Specifications July 2014Project No. 0004181 Specification Book
SPECIFICATIONS FOR:
Erosion Control, Sanitary Sewer, Water Main,
Storm Sewer & Street Construction
The Preserve at Bluff
Creek 6th Addition
Single Family Residential
Chanhassen, MN
July 2014
Prepared for:
Chanhassen Residential Development Partners, LLC
One Corporate Center III, Suite 300
7300 Metro Blvd.
Edina, MN 55439-2302
Contact: Todd Baumgartner
Prepared by:
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
(952) 937-5150
Contact: Fran Hagen, PE
Planning
Traffic Engineering
Landscape Architecture
Civil Engineering
Land Surveying
Environmental Studies
Offices:
Minneapolis
St. Cloud
Specification Index
Section
Signature Page
1.0 Proposal Form
2.0 Agreement
3.0 Instructions to Bidders
4.0 Supplementary Conditions to the Standard General Conditions of the
Construction Contract
5.0 General Conditions
6.0 Special Provisions
7.0 Soil Report & Borings
8.0 CEAM Specifications
Section 1.0
Proposal Form
Section 2.0
Agreement
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AGREEMENT
BETWEEN OWNER AND CONTRACTOR
ON THE BASIS OF A STIPULATED PRICE
THIS AGREEMENT is dated as of the day of in the year
2014 by and between Chanhassen Residential Development Partners, LLC (hereinafter called OWNER)
and ___________________. (hereinafter called CONTRACTOR).
OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as
follows:
ARTICLE 1. WORK.
1.01 CONTRACTOR shall complete all Work as specified or indicated in the Contract Documents. The
Work is generally described as follows: Sanitary Sewer, Water Main, Storm Sewer & Street
Construction for The Preserve at Bluff Creek 6th Addition in Chanhassen, MN.
ARTICLE 2. THE PROJECT
2.01 The Project for which the Work under the Contract Documents may be the whole or only a part is
generally described as follows: Sanitary Sewer, Water Main, Storm Sewer & Street Construction for
The Preserve at Bluff Creek 6th Addition in Chanhassen, MN.
ARTICLE 3. ENGINEER
3.01 The Project has been designed by Westwood Professional Services, Inc., 7699 Anagram Drive,
Eden Prairie, MN 55344, who is hereinafter called ENGINEER and who is to act as OWNER's
representative, assume all duties and responsibilities, and have the rights and authority assigne d to
ENGINEER in the Contract Documents in connection with completion of the Work in accordance
with the Contract Documents.
ARTICLE 4. CONTRACT TIMES.
4.01 Time of the Essence
A. All time limits for Milestones, if any, Substantial Completion, and completion and readiness for
final payment as state in the Contract Documents are of the essence of the Contract.
4.02 Days to Achieve Substantial Completion and Final Payment
A. The Work will be substantially completed on or before the date stated in the Bid Proposal and
completed and ready for final payment in accordance with paragraph 14.07 of the General
Conditions and the Supplementary Conditions on or before the date stated in the Bid Proposal.
4.03 Liquidated Damages
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A. CONTRACTOR and OWNER recognize that time is of the essence of this Agreement and that
OWNER will suffer financial loss if the Work is not completed within the times specified in
paragraph 4.02 above, plus any extensions thereof allowed in accordance with Article 12 of the
General Conditions and the Supplementary Conditions . The parties also recognize the delays,
expense and difficulties involved in proving the actual loss suffered by OWNER if the Work is
not completed on time. Accordingly, instead of requiring any such proof, OWNER and
CONTRACTOR agree that as liquidated damages for delay (but not as a penalty)
CONTRACTOR shall pay OWNER One Thousand Dollars ($1000.00) for each day that expires
after the time specified in paragraph 4.02 for Substantial Completion until the work is
substantially complete. After Substantial Completion, if CONTRACTOR shall neglect, refuse or
fail to complete the remaining work within the time specified in the Bid Proposal for completion
and readiness for final payment or any proper extension thereof granted by OWNER,
CONTRACTOR shall pay OWNER One Thousand Dollars ($1000.00) for each day that expires
after the time specified in paragraph 4.02 for completion and readiness for final payment.
ARTICLE 5. CONTRACT PRICE.
5.01 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract
Documents an amount in current funds as detailed in the attached CONTRACTOR's Bid.
As provided in paragraph 11.03 of the General Conditions and the Supplementary Conditions ,
estimated quantities are not guaranteed, and determination of actual quantities and classifications
are to be made by ENGINEER as proved in paragraph 9.07 of the General Conditions and the
Supplementary Conditions . Unit prices have been computed as provide in paragraph 11.03 of the
General Conditions and the Supplementary Conditions .
ARTICLE 6. PAYMENT PROCEDURES
6.01 Submittal and Processing of Payments
A. CONTRACTOR shall submit Applications for Payment in accordance with Article 14 of the
General Conditions and the Supplementary Conditions . Applications for Payment will be
processed by ENGINEER as provided in the General Conditions and the Supplementary
Conditions .
6.02 Progress Payments; Retainage.
A. OWNER shall make progress payments on account of the Contract Price on the basis of
CONTRACTOR's Applications for Payment as recommended by ENGINEER upon completion
of construction, required testing & acceptance by the City of each of the following 2 Phases of
Construction:
1. Sanitary Sewer, Water Main & Storm Sewer Construction
2. Street Construction through the installation of the Bituminous Base Course and
the backfilling of the Concrete Curb
The estimates will be prepared based on the Contract Unit Pricing Proposal for work completed
and accepted by the City, less 5% to be retained until final completion and acceptance of the
work and less previous payments. Progress estimates will be prepared by the ENGINEER as
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accurately as the available information will permit but the only estimate that is binding is the
final estimate.
Copies of progress estimates will be furnished to the CONTRACTOR within 5 days of City
acceptance of each phase of construction for his review and approval. Progress estimates
approved by the CONTRACTOR shall be counter-signed by the ENGINEER and forwarded to
the OWNER for payment.
The CONTRACTOR will be required to keep accurate records of said construction, but will not
be required to apply said quantities for payment until final payment has been requested.
Estimates prepared by the ENGINEER that vary considerably from what the CONTRACTOR
claims shall be brought to the attention of the ENGINEER in writing prior to the next pay period.
Payment will be made within 30 days of receipt of the estimate by the OWNER except as
otherwise agreed between the CONTRACTOR and OWNER.
The OWNER may withhold payment in whole or in part on an approved estimate to the extent
necessary to protect himself from loss on account of any of the following causes discovered
subsequent to approval of the estimate by the ENGINEER, as follows:
1. Defective work not remedied.
2. Claims for labor or materials furnished the CONTRACTOR or Subcontractor, or
reasonable evidence indicating probable filing of such claims.
3. Failure of CONTRACTOR to make payments properly to Subcontractors or for
work or labor.
4. Amounts necessary to insure that an overpayment on the total contract amount
will not occur.
5. Evidence of damage to another CONTRACTOR or private property.
6.03 Final Payment
A. Upon final completion and acceptance of the Work in accordance with paragraph 14.07 of the
General Conditions and the Supplementary Conditions , OWNER shall pay the remainder of the
Contract Price as recommended by ENGINEER as provided in said paragraph 14.07.
ARTICLE 7. INTEREST
7.01 All money not paid when due as provided in Article 14 of the General Conditions and the
Supplementary Conditions , unless otherwise noted, shall bear interest at a rate of 8.0% per annum.
ARTICLE 8. CONTRACTOR'S REPRESENTATIONS.
8.01 In order to induce OWNER to enter into this Agreement, CONTRACTOR makes the following
representations:
A. CONTRACTOR has examined and carefully studied the Contract Documents (including the
Addenda listed in Article 9) and the other related data identified in the Bidding Documents
including “technical data."
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B. CONTRACTOR has visited the Site and become familiar with and is satisfied as to the general,
local and Site conditions that may affect cost, progress, performance or furnishing of the Work.
C. CONTRACTOR is familiar with and is satisfied as to all federal, state and local Laws and
Regulations that may affect cost, progress, performance and furnishing of the Work.
D. CONTRACTOR has carefully studied all (1) reports of explorations and tests of subsurface
conditions at or contiguous to the site and all drawings of physical conditions in or relating to
existing surface or subsurface structures at or contiguous to the site (except Underground
Facilities) which have been identified in the Supplementary Conditions as provided in Paragraph
4.02 of the General Conditions and the Supplementary Conditions and (2) reports and drawings
of a hazardous Environmental Condition, if any, at the Site which has been identified in the
Supplementary Conditions as provided in paragraph 4.06 of the General Conditions and the
Supplementary Conditions . CONTRACTOR acknowledges that such reports and drawings are
not Contract documents and may not be complete for CONTRACTOR's purposes.
CONTRACTOR acknowledges that OWNER and ENGINEER do not assume responsibility for
the accuracy or completeness of information and data shown or indicated in the Contract
documents with respect to Underground Facilities at or contiguous to the site.
E. CONTRACTOR has obtained and carefully studied (or assumes responsibility for having done
so) all such additional supplementary examinations, investigations, explorations, tests, studies
and data concerning conditions (surface, subsurface and Underground Facilities) at or contiguous
to the site or otherwise which may affect cost, progress, performance or furnishing of the Work
or which relate to any aspect of the means, methods, techniques, sequences and procedures of
construction to be employed by CONTRACTOR, including applying the specific means,
methods, techniques, sequences, and procedures of construction, if any, expressly required by the
Contract Documents to be employed by CONTRACTOR, and safety precautions and programs
incident thereto.
F. CONTRACTOR does not consider that any additional examinations, investigations, explorations,
tests, studies or data are necessary for the performance and furnishing of the Work at the
Contract Price, within the Contract Times and in accordance with the other terms and conditions
of the Contract Documents.
G. CONTRACTOR is aware of the general nature of work to be performed by OWNER and others
at the site that relates to the Work as indicated in the Contract Documents.
H. CONTRACTOR has correlated the information known to CONTRACTOR, information and
observations obtained from visits to the site, reports and drawings identified in t he Contract
Documents and all additional examinations, investigations, explorations, tests, studies and data
with the Contract Documents.
I. CONTRACTOR has given ENGINEER written notice of all conflicts, errors, ambiguities or
discrepancies that CONTRACTOR has discovered in the Contract Documents and the written
resolution thereof by ENGINEER is acceptable to CONTRACTOR.
J. The Contract Documents are generally sufficient to indicate and convey understanding of all
terms and conditions for performance and furnishing of the Work.
ARTICLE 9. CONTRACT DOCUMENTS.
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9.01 Contents
A. The Contract Documents which comprise the entire agreement between OWNER and
CONTRACTOR concerning the work consist of the following:
1. This Agreement
2. Performance, Payment Bonds, and Insurance Certificates
3. Notice to Proceed.
4. General Conditions (pages 1 to 62, inclusive).
5. Supplementary Conditions
6. Specifications bearing the title Sanitary Sewer, Water Main, Storm Sewer & Street
Construction for The Preserve at Bluff Creek 6th Addition in Chanhassen, MN.
7. Drawings consisting of sheets with each sheet bearing the following general title:
Sanitary Sewer, Water Main, Storm Sewer & Street Construction for The Preserve at
Bluff Creek 6th Addition in Chanhassen, MN.
8. Addenda
9. CONTRACTOR's Bid
10. Documentation submitted by CONTRACTOR prior to Notice of Award
11. The following which may be delivered or issued after the Effective Date of the
Agreement and are not attached hereto: All Written Amendments and other documents
amending, modifying or supplementing the Contract Documents pursuant to paragraphs
3.04 of the General Conditions and the Supplementary Conditions .
12. There are no Contract Documents other than those listed above in Article 9.
13. The Contract Documents may only be amended, modified or supplemented as provided in
Paragraphs 3.04 of the General Conditions and the Supplementary Conditions .
ARTICLE 10. MISCELLANEOUS
10.01 Terms
A. Terms used in this Agreement which are defined in Article 1 of the General Conditions and the
Supplementary Conditions will have the meanings indicated in the General Conditions and the
Supplementary Conditions .
10.02 Assignment of Contract
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A. No assignment by a party hereto of any rights under or interests in the Contract Documents wil l
be binding on another party hereto without the written consent of the party sought to be bound;
and, specifically but without limitation, moneys that may become due and moneys that are due
may not be assigned without such consent (except to the extent that the effect of this restriction
may be limited by law), and unless specifically stated to the contrary in any written consent to an
assignment no assignment will release or discharge the assignor from any duty or responsibility
under the Contract Documents.
10.03 Successors and Assigns
A. OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal
representatives to the other party hereto, its partners, successors, assigns and legal
representatives in respect to all covenants, agreements and obligations contained in the Contract
documents.
10.04 Severability
A. Any provision or part of the Contract Documents held to be void or unenforceable under any
Law or Regulation shall be deemed stricken, and all remaining provisions shall conti nue to be
valid and binding upon OWNER and CONTRACTOR, who agree that the Contract Documents
shall be reformed to replace such stricken provision or part thereof with a valid and enforceable
provision that comes as close as possible to expressing the intention of the stricken provision.
10.05 CONTRACTOR’S Certifications
A. CONTRACTOR certifies that it has not engaged in corrupt, fraudulent, collusive, or coercive
practices in competing for or in executing the Contract. For the purposes of this Paragraph 10.05:
1. “corrupt practice” means the offering, giving, receiving, or soliciting of anything of
value likely to influence the action of a public official in the bidding process or in the
Contract execution;
2. “fraudulent practice” means an intentional misrepresentation of facts made (a) to
influence the bidding process or the execution of the Contract to the detriment of
OWNER, (b) to establish Bid or Contract prices at artificial non-competitive levels, or
(c) to deprive OWNER of the benefits of free and open completion;
3. “collusive practice” means a scheme or arrangement between two or more Bidders, with
or without the knowledge of OWNER, a purpose of which is to establish Bid prices at
artificial, non-competive levels; and
4. “coercive practice” means harming or threatening to harm, directly or indirectly, persons
or their property to influence their participation in the bidding process or affect the
execution of the Contract.
IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate. One
counterpart each has been delivered to OWNER, CONTRACTOR and ENGINEER. All portions of the
Contract Documents have been signed, initialed or identified by OWNER and CONTRACTOR or
identified by ENGINEER on their behalf.
This Agreement will be effective on ______________________________, 2014 (which is the Effective
Date of the Agreement).
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OWNER: CONTRACTOR:
Chanhassen Residential Development Partners, LLC ______________________________.________
By:____________________________ By:
Title:____________________________ Title:
Attest__________________________ Attest__________________________________
Title ___________________________ Title __________________________________
Address for giving notices: Address for giving notices:
________________________________ ____________________________________________
________________________________ ____________________________________________
________________________________ ____________________________________________
Section 3.0
Instructions to Bidders
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INSTRUCTIONS TO BIDDERS
1. PROPOSALS. A separate copy of the Contractor’s Proposal or bidding blank is included in loose form
with this manual. All proposals must be on these official blanks. Any alteration of the Proposal form
may be cause for rejection of the Proposal. Additional copies may be obtained at the office of the
Engineer.
2. DELIVERY OF PROPOSALS. Each proposal and all papers bound and attached thereto shall be placed
in an envelope and securely sealed therein. Envelopes shall be so marked as to indicate the following:
A. Bid for
The Preserve at Bluff Creek 6th Addition
B. Name of Bidder
C. To be Opened
The envelopes shall be addressed to the designated officials of the Owner. They may either be mailed,
delivered by messenger, or submitted in person.
A faxed bid will be accepted for this project.
All proposals shall be at the office of the designated recipient before the time set for opening proposals.
Proposals arriving after the time designated for opening proposals will be returned unopened, or unread
should a faxed bid be allowed. Proposals arriving by mail after the designated opening time will be
returned to the sender unopened.
All bids will be opened and read privately, by the Owners, who will advise the Contractors as soon as
possible, of the decisions made.
3. CONDITIONS IN BIDDER'S PROPOSAL. The bidder shall stipulate in his proposal any conditions for
which provisions have not been provided on the proposal form.
4. WITHDRAWAL AND MODIFICATION OF PROPOSAL. A Bidder may, without prejudice to
himself, withdraw, modify, or correct a proposal after it has been deposited with the Owner. Any request
for such withdrawal, modification, or correction must be filed with the Owner in writing or by telegram,
before the time set for opening proposals. The original proposal, as modified by such written or
telegraphic communication, will be considered to be the proposal submitted by the Bidder.
No proposal can be withdrawn, modified or corrected after the time set for opening proposals.
5. PREPARATION OF PROPOSAL. The blank spaces in the proposal shall be filled in ink or typewritten
and any alterations or interlineations shall be initialed by the Bidder.
For each and every item for which a quantity is given, the bidder must state the prices for which he
proposes to do each item of work contemplated.
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The Bidder's Proposal must be signed in ink by the individual, by one or more members of the
partnership, or by one or more officers of the corporation submitting it. If the proposal is made by an
individual, his name and post office address must be shown; if made by a partnership, the name and post
office address of each member of the partnership must be shown; if made by a corporation, the corporate
seal must be affixed and the name and title of the individual signing the proposal and the corporation’s
business address must be shown. Anyone signing a proposal as agent may be required to submit
satisfactory evidence of his authority to do so.
A proposal may be considered irregular and may be rejected if it shows any omissions, alterations of
form, additions not called for, conditional or alternate bids not called for, or irregularities of any kind
which may tend to make the proposal incomplete, indefinite or ambiguous as to its meaning.
6. EXAMINATION OF THE PROPOSED WORK AND PROJECT MANUAL REQUIREMENTS.
Bidders shall inform themselves concerning the conditions under which the work is to be performed,
determine the availability of materials and labor, examine to their satisfaction the quantities of work to be
performed as determined from the drawings and project manual, thoroughly review the drawings, project
manual and other contract documents to make sure all requirements are fully understood. Failure on the
part of the Bidder to ascertain all the requirements of the Drawings, Project Manual, other Contract
Documents, and conditions at the site of work shall not constitute a basis for extra compensation nor
relieve the Bidder from any obligations.
No bidder may rely upon any statements or representations of any officer, agent, or employee of the
Owner with reference to the conditions of the work on the character of the soil or other hazards which
may be encountered during the course of construction.
The submission of a bid will constitute an incontrovertible representation by the Bidder that he has
A. Examined the Contract Documents thoroughly,
B. visited the site to familiarize himself with local conditions affecting the Work and performed all
subsurface investigations which he has deemed necessary,
C. familiarized himself with federal, state, county, and local laws, ordinances, rules and regulations that
may in any manner affect cost, progress or performance of the Work, and
D. studied and carefully correlated his observations with the Contract Documents.
The Bidder shall base his proposal on materials and equipment complying fully with the Drawings and
Project Manual, and should his bid have been based on materials or equipment which do not conform, or
which in the judgment of the engineer does not meet the requirements of the "Or Equal" determination,
the Bidder shall furnish materials and equipment as specified, at no change in contract price.
7. BID SECURITY. No bid security is required for this project.
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8. INTERPRETATIONS OF PROPOSAL ESTIMATES. The quantities as shown in the Proposal are
estimated and are furnished only as a basis to prepare a bid and to determine the low Bidder. The
quantities shown in the Proposal are not guaranteed to be exact. The Contractor agrees that he will make
no claim for anticipated profits, or for losses because of any difference between the work actually done or
materials furnished and the estimated quantities stated in the agreement.
9. INTERPRETATION OF CONTRACT DOCUMENTS. If any person contemplating submitting a bid
for the proposed Contract is in doubt as to the true meaning of any part of the drawings, project manual
or other Contract documents he may submit to the engineer a written request for an interpretation thereof.
An interpretation of the documents will be made only by an Addendum duly issued. The addendum will
be mailed, sent by telecopy, or delivered to each person receiving a copy of said documents (planholders)
and become a legal and binding part thereof.
10. COMPETENCY OF BIDDERS. If so requested by the Owner, the Bidder shall furnish a complete
statement of his experience as well as the amount of capital and equipment available for the proposed
work. No contract will be awarded except to a responsible Bidder, capable of performing the class of
work contemplated.
Failure on the part of any Bidder to satisfactorily complete previous projects within the specified time, or
his lack of experience, equipment or capital necessary for the satisfactory completion of the work, may
be deemed sufficient cause for disqualification.
11. DISQUALIFICATION OF BIDDERS. Evidence that any Bidder is interested in more than one proposal
for the same project will cause rejection of all such proposals. Collusion between the Bidders will be
considered sufficient cause for the rejection of all bids.
12. AWARD OF CONTRACT. The Owner reserves the right to reject any or all bids, or to accept such bid
or bids as, in the opinion of the Owner, will be to the best of his interests. No Bidder may withdraw his
bid for at least ten (10) days after the scheduled closing time for the receipt of bids. Comparison of bids
will be based on the total bid after the addition of the amount of the correct multiplication of each unit
price applied to the number of units or the total bid lump sum.
13. TIME OF PERFORMING CONTRACT. The Notice to Proceed with the work will be issued at the pre-
construction conference. The dates that work shall commence and be substantially complete are stated in
the Bid Proposal.
14. UNIT PRICES CONTROL. The total amount of the contract shall be based on the unit prices. The total
amount of the contract shall be the correct addition of the extended prices which in turn shall be the
correct product of the number of the units times the unit price.
15. TAXES. Each Bidder shall include and shall be deemed to have included in the prices quoted in the
Contractor's Proposal the amounts which it is estimated will be payable by the successful Bidder on
account of taxes imposed by any taxing authority upon the sale, purchase or use of materials, supplies, or
equipment incorporated in the project. All taxes, shall be payable by the Bidder awarded the contract for
the construction of the project.
Successful Bidder is subject to payment of Minnesota income tax in amount prescribed by law. If
successful Bidder is a non-Minnesota partnership, individual or association, he shall furnish evidence,
prior to execution of contract, that bond or securities have been posted with the Minnesota Department of
Revenue in the amount required by law.
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17. O.S.H.A. PROVISIONS. This contract, including all materials, equipment and workmanship, is subject
to the provisions of the Williams-Steiger Occupational Safety and Health Act of 1970.
The Contractor shall have Right-to-Know and AWAIR Programs approved by O.S.H.A. in place. If so
requested, the Contractor shall show evidence of these programs.
18. COST OF CHANGES. In all contracts where equipment is furnished, due to lack of standardization of
equipment as produced by the various manufacturers, it may become necessary to make minor
modifications in the structures, buildings, piping, mechanical work, electrical work, accessories, controls,
etc., to accommodate the particular equipment use. The Contract price shall include the cost of making
all of the aforementioned necessary changes as well as the cost of preparing detailed drawings showing
such changes subject to the approval of the Engineer.
19. SUBCONTRACTING. The Contractor may subcontract portions of the work; however, if the
subcontract exceeds $500.00, the Contractor must name such intended subcontractor and amount of
subcontract on a sheet to be attached to and included with the Proposal. The Contractor shall not
subcontract more than fifty percent (50%) of the value of the work.
20. PROJECT RECORDS. The payroll records and all other project records of the Contractor and each
subcontractor shall be maintained during the course of the work and retained for a period of 3 years after
completion and acceptance of the work. These records shall be made available during the 3-year period
to authorized representatives of the local, county, state and Federal governments.
Section 4.0
Supplementary Conditions to
the Standard General
Conditions of the
Construction Contract
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SUPPLEMENTARY CONDITIONS
TO THE STANDARD
GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT
The Standard General Conditions of the Construction Contract, EJCDC Document C-700 (2007 Edition),
Articles 1 through 17 are hereby incorporated as the General Conditions of this Contract.
