods. During excavation, material suitable for backfilling
shall be stored in an orderly manner a minimum distance of one and one-half
times the depth of the excavation back from the edges of trenches to avoid
overloading and prevent slides or cave-ins. Material unsuitable for backfilling, as
determined by the Engineer, shall be removed from the job site and disposed of
by the Contractor in a manner as approved by the Engineer.
14.30.2 Shoring and Sheeting: All shoring, sheeting, and bracing required to
perform and protect the excavation and to safeguard employees and the public
shall be performed. The failure of the Engineer to direct the placing of such
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protection shall not relieve the Contractor of his responsibility for damage
resulting from its omission.
Whenever sheeting is driven to a depth below the elevation of the top of the pipe,
that portion of the sheeting below the elevation of the top of the pipe shall not be
disturbed or removed. Sheeting left in place shall be cut off not less than 1 foot
below finished grade. No sheeting shall be removed until the excavation is
substantially backfilled as hereinafter specified.
14.30.3 Water Removal: Where water is encountered, it shall be prevented from
accumulating in excavated areas by pumping, well-pointing and pumping, or by
other means approved by the Engineer as to capacity and effectiveness. Water
removed from excavations shall be discharged at points where it will not cause
injury to public or private property, or the work completed or in progress. All
efforts to prevent sedimentation shall be made. Under no circumstances shall
trench bottoms be prepared, pipes laid, or appurtenances installed in water. Water
shall not be allowed to rise in unbackfilled excavations after pipe or structures
have been placed.
14.30.4 Blasting: Explosives are to used only within legal limitations. . Before
explosives are used, all necessary permits for this work shall be secured and all
precautions taken in the blasting operations to prevent damage to private or public
property or to persons. The Contractor shall assume full liability for any damage
that may occur during the use of explosives. No blast shall be set off within 50
feet of pipe already laid in the trench.
14.30.5 Tree Protection: Care shall be exercised to protect the roots oftrees to be
left standing. Within the branch spread of the tree, trench shall be opened only
when the work can be installed immediately. Injured roots shall be pruned
cleanly'and backfill placed as soon as possible.
14.31 BACKFILLING
Trenches and other excavations shall not be backfilled until all required tests are
performed and the work has been approved by the Engineer. The trenches shall be
carefully backfilled with the excavated materials approved for backfilling consisting of
earth, loam, sandy clay, sand and gravel, soft shale, or other approved materials. No
material shall be used for backfilling that contains mulch, other unstable materials,
stones, blasted rock, broken concrete or pavement, or other hard materials having any
dimension greater than 4 inches; or large clods of earth, debris, frozen earth or earth with
an exceptionally high void content. Backfilling within Augusta right-of-way shall
conform to Georgia Department of Transportation and City of Augusta specifications.
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For backfill up to a level 1 foot over the top of pressure pipelines and 2 feet above the top
of gravity pipelines, only selected materials shall be used. Select materials shall be finely
divided material free from debris, organic material and stone, and may be suitable job
excavated material or shall be provided by the Contractor from other sources. The
backfill shall be placed in uniform layers not exceeding 6 inches in depth. Each layer
shall be moistened and carefully and uniformly tamped with mechanical tampers or other
suitable tools. Each layer shall be placed and tamped under the pipe haunches with care
and thoroughness so as to eliminate the possibility of voids or lateral displacement.
The remainder of the backfill material shall then be placed and compacted above the level
specified above. In areas' not subject to traffic, the backfill shall be placed in 12 inch
layers and each layer moistened and compacted to a density approximating that of the
surrounding earth. Under roadways, driveways, paved areas, parking lots, along roadway
shoulders and other areas subject to traffic, the backfill shall be placed in 6 inch layers
and each layer moistened and compacted to density at least equal to that of the
surrounding earth so that traffic can be resumed immediately after backfilling is
completed. Any trenches which are improperly backfilled, or where settlement occurs,
shall be reopened to the depth required for proper compaction, then refilled and
compacted with the surface restored to the required grade compaction. Along all
portions of the trenches not located in roadways,. the ground shall be graded to a
reasonable uniformity and, the mounding over the trenches left in a neat condition
satisfactory to the Engineer.
Sheeting not specified to be left in place shall be removed as the backfilling progresses.
Sheeting shall be removed in such a manner as to avoid caving of the trench. Voids left
by the removal of sheeting and shoring shall be carefully filled and compacted. Where,
in the opinion of the Engineer, damage is liable to result from withdrawing sheeting, the
sheeting will be ordered to be left in place.
14.32
BORING AND JACKING
Where required by the drawings, the pipeline will be installed in a steel casing, placed by
boring and jacking. Where boring is required under highways, the materials and
workmanship will be in accordance with the standards of the Georgia Department of
Transportation or local authority. Boring and jacking under railroads will be governed by
the latest A.R.E.A. standards and those of the railroad involved. The steel casing shall be
in accordance with ASTM A252 to the thicknesses shown on the drawings.