The articles contained in these following Supplementary Conditions may modify, delete or add to the
provisions of the General Conditions and shall take precedence over the General Conditions. Where a
portion of the General Conditions is modified or voided by these articles, the unaltered portion shall
remain in effect.
SCOPE OF PROJECT
This Contract shall consist of the furnishing of all labor, equipment and all else necessary to
complete the project in accordance with the plans and specifications. The work shall include, but
not be limited to: Sanitary Sewer, Water Main, Storm Sewer & Street Construction together with
all appurtenant items in the proposed The Preserve at Bluff Creek 6th Addition, Chanhassen, MN.
SC-1 DEFINITIONS AND GENERAL TERMINOLOGY
SC-1.01 Defined Terms :
The terms used in these Supplementary Conditions or in the other Contract Documents and
Sections, have the meanings assigned to them in the General Conditions except as modified as
follows:
19. ENGINEER - The ENGINEER on this project shall be Westwood Professional
Services, Inc., 7699 Anagram Drive, Eden Prairie, MN 55344.
Contact: Francis Hagen, II, P.E. (952) 937-7483
29. OWNER - The OWNER of this project will be Chanhassen Residential
Development Partners, LLC. Contact: Todd Baumgartner (952) 897-1707
43. Subcontractor - An individual, firm or corporation having a direct contract with
CONTRACTOR or with any other subcontractor for performance of a part of the work
whether at or away from the site.
SC-1.02 Terminology:
Whenever used in these Supplementary Conditions or in the other Contract Documents and
Sections, the following additional terms have the meanings indicated which are applicable to
both the singular and plural thereof:
52. Access Road - That roadway used for egress and ingress to the construction site.
53. Easement - A right acquired to use or control property for a designated purpose.
54. Item - A unit of work for which a price is provided in the Agreement.
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55. Right-of-way - The whole area which is secured and reserved for street purposes,
highway purposes, or through which the improvement is located.
56. Special Provisions - Additions and revisions to the standard and supplemental
specifications covering conditions peculiar to the project. These may also be termed
General Requirements.
57. Standard Drawings - Drawings which show standard construction details which have
been prepared and/or approved by the ENGINEER and are usually bound with the
specifications.
SC-3 CONTRACT DOCUMENTS: INTENT, AMENDING, REUSE
SC-3.01 Intent:
Replace section 3.01.A. with the following:
A. These Supplementary Conditions, the Standard General Conditions of the
Construction Contract, the project Specifications & Drawings, and all other
items designated as Contract Documents in the Agreement, are essential parts of
the Contract, and a requirement occurring in one is as binding as though
occurring in all. The Contract Documents are intented to be complementary and
to describe and provide for a complete work.
In case of discrepancy:
a. Calculated dimensions will govern over scaled dimensions
b. Standard Details will govern over Drawings
c. Drawings will govern over Special Provisions to the Standard
Specifications
d. Special Provisions to the Standard Specifications will govern over
Standard Specifications
SC-4 AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS;
HAZARDOUS ENVIRONMENTAL CONDITIONS; HAZARDOUS ENVIRONMENTAL
CONDITIONS; REFERENCE POINTS
SC-4.05 Reference Points:
Replace section 4.05.A with the following:
ENGINEER will provide engineering surveys for construction including alignment,
grade and other necessary points as noted in the standard specifications with proper
notes thereon, accompanied when necessary by detailed instructions. The
CONTRACTOR will be responsible for the preservation of all survey stakes and marks,
and if, in the opinion of the ENGINEER, any of the survey stakes or marks have been
carelessly or willfully destroyed or disturbed by the CONTRACTOR, the cost to the
OWNER for replacing them shall be deducted from the payments due to the
CONTRACTOR for the Work. CONTRACTOR shall provide ENGINEER
sufficient notice of need for construction stakes to allow ENGINEER 48 hours for
SC - 3
scheduling surveys and sufficient time to accomplish survey. CONTRACTOR shall
provide a clear line of site for staking as required and shall immediately notify the
ENGINEER if any points or stakes set are not true to line or grade or if the staking
appears to deviate from the plan.
SC-4.06 Hazardous Environmental Conditions at Site
Delete Paragraphs 4.06.A and 4.06.B in their entirety and insert the following:
A. No reports on drawings related to Hazardous Environmental Conditions are
known to Owner or Engineer.
B. Not Used.
SC-5 BONDS AND INSURANCE
SC-5.01 Performance, Payment, and Other Bonds:
Add the following to section 5.01.A in THE STANDARD GENERAL CONDITIONS OF THE
CONSTRUCTION CONTRACT as follows:
Bond forms used shall meet statutory requirements. The Contractor will be required to
provide a maintenance bond and lien waivers as required by the City at the time of final
acceptance of the project. Final payment will not be made until this bond is secured.
SC-5.03 Certificates of Insurance:
Add the following new paragraphs immediately after Paragraph 5.03.E:
F. The Contractor is required to name as additional insured: Owner, Westwood
Professional Services, Inc., and the City the work is being performed in.
SC-5.04 CONTRACTOR's Liability Insurance:
The limits of liability for the insurance required by paragraph 5.04 of THE STANDARD
GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT shall provide coverage for
not less than the following amount or greater where required by Law and Regulations:
Worker's compensation, etc. under paragraphs 5.04.A.1 and 5.04.A.2. in THE
STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION
CONTRACT:
1. State: Statutory
2. Applicable Federal (e.g. Longshoreman's): Statutory
3. Employer's Liability: $1,000,000 Per Accident
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CONTRACTOR's Liability Insurance under paragraphs 5.04.A.3 through 5.04.A.6 in
THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION
CONTRACT which shall also include completed operations and product liability
coverages and eliminate the exclusion with respect to property under the care, custody
and control of the CONTRACTOR:
1. General Aggregate (Except Products - Completed Operations) $1,000,000
2. Products - Completed Operations Aggregate $1,000,000
3. Personal and Advertising Injury (Per Person/Organization) $1,000,000
4. Each Occurrence (Bodily Injury and Property Damage) $1,000,000
5. Property Damage liability insurance will provide Explosion,
Collapse and Underground coverages where applicable.
6. Excess or Umbrella Liability
General Aggregate $1,000,000
Each Occurrence $1,000,000
Automobile Liability under paragraph 5.04.A.6 of the General Conditions
a. Bodily Injury: $1,000,000 Each Person
$1,000,000 Each Accident
b. Property Damages $1,000,000 Each Accident
c. Combined Single Limit of $1,000,000 Each Accident
Add the following to section 5.04.B of THE STANDARD GENERAL CONDITIONS OF THE
CONSTRUCTION CONTRACT:
CONTRACTOR shall include as additional insured the City, the owner as
defined in section SC-1.01.A.29, their officers and employees, Westwood
Professional Services, Inc., and their officers and employees. : Other reasons or entities to be included on policy as additional insured shall include the City, OWNER as d efined above in section SC-1.01.A.30 ,
The Contractual Liability required by paragraph 5.0.4.B of THE STANDARD
GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT
shall provide coverage for not less than the following amounts:
1. General Aggregate $1,000,000
2. Each Occurrence (Bodily Injury and Property Damage) $1,000,000
Umbrella Policy to cover excess liability, Employer's liability,
comprehensive general and automobile liability and contractors
SC - 5
liability combined: $4,000,000
If statutory limit in any case is higher than that specified, then the statutory limit shall be adhered to.
SC-9 ENGINEER'S STATUS DURING CONSTRUCTION
SC-9.03 Project Representative
Add the following to section 9.03.A in THE STANDARD GENERAL CONDITIONS OF THE
CONSTRUCTION CONTRACT:
Resident Project Representative (RPR) is ENGINEER's Agent, will act as directed by
and under the supervision of ENGINEER, and will confer with ENGINEER regarding
his actions. Resident Project Representative's dealings in matters pertaining to the on-
site Work shall in general be only with ENGINEER and CONTRACTOR, and dealings
with subcontractors shall only be through or with the full knowledge of CONTRACTOR.
Written communication with OWNER will be only through or as directed by
ENGINEER. RPR duties and responsibilities will be as follows:
1. Review progress and shop-drawing submittal schedules, and schedule of values
prepared by the CONTRACTOR. The RPR should consult with the ENGINEER
about acceptability of the work.
2. Attend conferences and meetings with the CONTRACTOR and prepare and
circulate minutes.
3. Serve as the ENGINEER's liaison with the CONTRACTOR and report to the
ENGINEER concerning the adherence to the progress schedule.
4. Log shop drawings and samples. The shop-drawing schedule should indicate
any work requiring a shop drawing or sample. The RPR should log
interpretations and clarifications as well as substitute proposals and field orders.
5. Review work performed, disapprove defective work, and verify that tests and
start-up procedures, as required by the contract documents, are accomplished.
Accompany the OWNER'S personnel and inspectors, or representatives of
agencies having jurisdictional interest, during site visits.
6. Receive requests for information from the CONTRACTOR and transmit the
ENGINEER'S interpretations of the contract documents back to the
CONTRACTOR.
7. Consider and evaluate the CONTRACTOR'S suggested modifications to the
contract drawings or specifications and report to the ENGINEER.
8. Maintain at the site orderly files of all job records. Keep a diary or log book of
weather conditions with names, addresses and telephone numbers of all
CONTRACTORS, subcontractors, and major suppliers.
9. Measure and record quantities of Work completed in accordance wit h the Units
and Method of Measurement specified in the Contract Documents, or contractor
breakdown in the case of lump sum bids.
10. Submit to the ENGINEER periodic progress reports, and advice concerning
major inspections and tests, draft change orders, field orders, and work directive
changes.
11. Report immediately to ENGINEER upon the occurrence of any accident.
SC - 6
12. Review payment requests with the CONTRACTOR before sending them to the
ENGINEER.
13. Submit to the CONTRACTOR before a certificate of substantial completion is
issued, a list of items that remain to be completed or corrected, and conduct a
final inspection with the ENGINEER, OWNER AND CONTRACTOR. Verify
that all items on the final list have been completed or corrected.
14. Determine if certificates, operating and maintenance manuals, and other required
data have been assembled by the CONTRACTOR and forwarded to the
ENGINEER.
15. In coordination with the ENGINEER, prepare record plans and specifications as
required.
The RPR operates under a number of limitations of authority. The RPR has no power or
right to:
1. Authorize any deviation from the contract documents or substitutions of
materials and equipment, except as specifically authorized by the OWNER.
2. Exceed the limitations of the ENGINEER'S authority outlined in the contract
documents and the service agreement.
3. Assume any of the responsibilities of the CONTRACTOR, subcontractors, or
their superintendents.
4. Advise on or issue instructions concerning the CONTRACTOR'S techniques,
sequences, or other procedures or construction unless specifically required by
the contract documents.
5. Advise, issue directions concerning, or take control over safety precautions and
programs.
6. Accept shop drawings or samples from anyone other than the CONTRACTOR.
7. Authorize the OWNER to occupy the project in whole or in part, except as
specified in the construction contract.
8. Participate in specialized field or laboratory tests or inspections conducted by
others, unless specifically authorized by the ENGINEER.
SC-10 CHANGES IN THE WORK; CLAIMS
SC-10.05 Claims and Disputes
Amend the first sentence of section 10.05.B in THE STANDARD GENERAL CONDITIONS OF
THE CONSTRUCTION CONTRACT to read as follows:
Notice: Written notice stating the general nature of each claim, dispute, or other matter
shall be delivered by the claimant to ENGINEER and the other party to the Contract
promptly (but in no such event later than 10 days) after the start of the event giving rise
thereto.
SC-11 COST OF THE WORK; ALLOWANCES; UNIT PRICE WORK
SC-11.03 Unit Price Work
SC - 7
SC-11.03.D Delete Paragraph 11.03.D in its entirety and insert the following in its
place:
D. The unit price of an item of Unit Price Work shall be subject to reevaluation and
adjustment under the following conditions:
1. if the Bid price of a particular item of Unit Price Work amounts to 10 percent
or more of the Contract Price and the variation in the quantity of that particular
item of Unit Price Work performed by Contractor differs by more than 20
percent from the estimated quantity of such item indicated in the Agreement;
and
2. if there is no corresponding adjustment with respect to any other item of Work;
and
3. if Contractor believes that Contractor has incurred additional expense as a
result thereof or if Owner believes that the quantity variation entitles Owner to
an adjustment in the unit price, either Owner or Contractor may make a Claim
for an adjustment in the Contract Price in accordance with Article 10 if the
parties are unable to agree as to the effect of any such variations in the quantity
of Unit Price Work performed.
SC-12 CHANGE OF CONTRACT PRICE; CHANGE OF CONTRACT TIMES
SC-12.01 Change of Contract Price
Replace sections 12.01.C.2.a, in THE STANDARD GENERALCONDITIONS OF THE
CONSTRUCTION CONTRACT with the following:
a. for costs incurred under paragraphs 11.01.A.1 and 11.01.A.2, the Contractor’s fee
shall be 10%
SC-14 PAYMENTS TO CONTRACTOR AND COMPLETION
SC-14.02 Progress Payments
Replace section 14.02.A.1 in THE STANDARD GENERAL CONDITIONS OF THE
CONSTRUCTION CONTRACT with the following:
Estimates of work completed will be prepared by the ENGINEER upon completion of
construction, required testing & acceptance by the City of each of the following 2 Phases
of Construction:
1. Sanitary Sewer, Water Main & Storm Sewer Construction
2. Street Construction through the installation of the Bituminous Base Course and
the backfilling of the Concrete Curb
The estimates will be prepared based on the Contract Unit Pricing Proposal for work
completed and accepted by the City, less 5% to be retained until final completion and
SC - 8
acceptance of the work and less previous payments. Progress estimates will be prepared
by the ENGINEER as accurately as the available information will permit but the only
estimate that is binding is the final estimate.
Copies of progress estimates will be furnished to the CONTRACTOR within 5 days of
City acceptance of each phase of construction for his review and approval. Progress
estimates approved by the CONTRACTOR shall be counter-signed by the ENGINEER
and forwarded to the OWNER for payment.
The CONTRACTOR will be required to keep accurate records of said construction, but
will not be required to apply said quantities for payment until final payment has been
requested. Estimates prepared by the ENGINEER that vary considerably from what the
CONTRACTOR claims shall be brought to the attention of the ENGINEER in writing
prior to the next pay period.
Payment will be made within 30 days of receipt of the estimate by the OWNER except as
otherwise agreed between the CONTRACTOR and OWNER.
The OWNER may withhold payment in whole or in part on an approved estimate to the
extent necessary to protect himself from loss on account of any of the following causes
discovered subsequent to approval of the estimate by the ENGINEER, as follows:
1. Defective work not remedied.
2. Claims for labor or materials furnished the CONTRACTOR or Subcontractor, or
reasonable evidence indicating probable filing of such claims.
3. Failure of CONTRACTOR to make payments properly to Subcontractors or for
work or labor.
4. Amounts necessary to insure that an overpayment on the total contract amount
will not occur.
5. Evidence of damage to another CONTRACTOR or private property.
SC-16 DISPUTE RESOLUTION
SC-16.01 Methods and Proceedures
Delete Paragraph 16.01.C in its entirety and insert the following in its place:
C. If the Claim is not resolved by mediation, Engineer’s action under Paragraph 10.05.C
or a denial pursuant to Paragraphs 10.05.C.3 or 10.05.D shall become final and binding
30 days after termination of the mediation unless, within that time period, Owner or
Contractor:
1. gives to the other party written notice of intent to submit the Claim to a court of
competent jurisdiction, or
2. agrees with the other party to submit the Claim to another dispute resolution
process.
SC-16.01.D
Add the following new paragraph immediately after Paragraph SC-16.01.C.
SC - 9
D. Notwithstanding any applicable statute of limitations, a party giving notice under
Paragraph SC-16.01.C.1 shall commence an action on the Claim within one year of
giving such notice. Failure to do so shall result in the Claim being time-barred and
Engineer’s action or denial shall become final and binding.
Section 5.0
General Conditions of the
Construction Contract
Prepared by
Engineers Joint Contract
Documents Committee
SPEC-1 WPS REVISION: JANUARY 2009
SPECIAL PROVISIONS
FOR
EROSION CONTROL & TURF ESTABLISHMENT
SCOPE OF WORK
This Contract shall consist of the furnishing, installing & maintaining erosion and sediment control
devises, turf establishment and any work specified in conjunction therewith as well as removing
temporary sediment control devices when no longer necessary, to complete and maintain the project
in accordance with the plans and specifications. The work shall include, but not be limited to: 1)
Managing storm water runoff and project related water discharges, in order to minimize sediment
pollution during project construction and over the life of the contract; 2) Managing the discharges
associated with dewatering and basin draining activities as set forth in the NPDES permit: 3)
Providing temporary shaping and grading; 4) Applying temporary soil covers; 5) Establishing a
perennial ground cover.
Erosion and sediment control measures shall be constructed and maintained as planned and
specified following Best Management Practices as outlined by the Minnesota Pollution Control
Agency (MPCA) and being in conformance with the MPCA General Stormwater Permit together
with all appurtenant items in the proposed The Preserve at Bluff Creek 6th Addition located in
Chanhassen, Minnesota. Unless otherwise noted or modified herein, all sections of the General
Conditions shall apply.
1. SPECIFICATIONS WHICH APPLY
Specifications which apply to the furnishing & installing of the erosion and sediment control
measures and devices & turf establishment as shown in the plans shall be Division II
(Construction Details), Sections 2573 & 2575 and Division III (Materials) of the "Standard
Specification for Construction", Minnesota Department of Transportation, August 31, 2005 and
current revisions, and the City of Chanhassen City Specifications and City Engineering
Guidelines to the extent that they are modified by these special provisions.
2. STAKING
The OWNER through the ENGINEER will provide the staking for erosion and sediment control
measures as follows:
The ENGINEER will stake silt fence on an average of every 50’ along the proposed fencing.
All other staking necessary to perform the work, including the replacement of lost, damaged or
destroyed stakes, will be the responsibility of the CONTRACTOR.
3. INSPECTION
Erosion & sediment control inspections shall be conducted by the project’s SITE NPDES
INSPECTOR (INSPECTOR Must be a trained individual after February 2010) every seven days
and within 24 hours after a rainfall event exceeding 0.5 inches in a 24 hour period. The SITE
NPDES INSPECTOR will conduct the inspections as specified in the Project SWPPP.
SPEC-2 WPS REVISION: JANUARY 2009
The project must be in compliance with the requirements of the Minnesota Pollution Control
Agency General Storm Water Permit for Construction Activity (MN R100001). The
CONTRACTOR is required to have a copy of the Stormwater Pollution Prevention Plan
(SWPPP), the National Pollutant Discharge Elimination System (NPDES), and copies of the
NPDES Monitoring forms present on the project site at all times. The CONTRACTOR shall
provide a mailbox (SWPPP Box) with lock to maintain these documents. If a job trailer is on site,
the documents should be located in an area with 24 hour access. The Permit ID #, Contact # of
Contractor, and other applicable information should be posted on site.
The CONTRACTOR shall schedule and phase construction in critical resource areas to minimize
the potential of sediment entering into a critical resource. Critical resources include but are not
limited to, protected wetlands, surface waters, trout streams, Special Waters, impaired waters,
rivers, and endangered species habitat. Measures to minimize sediment potential include practices
such as hand clearing and grubbing, limited bare soil exposure time, and immediate final
establishment of vegetation.
4. STORM WATER MANAGEMENT (MnDOT 2573)
In accordance with MnDOT 1716 the CONTRACTOR has responsibility for charge and care of
the Project and shall take necessary precautions against injury or damage to the Project by action
of the elements. In addition, the CONTRACTOR shall take necessary precautions to prevent off
site damage resulting from work conducted on the Project or Project related storm water runoff.
Extreme care shall be exercised in all phases of the Project’s construction operation to control
erosion and siltation into drainage ways. The CONTRACTOR shall be required to provide silt
fence dikes and weirs of approved fabric in all areas where runoff from open graded areas could
cause siltation. In addition, the CONTRACTOR shall provide interim sumps of adequate size to
intercept silt in areas of concentrated runoff. These dikes, weirs and sumps shall be maintained in
such a manner as to prevent siltation of the natural ponding areas. All construction shall be in
accordance with the requirements of the Minnesota Pollution Control Agency General Storm
Water Permit for Construction Activity (MN R100001).
The CONTRACTOR shall designate an Erosion Control Supervisor (ECS) as the project point of
contact for erosion and sediment control issues. This person shall have valid documented training
and / or certification. The certification is obtained by completing a two (2) day Erosion/Sediment
Control Site Management training class and passing the required test or equivalent training /
certification course. A copy of the Erosion Control Supervisor’ certification shall be forward to
the ENGINEER prior to the start construction. The ECS shall also provide 24 hour emergency
contact information in case of a need to contact the ECS after normal construction hours. The
Erosion Control Supervisor (ECS) shall be considered incidental to the contract and no additional
direct compensation shall be made therefore.
All erosion and sediment control shall be in place and approved by the ENGINEER, City,
Watershed, etc., prior to starting any excavation on the site. Temporary storm water basins shall
be constructed concurrently with the start of soil disturbing activities. The basins must be made
fully functional and have storm water runoff from the localized watershed directed to the basins.
The exposed side slopes of the basins must be mulched and/or seeded within the time periods as
set forth in the Minnesota Pollution Control Agency General Storm Water Permit for
Construction Activity (MN R100001) & the SWPPP Narrative, or as directed by the ENGINEER.
Erosion and sediment control devices shall be maintained throughout the duration of the contract.
SPEC-3 WPS REVISION: JANUARY 2009
The CONTRACTOR shall comply with all conditions and completion dates relative to all permits
issued by any regulatory agency. The CONTRACTOR shall provide the required signatures on
the Minnesota Pollution Control Agency's permit application.
A. Unsatisfactory Conditions
Site soils shall not be allowed to deposit on the existing public roadways, nor on
neighboring properties, nor in public waters. The CONTRACTOR will be given a notice
when an unsatisfactory condition exists. The CONTRACTOR shall perform the
necessary clean-up or repair work within 48 hours of notice or others will complete the
work at the CONTRACTOR's expense.
B. Removal of all Temporary Devices
All temporary erosion & sediment control structures and devices (silt fence, temp. pond
outlets, pipes, etc.) shall be removed and disposed of by the CONTRACTOR, at the end
of their temporary life. Payment items are listed in the proposal.
C. Workmanship & Quality Control
The CONTRACTOR is responsible for maintaining quality control on the project by
ensuring that all work performed and all materials furnished are in conformance with t he
dimensions, installation requirements and material specifications shown on the plans or
indicated in the specification. Quality workmanship shall be used in all aspects of the
work and shall be uniform in character throughout the project.
D. Certified Installers
When erosion or sediment control practices are installed, a certified installer shall be on
the Project to install the practices or direct the installation . Certified installer
requirements shall be in accordance with MnDOT 2573.3P1 and according to Part III.A.2.
(Post February 2010) of the Minnesota Pollution Control Agency General Storm Water
Permit for Construction Activity (MN R100001).
If the CONTRACTOR or subcontractor(s) fails to provide the required certified
installer(s), the Erosion Control Supervisor shall notify the ENGINEER. If the
ENGINEER determines that one or more required certified installers have not been
provided, the CONTRACTOR shall respond to the ENGINEER’s notification within 2
days with the appropriate certified or provisionally certified person(s), or be subject to a
$500.00 per required installer per calendar day deduction for noncompliance.
E. Workmanship Rework Schedule
Performance of the work shall be controlled by the CONTRACTOR so that the materials
installed and the workmanship practices are of good quality. When the quality falls below
the threshold level defined in MnDOT Table 2573-1, the CONTRACTOR shall take
immediate action to correct the situation and prevent it from reoccurring. Any corrective
actions required for acceptance of the work shall be performed at the CONTRACTOR’s
expense.
SPEC-4 WPS REVISION: JANUARY 2009
5. SILT FENCE
Silt fence will be required as shown on the plans and as directed by the ENGINEER. The final
configuration and placement of all erosion and sediment control structures shall be subject to the
approval of the aforementioned governing agencies. The required silt fence shall conform to the
standard details by the City or MnDOT 3886.
6. ROCK CONSTRUCTION ENTRANCE
A rock construction entrance as shown on the plans or at the direction of the ENGINEER, shall
be constructed of a minimum depth of 12” to a width that is sufficient for two-way traffic leading
to and from the site. The entrance shall be a minimum length of 50 feet. The material shall be
clean rock from 1” to 2” in diameter. MnDOT 3733, Type IV geotextile fabric must be placed
under rock. The entrance will require maintenance and replacement throughout the life of the
utility & street contract.
All temporary access installed / used for project access and not shown on the plans or
preapproved by the ENGINEER, shall have temporary rock entrances installed at the
CONTRACTOR’s expense.
7. TURF RESTORATION
All disturbed areas shall be seeded with Mn/DOT 3876 Mixture No. 150 except for pond areas
below the normal water level, streets, parking areas and areas designated for immediate building
construction or other areas designated for a different seed mix on the plans. Seeding shall be in
accordance with Mn/DOT 2575.
All slopes and other areas designated by the ENGINEER shall be mulched, in accordance with
Mn/DOT 2575, with Type I mulch at the rate of 2 tons per acre and shall be disc-anchored within
48 hours after applying seed, or as directed by the ENGINEER. All areas designated to be seeded
shall be seeded and mulched within seven (7) days of the re-spreading of topsoil or when directed
by the ENGINEER.
If the CONTRACTOR has to apply more than one seeding application to remain in conformance
with the General Storm Water Permit, due to sequencing of the CONTRACTOR’s own
operations, no additional payment will be made and such seeding will be considered incidental to
the contract.
8. BOULEVARD RESTORATION
All sod furnished to the project shall conform to the requirements of MnDOT 3878, Type A Lawn
Sod, and shall be installed in conformance with MnDOT 2575.3.
The CONTRACTOR shall water & maintain the sod, in a condition satisfactory to the
ENGINEER, for 30 calendar days. The ENGINEER will then make the final inspection and
consider acceptance of the sod. During the maintenance period, the CONTRACTOR shall
promptly replace all sod that dries out to the point where it is presumed dead, or has become
heavily infected with weeds. Areas replaced with new sod shall be maintained by the
CONTRACTOR for at least 30 calendar days after placement.
SPEC-5 WPS REVISION: JANUARY 2009
9. STORM DRAIN INLET PROTECTION (CURB INLET PROTECTION)
All storm drain inlets shall be protected from the infiltration of sediments in accordance with the
plans and details. Curb inlet protection (WIMCO’s or approved equal) shall be installed around all
catch basin inlets in the streets within 24 hours of the curb and gutter placement, and in accordance
with the plans and details. The inlet protection shall remain in place until the site has stabilized.
Maintenance of the inlet protection shall be considered incidental during construction. This
includes all cleaning of the inlet protection as directed by the ENGINEER.
10. STORM DRAIN INLET PROTECTION (REAR YARD INLET)
All storm drain inlets shall be protected from the infiltration of sediments in accordance with the
plans and details. Rear yard inlet protection shall be installed around all catch basin inlets
immediately after the site has been graded and run off can enter the basin. The inlet protection
shall remain in place until the site has stabilized. Maintenance of the inlet protection shall be
considered incidental during construction. This includes all cleaning of the inlet protection as
directed by the ENGINEER.
BASIS OF PAYMENT
The basis of measurement and payment shall be as noted on the proposal form. The proposal
form indicates that some of the items are planned quantities (P). Planned quantities (P) in this
format are an agreed upon quantity by the CONTRACTOR that are to be paid as a lump sum
item unless changes to the plan are requested by the OWNER. Should there be plan changes, the
payment for these changes will follow the method of measurement and payment as described
below.
A. Silt Fence
By the Contract Unit Price per lineal foot furnished and installed, including sumps and
maintenance during the term of the Contract. All silt fence that is damaged by excessive
erosion or the CONTRACTOR’S equipment shall be replaced and maintained at no extra
cost to the OWNER. Maintenance shall include the removal of silt material during the
term of the contract as determined by the ENGINEER. This maintenance shall be
performed at no extra cost to the OWNER. The original placement of the silt fence shall
be coordinated with the ENGINEER to insure an adequate placement. If a double row,
or extra reinforcement of silt fence is required in some areas, the areas shall be
determined by the SITE NPDES INSPECTOR at the initial placement.
B. Rock Construction Entrance
By the Contract Unit Price per Each furnished, installed and maintained during the life of
the construction contract.
C. Turf Restoration
By the lump sum in accordance with MN/DOT 2575.
SPEC-6 WPS REVISION: JANUARY 2009
D. Boulevard Restoration
By the Contract Unit Price per lineal foot of sod installed (2 rolls wide) and shall include
all cost associated with the maintenance and watering for 30 days after installation.
Measurement for payment shall be computed on the basis of planned dimensions.
Payment will be authorized with final acceptance.
E. Storm Drain Inlet Protection (Curb Inlet Protection)
Storm Drain Inlet Protection (Curb Inlet Protection) will be measured by the number of
individual inlets properly protected over the life of the contract without regard to the
various types or number of devices used at each storm drain inlet. The unit bid costs
shall include all materials and labor for the installation and the removal of the inlet
protection. Maintenance of the inlet protection shall be considered incidental during
construction. This includes all cleaning of the inlet protection as directed by the
ENGINEER.
F. Storm Drain Inlet Protection (Rear Yard Inlet)
Storm Inlet Protection (Rear Yard Inlet) will be measured by the number of individual
inlets properly protected over the life of the contract without regard to the various types
or number of devices used at each storm drain inlet. The unit bid costs shall include all
materials and labor for the installation of the inlet protection. Maintenance of the inlet
protection shall be considered incidental during construction. This includes all cleaning
of the inlet protection as directed by the ENGINEER.
11. OTHER AGENCIES
The CONTRACTOR shall be required to conform to the demands of the regulating agencies
involved with this project including, but not limited to the City of Chanhassen and the Watershed
District.
Section 6.0
Special Provisions
SPU – 1 WPS REVISION: FEBRUARY, 2007
SPECIAL PROVISIONS
to the
STANDARD UTILITY SPECIFICATIONS
SCOPE OF WORK
This Contract shall consist of the furnishing of all labor, equipment and all else necessary to complete the
project in accordance with the plans and specifications. The work shall include, but not be limited to:
sanitary sewer, water main, storm sewer, and services together with all appurtenant items in the proposed
The Preserve at Bluff Creek 6th Addition located in Chanhassen, Minnesota. Unless otherwise noted or
modified herein, all sections of the General Conditions shall apply.
1. SPECIFICATIONS WHICH APPLY
The specifications which apply to the construction of sanitary sewer storm sewer, and water main work as
shown in the plans shall be ""Standard Specifications For Trench Excavation And Backfill / Surface
Restoration, Water Main And Service Line Installation, Sanitary Sewer And Storm Sewer Installation,
1999 Edition" as prepared by the City Engineers Association of Minnesota, and the City of Chanhassen
Specifications, to the extent that they are modified by these special provisions. Should there be a conflict
between the two referenced specifications, the more stringent shall apply.
2. STAKING
Staking for utilities provided by the ENGINEER shall be as follows:
Sanitary and Storm Sewers (1 complete set)
- Main: 50' center, offset per CONTRACTOR's request
- Manholes: location and grade of invert and rim (offset w/witness stakes)
- Services: Wye location noted on cut sheets, services staked to the stub with offset
and witness stakes
Water Main (1 complete set)
- Main: 50' centers, offset per contractor
- Hydrants/valves: line and grade with offset and witness
- Tees & bends: as needed for construction
- Services: location and grade at stub with offset and witness
ENGINEER shall provide the CONTRACTOR's field foreman with copies of cut sheet indicating cuts
from stakes provided the same day the survey crew places stakes.
All survey work shall be scheduled through the Westwood Construction Engineer / Construction
Observer by the OWNER and/or CONTRACTOR on site. Every attempt shall be made to provide the
requested staking within 24 hours of said request. Under no circumstances shall the surveyor's response
time be greater than 48 hours from request without notifying the OWNER.
2600.3 CONSTRUCTION REQUIREMENTS
A2 Establishing Line and Grade
Staking will be provided in accordance with section 2 above.
SPU – 2 WPS REVISION: FEBRUARY, 2007
B3 Excavation Limitations and Requirements
Excavating operations shall proceed only so far in advance of pipe-laying as will
satisfy the needs for coordination of work and permit advance verification and
unobstructed line and grade as planned. The amount of open or unfilled trench shall
not exceed 500 feet unless ordered by the ENGINEER, and failure to comply with
this requirement shall be cause for shut-down of the entire job until such back-filling
is accomplished. All trench work MUST be confined to the right-of-way and
easement areas as shown on the plans. Should trenches extend into side yard areas,
the Contractor must be aware of the construction limits. Refer to the final plat for
easements if they are not noted on the plans. Should excavations or stockpiling
extend outside the project property, the CONTRACTOR must obtain written
permission from adjacent land owners prior to the work being done.
Where interference with existing structures is possible or in any way indicated, and
where necessary to establish elevation or direction for connection to in-place
structures, the excavating shall be done at those locations i n advance of the main
operation so actual conditions will be exposed in sufficient time to make adjustments
without resorting to extra work or unnecessary delay.
The CONTRACTOR shall keep accurate records of all utility installations as to type,
location, elevation, point of connection and termination, etc. Utility installations
shall not be backfilled until all required information has been obtained and recorded.
In addition to the usual safety equipment and procedures, the CONTRACTOR shall
also make available at the job site the following:
1. An air blower with a directional chute capable of delivering 1,500 c.f.m. of
fresh air at sewer manholes.
2. An approved harness or rope-sling for rescue of personnel from manholes.
3. An approved portable oxygen supply unit with face mask and goggles.
4. An approved meter to detect oxygen and hazardous gas levels.
No personnel will be allowed to enter completed sanitary sewer manholes without
this equipment immediately available for use by a "top man" stationed at the
manhole. All safety equipment shall remain the property of the CONTRACTOR.
E Pipeline Backfilling Operations
The backfilling shall be accomplished with the use of suitable materials selected from
the excavated materials to the extent available and practical. Should the materials
available within the trench section be unsuitable or insufficient, the CONTRACTOR
shall, when directed by the ENGINEER, replace unsuitable material beneath
roadways with suitable materials from other parts of the project. The removal and
disposal of unsuitable material and the hauling, placing, and compacting of the
surplus material, shall be considered incidental to the pipeline installation and no
payment will be made for this item.
SPU – 3 WPS REVISION: FEBRUARY, 2007
It is the responsibility of the CONTRACTOR to review the geotechnical borings to
determine if the installation of utilities will encounter ground water conditions.
Adequate dewatering equipment shall be used to maintain water levels below the
pipeline during installation. The cost of the dewatering shall be considered incidental
to the installation of the pipe.
Should the material from the pipeline excavation yield excess suitable material, the
CONTRACTOR shall use the material as needed as suitable fill material on the
project. If the fill requirements have been satisfied on the project, the material shall
become the property of the CONTRACTOR. The material shall be removed from
the site at the expense of the CONTRACTOR.
The CONTRACTOR shall have sufficient equipment on site during utility
installation to perform backfilling and compaction operations. If determined by the
ENGINEER that insufficient equipment exist, installation of utilities shall cease until
such equipment becomes available. The CONTRACTOR shall be responsible for
maintaining proper site drainage. Site drainage will be reviewed at the end of each
day’s activities. The CONTRACTOR shall provide all equipment and labor
necessary to maintain good site drainage and shall be considered incidental.
Each lift shall be compacted over the full width of the excavated area. The
CONTRACTOR shall perform compaction to ensure that the material placed below
3' of the top of the excavation and 1' above the pipe shall be compacted to a
minimum of 95% of standard Proctor dry density. The material placed in the top 3'
of the trench as well as the aggregate base below pavements shall be compacted in
the same manner to a minimum of 100% standard Proctor dry density.
Service trenches must be compacted in the same manner as the main trench unless a
higher compaction level is specified by the ENGINEER. In areas where curb and
gutter exists, sufficient curbing shall be removed to allow the prescribed compaction
over the entire disturbed area.
Utility backfill placed in "green" areas (not below pavement) shall be compacted to a
minimum of 95% of standard Proctor dry density. Utility backfill placed in "green"
areas (not below pavement) adjacent to proposed or existing buildings or structures
shall be compacted to the same requirements as under pavements.
At the time of compaction, the moisture content of the embankment material shall be
within 4% of the soil's optimum moisture content, as determined by standard Proctor,
where a minimum of 95% of standard Proctor dry density is required, and shall be no
more than 1% over the soil's optimum moisture content, where a minimum of 100%
of standard Proctor dry density is required.
If directed by the ENGINEER, a zero air voids specification may be allowed for wet
backfill below pavements. The zero air voids specification consists generally of
compacting the backfill to a minimum of 90% standard Proctor density with a dry
density within 5% of the maximum dry density at the moisture content defined by the
standard Proctor.
The moisture requirements shall not apply to materials classified by the ENGINEER
as Granular Material, nor shall the above specified moisture controls apply to
SPU – 4 WPS REVISION: FEBRUARY, 2007
materials placed without specific density control. The soils report, as represented on
this project, may contain additional or more stringent requirements. In all cases, the
soils report shall govern the construction techniques used with respect to the
compactive efforts on this project. The CONTRACTOR is responsible for
understanding all requirements within the soils report, which is appended to this
specification.
In all cases, the CONTRACTOR shall blade and compact the roadway after the
trench has been backfilled, so that it shall be passable to traffic and in a free draining
condition at all times. The CONTRACTOR shall maintain the roadway in a
condition acceptable to the ENGINEER at all times until final approval of the entire
work by the OWNER. Water shall be used for dust control and moisture
conditioning (scarifying and applying water to dry soil or scarifying and drying wet
soil) shall be applied as directed by the ENGINEER.
The CONTRACTOR shall remedy, at his own expense, any defects that appear in the
backfill for a period of one year following the final written letter of acceptance of the
project from the City and or ENGINEER.
F. Turf Restoration
All areas disturbed from utility construction and staging shall be seeded with
MN/DOT 3876 Mixture No. 150. Seeding shall be in accordance with MN/DOT
2575. All areas disturbed from utility construction and staging shall be mulched in
accordance with MN/DOT 2575 with Type I mulch at the rate of 2 tons per acre and
shall be disc-anchored within 48 hours after applying seed. Existing topsoil on site
prior to utility installation shall be salvaged and re-spread at a depth of 6” after the
installation of the pipe line prior to being seeded.
2600.5 BASIS OF PAYMENT
F. Turf Restoration
Turf restoration will be paid for on a lump sum basis as indicated on the proposal
form.
2611 WATERMAIN AND SERVICE LINE INSTALLATION
MATERIALS
A1 Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings
All 4", 6", 8" and 12" water main shall be Class 52, ductile iron pipe, in
conformance with the requirements of ANSI A- 21.51 (Ductile Iron Pipe
Centrifugally Cast in Metal Molds or Sand-line Molds). Pipe shall be tar coated,
cement lined conforming to the requirements of AWWA C151; designed to operate
at 150 psi plus water hammer.
All ductile iron short body fittings shall be mechanical joint unless otherwise
indicated and shall be in accordance with AWWA C153. All fittings shall be
SPU – 5 WPS REVISION: FEBRUARY, 2007
designed for not less than 250 psi working pressure and shall have a standard
thickness cement mortar lining conforming with AWWA C104.
Conductive gaskets shall be those as manufactured by Amer ican Ductile Iron Pipe
Company.
Copper jumpers shall be a minimum of 1/16"x1/2" wide flat copper strip or annealed
round copper wire conforming to ASTM B152, Type DHP.
Field application of the copper jumpers shall conform to the Burndy Method as
supplied by Burndy Corporation, Norwalk, Connecticut or the Cadeweld Method by
Erico Products Co., Cleveland, OH.
Silicon bronze nuts and bolts shall be used on all bolted connections.
Welded connections shall be made on a clean metal surface, which has been
grounded to remove coating and oxide. The area at the connection, including the
weld shall be refinished with the original coating or other suitable protective coating.
B Fire Hydrants
All hydrants shall be Waterous "Pacer" No. WB-67 with the following requirements:
1. Hydrants are to have a five-inch minimum valve opening. They shall be
equipped with two 2-1/2" diameter nozzles and one 4-1/2" steamer
connection. Outlet threads shall be National Standard threads.
2. Hydrant barrels shall be two piece, with a 16" break-off traffic flange and
flanged joint no more than two inches above the finished grade line with a
mechanical joint connection at the hub end. Hydrants shall have an 8.0-foot
bury.
3. All hydrants shall have a six-inch mechanical joint inlet for connecting into
the six inch branch pipe from the main. There shall be a gate valve between
the hydrant and the water main.
4. Hydrant operating mechanism shall be provided with "O" ring seals
preventing the entrance of moisture and shall be lubricated through an
opening in the operating nut or bonnet.
5. Shall open to the left (counterclockwise), and be able to drain when the
hydrant is closed.
6. The size and shape of the operating nut shall be National Standard pentagon
nut.
7. Hydrant must have permanent markings showing:
1) Manufacturer's name
2) Year of manufacture
3) Bury depth
SPU – 6 WPS REVISION: FEBRUARY, 2007
4) The hydrant shall be furnished with a location flag. The flag will be a 60"
Hydra-finder as manufactured by Rodon Corp.
A3 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings
The pressure class shall be Class 150 with a DR rating of 18 and conforming with
the outside diameter dimensions of cast iron pipe. Fittings shall be the same as
required for ductile iron pipe.
Tracer wire shall be no. 12 AWG gauge, single strand plastic coated copper wire and
used only with the installation of PVC water main pipe. The wire shall be placed
immediately below the pipe and run continuously between hydrants and gate valve
boxes. The wire shall be wrapped twice around hydrants and curb stop boxes 4”
below finish grade. The wire shall be attached to the traffic flange bolt on hydrants.
Tracer wire connections shall be as approved by the ENGINEER. A continuity test
shall be performed after construction is completed. Costs for furnishing and
installing the wire shall be incidental.
C2 Gate Valves
Gate valves shall be resilient wedge type in accordance with AWWA 509
Specifications and have a working pressure of 200 psi. Valves shall be equipped
with a mechanical joint ends in accordance with AWWA C111, shall have O-ring
seals with non-rising stems a two inch (2") square nut and shall open
counterclockwise.
Gate valve boxes shall be vertical Buffalo type, cast iron shaft 5-1/4" in diameter.
The valve box shall consist of three pieces with a box length to provide for 7.5 feet
of cover and able to provide adjustment of at least twelve inches.
D. Water Service Pipe and Fittings
Curb Stop and Box
Curb stops shall be Minneapolis pattern for copper service pipe inlet and outlet, of
stop design with an inverted key and shall be Mueller H-15154 Mark II Oriseal or
approved equal.
The stop box shall be an extension type with stationary rod Minneapolis Pattern.
Boxes shall have 12" adjustment with an 8' length when fully extended. Stop boxes
shall be Mueller H-10300, Ford EM2-80-56-75R or approved equal.
Curb stop lids shall be Mueller 89375 or approved equal.
Taps into ductile iron water main having a 6” diameter or less and taps larger than
3/4" in diameter shall have a Smith-Blair type no. 313 saddle with two zinc plated
straps or approved equal. All taps into PVC water main shall have A.Y. McDonald
no. 3805 saddles or approved equal.
SPU – 7 WPS REVISION: FEBRUARY, 2007
F. Restrained Joint Retainer Glands
All fittings, stubs, hydrants and valves shall have restrained joint retainer glands.
Water main and fitting joints shall be tied for a sufficient distance back for each
plug, tee, cross or bend to allow soil friction to overcome the thrust. The pipe
supplier shall furnish data on the frictional resistance to endwise movement of the
pipe embedded in the earth.
CONSTRUCTION REQUIREMENTS
A2 Pipe Laying Operations
Class C bedding shall be used to bed the pipe. The pipe shall be placed with care on
an earth foundation, shaped to closely fit the width of at least 50% of the pipe
breadth. The remainder of the pipe shall be backfilled to a height of 12 inches above
the pipe with the material hand shovel-placed and thoroughly tamped in 6" layers to
completely fill all the voids around the pipe. The pipe shall be laid at a minimum
depth of 7.5’ to the top of the pipe unless otherwise indicated on the plans.
The bottom of the water main and water services shall be laid at least 18 inches
above the top of the sewer. Where this vertical separation cannot be obtained, the
sewer shall be constructed of materials and with joints that are equivalent to water
main standards of construction and shall be pressure tested to assure water tightness
prior to backfilling; or shall have a ten (10) foot horizontal separation.
A4 Blocking and Anchoring of Pipe
All plugs, caps, tees, bends and other thrust points shall be blocked.
A5 Polyethylene Encasement of Pipeline
Polyethylene encasement material if indicated on the plans or City specifications
shall conform to the requirements of ANSI A-21.5 (AWWA C-105) for tube type
installation and a minimum 8 mil nominal film thickness.
2611.4 METHOD OF MEASUREMENT
I Ductile Iron and Gray Iron Fittings
The payment basis shall be as published in AWWA C-153. All ductile iron pipe
fittings will be measured and paid for based on AWWA C-153 weights. Any
difference between the weights published in AWWA C-153 charts and the weights
of the fittings supplied to the project shall be considered incidental to the project.
2611.5 BASIS OF PAYMENT
1) Unless otherwise stated, cut-ins or connections to existing mains will be
paid for at the Contract Unit Price per each cut-in or connection, and the
SPU – 8 WPS REVISION: FEBRUARY, 2007
unit price will include all excavating, fittings, materials, backfilling,
equipment, and labor necessary to make said installation.
2) Steel casing pipe shall be measured by the lineal foot of pipe actually
jacked. This shall include all costs for equipment, materials, and labor
for providing the jacking pit, de-watering, excavation, steel casing, sand
fill, and backfilling the jacking pit to the specified density.
3) Items to be salvaged or salvaged and reinstalled shall be paid for by the
each for each item or group of items as stated in the proposal form or as
shown in the plans.
4) The cost of all material and labor required to complete this project as
specified and shown on the plans, but not specifically included as a pay
item, shall be merged with the various Contract Unit Prices bid.
5) All ductile iron pipe fittings will be paid for based on AWWA C-
153/A21.53 weights
2621 SANITARY SEWER & STORM SEWER INSTALLATION
2621.2 MATERIALS
High density polyethylene (HDPE) corrugated pipe with an integrally-formed
smooth interior shall conform to the following specifications:
The specification is applicable to nominal sizes 12 - 36 inches in diameter.
Requirements for test methods, dimensions and marking are those found in
AASHTO Designations M252, MP7-97 and M-294.
Pipe and fitting shall be made of polyethylene compounds which conform to the
physical requirements of Type III, Category 3, 4 or 5, p23, p33 or p34, Class 3 per
ASTM D-1248 with the applicable requirements defined in ASTM D-1248. Clean
reworked material may be used.