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14.33 PAVEMENT REMOVAL AND REPLACEMENT
Where necessary existing pavements shall be removed and replaced, the applicable
specifications of the Georgia Department of Transportation or local authority shall
govern this work. Joints shall be sawed, unless joints equally uniform in the opinion of
the Engineer result from other means. Refer to Right-of-Way Encroachment Guidelines
for pavement removal and replacement with Augusta right-of-way..
14.34 MEASUREMENT AND PAYMENT
Excavation and backfilling for pipelines and appurtenances, except as hereinafter
provided for, will be considered as incidental to the construction of the various elements
of the installation it is associated with, and no separate payment will be made therefor.
When made at the direction of Engineer, overcut, rock excavation and backfill to
compensate for rock will be made at the unit contract price for rock excavation per cubic
yard measured in place.
When made at the direction of the Engineer, overcut and backfill to compensate for
inadequate. foundation will be paid for at the unit contract price for overcut and clean
stone bedding, per ton of stone.
Sheeting ordered to be left in place will be paid for at the unit contract price for sheeting
left in place, per board foot.
Joints in pavements will not be paid for separately. Pavement removal and replacement
will be paid for at the unit contract price therefor, per square yard.
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SECTION 14D
PLAN SUBMITTAL
Water Construction-Plans:
Water Construction Plans submitted to the Augusta Utilities Department for review must
contain the following at a minimum:
D Project Name
D Developer's name, address, and phone number
D Owner's name, address, and phone number
D Design professional's name, address, and phone number
D Design professional's signed seal
D Location/Vicinity Map
D North arrow on all applicable sheets
D Scale (minimum I" = 20'; maximum I" = 100')
D Show subject property information including subdivision name, lot numbers, block
letters, property owners, etc.
D Show adjacent property information including subdivision name, property owners,
etc.
D Show existing conditions, structures, pavement widths, right-of-way widths,
easements, adjoining roads, etc.
D Show the locations, size and material of existing water mains along with other
appurtenances. Existing water lines shall be shown as dashed lines.
D Show the location, size and material of proposed water mains, valves, hydrants and
service lines along with all other water appurtenances involved with the proposed
project. Proposed water lines shall be shown as solid lines.
D Number all fire hydrants.
D Show locations, type and size of all backflow prevention devices.
D Label all easements with respect to type and size.
D Show easements shaded-in to be dedicated to the Augusta Utilities Department for
water lines installed outside proposed right-of-ways.
Sanitary Sewer Construction Plans:
Sanitary Sewer Construction Site Plans submitted to the Augusta Utilities Department for
review must contain the following at a minimum:
D Project Name
D Developer's name, address, and phone number
D Owner's name, address, and phone number
D Design professional's name, address, and phone number
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D Design professional's signed seal
D LocationlVicinity Map
D North arrow on all applicable sheets
D Scale (minimum I" = 20'; maximum I" = 100')
D Show subject property information including subdivision name, lot numbers, block
letters, property owners, etc.
D Show adjacent property information including subdivision name, property owners,
etC.
D Show existing conditions, structures, pavement widths, right-of-way widths,
easements, adjoining roads, etc.
D Show the locations, size and material of existing sanitary sewer lines and force mains
along with other appurtenances. Existing sewer lines shall be shown as dashed lines.
D Show the proposed location, size and material of sewer mains, force mains, manholes,
service lines with clean-outs and sewerage lift stations involved with the proposed
project. Proposed sewer lines shall be shown as solid lines.
D Creek crossings require full scale details at 1" = 20' scale minimum; including piers,
collars and all other appurtenances.
D Show easements shaded-in to be dedicated to the Augusta Utilities Department for
sanitary sewer lines installed outside of proposed rights-of-way.
D Show easements dedicated to the Augusta Utilities Department for sanitary sewer
lines to serve adjacent properties.
Plan and Profile:
Plan and profile sheets shall be provided for all sanitary sewers (except service laterals).
Profiles shall have a horizontal scale of not more than I" = 100' and a vertical scale of
not more than 1" = 10'. The plan view should normally be shown on the same sheet as
the profile. Plan and profile view should have line designations, station numbers,
manhole numbers and any other indexing necessary to easily correlate the plan and
profile views.
Plan and Profiles shall show the following:
D Location and names of streets, sewers and drainage easements
D Line of existing and proposed ground surface, the grade of the sewer between each
two adjacent manholes, invert of sewer in and out of each manhole (label as
directional if more than 2 pipes connected to manhole), and surface elevation of each
manhole. All manholes shall be numbered on the plan and correspondingly
numbered on the profile. The station number shall be shown for each manhole.
D The location and elevation of adjacent parallel stream beds and of adjacent water
surfaces shall be shown on the plan and profile.