Minimum Pipe Stiffness values shall be as follows:
Diameter Pipe Stiffness*
12 50 psi
15 42 psi
18 40 psi
24 34 psi
30 28 psi
36 22 psi
*per ASTM Test Method D-2412
The pipe and fittings shall be free of foreign inclusions and visible defects. The
ends of the pipe shall be cut squarely and cleanly so as not to adversely affect
joining.
SPU – 9 WPS REVISION: FEBRUARY, 2007
The nominal size for the pipe and fittings is based on the nominal inside diameter
of the pipe. Inside diameter tolerances shall be plus 3.0% minus 1.5%.
Corrugated fittings may be either molded or fabricated by the manufacturer.
Fittings produced by manufacturers other than the supplier of the pipe lengths
shall not be permitted without the approval of the ENGINEER.
Couplings shall be corrugated to match the pipe corrugations and the width of
shall not be less than 1/2 the nominal diameter of the pipe. Split couplings shall
be manufactured to engage an equal number of corrugations on each side of the
pipe joint. A neoprene-type gasket shall be utilized with the coupling to provide a
soil-tight and water-tight joint.
Connections to storm sewer structures with HDPE pipe shall include a rubber
manhole boot per manufacturer's requirements to ensure a watertight seal.
A manufacturer's certification that the product was manufactured, tested and
supplied in accordance with this specification shall be furnished upon request to
the ENGINEER.
Installation shall be in accordance with ASTM recommended practice D-2321 or
as specified by the ENGINEER.
A2 Ductile Iron Pipe
Ductile iron sanitary sewer pipe shall be used at depths over 30 feet and shall be
Class 52, in conformance with the requirements of AWWA Standard C151 (Ductile
Iron Pipe Centrifugally Cast in Metal Molds or Sand-line Molds). Pipe shall be tar
coated, cement lined conforming to the requirements of AWWA C104. All ductile
iron pipe shall be mechanical or push-on type joints. Bedding shall be Class C.
A3 Reinforced Concrete Pipe
Reinforced concrete pipe shall conform to the requirements of the Standard
Specifications for Reinforced Concrete Sewer Pipe, A.S.T.M. Designation C-76,
Wall B with circular reinforcing for the class of pipe specified. All reinforced
concrete pipe joints shall be water tight. All R.C. pipe shall be Class 5 unless
otherwise indicated on the plans or proposal. Bedding shall be class C.
A5 PVC Pipe
Polyvinyl chloride pipe and fittings shall have minimum wall thickness as covered
by S.D.R. - 35 (heavy wall). PVC pipe laid at depths of 17 to 30 feet shall have
minimum wall thickness as covered by S.D.R. - 26.
Sewer services shall be 6" Polyvinyl chloride pipe (PVC) S.D.R. - 26 (heavy wall).
All riser pipe shall be 6" Polyvinyl chloride pipe (PVC) S.D.R. - 26 (heavy wall).
Bedding shall be Class B.
SPU – 10 WPS REVISION: FEBRUARY, 2007
2621.4 METHOD OF MEASUREMENT
A. Sewer Pipe
All sewer pipe will be measured based on horizontal distance unless the slope of the
pipe exceeds 15%. The depth of cut for payment shall be defined as the distance
between the invert of the pipe at a particular point and the intersection of the vertical
or plumb line, extended from the set point to the point of intersection of the line with
the ground surface as it exists at the time of construction.
B. Manholes
According to the unit listed on the proposal form. Depths will be measured from the
rim elevation to the invert.
C. Catch Basins
According to the unit listed on the proposal form. Depths will be measured from the
rim elevation to the invert.
2621.5 BASIS OF PAYMENT
1. Connect to Existing Sanitary Sewer Manhole
In cases where a short sanitary pipe stub out of a manhole exists, the
CONTRACTOR will be required to remove the existing stub and connect
the new pipe to the connection provided as directed by the ENGINEER.
Connect to Existing Manhole shall be paid for at the Contract Unit Price
bid per each. A removable plug shall be installed when connecting to any
existing sanitary sewer MH. The plug shall be inflated to the manufactures
recommended PSI to prevent discharge into the existing sanitary sewer.
The plug shall remain in place until directed by the engineer for removal.
2. Connect to Existing Sanitary Sewer
Where a connection to an existing sanitary sewer line is required, the
CONTRACTOR shall remove the existing plug, verify the invert elevation
and alignment of the existing pipe and connect the new pipe as directed by
the ENGINEER. Removal of plugs and verification shall be considered to
be incidental to the connection. Connect to Existing Sanitary Sewer shall
be paid for at the Contract Unit Price bid for each.
3 Connect to Existing Storm Sewer Manhole
Where a connection to an existing storm sewer manhole is required, the
CONTRACTOR shall knock out the wall of the manhole and connect the
new pipe to the existing manhole. Also, the CONTRACTOR shall grout
the new connection and reconstruct and grout the invert to provide for
smooth flow. Any grouting and reconstructing shall be considered to be
incidental to the connection. Connect to Existing Storm Sewer Manhole
shall be paid for at the Contract Unit Price bid per each.
SPU – 11 WPS REVISION: FEBRUARY, 2007
4 Connect to Existing Storm Sewer
Where a connection to an existing storm sewer line is required, the
CONTRACTOR shall remove the existing plug or bulkhead, verify the
invert elevation and alignment of the existing pipe and connect the new
pipe as directed by the ENGINEER. Removal of plugs/bulkheads and
verification shall be considered to be incidental to the connection. Connect
to Existing Storm Sewer shall be paid for at the Contract Unit Price bid per
each.
5 Drop Section For Manholes
Type A: The drop section with the tee for drop manholes shall consist of
a DIP tee, concrete base, pipe supports and concrete collar and
will be paid for at the Contract Unit Price for each unit.
Type B: The drop section without the tee for drop manholes shall consist
of a DIP elbow, DIP plug, concrete base and pipe support and
will be paid for at the Contract Unit Price bid per each unit.
6 Risers for Drop Manholes
The risers for drop manholes consist of DIP including pipe support and
will be paid for at the Contract Unit Price per lineal foot. The length of
riser shall be computed as distance from the tee invert to the spring line of
the lowest pipe entering the manhole less one foot (1.0').
7 Connection to Existing Drop Sections
A connection to an existing drop section shall consist of completing a Type
B drop section, as covered under section 5 above, by coring into the
existing manhole and furnishing a tee completely installed and will be paid
for at the Contract Unit Price per each unit.
8 Core Existing Sanitary Sewer Manhole
In cases where an additional invert/pipe is to be installed in an existing
sanitary manhole, the CONTRACTOR will be required to core the existing
manhole with the correct size and install a rubber "O" ring or profile joint
with a gasketed, flexible, watertight connection or approved equal. Also,
the CONTRACTOR will be required to reconstruct and re-grout the invert
to provide for smooth flow. Payment for Core Existing Sanitary Sewer
Manhole shall be incidental to the Contract Unit price per "Connect to
Existing Sanitary Sewer Manhole".
9 Trench stabilization material shall be measured and paid for by the
Contract Unit Price per ton based upon scale receipts furnished to the
ENGINEER. Payment for trench stabilization material shall include the
extra depth of excavation and all materials, labor and equipment required
to place the material. Payment for trench stabilization materials shall not
SPU – 12 WPS REVISION: FEBRUARY, 2007
be made when it is used for the CONTRACTOR's convenience or for de-
watering purposes. Only material authorized by the ENGINEER shall be
paid for.
10 The cost of all materials and labor required to complete this project, as
specified and shown on the plans, but not specifically included as a paid
item, shall be merged with the various unit prices bid.
11 Sanitary service riser pipe will be paid for based upon vertical length from
the invert of the PVC main to the invert of the 45 degree bend at the point
where a 2% grade starts. Additional bends required for riser construction
will not be paid for and are considered incidental.
SPH-1 WPS REVISION: FEBRUARY, 2007
SPECIAL PROVISIONS
TO THE
STANDARD HIGHWAY SPECIFICATIONS
SCOPE OF WORK
This Contract shall consist of the furnishing of all labor, equipment and all else necessary to complete
the project in accordance with the plans and specifications. The work shall include, but not be limited
to: subgrade preparation, aggregate base, curb and gutter, paving, and restoration, together with all
appurtenant items in the proposed The Preserve at Bluff Creek 6th Addition, located in Chanhassen,
Minnesota. Unless otherwise noted or modified herein, all sections of the General Conditions shall
apply.
1. SPECIFICATIONS WHICH APPLY
Specifications which apply to construction of street work as shown in the plans shall be Division II
(Construction Details) and Division III (Materials) of the "Standard Specification for Construction",
Minnesota Department of Transportation, August 31, 2005 and current revisions, and the City of
Chanhassen Specifications to the extent that they are modified by these special provisions.
2. STAKING
Staking for parking areas and streets provided by the ENGINEER shall be as follows:
Street Centerline (1 set)
- 50' centers (after utility construction) for subgrade verification
- Staking will occur just prior to the placement of select granular
Curb and Gutter (1 set)
- Alignment and grade stakes 3' offset (or as appropriate)
- Every 50’ on tangent and 25’ on curve, plus additional stakes at curb returns
- Driveway cuts as needed for construction
- WPS will require the CONTRACTOR to have a minimum of 1 days work available on all
survey requests.
3. PROTECTION AND ADJUSTMENT OF EXISTING UTILITY CASTINGS
The CONTRACTOR shall be responsible for the protection of and damage to all utilities including,
but not limited to public gas mains, telephone lines, electric power lines, cable television, water valve
boxes, manholes and catch basins. He shall also be responsible for cleaning, repairing or replacement
of same if damaged in this phase of construction.
4. BARRIERS
The CONTRACTOR shall furnish and place sufficient barricades and warning lights at the terminals
of all construction to prevent use of the right-of-way during construction operations, except that
access to private development shall be maintained.
SPH-2 WPS REVISION: FEBRUARY, 2007
5. MAINTENANCE OF TRAFFIC
Sufficient flag men and warning signs shall be employed on streets which abut the project area to
warn and control traffic during all hauling and construction activity.
The CONTRACTOR shall maintain all roadways either on or off the project area which are used for
haul roads. Such maintenance shall consist of blading and dust control determined necessary by the
ENGINEER in order to keep the roads suitable for automobile traffic and to control dust. Beginning
on a date as established by written notification to the CONTRACTOR from the ENGINEER, said
date to be on or after the formal execution of the contract, the CONTRACTOR shall be responsible
for all maintenance of streets and roads that are a part of this contract. This maintenance
responsibility shall include whatever work is necessary to keep the streets in a condition suitable for
local access traffic, and shall generally consist of periodic blading, sweeping, and dust control
procedures until surfacing has been completed.
All traffic control shall be in accordance with the Minnesota Temporary Traffic Control Zone
Layouts Field Manual, the Minnesota Flagging Handbook, and the Minnesota Manual on Uniform
Traffic Control Devices for Streets and Highways.
6. MISCELLANEOUS REMOVALS AND REPLACEMENT
The temporary removal, storage and replacement of street signs, traffic control signs, mailboxes,
fences, and miscellaneous items shall be performed by the CONTRACTOR and they shall be
considered incidental to the project as a whole, with no direct payment therefore.
7. EXCAVATION AND EMBANKMENT (2105)
All rough grading will be completed under a separate contract and will not be a part of this work.
Excavation for the installation of pipe and the preparation of curb and gutter is considered incidental
to the unit item as bid.
8. SUBGRADE PREPARATION (P)
Subgrade preparation shall include the work necessary to prepare the subgrade material for the laying
of base material and grading for curb and gutter construction. This work will include grade variation
corrections of up to 4 inches plus or minus. It shall also include scarifying the upper 12 inches,
disc drying, or applying water to obtain a subgrade compacted to a minimum of 100% of
standard proctor dry density. The basis of payment for this work shall be by the Contract Unit
Price per square yard and shall be computed on the basis of planned dimensions using base area
measured to 3.5 feet behind the back of curb. Should the only work performed include getting the
street to grade without any drying effort, (scarifying and disk drying), payment for this item will be
based on 50% of the Contract Unit Price per square yard as listed earlier in this section. The
subgrade shall be rolled with a smooth drum roller prior to the placement of any base material.
Equipment at hourly rate items as shown in the bid proposal shall be paid only as authorized by the
ENGINEER for subgrade correction and grading work required beyond the scope of subgrade
preparation as specified above. The CONTRACTOR shall notify the ENGINEER and receive notice
to proceed prior to making any claim for such work.
SPH-3 WPS REVISION: FEBRUARY, 2007
9. TEST ROLLING
Prior to placement of the aggregate base, the OWNER will require the completion of a test roll on the
street subgrade. The CONTRACTOR shall provide a loaded tandem axle truck with a minimum
gross weight of 25 tons. The CONTRACTOR shall provide a weight ticket for the test roll vehicle to
the ENGINEER during the test roll. The test rolling shall be at the direction of the ENGINEER and
in the presence of the Soils ENGINEER. The OWNER may require test rolling of the aggregate
base, once the base section has been constructed. Test rolling will be considered to be incidental
work and no direct compensation will be made therefore. Additional test rolling required as a result
of repairs to unstable sections and retesting will be considered to be incidental work and no direct
compensation will be made therefore.
The CONTRACTOR will be required to use every means available to provide a stable subgrade prior
to the placement of Class 5 aggregate. The CONTRACTOR may be required to work material with a
blade and disc below the upper 12" of subgrade material (as required under Subgrade Preparation) to
a point 3'-0" below subgrade elevation to ensure a stable subgrade. This work shall be paid for at the
equipment hourly rates as provided in the contract, but in no means shall be used unless specifically
directed by the ENGINEER.
10. 3" MINUS CRUSHED QUARRY ROCK STABILIZING AGGREGATE
When authorized by the ENGINEER, the CONTRACTOR shall complete subgrade correction with
the placement of 3" minus crushed quarry rock stabilizing aggregate. 3" minus crushed quarry rock
stabilizing aggregate will be used to stabilize subgrade areas which fail the test rolling procedure, but
only after the CONTRACTOR has completed subgrade preparation work, inclusive of
scarifying, disc drying and recompacting of the upper 12 inches of the subgrade to a minimum
of 100% of standard proctor dry density to the satisfaction of the engineer. The basis of
measurement and payment for this work shall be by the Contract Unit Price per ton, based upon scale
receipts furnished to the ENGINEER. Payment for 3" minus crushed quarry rock stabilizing
aggregate shall include the excavation and proper disposal of the failing subgrade material and all
materials, labor and equipment required to place the stabilizing aggregate.
Only material authorized by the ENGINEER shall be paid for and the CONTRACTOR must agree in
writing with the ENGINEER or his representative prior to the work being performed.
11 SAND SUBBASE (3149 Select Granular) (P)
Sand subbase shall be constructed to the depth shown on the plans and in accordance with Section
3149. Compaction shall be to a minimum of 100% of standard proctor dry density. Measurement and
payment shall be by the Contract Unit Price per square yard at a compacted volume and shall be
computed on the basis of planned dimensions. Shaping and compacting the sand sub base shall be
incidental to the cost of the sand sub base.
12. AGGREGATE BASE (2211) (P)
Class 5 (100% crushed stone) aggregate base shall be constructed to the depth shown on the plans and
in accordance with Section 2211.
SPH-4 WPS REVISION: FEBRUARY, 2007
Compaction shall be by the Specified Density Method and shall conform to the requirements of
Section 2211.
Measurement and Payment shall be by the Contract Unit Price per square yard of the minimum depth
specified and shall be computed on the basis of planned dimensions using base area measured to 1.5
feet behind the back of curb. Any requests by the ENGINEER for different lift thickness not
included in the proposal shall be prorated using 110 pounds per square yard of area per inch of
thickness from the thinnest lift described in the Contract. Shaping and compacting the aggregate
base shall be incidental to the cost of the aggregate.
13. PLANT MIXED BITUMINOUS PAVEMENT (2360) (P)
Base Course 2350 Type LVNW35030B
Wear Course 2350 Type LVWE35030B
The plant-mixed bituminous pavement shall be constructed in accordance with the
provisions of Mn/DOT Specifications 2360, except as modified:
The CONTRACTOR shall submit to the ENGINEER an approved mix design for all types a
Minimum of 7 days prior to placement of bituminous pavement.
No additional compensation shall be made for bituminous material.
Recycled mixtures will not be allowed to be used in the wear course. Recycled mixtures used in the
base course shall be in accordance with the provisions of Mn/DOT specifications 2360.
Compaction shall be in accordance with Mn/DOT 2360.6 Maximum Density Method.
Required minimum density as determined by Nuclear Density Testing shall be 91.0% on
base courses and 92.0% on wear courses of the design Marshall.
Mn/DOT Specification 2360.6-B4 Payment Schedule for Maximum Density shall be deleted.
Failure of the CONTRACTOR to attain minimum density shall result in the removal and replacement
of the pavement as determined by the ENGINEER. No additional compensation shall be made for
pavement removed and replaced due to density failures.
Measurement and payment shall be by the Contract Unit Price per square yard of the minimum
compacted thickness specified for each course and shall be computed on the basis of planned
dimensions. Payment shall include compensation for the bituminous material for mixture, for which
no separate payment will be made. No additional compensation will be granted for additional
bituminous due to deficiencies in base thickness.
14. BITUMINOUS TACK COAT (2357) (P)
Bituminous Tack Coat shall be used between all courses of bituminous pavement constructed by the
CONTRACTOR. Tack material shall be RC 250 or RC 70. Payment for bituminous tack coat shall
be by the Contract Unit Price per gallon applied at a rate of 0.05 gallons per yard of pavement.
SPH-5 WPS REVISION: FEBRUARY, 2007
15. ADJUST MANHOLES, CATCH BASINS, and GATE VALVES
Manholes and gate valves adjustments shall be in accordance with the provisions of MN/DOT 2506
except as modified below:
The CONTRACTOR shall adjust all manhole and gate valve castings to 0.5 inches below bituminous
base grade to provide interim access to all structures for the first season. Final adjustment shall be
made to 0.5 inches below finished pavement grade prior to paving the final wear course.
Measurement and payment of adjustments shall by the Contract Unit Price per each manhole or gate
valve casting in a paved area adjusted, as provided on the proposal, only after the final adjustment.
Upon request, the ENGINEER may pay 1/2 the contract amount after the first raising. The turning of
Mexican hats, cones or slabs to align with curb and gutter, if necessary, shall be incidental to the
contract.
16. CONCRETE SIDEWALK (2521)
This work shall be done in accordance with Mn/DOT 2521 Concrete Mix No.3A32 for hand placed
formed walk and Concrete Mix No. 3A22 for slip machine placed walk with a 28 day design strength
of 3900 PSI. The sidewalk shall be of the dimensions and at the location shown on the plans. This
shall include all labor, material and equipment necessary to rough grade; place the granular base;
place, finish and cure the concrete and backfill along the edges of the sidewalk. The material
excavated to place the base section and sidewalk shall become the property of the CONTRACTOR.
If the material can not be used on site it will be hauled off the site by the CONTRACTOR at no cost
to the OWNER. Edges of the sidewalk are to be backfilled within five (5) working days of the
sidewalk placement. Winter protection shall be required and maintained for a minimum of 72 hours
if temperatures are at or below freezing or as defined by the ENGINEER. Payment will be at the
Contract Unit Price per linear foot of width specified in the plans.
17. BITUMINOUS TRAIL (2360)
Bituminous trail shall be constructed at the location shown on the plans or as directed by the
ENGINEER. Work under this pay item will include grading; aggregate base (conforming to
Mn/DOT 2211); bituminous pavement (conforming to Mn/DOT 2360) and backfilling of the trail
edges. The bituminous mixture shall be 2360 SPWEB340B. Edges of the trail are to be backfilled
within five (5) working days of the trail placement. Payment will be at the contract unit price for
Bituminous Trail as measured by the lineal foot that includes a 6” Class 5 aggregate base.
18. PEDESTRIAN RAMPS (2531)
Pedestrian ramps shall placed at the location and be of the dimensions shown on the plan. Pedestrian
ramps shall be constructed in accordance with Mn/Dot Standard Plate No.7036F
and compliant with the ADDAG (Americans with Disabilities Act Accessibility Guidelines).
Payment for pedestrian ramps shall be by the each and shall include all labor, material and equipment
necessary to rough grade; place the granular base; install Truncated Domes; place, finish and cure
the concrete. The material excavated to place the base section and pedestrian ramp(s) shall become
the property of the CONTRACTOR. If the material can not be used on site it will be hauled off the
site by the CONTRACTOR at no cost to the OWNER.
SPH-6 WPS REVISION: FEBRUARY, 2007
19. CONCRETE CURB AND GUTTER (2531)
Concrete curb and gutter shall be constructed in accordance with the provisions of 2531 Concrete
Mix No. 3A22 with 28 day design strength of 3900 PSI except as modified herein:
Concrete curb and gutter type shall be as noted on the plans. Place the expansion joints at intervals of
120 feet and at the ends of all street returns. Joint sealing as specified in Mn/DOT 2531.3H will not
be required. The City of Chanhassen requires rebar reinforcement as defined in the plan details. All
reinforcement shall be considered as incidental to the Contract Unit Price.
Cure concrete using the membrane method. Apply membrane to all exposed surfaces, including
formed surfaces. Apply membrane in two lateral directions at the rate of one gallon per 150 square
feet. Apply membrane to the back of curb and face of gutter as soon as forms are stripped, or after
final brushing. The compound must contain a fugitive dye. A double layer of polyethylene (with
insulation between the layers) shall be required and maintained for a minimum of 72 hours if
temperatures are at or below freezing or as defined by the ENGINEER. The Contract Unit Price will
include complete installation, removal, clean up, and disposal of the double layer of polyethylene
(with insulation).
Excavation and grading for curb construction shall be incidental to curb and gutter.
Project cleanup shall include backfill to back of curb and fine grading of all disturbed areas. The cost
of this work is to be incidental to the price bid per foot of curb and gutter. Partial payment will not
be made on curb and gutter until backfilling is completed.
Measurement and payment shall be by the Contract Unit Price per lineal foot of each type of curb and
gutter constructed and shall include the B618 used as radii and dropping back of the curb for
pedestrian ramps.
The CONTRACTOR shall submit a current test from an approved testing laboratory indicating that
the materials of the concrete supplier meet the requirement of the Mn/DOT Specifications.
20. REMOVE/REPLACE BROKEN CONCRETE CURB AND GUTTER
This is a budget item and shall only be used with the approval of the Engineer. It shall include the
cost of saw cutting, removing of the curb and gutter, and the off site disposal of the broken or
damaged curb and gutter. Compensation will only be granted for curb and gutter damaged due to
home builder traffic. This item shall also include patching of the bituminous base course to match
back into the replaced curb and gutter as well as turf restoration if required. No compensation will be
made due to settlement or defects in construction materials or process. Payment will be by the
contract unit per linear foot.
21. REMOVE/REPLACE BROKEN CONCRETE SIDEWALK
This is a budget item and shall only be used with the approval of the Engineer. It shall include the
cost of removing the sidewalk, and the offsite disposal of the broken or damaged sidewalk.
Compensation will only be granted for sidewalk damaged due to home builder traffic. This item shall
also include turf restoration if required. No compensation will be made due to settlement or defects
in construction materials or process. Payment will be by the contract unit per linear foot.
SPH-7 WPS REVISION: FEBRUARY, 2007
21. INSTALL TRAFFIC BARRICADES
Traffic Barricades shall be at the location shown on the plans and be in conformance with Mn/DOT
Detail M8002G (Totally Closed Roadway- No Turns Permitted). Payment will be at the Contract
Unit Price for each installation and will include all labor, equipment and material necessary for a
complete installation. The barricade shall be reflectorized on both sides for safety.
22. STREET CLEANING FOR WEAR COURSE INSTALLATION
On all streets where binder and/or wearing courses are to be placed over existing bituminous surface,
the existing surface shall be properly swept to the satisfaction of the ENGINEER, immediately prior
to the placement of the tack coat and bituminous course(s). All sweeping operations and disposals of
the sweepings shall be the responsibility of the CONTRACTOR. The sweeping shall be performed
with a self-propelled pickup sweeper (w/water). A side-throw sweeper will not be allowed.
Payment for street cleaning shall be paid for at the Contract Unit Price per lump sum and shall
include all equipment, labor and material costs incurred to properly clean the base course prior to the
installation of binder and/or wear course, including the proper disposal of the sweepings.
23. PATCHING PRIOR TO INSTALLATION OF BITUMINOUS WEAR COURSE
Prior to the installation of Bituminous Wear Course all areas of failed bituminous base, aggregate
base and settlements shall be repaired by the CONTRACTOR.
Settlements (if they do not show bituminous or aggregate base failure) shall be repaired by the
addition of a leveling patch of bituminous base material or by removing bituminous base, adding
compacted aggregate base and reinstalling the required bituminous base. Patching of settlements
shall be the responsibility of the CONTRACTOR and no extra compensation will be allowed
therefore.
Areas which show evidence of bituminous base failure or bituminous base and aggregate base failure
shall be repaired by the removal of the failed bituminous base or bituminous base and aggregate
base. All such patch areas shall have square cut edges in the bituminous base. The removed
materials shall be disposed of off site at a disposal site of the CONTRACTOR’S choice. The cost of
bituminous base or bituminous base and aggregate base repair shall be borne by the CONTRACTOR
except in those areas as designated by the ENGINEER to have been caused by use exceeding normal
wear and tear and use beyond the control of the CONTRACTOR. Payment for such ENGINEER
authorized exceptional bituminous base or bituminous base and aggregate base repair shall be by the
Contract Unit Price per square yard and shall be payment in full for all costs of labor, materials,
equipment and all else necessary to remove, dispose of removed materials off site, and replace and
compact the required thickness of bituminous base or bituminous and aggregate base including any
necessary edge tacking material.
24. UTILITY CROSSINGS
Payment will be based on a per trench basis and not a per conduit basis. The Contract Unit Price for
each crossing shall include the excavation for conduit placement and the backfilling of the trench
after conduit placement. Trench compaction shall meet the requirements of the Subgrade Preparation
specifications in this document. It will be the responsibility of the CONTRACTOR to coordinate the
SPH-8 WPS REVISION: FEBRUARY, 2007
conduit installation with the utility company. Coordination should be performed in a timely manner
as not to cause delay in the street construction. Conduit will be provided by the utility companies.
25. TOLERANCES
Tolerances for the streets shall be plus or minus 0.05’ for the subgrade, top of the select granular, and
the top of Class 5 and/or Class 7.
Section 7.0
Soil Report & Borings
Section 8.0
CEAM Specifications
i
STANDARD SPECIFICATIONS
FOR
TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION
WATER MAIN AND SERVICE LINE INSTALLATION
SANITARY SEWER AND STORM SEWER INSTALLATION
PUBLISHED BY
CITY ENGINEERS ASSOCIATION OF MINNESOTA
1999 EDITION
TABLE OF CONTENTS
SECTION 2600
TRENCH EXCAVATION & BACKFILL/SURFACE RESTORATION
2600.1 Description......................................................................................................… 1
2600.2 Materials............................................................................................................. 1
A Granular Materials.............................................................................................. 1
A1 Granular Material Gradation Classifications.....................................................1
A2 Granular Material Use Designations................................................................. 2
B Piling....................................................................................................….......…. 2
C Insulation................................................................................................….......... 2
D Geotextile Fabric....................................................................................…..........3
2600.3 Construction Requirements..................................................................................3
A General Provisions.................................................................................... .......... 3
A1 Maintenance of Traffic................................................................................…3
A2 Establishing Line and Grade.......................................................................... 3
A3 Protection of Surface Structures................................................................…. 5
A4 Interference of Underground Structures......................................................…5
A5 Removal of Surface Improvements............................................................... 6
A6 Temporary Service Measures..............................................................…...... 7
B Excavation and Preparation of Trench..................................................................7
B1 Operational Limitations and Requirements.....................................................7
B2 Classification and Disposition of Materials....................................................8
B3 Excavation Limitations and Requirements..................................................…9
B4 Sheeting and Bracing Excavations ......................................................…...….9
B5 Preparation and Maintenance of Foundations..................................…..........10
C Non Open Cut Pipe Installation.....................................................….................. 12
C1 Jacking/Boring..........................................................................…................. 12
C2 Directional Boring.......................................................................….............. 13
ii
D Placement of Insulation........................................................................…........... 13
E Pipeline Backfilling Operations.......................................................................... 14
F Restoration of Surface Improvements................................................................. 16
F1 Turf Restoration ..............................................................................…...........16
F2 Pavement Restoration................................…............................................….17
F3 Restoration of Miscellaneous Items ......................................................…....17
G Maintenance and Final Cleanup ....................................................................…..18
2600.4 Method of Measurement
A Rock Excavation .................................................................................…............18
B Granular Materials ............................................................................…...….......18
C Geotextile Fabric .................................................................................…........... 19
D Piling ..................................................................................................…............ 19
D1 PileBents........................................................................................…........…19
E Insulation...............................................................................................….......…19
2600.5 Basis of Payment .......................................................................................….....19
SECTION 2611
WATERMAIN AND SERVICE LINE INSTALLATION
2611.1 Description....................................................................................................…. 20
2611.2 Materials ...............................................................................................….….....22
A Water Pipe Materials ....................................................................................…......23
A1 Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings .....................…......23
A2 Prestressed Concrete Cylinder Pipe and Fittings ....................................…......23
A3 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings ......................................23
A4 Polyethylene (PE) Pressure Pipe and Fittings ...................................................24
B Fire Hydrants ..............................................................................................….........24
C Valves and Valve Housings .......................................................................….........25
C1 Valve Housings ..................................................................................…...........25
C2 Gate Valves.........................................................................................…...........25
C3 Butterfly Valves ..................................................................................…..........26
D Water Service Pipe and Fittings ................................................................….........26
E Polyethylene Encasement Material ........................................................................ 27
F Restrained Joint Retainer Glands ........................................................................... 27
G Mortar .........................................................................................................…...... 27
H Concrete .....................................................................................................…........ 27
2611.3 Construction Requirements .....................................................................…........28
A Installation of Pipe and Fittings .............................................................................. 28
A1 Inspection and Handling .............................................................…...................28
A2 Pipe Laying Operations ................................................................…....….........29
A3 Aligning and Fitting of Pipe ..................................................................…........29
iii
A4 Blocking and Anchoring of Pipe ...........................................................…........ 30
A5 Polyethylene Encasement of Pipeline....................................................….........31
B Connection and Assembly of Joints ..........................................................…...........32
B1 Ductile Iron Pressure Pipe and Fitting Joints ......................................…...........33
B1a Push-On Joints ..............................................................................……........33
B1b Mechanical Joints ..................................................................…...................33
B1c Flanged Joints ...........................................................................…................33
B2 Prestressed Concrete Cylinder Pipe Joints.........................................…............ 34
B3 Polyvinyl Chloride Pipe Joints ...................................................……..…..........34
B3a Push-On Joints ............................................................................……..........34
B4 Polyethylene Pipe Joints ..................................................................…..............34
C Water Service Installations ............................................................…......................34
C1 Tee Branch Service Lines ........................................................…........…..........35
C2 Tapped Service Lines ...............................................................….........….........35
D Setting Valves, Hydrants, Fittings and Specials ............................…......................36
E Disinfection of Water Mains ..........................................................…..................... 37
F Electrical Conductivity Test ...........................................................…..................... 37
G Hydrostatic Testing of Water Mains ..............................................….....................38
H Operational Inspection ....................................................................….......….........39
2611.4 Method of Measurement ..........................................................…............…........39
A Water Pipe .......................................................................................….........….......40
B Valves .............................................................................................….............…....40
C Corporation Stops ...........................................................................….…............…40
D Curb Stops .......................................................................................…...….........…40
E Hydrants ...........................................................................................…........…....…40
F Air Vents ..........................................................................................…........…....…40
G Rearrangement of Inplace Facilities .............................................................…...…40
H Polyethylene Encasement .............................................................................…...…40
I Ductile and Gray Iron Fittings .......................................................................…....…41
J Polyvinyl Chloride or Polyethylene ...............................................................…..….41
K Access Structures ........................................................................….............…....…41
2611.5 Basis of Payment ..................................................................…...............….....…41
SECTION 2621
SANITARY SEWER AND STORM SEWER INSTALLATION
2621.1 Description........................................................................................................... 43
2621.2 Materials...............................................................................................................44
A Sewer Pipe and Service Line Materials ...................................................................45
A1 Vitrified Clay Pipe and Fittings .........................................................................45
A2 Ductile Iron Pipe and Ductile Iron and Gray Iron and Fittings .........................46
A3 Reinforced Concrete Pipe and Fittings ..............................................................46
iv
A4 Corrugated Steel Pipe and Fittings ................................................................... 46
A5 Polyvinyl Chloride Pipe and Fittings .................................................................47
A6 Cast Iron Soil Pipe .............................................................................................47
A7 Acrylonitrile-Butadiene-Styrene Pipe ................................................................47
A8 Dual-Wall Corrugated Polyethylene Pipe ......................................................... 47
B Metal Sewer Castings ...............................................................................................47
C Precast Concrete Manhole and Catch Basin ............................................................ 48
D Concrete ..................…............................................................................................ 49
E Mortar ....................…................................................................................................49
2621.3 Construction Requirements ..................................................................................49
A Installation of Pipe and Fittings ................................................................................49
A1 Inspection and Handling .....................................................................................49
A2 Pipe Laying Operations ......................................................................................50
A3 Connection and Assembly of Joints ...................................................................51
A4 Bulkheading Open Pipe Ends ............................................................................ 51
B Appurtenance Installations ....................................................................................... 52
C Sewer Service Installations ...................................................................................... 52
D Manhole and Catch Basin Structures .......................................................................53
E Reconnecting Existing Facilities ..............................................................................54
F Sanitary Sewer Leakage Testing .............................................................................. 54
F1 Air Test Method ................................................................................................. 55
F2 Hydrostatic Test Method .................................................................................... 57
F3 Test Failure and Remedy ....................................................................................57
G Deflection Test .........................................................................................................58
G1 Test Failure and Remedy ...................................................................................58
H Televising ................................................................................................................ 58
2621.4 Method of Measurement ......................................................................................58
A Sewer Pipe ....................................................................................................….......59
B Manholes ......................................................................................................…........59
C Catch Basins ................................................................................................….........59
D Outside Drop Connection .........................................................................................59
E Service Connection ...................................................................................................60
F Service Pipe ...............................................................................................…............60
G Special Pipe Fittings .................................................................................................60
H Appurtenant Items .....................................................................................…...........60
2621.5 Basis of Payment .......................................................................................….......60
SECTION 2600
TRENCH EXCAVATION AND
BACKFILL/SURFACE RESTORATION
1
2600 STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION &
BACKFILL/SURFACE RESTORATION
2600.1 DESCRIPTION
This work shall consist of the excavation, backfilling, and restoration of existing surface
improvements for the purposes of installing new and/or relocating or adjusting existing
underground utilities.
Use of the term "Plans, Specifications and Special Provisions" within this specification
shall be construed to mean those documents which compliment, modify, or clarify these
specifications and are accepted as an enforceable component of the Contract or Contract
Documents. All references to Mn/DOT Specifications shall mean the latest published
edition of the Minnesota Department of Transportation Standard Specifications for
Construction, as modified by any Mn/DOT Supplemental Specification edition published
prior to the date of advertisement for bids. All reference to other Specifications of
AASHTO, ASTM, ANSI, AWWA, etc. shall mean the latest published edition available
on the date of advertisement for bids.
2600.2 MATERIALS
A. Granular Materials
Granular materials furnished for foundation, bedding, encasement, backfill, or other
purposes as may be specified shall consist of any natural or synthetic mineral aggregate
such as sand, gravel, crushed rock, crushed stone, or slag, that shall be so graded as to
meet the gradation requirements specified herein for each particular use by the material
manufacturer or as indicated in the Plans, Specifications, or Special Provisions..
A1. Granular Material Gradation Classifications
Granular materials furnished for use in Foundation, Bedding, Encasement, or Backfill
construction shall conform to the following requirements:
Foundation materials shall have 100 percent by weight passing the 1-1/2 inch sieve and a
maximum of 10 percent by weight passing the No. 4 sieve.
Backfill materials shall consist of existing trench materials, except as otherwise specified
in this specification or in the Special Provisions.
Bedding and encasement materials for flexible pipe, where improved pipe foundation is
not required, shall meet the requirements of Mn/DOT Specification 3149.2B1, Granular
Borrow, except that 100 percent by weight shall pass the one-inch sieve.
2
A gradation report from an approved Independent Testing laboratory of the proposed
granular materials shall be furnished to the Engineer before any of the granular materials
are delivered to the project.
A2. Granular Material Use Designations
Granular materials provided for Foundation, Bedding, Encasement, or Backfill use as
required by the Plans, Specifications, and Special Provisions, either as part of the pipe
item work unit or as a separate contract item, shall be classified as to use in accordance
with the following:
Material Use Designation Zone Designation
Granular Foundation ------------- Placed below the bottom of pipe grade as replacement
for unsuitable or unstable soils, to achieve better foundation support.
Granular Bedding ---------------- Placed below the pipe midpoint, prior to pipe
installation, to facilitate proper shaping and to achieve uniform pipe support.
Granular Encasement ----------- Placed below an elevation one foot above the top of pipe,
after pipe installation, for protection of the pipe and to assure proper filling of voids or
thorough consolidation of backfill.
Granular Backfill ----------------- Placed below the surface base course, if any, as the
second stage of backfill, to minimize trench settlement and provide support for surface
improvements.
In each case above, unless otherwise indicated, the lower limits of any particular zone
shall be the top surface of the next lower course as constructed. The upper limits of each
zone are established to define variable needs for material gradation and compaction or
void content, taking into consideration the sequence of construction and other conditions.
The material use and zone designations described above shall only serve to fulfill the
objectives and shall not be construed to restrict the use of any particular material in other
zones where the gradation requirements are met.
B. Piling
Piling shall be constructed in accordance with the provisions of Mn/DOT Specification
2452 and special plan details relating to piling.
C. Insulation
Main Insulation shall be extruded rigid board material having a thermal conductivity of
0.23 BTU/hour/square foot/degree Fahrenheit/per inch thickness, maximum, at 40âF
mean, a comprehensive strength of 35 psi minimum, and water absorption of 0.25 percent
by volume minimum. Unless otherwise specified in the Plans, specifications, or Special
Provisions, board dimensions shall measure 8 feet long, 2 or 4 feet wide, and 1, 1-1/2, 2,
or 3 inches thick.
3
D. Geotextile Fabric
Geotextile fabric shall meet the requirements of Mn/DOT Specification 3733 and be used
as required by the Plans, Specifications, and Special Provisions.
2600.3 CONSTRUCTION REQUIREMENTS
A. General Provisions
A1. Maintenance of Traffic
Whenever work interferes with the flow of traffic along a roadway, the Contractor shall
provide for traffic control and signing and public safety in accordance with the provisions
of the field manual of Temporary Control Zone Layouts of the Minnesota Manual of
Uniform Traffic Control Devices and Mn/DOT Specifications 1404 and 1710, and the
Special Provisions. Neither road closures nor detours shall be permitted unless specified
in the Special Provisions or authorized by the Engineer. Where road closures or detours
are permitted by the Engineer, the Engineer shall determine the appropriate agencies,
boards, or departments the Contractor must notify prior to taking the action and the
proper advance notice to be provided to each body.
Compliance with this requirement shall not be construed to relieve the Contractor from
the responsibility of notifying agencies or institutions whose services may be predicated
upon a roadway being opened to traffic or whose services would be hindered if a
roadway is closed to traffic. Such agencies or institutions shall include, but not be limited
to, the police department, the fire department, municipal bus service, school bus service,
and ambulance service. The Contractor shall keep the required agencies informed of
changing traffic patterns and detour situations.
A2. Establishing Line and Grade
The primary line and grade will be established by the Engineer. For trench installation,
line and grade stakes will be set parallel to the proposed pipeline at an appropriate offset
therefrom as will best serve the Contractor's operations wherever practical. For tunnel
installation, line and grade stakes will be set directly above the proposed pipeline setting.
Grade and line stakes will be set at 25-foot intervals along the pipeline; at each change in
line or grade; and as needed for pipeline appurtenances and service lines.
The Contractor shall arrange operations to avoid unnecessary interference with the
establishment of the primary line and grade stakes; and shall render whatever assistance
may be required by the Engineer in accomplishing the staking. The Contractor shall be
responsible for preservation of the primary stakes and, if negligent in providing necessary
protection, shall bear the full cost of any restaking.
The Contractor shall be solely responsible for the correct transfer of the primary line and
grade to all working points and for construction of the work to the prescribed lines and
4
grades as established by the Engineer. Following construction of a work shaft on tunnel
installations, the line and grade shall be transferred down the shaft and be projected into
and throughout the length of each tunnel heading.
Unless otherwise specified in the Plans, Specifications, and Special Provisions, the water
main shall generally be placed with the minimum specified cover. However, a greater
depth may be required to clear existing storm and sanitary sewers and sewer services, and
no additional compensation shall be provided for such adjustments.
In locations where sewer is in direct conflict with existing water main and water services
the water main and water services shall be lowered to provide at least 18 inches of
vertical distance between the top of the water main or service and the bottom of the
sanitary or relocated in accordance with the Plans.
Water mains crossing above storm or sanitary sewers shall be laid to provide a separation
of at least18 inches between the bottom of the water main and the top of the sewer. When
local conditions prevent a vertical separation as described, the following construction
shall be used:
(1) Sewers passing over or under Water mains shall be constructed of materials equal to
water main standards of construction for a distance of at least 9 feet on either side of the
water main.
(2) Watermain passing under sewers shall, in addition, be protected by providing:
(a) a vertical separation of at least 18 inches between the bottom of the
sewer and the top of the water main;
(b) adequate structural support for the sewers to prevent excessive
deflection of joints and settling on and breaking of the Water mains;
(c) a length of water pipe shall be centered at the point of crossing so that
the joints will be equidistant and as far as possible from the sewer.
Water mains shall be laid at least 10 feet horizontally from any sanitary sewer or storm
sewer, whenever possible. When local conditions prevent a horizontal separation of 10
feet, a water main may be laid closer to a storm or sanitary sewer provided that:
(1) The bottom of the water main is at least 18 inches above the top of the sewer;
(2) Where this vertical separation cannot be obtained, the sewer shall be constructed of
materials and with joints that are equivalent to water main standards of construction and
shall be pressure tested to assure water tightness prior to backfilling.
No deviation shall be made from the required line or grade except with the consent of the
Engineer.
5
A3. Protection of Surface Structures
All surface structures and features located outside the permissible excavation limits for
underground installations, together with those within the construction areas which are
indicated in the Plans as being saved, shall be properly protected against damage and
shall not be disturbed or removed without approval of the Engineer. Within the
construction limits, as required, the removal of improvements such as paving, curbing,
walks, turf, etc., shall be subject to acceptable replacement after completion of
underground work, with all expense of removal and replacement being borne by the
Contractor to the extent that separate compensation is not specifically provided for in the
Contract.
Obstructions such as street signs, guard posts, small culverts, mailboxes, and other items
of prefabricated construction may be temporarily removed during construction provided
that essential service is maintained in a relocated setting as approved by the Engineer and
that nonessential items are properly stored for the duration of construction. Upon
completion of the underground work, all such items shall be replaced in their proper
setting at the sole expense of the Contractor.
The Contractor shall be responsible for protection of existing overhead utilities and poles.
This shall include arranging with the utility and paying the utility for holding poles that
will be close to the edge of any trench. Holding of poles and repair of any damage to
these facilities shall be considered incidental to the project with no additional
compensation allowed. If relocation or removal of these facilities is required, the Owner
will contact the concerned utility and pay for the relocation or removal at no additional
expense to the Contractor.
In the event of damage to any surface improvements, either privately or publicly owned,
in the absence of construction necessity, the Contractor will be required to replace or
repair the damaged property to the satisfaction of the Engineer and without cost to the
Owner.
A4. Interference of Underground Structures
When any underground structure interferes with the planned placement of the pipeline or
appurtenances to such an extent that alterations in the work are necessary to eliminate the
conflict or avoid endangering effects on either the existing or proposed facilities, the
Contractor shall immediately notify the Engineer and the Owner of the affected structure.
When any existing facilities are endangered by the Contractor's operations, the
Contractor shall cease work at the site and take such precautions as may be necessary to
protect the inplace structures until a decision is made as to how the conflict will be
resolved.
Without specific authorization from the Engineer, no essential utility service shall be
disrupted, nor shall any change be made in either the existing structures or the planned
installations to overcome the interference. Alterations in existing facilities will be
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allowed only to the extent that service will not be curtailed unavoidably and then only
when the encroachment or relocation will satisfy all applicable regulations and
conditions.
Wherever alterations are required as a result of unforeseen underground interferences not
due to any fault or negligence of the Contractor, the Engineer will issue a written order
covering any additional or extra work involved and specifying the revised basis of
payment, if any. Any alterations made strictly for the convenience of the Contractor, shall
be subject to prior approval and shall be at the Contractor's expense.
No extra compensation will be allowed for delays caused by the interference of
underground structures.
A5. Removal of Surface Improvements
Removal of surface improvements in connection with trench excavation shall be limited
to actual needs for installation of the pipeline and appurtenances, based on the allowable
trench widths and any other controls imposed in connection with the work. Removal
operations shall be coordinated effectively with the excavation and installation operations
as will cause the least practical disruption of traffic or inconvenience to the public. The
debris resulting from removals shall become the property of the Contractor and shall be
disposed of by the Contractor in accordance with Mn/DOT Specification 2104. Removal
debris shall not be deposited at locations that will block access to fire hydrants, private
driveways, or other essential service areas, nor obstruct surface drainage. Removal and
final disposal of debris shall be accomplished as a single operation wherever possible
and, in any event, the debris shall be removed from the site before starting the excavating
operations.
Removal of concrete or bituminous structures shall be by methods producing clean-cut
breakage to prescored lines as will preserve the remaining structure without damage.
Removal equipment shall not be operated in a manner that will cause damage to the
remaining structure or adjoining property. Where not removed to an existing joint,
concrete structures shall be sawed along the break lines to a minimum depth of one-third
of the structure depth.
Any reusable materials generated during the work, such as aggregate, sod, topsoil, shall
be segregated from other waste materials and be stockpiled so as to maintain suitability
and permit proper reuse.
The use of drop weight equipment for breaking pavement will be allowed to the extent
that the Contractor shall assume full responsibility for any damages caused thereby. The
pavement breaking operation shall not be allowed to become a nuisance to the public or a
source of damage to underground or adjacent structures. The Engineer reserves the right
to order discontinuance of drop weight breaking operations at any time.
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A6. Temporary Service Measures
While any open excavations are maintained, the Contractor shall have available a supply
of steel plates suitable for temporary bridging of open trench sections where either
vehicular or pedestrian traffic must be maintained. Use of the plates shall be as directed
or approved by the Engineer and where installed they shall be secured against possible
displacement and be replaced with the permanent structure as soon as possible.