D Sizes, locations and inverts of all special features such as connections to existing
sewers, wet wells, concrete encasement, collar walls, elevated sewers, piers, special
manhole covers such as vented outfall or sealed covers, etc.
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o All structures, both above and below ground, which might interfere with the proposed
construction, particularly water mains, gas mains, storm drains, utility conduits, etc.
Identify pipe crossings with letter, or other, designation on the plan and profile.
Specify top of pipe and bottom of pipe elevations at crossings to verify there is no
conflict. See Section 14.21.11.
General Notes:
Notes to be shown on Site Plans include:
1. The Developer and/or Developer's Contractor is responsible for verifying the exact
location, size and material of any existing water or sewer facility proposed for
connection or use by this project.
2. All construction of water and sanitary sewer lines shall be in accordance to Augusta
Utilities Department's Standards and Specifications.
3. All water lines shall be class 200 PVC meeting A WW A C-900, unless otherwise
shown.
4. All water lines are to be tested, chlorinated, and checked for bacteria.
5. Augusta Utilities Engineering Department shall be notified 24 hours prior to any
construction, tie-ins, or testing of water or sanitary sewer lines. (706-772-5503) If no
answer leave message.
6. Copper Wire (12 gauge, Bare Single Strand) shall be attached along top of all buried
PVC water lines, wrapped around service corporations and stubbed up into all valve
boxes for locating purposes.
7. Per Augusta Utilities Specifications for backflow installations for non-residential
development, a minimum "Double Check" Backflow device shall be installed on the
customer's side of all service lines (domestic, irrigation and fire). Fire lines require a
"Detector Type" backflow device. Backflow Devices shall be tested by a certified
person within 5 working days of installation and the results furnished to the Utilities
Engineering Department within 10 working days of installation prior to any water
use.
8. Per Augusta Utilities Specifications for backflow installations residential
development shall install a "Dual Check" Backflow Device on the customer's side of
service line at the point of tie-in to the water meter.
9. All water valves on the main lines, including hydrant laterals, shall be: open-left if
installed south of Gordon Highway (SR 10); or open-right if installed north Gordon
Highway.
10. The Developer and/or Contractor shall furnish and install an approved meter box
(Rome type 10" x 19" x 10" cast iron or approved equal) at the termination point of
all water services and maintained until such time as meter is installed.
11. All water meters shall be purchased from the August Utilities Department.
12. Maximum sanitary sewer infiltration shall not exceed 100 GPD/inch of pipe diameter
per mile.
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13. All tie-ins to existing manholes shall be cored. All manholes require "K or N Seal"
or equal rubber boots.
14. No connection to existing sanitary sewer lines until the proposed sewer line is
inspected and approved by the Augusta Utilities Engineering Department. .
15. Sanitary sewer clean-outs shall be installed at all individual services as shown in
detail and installed as not to be under driveways.
16. Finished floor elevations of all proposed buildings shall be a minimum of five (5) feet
above the invert elevation of the sanitary sewer main! manhole at the point of tie-in
17. Provide 0.1 foot drop across all sanitary sewer manholes.
18. Sewer force main shall be PVC C-900, class 200 or D.I.P. and shall have 12 gauge
bare single strand wire attached along the top of the main.
19. A minimum 15' Utility Easement Centered over all water lines and a minimum 20'
Utility Easement centered over all sanitary sewer lines shall be deeded to the
Augusta-Richmond County at completion and acceptance of said lines.
20. Disturbance to any Survey Markers or Monuments requires re-establishment by a
licensed surveyor at the Contractor's expense.
21. For private developments, the Developer/Owner shall be responsible for pavement
patching/replacement and the site restoration whenever Augusta Utilities Department
must repair/replace utilities on the property. The developer shall arrange for access by
the Augusta Utilities Department as required to make the repair/replacement of the
utility
22. Contractor shall contact the Utilities Protection Inc. "Call Before You Dig" service in
order to locate utilities prior to starting any excavation or construction.
23. If in the course of construction, a conflict arises between the new work and the
existing water and sewer facilities, it will be the responsibility of the
Owner/Ddeveloper, at his expense, to correct sarne as directed by a representative of
Augusta Utilities Department.
24. A right-of-way encroachment permit shall be obtained from the Public Works
Department prior to commencing work within Augusta right-of-way.
Details:
The detail drawings at the end of this Section shall be included with the construction
drawings.
Record (As-Built) Drawings:
At the completion of the water and/or sanitary sewer construction and prior to recording
the final plat, the Contractor shall furnish the Augusta Utilities Department's Inspector
with Record Drawings of the project. The Record Drawings must show all field changes
made to the approved drawings. Record Drawings shall be prepared by a registered
surveyor and/or professional engineer and submitted in digital format, as well as hard
copy. Acceptable digital formats include Arc/Info, Arc/Info export file, or a DXF file
generated by AutoCad from the DWG file.
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