B. Excavation and Preparation of Trench
B1. Operational Limitations and Requirements
Excavating operations shall proceed only so far in advance of pipe laying as will satisfy
the needs for coordination of work and permit advance verification of unobstructed line
and grade as planned. Where interference with existing structures is possible or in any
way indicated, and where necessary to establish elevation or direction for connections to
inplace structures, the excavating shall be done at those locations in advance of the main
operation so actual conditions will be exposed in sufficient time to make adjustments
without resorting to extra work or unnecessary delay.
Where possible, excavated materials shall be placed in areas that will not block existing
vehicle and pedestrian traffic and drainage ways. The Contractor shall review proposed
methods of operation with the Engineer prior to beginning the work.
All installations shall be accomplished by open trench construction except for short
tunnel sections approved by the Engineer and with the exception that boring and jacking
or tunnel construction methods shall be employed where so specifically required by the
Plans, Specifications, or Special Provisions.
Installation of pipe through tunnel excavations will be allowed only where the surface
structure can be properly supported and the backfill restored to the satisfaction of the
Engineer.
The excavating operations shall be conducted so as to carefully expose all inplace
underground structures without damage. Wherever the excavation extends under or
approaches so close to an existing structure as to endanger it in any way, precautions and
protective measures shall be taken as necessary to preserve the structure and provide
temporary support. Hand methods of excavating shall be utilized to probe for and expose
such critical or hazardous installations as gas pipe and power or communication cables.
The Engineer shall be notified of any need for blasting to remove materials which cannot
be broken up mechanically, and there shall be no blasting operations conducted until the
Engineer's approval has been secured. Blasting will be allowed only when proper
precautions are taken to protect life and property, and then shall be restricted as the
Engineer directs. The hours of blasting operations shall be set by the Owner. The
Contractor shall assume full responsibility for any damages caused by blasting, regardless
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of the requirements for notification and approval. The Contractor shall secure any
required permits for blasting and shall conduct blasting operations in conformance with
all applicable local, state and federal laws, regulations, and ordinances.
B2. Classification and Disposition of Materials
Excavated materials will be classified for payment only to the extent that the removal of
materials classified by the Engineer as Rock will be paid for as provided in the Special
Provisions or shown in the Proposal. All other materials encountered in the excavations,
with the exception of items classified for payment as structure removals, will be
considered as Unclassified Excavation and unless otherwise specified in the Plans,
Specifications, and Special Provisions, no additional compensation shall be provided for
their removal.
Unclassified materials shall include muck, rubble, wood debris, and boulder stone,
masonry or concrete fragments less than one cubic yard in volume, together with other
miscellaneous matter that can be removed effectively with power operated excavators
without resorting to drilling and blasting.
Rock excavation shall be defined to include all hard, solid rock in ledge formation,
bedded deposits and unstratified masses; all natural conglomerate deposits so firmly
cemented as to present all the characteristics of solid rock; and any boulder stone,
masonry or concrete fragments exceeding one cubic yard in volume. Materials such as
shale, hard pan, soft or disintegrated rock which can be dislodged with a hand pick or
removed with a power operated excavator will not be classified as Rock Excavation.
Excavated materials will be classified for reuse as being either Suitable or Unsuitable for
backfill or other specified use, subject to selective controls. All suitable materials shall be
reserved for backfill to the extent needed, and any surplus remaining shall be utilized for
other construction on the project as may be specified or ordered by the Engineer. To the
extent practicable, granular materials and topsoil shall be segregated from other materials
during the excavating and stockpiling operations so as to permit best use of the available
materials at the time of backfilling. Unless otherwise specified in the Plans,
Specifications, and Special Provisions, material handling as described above shall be
considered incidental with no additional compensation provided.
All excavated materials reserved for backfill or other use on the project shall be stored at
locations approved by the Engineer that will cause a minimum of inconvenience to public
travel, adjacent properties, and other special interests. The material shall not be deposited
so close to the edges of the excavations as would create hazardous conditions, nor shall
any material be placed so as to block the access to emergency services. All materials
considered unsuitable by the Engineer, for any use on the project, shall be immediately
removed from the project and be disposed of as arranged for by the Contractor at no extra
cost to the Contract.
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B3. Excavation Limitations and Requirements
Trench excavating shall be to a depth that will permit preparation of the foundation as
specified and installation of the pipeline and appurtenances at the prescribed line and
grade, except where alterations are specifically authorized. Trench widths shall be
sufficient to permit the pipe to be laid and joined properly and the backfill to be placed
and compacted as specified. Extra width shall be provided as necessary to permit
convenient placement of sheeting and shoring and to accommodate placement of
appurtenances.
Excavations shall be extended below the bottom of structure as necessary to
accommodate any required Granular Foundation material. When rock or unstable
foundation materials are encountered at the established grade, additional materials shall
be removed as specified or ordered by the Engineer to produce an acceptable foundation.
Unless otherwise indicated or directed, rock shall be removed to an elevation at least six
inches below the bottom surface of the pipe barrel and below the lowest projection of
joint hubs. All excavations below grade shall be to a minimum width equal to the outside
pipe diameter plus two feet. Rock shall be removed to such additional horizontal
dimensions as will provide a minimum clearance of six inches on all sides of appurtenant
structures such as valves, housings, access structures, etc.
Where no other grade controls are indicated or established for the pipeline, the excavating
and foundation preparations shall be such as to provide a minimum cover over the top of
the pipe as specified. Trench widths shall allow for at least six inches of clearance on
each side of the joint hubs. The maximum allowable width of the trench at the top of pipe
level shall be the outside diameter of the pipe plus two feet, subject to the considerations
for alternate pipe loading set forth below. The width of the trench at the ground surface
shall be held to a minimum to prevent unnecessary destruction of the surface structures.
The maximum allowable trench width at the level of the top of pipe may be exceeded
only by approval of the Engineer, after consideration of pipe strength and loading
relationships. Any alternate proposals made by the Contractor shall be in writing, giving
the pertinent soil weight data and proposed pipe strength alternate, at least seven days
prior to the desired date of decision. Approval of alternate pipe designs shall be with the
understanding that there will be no extra compensation allowed for any increase in
material or construction costs.
If the trench is excavated to a greater width than that authorized, the Engineer may direct
the Contractor to provide a higher class of bedding and/or a higher strength pipe than that
required by the Plans, Specifications, and Special Provisions in order to satisfy design
requirements, without additional compensation.
B4. Sheeting and Bracing Excavations
All excavations shall be sheeted, shored, and braced as will meet all requirements of the
applicable safety codes and regulations; comply with any specific requirements of the
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Contract; and prevent disturbance or settlement of adjacent surfaces, foundations,
structures, utilities, and other properties. Any damage to the work under contract or to
adjacent structures or property caused by settlement, water or earth pressures, slides,
cave-ins, or other causes due to failure or lack of sheeting, shoring, or bracing or through
negligence or fault of the Contractor in any manner shall be repaired at the Contractor's
expense and without delay.
Where conditions warrant extreme care, the Plans, Specifications, and Special Provisions
may require special precautions to protect life or property, or the Engineer may order the
installation of sheet piling of the interlocking type or direct that other safety measures be
taken as deemed necessary. Failure of the Engineer to order correction of improper or
inadequate sheeting, shoring, or bracing shall not relieve the Contractor's responsibilities
for protection of life, property, and the work.
The Contractor shall assume full responsibility for proper and adequate placement of
sheeting, shoring, and bracing, wherever and to such depths that soil stability may dictate
the need for support to prevent displacement. Bracing shall be so arranged as to provide
ample working space and so as not to place stress or strain on the inplace structures to
any extent that may cause damage.
Sheeting, shoring and bracing materials shall be removed only when and in such manner
as will assure adequate protection of the inplace structures and prevent displacement of
supported grounds. Sheeting and bracing shall be left in place only as required by the
Plans, Specifications, and Special Provisions or ordered by the Engineer. Otherwise,
sheeting and bracing may be removed as the backfilling reaches the level of respective
support. Wherever sheeting and bracing is left in place, the upper portions shall be cut
and removed to an elevation of three feet or more below the established surface grade as
the Engineer may direct.
All costs of furnishing, placing and removing sheeting, shoring, and bracing materials,
including the value of materials left in place as required by the Contract, shall be included
in the prices bid for pipe installation and will not be compensated for separately. When
any sheeting, shoring, or bracing materials are left in place by written order of the
Engineer, in the absence of specific requirements of the Contract to do so, payment will
be made for those materials as an Extra Work item, including waste material resulting
from upper cut-off requirements.
B5. Preparation and Maintenance of Foundations
Foundation preparations shall be conducted as necessary to produce a stable foundation
and provide continuous and uniform pipe bearing between bell holes. The initial
excavating or backfilling operations shall produce a subgrade level slightly above
finished grade as will permit hand shaping to finished grade by trimming of high spots
and without the need for filling of low spots to grade. Final subgrade preparations shall
be such as to produce a finished grade at the centerline of the pipe that is within 0.03 foot
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of a straight line between pipe joints and to provide bell hole excavation at each joint as
will permit proper joining of pipe and fittings.
In excavations made below grade to remove rock or unstable materials, the backfilling to
grade shall be made with available suitable materials unless placement of Granular
Foundation or Bedding material is specified and provided for or is ordered by the
Engineer. Placement of the backfill shall be in relatively uniform layers not exceeding 8
inches in loose thickness. Each layer of backfill shall be compacted thoroughly, by means
of approved mechanical compaction equipment, as will produce uniform pipe support
throughout the full pipe length and facilitate proper shaping of the pipe bed.
Where placement of foundation materials will not provide an adequate foundation for
laying pipe due to the instability of the existing materials and where ordered by the
Engineer, the Contractor shall place Geotextile Type I fabric on top of the unstable
materials prior to placing foundation materials. Sufficient geotextile fabric shall be used
to completely enclose the foundation materials and pipe.
It shall be the Contractor's responsibility to notify the Engineer of changing soil
conditions which may be of poor bearing capacity and when organic soils are
encountered. Where utilities are placed on unstable soils without notification of the
Engineer, the Contractor shall be responsible for all repairs and correction of the
installation without further compensation.
Where the foundation soil is found to consist of materials that the Engineer considers to
be so unstable as to preclude removal and replacement to a reasonable depth to achieve
solid support, a suitable foundation shall be constructed as the Engineer directs in the
absence of special requirements in the Plans, Specifications, and Special Provisions. The
Contractor may be required to furnish and drive piling and construct concrete or timber
bearing supports or other work as may be ordered by the Engineer.
Care shall be taken during final subgrade shaping to prevent any over-excavation. Should
any low spots develop, they shall only be filled with approved material, which shall have
optimum moisture content and be compacted thoroughly without additional
compensation to the Contractor. The finished subgrade shall be maintained free of water
and shall not be disturbed during pipe lowering operations except as necessary to remove
pipe slings. The discharge of trench dewatering pumps shall be directed to natural
drainage channels or storm water drains. Draining trench water into sanitary sewers or
combined sewers will not be permitted.
The Contractor shall install and operate a dewatering system of wells or points to
maintain pipe trenches free of water wherever necessary or as directed by the Engineer to
meet the intent of these specifications. Unless otherwise specified in the Plans,
Specifications, and Special Provisions, such work shall be considered incidental.
All costs of excavating below grade and placing foundation or bedding aggregates as
required shall be included in the bid prices for pipe items to the extent that the need for
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such work is indicated in the Contract provisions and the Proposal does not provide for
payment under separate Contract Items. Any excavation below grade and any foundation
or bedding aggregates required by order of the Engineer in the absence of Contract
requirements will be compensated for separately.
If examination by the Engineer reveals that the need for placement of foundation
aggregate was caused by the Contractor's manipulation of the soils in the presence of
excessive moisture or lack of proper dewatering, the cost of the corrective measures shall
be borne by the Contractor.
C. Non-Open Cut Pipe Installation
C1. Jacking/Boring
The terms "auger", "boring", "jack", "jacking", and "tunneling" in the proposal,
specifications, and plans refers only to non-open cut construction. The Contractor shall
inspect and verify soil conditions to his own satisfaction in order to determine the type of
construction to employ. During the construction, the Contractor shall be responsible for
protecting all existing utilities above the pipe invert.
The minimum diameter of the casing pipe shall be four (4) inches greater than the outside
diameter of the bell of the carrier pipe. For any installation beneath a railroad, the top of
the casing pipe shall not be closer than the specified dimensions indicated in the permit.
If the Contractor elects to install steel casing, the minimum wall thickness shall be as
specified on the Plans, in the Special Provisions, or in the applicable Permit. Where
required by the Engineer, two 17-pound anode packs shall be attached to the casing for
corrosion protection.
A 1-1/2 inch pipe shall be forced along the top of the casing pipe. The front end of this
pipe shall be 18 inches behind the front end of the casing pipe. A mixture of water and
bentonite clay shall be forced through this pipe at all times during the casing installation
to fill any voids that may be present above the casing pipe. Upon completion of the
casing installation, this pipe shall be slowly withdrawn while bentonite is forced through
the pipe to fill any remaining voids.
The Contractor shall prevent excavated materials from flowing back into the excavation
during the non-open cut construction. This shall include the use of a shield conforming to
the size and shape of the casing that will prevent materials from flowing into the leading
edge of the casing. The machine used shall be capable of controlling line and grade and
shall conform to the size and shape of the casing pipe.
No jacking/augering of pipe will be allowed below the water table unless the water table
has been lowered sufficiently to keep the water below the pipe being installed. The use of
water under pressure (jetting) or puddling will not be permitted to facilitate
jacking/augering operations.
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If any installation is augered, the head shall be approved by the Engineer and the auger
shall be located six (6) inches behind the lead edge of the casing or carrier pipe.
If a void develops, the jacking/augering shall be stopped immediately and the void shall
be filled by pressure grouting. The grout material shall consist of a sand-cement slurry of
at least two sacks of cement per cubic yard and a minimum of water to assure satisfactory
placement.
Skids and blocking shall be used as necessary to install the carrier pipe to the proper line
and grade inside the casing pipe. Voids between carrier and casing pipes shall be filled
with sand and the casing pipe sealed at both ends with a suitable material to prevent water
or debris from entering the casing pipe.
C2. Directional Boring
Direction boring/drilling installation shall be accomplished where required on the Plans
or in the Special Provisions to minimize disturbance of existing surface improvements.
The installer shall have a minimum of three years of experience in this method of
construction and have installed at least 1,000 feet of 8-inch or larger diameter pipe to
specified grades. The field supervisor employed by the Contractor shall have at least
three years of experience and shall be at the site at all times during the boring/drilling
installation, and be responsible for all of the work.
The Contractor shall submit boring/drilling pit locations to the Engineer before beginning
construction.
The drilling equipment shall be capable of placing the pipe as shown on the plans. The
installation shall be by a steerable drilling tool capable of installing continuous runs of
pipe, without intermediate pits, a minimum distance of 200 feet. The guidance system
shall be capable of installing pipe within 1-1/2 inch of the plan vertical dimensions and 2
inches of the plan horizontal dimensions. The Contractor shall be required to remove and
reinstall pipes which vary in depth and alignment from these tolerances.
Pull back forces shall not exceed the allowable pulling forces for the pipe being installed.
Drilling fluid shall be a mixture of water and bentonite clay. Disposal of excess fluid and
spoils shall be the responsibility of the Contractor.
D. Placement of Insulation
Rigid insulation board shall be placed within the pipe encasement zone, 6 inches above
the pipe. Prior to placement of the insulation, Granular Borrow (MnDOT 3149) shall be
leveled and compacted until there is no further visual evidence of increased consolidation
or the density of the compacted layer conforms to the density requirements specified in
the Special Provisions, then leveled and lightly scarified to a depth of 1/2 inch. Borrow
material placed above and below the insulation shall be free of rock or stone fragments
measuring 1-1/2 inches or greater.
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Insulation boards shall be placed on the scarified material with the long dimension
parallel to the centerline of the pipe. Boards shall be placed in a single layer with tight
joints. No continuous joints or seams shall be placed directly over the pipe. If two or
more layers of insulation boards are used, each layer shall be placed to cover the joints of
the layer immediately below.
The Contractor shall exercise precaution to insure that all joints between boards are tight
during placement and backfilling with only extruded ends placed end to end or edge to
edge.
The first layer of material placed over the insulation shall be 6 inches in depth, free of
rock or stone fragments measuring 1-1/2 inches or greater. The material shall be placed in
such a manner that construction equipment does not operate directly on the insulation and
shall be compacted with equipment which exerts a contract pressure of less than 80 psi.
The first layer shall be compacted to conform to the density requirements specified in the
Special Provisions.
E. Pipeline Backfilling Operations
All pipeline excavations shall be backfilled to restore preexisting conditions as the
minimum requirement, and fulfill all supplementary requirements indicated in the Plans,
Specifications, and Special Provisions. The backfilling operations shall be started as soon
as conditions will permit on each section of pipeline, so as to provide continuity in
subsequent operations and restore normal public service as soon as practicable on a
section-by-section basis. All operations shall be pursued diligently, with proper and
adequate equipment, as will assure acceptable results.
The backfilling shall be accomplished with the use of Suitable Materials selected from
the excavated materials to the extent available and practical. Should the materials
available within the trench section be unsuitable or insufficient, without loading and
hauling or the employment of unreasonable measures, the required additional materials
shall be furnished from outside sources as an Extra Work item in the absence of any
Special Provision requirements.
Suitable Material shall be defined as a mineral soil free of foreign materials (rubbish,
debris, etc.), frozen clumps, oversize stone, rock, concrete or bituminous chunks, and
other unsuitable materials, that may damage the pipe installation, prevent thorough
compaction, or increase the risks of after settlement unnecessarily. Material selection
shall be such as to make the best and fullest utilization of what is available, taking into
consideration particular needs of different backfill zones. Material containing stone, rock,
or chunks of any sort shall only be utilized where and to the extent there will be no
detrimental effects.
Within the pipe bedding and encasement zones described as that portion of the trench
which is below an elevation one foot above the top of the pipe, the materials placed shall
be limited in particle size to 1-1/2 inches maximum in the case of pipe of 12 inches in
15
diameter or less and to 2 inches maximum in the case of larger pipe. Above these zones,
the placement of material containing stones, boulders, chunks, etc. greater than 8 inches
in any dimension shall not be allowed.
All flexible pipe shall be bedded in accordance with ASTM Specification D2321,
"Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer
Pipe". This shall include placement of granular bedding and encasement materials from a
point six inches below the bottom of pipe to a point twelve inches above the top of the
pipe. Placement and compaction of bedding and encasement materials around the pipe
shall be considered incidental to the installation of the pipe. Where existing soils do not
meet the requirements of bedding and encasement materials, the Contractor shall furnish
the required granular materials.
Compaction of materials placed within the pipe bedding and encasement zones shall be
accomplished with portable or hand equipment methods, so as to achieve thorough
consolidation under and around the pipe and avoid damage to the pipe. Above the cover
zone material, the use of heavy roller type compaction equipment shall be limited to safe
pipe loading.
Backfill materials shall be carefully placed in uniform loose thickness layers up to 12
inches thick spread over the full width and length of the trench section to provide
simultaneous support on both sides of the pipeline. Granular backfill may be placed in 12
inch layers above an elevation one foot above the top of the pipe, and with the provision
that, by authority and at the discretion of the Engineer in consideration of the
demonstrated capability of special type vibrating compactors, the stated maximums may
be increased.
Each layer of backfill material shall be compacted effectively, by approved mechanical or
hand methods, until there is no further visual evidence of increased consolidation or the
density of the compacted layer conforms to the density requirements specified in the
Special Provisions. Compaction of the inplace layer shall be completed acceptably before
placing material for a succeeding layer thereon. The manner of placement, compaction
equipment, or procedure effectiveness shall be subject to approval of the Engineer.
All surplus or waste materials remaining after completion of the backfilling operations
shall be disposed of in an acceptable manner within 24 hours after completing the backfill
work on each particular pipeline section. Disposal at any location within the project limits
shall be as specified, or as approved by the Engineer; otherwise, disposal shall be
accomplished outside the project limits at the Contractor's discretion. The backfilling and
surplus or waste disposal operations shall be a part of the work required under the
pipeline installation items, not as work that may be delayed until final cleanup.
Compaction of backfill within Roadbed areas shall meet the density requirements of
Mn/DOT Specification 2105. Compaction of backfill in all other areas shall be as
required in the Special Provisions.
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Until expiration of the guarantee period, the Contractor shall assume full responsibility
and expense for all backfill settlement and shall refill and restore the work as directed to
maintain an acceptable surface condition, regardless of location. All additional materials
required shall be furnished without additional cost to the Owner.
Any settlement of road surfaces that are either placed under this Contract or by others
under either public or private contract; that are in excess of one inch, as measured by a
ten foot straight edge; and that are within the guarantee period shall be considered failure
of the mechanical compaction. The Contractor shall be required to repair such settlement
including all items placed by others.
F. Restoration of Surface Improvements
Wherever any surface improvements such as pavement, curbing, pedestrian walks,
fencing, or turf have been removed, damaged or otherwise disturbed by the Contractor's
operations, they shall be repaired or replaced to the Engineer's satisfaction, as will restore
the improvement in kind and structure to the preexisting condition. Each item of
restoration work shall be done as soon as practicable after completion of installation and
backfilling operations on each section of pipeline.
In the absence of specific payment provisions, as separate Contract Items, the restoration
work shall be compensated for as part of the work required under those Contract Items
which necessitated the destruction and replacement or repair, and there will be no
separate payment. If separate pay items are provided for restoration work, only that
portion of the repair or reconstruction which was necessitated by the Contract work will
be measured for payment. Any improvements removed or damaged unnecessarily or
undermined shall be replaced or repaired at the Contractor's expense.
F1. Turf Restoration
Turf restoration shall be accomplished by sod placement except where seeding is
specifically allowed or required.
Topsoil shall be placed to a minimum depth of four inches under all sod and in all areas
seeded. The topsoil material used shall be light friable loam containing a liberal amount
of humus and shall be free of heavy clay, coarse sand, stones, plants, roots, sticks and
other foreign matter. Topsoil meeting these requirements shall be selected from the
excavated materials to the extent available and needed.
All turf establishment work shall be done in substantial compliance with the provisions of
Mn/DOT Specification 2575 using seed mixtures as specified in the Special Provisions or
Proposal.
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F2. Pavement Restoration
The inplace pavement structure (including base aggregates) shall be restored in kind and
depth as previously existed, using base aggregates salvaged from the excavated materials
to the extent available and needed, and with new materials being provided for
reconstruction of the concrete or bituminous surface courses.
If, through no fault of the Contractor in failing to reserve sufficient aggregate materials
from the excavations, there should be insufficient quantity of suitable aggregate to
reconstruct the pavement base courses, the additional materials required will be furnished
by the Owner at its expense, or the Contractor will be ordered to furnish the additional
materials from outside sources. Placement of any additional aggregate materials delivered
to the site by the Owner or of any additional materials furnished by the Contractor shall
be an incidental expense, as will also be the disposal of any excess materials resulting
therefrom, unless special payment provisions are otherwise agreed upon.
Reconstruction of aggregate base courses and concrete or bituminous surface courses
shall be in substantial compliance with all applicable Mn/DOT Specifications pertaining
to the item being restored. The materials used shall be comparable to those used in the
inplace structure, and the workmanship and finished quality shall be equal to that of new
construction to the fullest extent obtainable in consideration of operational restrictions.
Existing concrete and bituminous surfaces at the trench wall shall be sawed or cut with a
cutting wheel to form a neat edge in a straight line before surfaces are to be restored.
Sawing or cutting may be accomplished as a part of the removal or prior to restoration at
the option of the Contractor. However, all surface edges will be inspected prior to
restoration.
F3. Restoration of Miscellaneous Items
Wherever any curbing, curb and gutter sections, pedestrian walks, fencing, driveway
surfacing, or other improvements are removed or in any way damaged or undermined,
they shall be restored to original condition by repair or replacement as the Engineer
considers necessary. Replacement of old materials will be acceptable only to the extent
that existing quality can be fully achieved, such as in the case of fencing. Otherwise new
materials shall be provided and placed as the Engineer directs. Workmanship and
finished quality shall be equal to that of new construction, where new materials are used,
to the extent obtainable in consideration of operational restrictions.
A proper foundation shall be prepared before reconstructing concrete or bituminous
improvements. Unless otherwise directed, granular material shall be placed to a depth of
at least four inches under all concrete and bituminous items. No direct compensation will
be made for furnishing and placing this material even though such course was not part of
the original construction.
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G. Maintenance and Final Cleanup
All subgrade surfaces shall be maintained acceptably until the start of surfacing
construction or restoration work, and until the work has been finally accepted. Additional
materials shall be provided and placed as needed to compensate for trench settlement and
to serve as temporary construction pending completion of the final surface improvements.
Final disposal of debris, waste materials, and other remains or consequences of
construction, shall be accomplished intermittently as new construction items are
completed and shall not be left to await final completion of all work. Cleanup operations
shall be considered as being a part of the work covered under the Contract Items involved
and only that work which cannot be accomplished at any early time shall be considered
as final cleanup work not attributable to a specific Contract Item.
If disposal operations and other cleanup work are not conducted properly as the
construction progresses, the Engineer may withhold partial payments until such work is
satisfactorily pursued or he may deduct the estimated cost of its performance from the
partial estimate value.
Maintenance of sodded and seeded areas shall include adequate watering for plant growth
and the replacement of any dead or damaged sod as may be required for acceptance of the
work.
2600.4 METHOD OF MEASUREMENT
All items will be measured separately according to design designation as indicated in the
Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special
Provisions. Complete-in-Place items shall include all component parts thereof as
described or required to complete the unit, but excluding any excesses covered by
separate Pay Items
A. Rock Excavation
Rock Excavation shall be measured by volume in cubic yards. Depth shall be measured
from the top of the rock to a point six inches below the outside barrel of the pipe and
width shall be the inside diameter of the pipe plus twenty-four inches (12" from each
side). The minimum width of measurement shall be four feet.
B. Granular Materials
Granular materials furnished and placed as special foundation, bedding, encasement, or
backfill construction will be measured by weight or volume of material furnished by the
Contractor from outside sources and placed within the limits defined. Unless otherwise
specified, volume will be determined by vehicular measure (loose volume) at the point of
delivery. Measurements will not include any materials required to be placed as a
component part of other Contract Items as may be specified.
19
C. Geotextile Fabric
Where geotextile fabric is used for improving pipe foundation, it shall be measured by
the square foot of material installed.
D. Piling
Piling shall be measured according to the provisions of Mn/DOT Specification 2452.
D1. Pile Bents
Pile bents shall be measured as a unit and shall include all materials and labor required,
except the pile.
E. Insulation
Rigid board insulation shall be measured on a square foot basis installed to the specified
thickness noted on the Plans, Specifications, and Special Provisions and shall include all
materials, equipment, and labor required for placement.
2600.5 BASIS OF PAYMENT
All costs of excavating to foundation grade, preparing the foundation, placing and
compacting backfill materials, restoring surface improvements, and other work necessary
for prosecution and completion of the work as specified, shall be included for payment as
part of the pipe and pipe appurtenance items without any direct compensation being
made.
When special aggregate backfill materials are required to be furnished and placed to
comply with the indicated Laying Conditions, the costs shall be included for payment as
part of the pipe items without any direct compensation. Otherwise, the furnishing of
aggregate materials for backfill by order of the Engineer in the absence of such
requirements will be compensated for as an Extra Work item.
In the absence of special payment provisions, all costs of restoring surface improvements
as required, disposal of surplus or waste materials, maintenance and repair of completed
work, and final cleanup operations shall be incidental to the Contract Items under which
the costs are incurred.
Granular materials furnished for foundation, bedding, cover, or backfill placement as
specified in connection with pipe or structure items will only be paid for as separate
Contract Items to the extent that the Proposal contains specific Pay Items. Otherwise the
furnishing and placing of granular materials as specified shall be incidental to the pipe or
structure item without any direct compensation being made.
* * * END OF SECTION * * *
SECTION 2611
WATERMAIN & SERVICE LINE
INSTALLATION
20
2611 STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE
INSTALLATION
2611.1 DESCRIPTION
This work shall consist of the construction of water main and building service pipelines
utilizing plant fabricated pipe and other appurtenant materials, installed for conveyance
of potable water. The work includes the relocation or adjustment of existing facilities as
may be specified in the Plans, Specifications and Special Provisions.
Use of the term "Plans, Specifications and Special Provisions" within this specification
shall be construed to mean those documents which compliment, modify, or clarify these
specifications and are accepted as an enforceable component of the Contract or Contract
Documents. All references to Mn/DOT Specifications shall mean the latest published
edition of the Minnesota Department of Transportation Standard Specifications for
Construction, as modified by any Mn/DOT Supplemental Specification edition published
prior to the date of advertisement for bids. All reference to other Specifications of
AASHTO, ASTM, ANSI, AWWA, etc. shall mean the latest published edition available
on the date of advertisement for bids.
The following American Water Works Association (AWWA) Specifications have been
referenced in this Specification:
C104 American National Standard for Cement-Mortar Lining for Ductile-Iron Pipe and
Fittings for Water
C105 American National Standard for Polyethylene Encasement for Ductile-Iron Pipe
Systems
C110 American National Standard for Ductile-Iron and Gray-Iron Fittings, 3 In. Through
48 In. (75 mm Through 1200 mm), for Water and Other Liquids
C111 American National Standard for Rubber-Gasket Joints for Ductile-Iron Pressure
Pipe and Fittings
C115 American National Standard for Flanged Ductile-Iron Pipe With Ductile-Iron or
Gray-Iron Threaded Flanges
C150 American National Standard for Thickness Design of Ductile-Iron Pipe
C151 American National Standard for Ductile-Iron Pipe, Centrifugally Case, for Water or
Other Liquids
21
C153 American National Standard for Ductile-Iron Compact Fittings, 3 In. Through 24
In. (76 mm Through 610 mm) and 54 In. Through 64 In. (1,400 mm Through 1,600 mm),
for Water Service
C301 AWWA Standard for Prestressed Concrete Pressure Pipe, Steel-Cylinder Type, for
Water and Other Liquids
C304 AWWA Standard for Design of Prestressed Concrete Cylinder Pipe
C500 AWWA Standard for Metal-Seated Gate Valves for Water Supply Service
(Includes addendum C500a-95.)
C502 AWWA Standard for Dry-Barrel Fire Hydrants (Includes addendum C502a-95.)
C504 AWWA Standard for Rubber-Seated Butterfly Valves
C509 AWWA Standard for Resilient-Seated Gate Valves for Water Supply Service
(Includes addendum C509a-95.)
C600 AWWA Standard for Installation of Ductile-Iron Water Mains and Their
Appurtenances
C605 AWWA Standard for Underground Installation of Polyvinyl Chloride (PVC)
Pressure Pipe and Fittings for Water
C651 AWWA Standard for Disinfecting Water Mains
C800 AWWA Standard for Underground Service Line Valves and Fittings
C900 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 In. Through 12
In., for Water Distribution (Includes addendum C900a-92.)
C901 AWWA Standard for Polyethylene (PE) Pressure Pipe and Tubing, 1/2 In. Through
3 In., for Water Service
C905 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated
Fittings, 14 In. Through 48 In., (350mm Through 1,200mm), for Water Transmission and
Distribution
C906 AWWA Standard for Polyethylene (PE) Pressure Pipe and Fittings, 4 In. Through
63 In., for Water Distribution
C907 AWWA Standard for Polyvinyl Chloride (PVC) Pressure Fittings for Water - 4 In.
Through 8 In. (100mm Through 200mm)
22
Service installations shall include either Branch Service Lines or Tapped Service Lines in
accordance with the standards set forth herein.
Tapped Service installations shall include all water service lines less than three inches
nominal inside diameter pipe. The component parts of a tap service installation shall
include a corporation stop coupling complete with water main tap and saddle where
required; a curb stop coupling complete with service box; and copper piping extending
from the corporation stop to the curb stop coupling and beyond to the property line or to
the limits as established by the Engineer. Tapped Service lines shall be installed at the
size specified in the Plans, Specifications, and Special Provisions.
Branch Service installations shall include all water service lines of three inches nominal
inside diameter pipe and larger. The component parts of a branch service installation shall
include a tapping sleeve and valve or a tee connection and valve complete with valve
box, and piping extending from the water main connection, to the property line or to the
limits as specified by the Engineer.
All references to Gray Iron material shall be construed to include both Gray Iron and
Ductile Iron products, except where one or the other is specified, and all references to
Polyvinyl Chloride pipe shall be construed to include only pressure pipe complying with
AWWA C-900 or C-905. All references to "structure" shall include any man-made object
that is not otherwise exempted by special terminology or definition.
2611.2 MATERIALS
All materials required for this work shall be new material conforming to requirements of
the reference specifications for the class, kind, type, size, grade, and other details
indicated in the Contract. Unless otherwise indicated, all required materials shall be
furnished by the Contractor. If any options are provided for, as to type, grade, or design
of the material, the choice shall be limited as may be stipulated in the Plans,
Specifications, or Special Provisions.
All manufactured products shall conform in detail to such standard design drawings as
may be referenced or furnished in the Plans. Otherwise, the Owner may require advance
approval of material suppliers, product design, or other unspecified details as it deems
desirable for maintaining adopted standards.
At the request of the Engineer, the Contractor shall submit, in writing, a list of materials
and suppliers for approval.
A Certificate of Compliance shall be furnished stating that the materials furnished have
been tested and are in compliance with the specification requirements.
23
A. Water Pipe Materials
All pipe furnished for water main and branch line installations shall be of the type, kind,
size, and class indicated for each particular line segment as shown in the Plan and
designated in the Contract Items. Wherever connection of dissimilar materials or designs
is required, the method of joining and any special fittings employed shall be subject to
approval of the Engineer.
Al. Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings
The pipe furnished shall be Ductile Iron pipe fittings furnished shall be of the Ductile
Iron or Gray Iron type as specified for each particular use of installation. When Gray Iron
is specified, either type may be furnished. Gray Iron may not be substituted for Ductile
Iron unless specifically authorized in the Special Provisions.
Ductile iron pipe shall conform to the requirements of AWWA C115 or C151 for water
and thickness design shall conform to AWWA C 150. In addition, the pipe shall comply
with the following supplementary provisions:
(1) Fittings shall conform to the requirements of AWWA C110 OR 153 (Gray Iron and
Ductile Iron Fittings) (Ductile Iron Compact Fittings) for the joint type specified.
(2) Unless otherwise specified all pipe and fittings shall be furnished with cement mortar
lining meeting the requirements of AWWA C104 for standard thickness lining. All
exterior surfaces of the pipe and fittings shall have an asphaltic coating at least one mil
thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection.
(3) Rubber gasket joints for Ductile Iron Pressure Pipe and fittings shall conform to
AWWA C111.
A2. Prestressed Concrete Cylinder Pipe and Fittings
Prestressed Concrete Cylinder pipe, fittings and specials shall conform to the
requirements of AWWA C-301 and C-304 (Prestressed Concrete Pressure Pipe, Steel
Cylinder Type) for the size, working pressure, external loading, laying condition, and
other design considerations indicated in the Plans, Specifications, and Special Provisions.
The Contractor shall furnish plans and specifications to the pipe manufacturer giving
such special details and other information as are necessary for manufacture of the pipe,
fittings, and specials in accordance with the specific requirements of the project.
A3. Polyvinyl Chloride (PVC) Pressure Pipe and Fittings
Polyvinyl chloride (PVC) pressure pipe, produced by a continuous extrusion process
employing a prime grade of unplasticized polyvinyl chloride, shall conform to the
requirements of AWWA C-900 for the size, grade, and pressure class indicated on the
24
Plans, Specifications, and Special Provisions. Fittings shall conform to AWWA C907 and
C908. The grade used shall be resistant to aggressive soils or corrosive substances in
accordance with the requirements of ASTM D-543. Unless otherwise specified, the
dimensions and tolerances of the pipe barrel should conform to ductile iron or cast iron
pipe equivalent outside diameters.
A4. Polyethylene (PE) Pressure Pipe and Fittings
Polyethylene pressure pipe and fittings shall conform to the requirements of AWWA
C906 for the size and pressure class indicated on the Plans, Specifications and Special
Provisions. Unless otherwise specified, the dimensions and tolerances of the pipe barrel
should conform to Ductile Iron pipe equivalent outside diameters. The method of joining
material shall be by the Thermal Butt- Fusion Method.
The standard HDPE fittings shall be standard commercial products manufactured by
injection molding or by extrusion and machining, or, shall be fabricated from PE pipe
conforming to this specification. The fittings shall be fully pressure rated by the
manufacturer to provide a working pressure equal to the pipe, for 50 years service at 73.4
degrees Fahrenheit with an included 2:1 safety factor. The fittings shall be manufactured
from the same resin type, grade, and cell classification as the pipe itself. The manufacture
of the fittings shall be in accordance with good commercial practice to provide fittings
homogeneous throughout and free from crack, holes, foreign inclusions, voids, or other
injurious defects. The fittings shall be as uniform as commercially practicable in color,
opacity, density and other physical properties. The minimum "quick-burst" strength of
the fittings shall not be less than that of the pipe with which the fitting is to be used.
B. Fire Hydrants
Fire hydrants shall be of the type, size, and construction specified in the Plans and shall
conform to the applicable requirements of AWWA C-502.
Unless otherwise specified in the Plans, Specifications, and Special Provisions, hydrants
shall be furnished in conformance with the following supplementary requirements:
(1) Hydrants shall have a five-inch (nominal diameter) main valve opening of the type
that opens against water pressure.
(2) Hydrant barrels shall be two piece, non-jacket type, with flanged joint above finished
grade line and with mechanical joint connection at the hub end for joining a six-inch
ductile iron branch pipe.
(3) Hydrant bury length, measured from the bottom of the branch pipe connection to the
finished ground line at the hydrant, shall be 7'-6".
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(4) Hydrants shall have two outlet nozzles for 2-1/2 inch (I.D.) hose connection and one
outlet nozzle for 4 inch (I.D.) steamer connection. All outlet nozzle threads shall be
National Standard Fire-Hose Coupling Screw Threads (NFPA 1963).
(5) Hydrant operating mechanisms shall be provided with "O" ring seals preventing
entrance of moisture and shall be lubricated through an opening in the operating nut or
bonnet.
(6) Hydrants shall be provided with outlets for drainage in the base or barrel, or between
the base and barrel, unless the Special Provisions require that drain outlets be omitted or
plugged.
(7) The hydrant operating nut shall be rotated counterclockwise to open.
(8) Detailed drawings, catalog information, and maintenance data shall be furnished as
requested by the Engineer.
C. Valves and Valve Housing
Cl. Valve Housings
Valve housings shall be of ductile or cast iron, High Density Polyethylene or masonry
construction as specified in the Plans, Specifications, and Special Provisions for the
particular valve size or installation. Masonry manhole or vault type units shall be
constructed in accordance with the provisions of Mn/DOT Specification 2506. Precast
Concrete Manholes shall conform to ASTM Specification C-478 suitable for HS 20
traffic loading for all units located in driving areas. Ductile or cast iron valve boxes and
all castings for manhole or vault type units shall conform to the requirements of Mn/DOT
Specification 3321.
C2. Gate Valves
Gate Valves shall be manufactured and furnished in accordance with an approved pattern
and shall conform to all applicable requirements of AWWA C-500 or AWWA C-509,
together with such supplementary requirements as may be covered in the Plans,
Specifications, and Special Provisions or the provisions hereof. Unless otherwise
specified, the gate valves furnished shall comply with the following supplementary
requirements:
(1) Gate valves meeting the requirements of AWWA C-500 shall be two-faced, double
disc type, with parallel seats. Gate valves meeting the requirements of AWWA C-509
shall be single disc type with resilient seat bonded or mechanically attached to either the
gate or valve body. All valves shall be provided with a two-inch square operating nut
opening counterclockwise and mechanical joint ends.
(2) All gate valves shall be non-rising stem type furnished with O-Ring stem seals.
26
(3) All gate valves 16 inches or larger in size shall be arranged for operation in the
horizontal position and shall be equipped with bypass valves.
(4) All gate valves 12 inches or larger in size shall be equipped with approved barrel type
rugged gate position.
(5) All gears on gate valves shall be cut tooth steel gears, housed in heavy ductile or cast
iron extended type grease cases of approved design.
(6) All gate valves shall have an open indicating arrow, the manufacturer's name,
pressure rating and year of manufacture cast on the valve bodies.
C3. Butterfly Valves
Butterfly valves shall be manufactured in conformance with all applicable requirements
of AWWA C-504 for 150 p.s.i. working pressure minimum, together with such
supplementary requirements as may be covered in the Plans, Specifications, and Special
Provision or the provisions hereof. Unless otherwise specified, the butterfly valves
furnished shall comply with the following supplementary requirements.
(1) The butterfly valves shall be short body of ductile or cast iron with mechanical joint
ends.
(2) The butterfly valves shall be rubber seated with ductile or cast disc, non-rising stem
type furnished with O-ring stem seals.
(3) The butterfly valves shall be equipped with a two-inch square operating nut opening
counterclockwise.
(4) The butterfly valves shall be designed for direct burial installation.
(5) All butterfly valves shall have an open indicating arrow, the manufacturer's name,
pressure rating and year of manufacture on the valve bodies.
D. Water Service Pipe and Fittings
Water service pipe of 3 inches or larger inside diameter shall conform to the requirements
for Ductile Iron Pipe and Ductile Iron and Gray Iron Fittings as set forth under the
provisions of 2611.2A1, and Polyvinyl Chloride Pressure Pipe as set forth under the
provisions of 2611.2A3, and Polyethylene pipe as set forth under the provision of
2611.2A4.
Water service pipe of less than 3 inches in inside diameter shall conform to the
requirements of ASTM B 88 for Seamless Copper Water Tube, Type K, Soft Annealed
temper, Polyethylene Pipe as per AWWA C901 or Polyvinyl Chloride Pipe and fittings as
27
per a ASTM D1785, D2241, D2466, D2467 and D2740 as specified on the Proposal or in
the Special Provisions.
Corporation stops, saddles, curb stops, and curb stop service boxes shall conform to the
requirements of AWWA C800 be as detailed in the Plans, Specifications, and Special
Provisions or approved designations. All fittings for copper tubing shall be cast brass,
having uniformity in wall thickness and strength, and shall be free of defects affecting
serviceability. All copper pipe fittings shall be flared or compression type. All threads for
underground service line fittings shall conform to the requirements of AWWA C-800.
Each fitting shall be permanently and plainly marked with the name or trademark of the
manufacturer.
Curb stop service boxes shall be gray iron castings conforming to the requirements of
ASTM A 48 for Class 20 or higher tensile strength and shall have 18 inches of vertical
adjustment for the cover depth specified in the Plans, Specifications, and Special
Provisions.
E. Polyethylene Encasement Material
Polyethylene encasement material shall conform to the requirements of AWWA C-105
for tube type installation and 8 mil nominal film thickness.
F. Restrained Joint Retainer Glands
Where water main joint restraint is required by the use of retainer glands, the retainer
glands shall be American, US Pipe or Mega-Lug type, ductile iron, and be designed to
withstand the design pressures indicated in the Plans, Specifications, and Special
Provisions.
All nuts, bolts, and tie rod type restraints shall be stainless steel or coated with an
approved rustproofing material.
G. Mortar
Mortar for use in masonry construction shall be an air-entrained mixture of one part
Masonry Cement (Type I) and two parts mortar sand, with sufficient water added to
produce proper consistency, and with sufficient air-entraining agent added to maintain an
air content within the range of 7 to 10 percent. Mortar shall meet the requirements of
ASTM C270.
H. Concrete
Concrete for cast-in-place masonry construction shall be produced and furnished in
accordance with the provisions of Mn/DOT Specification 2461 for the mix design
indicated in the Plans, Specifications, or Special Provisions. The requirements for Grade
28
B concrete shall be met where a higher grade is not specified. Type 3, air-entrained,
concrete shall be furnished and used in all structures having weather exposure.
2611.3 CONSTRUCTION REQUIREMENTS
A. Installation of Pipe and Fittings
Installation of ductile iron water mains and their appurtenances shall conform to the
requirements of AWWA C-600 Specifications, the Plans, Specifications and Special
Provisions.
Prestressed concrete cylinder pipe and their appurtenances shall conform to the
requirements of AWWA C301 and C304. The installation shall be to the bedding and
backfill conditions specified in the Plans, Specifications, or Special Provisions.
Installation of Polyvinyl Chloride (PVC) pipe and their appurtenances shall conform to
the requirements of AWWA C900. The installation shall be to the bedding and backfill
conditions specified by the Manufacturer, Plans, Specifications, or Special Provisions.
Installation of Polyethylene Pipe and their appurtenances shall conform to the
requirements of AWWA C906. The installation shall be to the bedding and backfill
conditions specified by the Manufacturer, Plans, Specifications, or Special Provisions.
Installation of pipe and fittings shall also conform to the following general guidelines:
Al. Inspection and Handling
Proper and adequate implements, tools, and facilities satisfactory to the Engineer shall be
provided and used by the Contractor for the safe and convenient prosecution of the work.
During the process of unloading, all pipe and accessories shall be inspected by the
Contractor for damage. The Contractor shall notify the Engineer of all material found to
have cracks, flaws or other defects. The Engineer shall inspect the damaged material and
have the right to reject any materials found to be unsatisfactory. The Contractor shall
promptly remove all rejected material from the site.
All materials shall be handled carefully, as will prevent damage to protective coatings,
linings, and joint fittings; preclude contamination of interior areas; and avoid jolting
contact, dropping, or dumping.
While suspended and before being lowered into laying position, each pipe section and
appurtenant unit shall be inspected by the Contractor to detect damage or unsound
conditions that may need corrective action or be cause for rejection. The Contractor shall
inform the Engineer of any defects discovered and the Engineer will prescribe the
required corrective actions or order rejection.
29
Immediately before placement, the joint surfaces of each pipe section and fitting shall be
inspected for the presence of foreign matter, coating blisters, rough edges or projections,
and any imperfections so detected shall be corrected by cleaning, trimming, or repair as
needed.
A2. Pipe Laying Operations
Trench excavation and bedding preparations shall proceed ahead of pipe placement as
will permit proper placement and joining of the pipe and fittings at the prescribed grade
and alignment without unnecessary hindrance. All foreign matter or dirt shall be removed
from the inside of the pipe and fittings before they are lowered into position in the trench,
and they shall be kept clean by approved means during and after laying. The water main
materials shall be carefully lowered into laying position by the use of suitable restraining
devices. Under no circumstances shall the pipe be dropped or dumped into the trench.
At the time of pipe placement, the bedding conditions shall be such as to provide uniform
and continuous support for the pipe between bell holes. Bell holes shall be excavated as
necessary to make the joint connections, but they shall be no larger than would be
adequate to support the pipe throughout its length. No pipe material shall be laid in water
nor when the trench or bedding conditions are otherwise unsuitable or improper.
When placement or handling precautions prove inadequate, in the Engineer's opinion, the
Contractor shall provide and install suitable plugs or caps effectively closing the open
ends of each pipe section before it is lowered into laying position, and they shall remain
so covered until removal is necessary for connection of an adjoining unit.
As each length of bell and spigot pipe is placed in laying position, the spigot end shall be
centered in the bell and the pipe forced home and brought to correct line and grade. The
pipe shall be secured in place with approved backfill material, which shall be thoroughly
compacted by tamping around the pipe to a height of at least 12 inches above its top.
Acceptable tamping techniques include hand tamping and use of hand operated
mechanical tamping devices.
At all times when pipe laying is not in progress, including noon hour and overnight
periods, all open ends of the pipe line shall be closed by watertight plugs or other means
approved by the Engineer. If water is present in the trench, the seals shall remain inplace
until the trench is pumped completely dry.
When connecting to existing stubs, the Contractor shall take every precaution necessary
to prevent dirt or debris from entering the existing lines. All necessary work to make the
connection shall be done at no additional compensation, except where noted otherwise.
A3. Aligning and Fitting of Pipe
The cutting of pipe for inserting valves, fittings, or closure pieces shall be done in a neat
and workmanlike manner without damage to the pipe and so as to leave a smooth square-
30
cut end. Pipe shall be cut with approved mechanical cutters. The electric-arc cutting
method, using carbon or steel rod, will be approved for use on larger size ductile or gray
pipe where mechanical cutters are not available. Flame cutting will not be allowed under
any conditions. All rough edges shall be removed from the cut ends of pipe and, where
rubber gasket joints are used, the outer edge shall be rounded or beveled by grinding or
filing to produce a smooth fit.
Wherever it is necessary to deflect ductile iron pipe from a straight line either in the
vertical or horizontal plane, to avoid obstructions, plumb stems, or produce a long radius
curve when permitted, the amount of deflection allowed at each joint shall not exceed the
allowable limits for maintaining a satisfactory joint seal as given in AWWA C-600 for
mechanical joints and push-on joints. The maximum angular deflection at any joint for
other pipe materials and joints shall not exceed the manufacturer's recommendations. If
the specified alignment requires angular deflections greater than recommended or
allowed, the Contractor shall provide appropriate bends or shorter pipes such that the
maximum angular deflection is not exceeded.
Connection and assembly of joints shall be accomplished during the setting, aligning, and
fitting operations, in accordance with the provisions of Section 2611.2D, to the extent
that the jointing requirements will permit.
A4. Blocking and Anchoring of Pipe
All plugs, caps, tees, bends, and other thrust points shall be provided with reaction
backing, or movement shall be prevented by attachment of suitable restraining devices or
tie rods, in accordance with the requirements of the Plans, Specifications, and Special
Provisions.
In the absence of other specified requirements for reaction backing or restraining devices,
the following provisions shall apply:
(l) All horizontal bends exceeding 20 degrees deflection, and all caps, plugs, and branch
tees shall be provided with concrete buttress blocking.
(2) All vertical bends exceeding 20 degrees deflection shall be provided with concrete
buttress blocking at the low points and with metal tie rod or strapping restraints at the
high points.
(3) Offset bends made with standard offset fittings need not be strapped or buttressed.
Hardwood blocking shall only be used as temporary reaction backing until acceptable
permanent reaction blocking or restraining devices have been installed. Blocking shall be
nominal 2-inch timber having an area equivalent to at least four times the area of the
surface of the cap or plug it restrains.
31
Concrete buttresses shall be poured against firm, undisturbed ground and shall be formed
in such a way that the joints will be kept free of concrete and remain accessible for
repairs. The concrete mix used in buttress construction shall meet the requirements for
Grade B concrete in conformance with Mn/DOT Specification Section 2461. Buttress
dimensions shall be a minimum of 12 inches in thickness, and the minimum area, in
square feet shall be as follows.
PIPE SIZE TEE OR PLUG 1/4 BEND 1/8 BEND 1/32 & 1/16 BENDS
6" 2.9 3.1 1.6 0.8
8" 3.7 5.3 2.9 1.4
10" 5.7 8.1 4.4 2.2
12" 8.1 13.4 6.6 3.2
16" 15.1 21.4 11.6 5.9
20" 23.2 30.2 18.1 9.3
24" 33.6 48.5 26.1 13.3
Contractors are instructed to size concrete buttress blocking on fittings and dead ends
where the blocking must withstand the pressure of larger main line fittings equipped with
reducers, for the larger sized main line thrust and not for smaller fitting size only. This is
of particular importance on tees and crosses where the main size is reduced on the run
from large to small size by use of reducers.
All metal parts of tie rod or strap type restraints shall be galvanized or coated with other
approved asphaltic type rustproofing.
All necessary fittings, bands, tie rods, nuts, and washers, and all labor and excavation
required for installation of reaction restraints shall be furnished at the Contractor's
expense with no direct compensation provided therefore.
A5. Polyethylene Encasement of Pipeline
Wherever so required by the Plans, Specifications, or Special Provisions, the pipeline,
including valves, fittings, and appurtenances, shall be fully encased in polyethylene film
meeting the requirements of these Specifications. The film shall be furnished in tube form
for installation on pipe and all pipe-shaped appurtenances such as bends, reducers, off-
sets, etc. Sheet film shall be provided and used for encasing all odd-shaped appurtenances
such as valves, tees, crosses, etc.
32
The polyethylene tubing shall be installed on the pipe prior to being lowered into the
trench. Tubing length shall be sufficient to provide a minimum overlap at all joints of one
foot or more. Overlap may be accomplished with a separate sleeve tube placed over one
end of the pipe prior to connecting another section of pipe, or by bunching extra overlap
material at the pipe ends in accordion fashion. After completing the pipe jointing and
positioning the overlap material, the overlap shall be secured in place with plastic
adhesive tape wrapped circumferentially around the pipe not less than three turns.
After encasement, the circumferential slack in the tubing film shall be folded over at the
top of the pipe to provide a snug fit along the barrel of the pipe. The fold shall be held in
place with plastic adhesive tape applied at intervals of approximately three feet along the
pipe length. Also, any rips, punctures, or other damage to the tubing shall be repaired as
they are detected. These repairs shall be made with adhesive tape and overlapping
patches cut from sheet or tubing material.
At odd-shaped appurtenances such as gate valves, the tubing shall overlap the joint and
be secured with tape, after which the appurtenant piece shall be wrapped with a flat film
sheet or split length of tubing by passing the sheet under the appurtenance and bringing it
up around the body. Seams shall be made by bringing the edges together, folding over
twice, and taping down. Wherever encasement is terminated, it shall extend for at least
two feet beyond the joint area.
Openings in the tubing for branches, service taps, air valves and similar appurtenances
shall be made by cutting an X-shaped slit and temporarily folding back the film. After
installing the appurtenance, the cut tabs shall be secured with tape and the encasement
shall be completed as necessary for an odd-shaped appurtenance.
Unless otherwise specified in the Plans, Specifications, and Special Provisions, hydrants
encased in polyethylene tubing shall have plugged drain outlets.
B. Connection and Assembly of Joints
Where rubber gasketed joints are specified, care shall be taken during the laying and
setting of piping materials to insure that the units being joined have the same nominal
dimension of the spigot outside diameter and the socket inside diameter. A special
adaptor shall be provided to make the connection when variations in nominal dimension
might cause unsatisfactory joint sealing.
Immediately before making the connection, the inside of the bell or socket and the outer
surface of the spigot ends shall be thoroughly cleaned to remove oil, grit, excess coating,
and other foreign matter. Insertion of spigot ends into the socket or bell ends shall be
accomplished in a manner that will assure proper centering and insertion to full depth.
The joint seal and securing requirements shall be as prescribed below for the applicable
pipe and joint type.
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B1. Ductile Iron Pressure Pipe and Fitting Joints
Ductile iron pressure pipe and fitting joints shall conform to AWWA C-111.
B1a. Push-On Joints
The circular rubber gasket shall be kept in a warm, flexible condition at all times, and for
purposes of placement shall be flexed inward and inserted in the gasket recess of the bell
socket. A thin film of approved gasket lubricant shall be applied to either the inside
surface of the gasket or the outside surface of the spigot end, or to both. Care shall be
taken while inserting the spigot end to prevent introduction of contaminants. The joint
shall be completed by forcing the spigot end to the bottom of the socket by the use of
suitable pry-bar or jack type equipment. Spigot ends which do not have depth marks shall
be marked before assembly to insure full insertion. Field cut pipe shall be filed or ground
at the spigot edge to resemble the manufacturer's fabricated detailing. The use of the
bucket on the excavation equipment to force the pipe into the socket shall not be
permitted.
B1b. Mechanical Joints
The last eight inches of the outside spigot surface and the inside bell surface of each pipe
and appurtenance joint shall be painted with a soap solution, after being thoroughly
cleaned. The gland shall then be slipped on the spigot end with the lip extension toward
the socket or bell end. The rubber gasket shall be kept in a warm, flexible condition at all
times, and for purposes of placement shall be painted with soap solution and be placed on
the spigot end with the thick edge toward the gland. An approved lubricant provided by
the pipe manufacturer may be used in lieu of the soap solution.
After the spigot end is inserted into the socket to full depth and centered, the gasket shall
be pressed into place within the bell evenly around the entire joint. After the gland is
positioned behind the gasket, all bolts shall be installed and the nuts tightened alternately
to the specified torque, such as to produce equal pressure on all parts of the gland.
Unless otherwise specified, the bolts shall be tightened by means of a suitable torque-
limiting wrench to within a foot-pound range of: 45 to 60 for 5/8 inch bolts; 75 to 90 for
3/4 inch bolts; 85 to 100 for 1 inch bolts; and 105 to 120 for 1-1/4 inch bolts. After
tightening, all exposed parts of the bolts and nuts shall be completely coated with an
approved asphaltic type rust preventive material.
B1c. Flanged Joints
Flanged joints shall be installed only in above grade or exposed locations and shall
conform to the requirements of AWWA C115 Specifications, the Plans, Specifications
and Special Provisions. Flanged joints shall have full face gaskets.
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B2. Prestressed Concrete Cylinder Pipe Joints
Unless otherwise indicated, all pipe and appurtenances shall be joined by means of the
rubber gasketed bell and spigot connection in accordance with AWWA C301 or C304
and with the recommendations of the pipe manufacturer and the provisions hereof. All
contact surfaces of the steel bell and spigot assembly shall be thoroughly lubricated with
approved material before the connection is made.
After the joint has been set in the home position, the outside joint recess shall be filled
with cement grout, poured into place by means of a paper or cloth diaper. The grout shall
contain at least one part Portland cement for each two parts of sand. Care shall be taken
in pouring the grout to assure complete filling of the recess around the entire pipe
circumference.
B3. Polyvinyl Chloride Pipe Joints
B3a. Push-On Joints
The circular rubber gasket shall be bonded to the inner wall of the gasket recess of the
bell socket. Installation of pipe spigot into the bell socket shall conform to the
requirements for Ductile Iron Push-On Joints as set forth under the provisions of
2611.3B1a
B4. Polyethylene Pipe Joints
Polyethylene pipe joints shall conform to the requirements of AWWA C-906, and shall
be made by the Thermal Butt-Fusion Method.
C. Water Service Installations
Water service facilities consisting of Tap Service Lines and Branch Service Lines,
complete with all required appurtenances, shall be installed as required by in the Plans,
Specifications, and Special Provisions, in accordance with all pertinent requirements for
main line installations together with the provisions hereof.
It shall be the responsibility of the Contractor to keep an accurate record of the location,
depth and size of each service connection and other pertinent data such as the location of
curb stops and pipe endings. Tap locations shall be recorded in reference to survey line
stationing. Curb stops shall be tied to definable land marks such as building corners, lot
corner markers, etc. Pipe terminals at the property line shall be marked to the ground
surface with a suitable wood timber 4 by 4 inch, 8 feet long set vertically into the ground
with the top 2 feet painted blue. Approved record keeping forms will be furnished by the
Engineer and the completed records shall be submitted by the Contractor upon
completion of the work.
35
Water service lines shall normally be installed by trenching and be subject to the same
requirements as prescribed for the main pipeline installation, except for those which may
not be pertinent or applicable. Where water service lines are installed alongside of
sanitary service lines, installation shall be such as to maintain the minimum specified
clearances between pipelines and provide proper and adequate bearing for all pipes and
appurtenances. For separate installation, the trench width shall be not less than two feet.
Subject to minimum clearances, the water lines may be laid in a common trench
excavated principally for sewer installation, either by widening the trench as necessary or
by providing a shelf in the trench wall where ground stability will permit. When water
service pipe is placed in a common trench with sewer service pipe, the sewer service pipe
shall be constructed of materials and with joints equivalent to water main standards.
Water service lines shall be installed to provide for the specified cover over the top of the
pipe and with not less than 18 inches of clearance between pipelines. A minimum 3
inches of clearance shall be maintained in crossing over or under other structures. Where
the service pipe may be exposed to freezing due to insufficient cover or exposure from
other underground structures, the water pipe shall be insulated as directed by the
Engineer.
C1. Tee Branch Service Lines
Tee branch service piping shall be of the type, size, and wall thickness specified. The
pipe and appurtenances shall have rubber gasketed push-on or mechanical joints. Tee
branch service lines shall be provided as required by the Plans.
Installation of tee branch service facilities shall be in accordance with all applicable
requirements of these specifications as pertain to the mainline installations.
C2. Tapped Service Lines
Service piping shall be of the size and type specified. Unless otherwise specified,
minimum pipe size for tap service installations shall be one inch nominal inside diameter.
Larger size pipe may be specified for commercial and industrial uses or for some
domestic service as specifically identified.
Installation of service facilities shall be in accordance with all applicable requirements of
these specifications as pertain to the mainline installations, subject to the exceptions and
supplementary provisions set forth hereinafter.
Unless otherwise indicated, service piping may be laid directly on any solid foundation
soil that is free of stones and hard lumps. However, when specified or ordered, aggregate
materials shall be furnished and placed as necessary to secure proper foundation
drainage, pipe covering, or backfill support.
Tapped service piping of 3/4 inch to and including 1-1/4 inches in diameter shall be
installed in one piece without intermediate joint couplings between the corporation stop
36
and the curb stop. Service pipe of 1-1/2 inches in diameter and larger shall be furnished
in standard roll lengths to eliminate any intermediate joints. When full roll lengths are
less than the service length the rolls may be joined with approved couplings.
Unless otherwise specified, connection of tapped service lines to the water main shall be
made at an angle of not more than 22 degrees from the horizontal. A double wrap of
Teflon tape shall be placed on the corporation stop threads prior to installation in the
main. Expansion loops shall be directed downward or horizontal from the tap.
Unless otherwise indicated, tap service lines shall be installed on a straight line at right
angles to the water main or property line as directed by the Engineer. In the absence of
specific requirements, the service line shall be terminated at the property line, where it
shall be connected to an existing line or, in the case of undeveloped property, it shall be
capped, plugged, or peened as approved by the Engineer.
The flaring of copper tubing ends shall be accomplished only with the use of the proper
size and type of tools as designed for the purpose. Tubing shall be cut squarely and all
edge roughness shall be removed prior to flaring. All couplings shall be tightened
securely, so the flared end fits snugly against the bevel of the fitting without leakage. The
flared joint couplings shall be made up without the use of jointing compounds.
The service pipe and curb stop coupling depth shall be such as to maintain not less than
the specified minimum cover. The service box shall be connected to or centered over the
curb stop and be firmly supported on concrete blocking as required by the Plans,
Specifications, and Special Provisions. Clearance shall be provided so the service box
does not rest on the water pipe. Service boxes shall be installed plumb. The service boxes
shall be brought to proper surface grade when the final ground surface has been
established.
D. Setting Valves, Hydrants, Fittings and Specials
Valves, hydrants, fittings, and specials shall be provided and installed as required by the
Plans, Specifications, and Special Provisions, with the exact locations and setting as
directed by the Engineer, and with each installation accomplished in accordance with the
requirements for installation of mainline pipe to the extent applicable. Support blocking,
reaction backing, and anchorage devices shall be provided as required by the Plans,
Specifications, and Special Provisions, or as otherwise ordered by the Engineer.
Hydrants shall be installed plumb, with the height and orientation of nozzles as shown in
the Plans or as directed by the Engineer. Unless otherwise specified, the hydrants shall be
connected to the mainline pipe with 6-inch diameter ductile iron pipe, controlled by an
independent valve.
When a hydrant with an open drain outlet is set in clay or other impervious soil, a
drainage pit of at least one cubic yard shall be excavated below and around the hydrant
base and the pit shall be filled with Foundation Material to a level six inches above the
37
drain outlet. Two layers of tar paper, or other material approved by the Engineer, shall be
carefully placed over the rock to prevent backfill material from entering voids in the rock
drain. Hydrants located where the groundwater table is above the drain outlet shall have
the outlet drain hole plugged or the drain tube cut off to prevent draining, and shall be
equipped with a tag stating, "Pump After Use".
Valve boxes shall be centered over the valve wrench nut and be installed plumb, with the
box cover flush with the surface of the finished pavement or at such other level as may be
directed.
Masonry valve pit structures, for valves with exposed gearing or operating mechanisms,
shall be constructed in accordance with the details shown in the Plans and with the
applicable provisions of these Specifications.
Drainage blow-offs, air vents, and other special appurtenances shall be provided and
installed as required by the Plans, Specifications, and Special Provisions.
All dead ends shall be closed with approved plugs or caps and shall be equipped with
suitable blow-off facilities.
E. Disinfection of Water Mains
Before being placed in service, the completed water main shall be disinfected.
Disinfection materials and procedures, and the collection and testing of water samples,
shall be in accordance with the provisions of AWWA C-651. After the final flushing the
water shall be tested for bacteriologic quality and found to meet the standards prescribed
by the Minnesota Department of Health.
Where an existing water main is cut for the installation of any fitting, the pipe and fittings
proposed to be installed shall be disinfected prior to installation as follows:
(1) The interior of the pipe and fittings shall be cleaned of all dirt and foreign material.
(2) The interior of the pipe and fittings shall be thoroughly swabbed or sprayed with a 1
percent minimum hypochlorite solution.
Unless otherwise indicated in the Plans, Specifications, and Special Provisions, the
Contractor shall furnish all materials and perform the disinfecting, flushing, and testing as
necessary for meeting the water quality requirements. The flushing operations and the
form of chlorine and method of application to be used shall be subject to approval by the
Engineer.
F. Electrical Conductivity Test
The Contractor shall perform a conductivity test within one week after completion of
pressure testing of the main on all iron pipe water mains to establish that electrical
38
thawing may be carried out in the future The system (pipeline, valves, fittings and
hydrants) shall be tested for electrical continuity and current capacity. The electrical test
shall be made after the hydrostatic pressure test and while the line is at normal operating
pressure. Backfilling shall have been completed. The line may be tested in sections of
convenient length as approved by the Engineer.
Direct current of 350 amperes + 10%, shall be passed through the pipeline for 5 minutes.
Current flow through the pipe shall be measured continuously on a suitable ammeter and
shall remain steady without interruption or excessive fluctuation throughout the 5-minute
test period.
Insufficient current or intermittent current or arcing, indicated by large fluctuation of the
ammeter needle, shall be evidence of defective contact in the pipeline. The cause shall be
isolated and corrected. Thereafter, the section in which the defective test occurred shall
be retested as a unit and shall meet the requirements.
Sources of Direct Current for these tests may be motor generators, batteries, arc welding
machines, etc. Direct Current arc welding machines will probably be the usual source.
These machines are available in adequate capacity for these tests and are equipped with
controls for regulating the current output. All such equipment shall be furnished by the
Contractor, subject to the approval of the Engineer.
Cables from the power source to the section of system under test should be of sufficient
size to carry the test current without overheating or excessive voltage drop. Usable sizes
will probably be in the range of 2/0 to 4/0 A.W.G.
Connections for the test shall be made at hydrants. The hydrants shall be in the open
position with the caps on during the test. The cable shall be clamped to the body of the
hydrant.
Note: After the test the hydrant shall be shut off and a cap loosened to allow hydrant
drainage or the hydrant shall be pumped dry. Tighten cap after drainage.
In using arc welding machines, the current control should be set at minimum before
starting. After starting the machines, advance the control until the current indicated on the
ammeter is at the desired test value. Caution: In case of open circuits at joints or
connections, the voltage across the defective joint or connection will be in order of 50-
100 volts.
G. Hydrostatic Testing of Water Mains
After the pipe has been laid, including fittings and valves and blocking, all newly-laid
pipe or any valved section thereof, unless directed otherwise by the Engineer, shall be
subject to hydrostatic pressure of 150 pounds per square inch. The duration of each such
test shall be at least two hours.
39
Each section of pipe to be tested shall be filled with water and all air expelled at the
highest point. The required taps to expel air or to fill the water main shall be supplied and
installed by the Contractor and shall be 3/4 inch and shall include an approved service
saddle when required.
The test apparatus shall be applied at the lowest elevation on the section to be tested. The
apparatus shall be connected to the main at a service tap or special tap location.
The pressure gauge shall be a standard pressure gauge. The dial shall register from 0 -
200 psi and have a dial size of 4 1/2 inches with 1 psi increments.
The hydrostatic test, pressure requirement for an acceptable test shall be a maximum
pressure drop of 2 psi during the last hour of the two hour pressure test.
If this test requirement cannot be met, the Contractor shall investigate the cause, make
corrections, and retest until the pressure drop requirement can be met.
Only if several consecutive tests indicate a consistent pressure drop and only after the
Contractor has made numerous attempts to resolve the problem, acceptable to the
Engineer, may the Contractor request in writing and the Engineer consider the use of the
leakage test. The leakage test may be performed by the Contractor to determine the
magnitude of the leak, however, meeting the leakage allowance shall not automatically be
considered acceptance, in lieu of the pressure test, for the section being tested. Final
acceptance shall be at the discretion of the Engineer.
When allowed, the leakage test shall be performed in accordance with AWWA C-600,
Section 4.1.5, 4.1.6 and the line will be accepted as per Section 4.1.7.
H. Operational Inspection
At the completion of the project and in the presence of the Engineer and the Contractor,
representatives of the Owner shall operate all valves, hydrants, and water services to
ascertain that the entire facility is in good working order; that all valve boxes are centered
and valves are opened; that all hydrants operate and drain properly; that all curb boxes
are plumb and centered; and that water is available at all curb stops.
2611.4 METHOD OF MEASUREMENT
All items will be measured separately according to design designation as indicated in the
Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special
Provisions. Pipe will generally be designated by size (inside diameter or span), strength
class, kind or type, and laying condition. Payment shall include all component parts
thereof as described or required to complete the unit, but excluding any item covered by a
separate pay item. Lineal measurement of piping will include the running length of any
special fittings (tees, wyes, bends, gates, etc.) installed within the line of measure
between specified terminal points.
40
A. Water Pipe
Mainline pipe and service pipe of each kind and size will be measured separately by the
overall length along the axis of the pipeline, from beginning to end of each installation
and without regard to intervening valves or specials. Terminal points of measure will be
the spigot or cut end, base of hub or bell end, center of valves or hydrants, intersecting
centers of tee or wye branch service connections, and center of corporation stop or curb
stop couplings.
B. Valves
Valves of each size and type will be measured separately as complete units, including the
required manhole or valve box setting.
C. Corporation Stops
Corporation stops of each size and type will be measured separately by the number of
units installed, including the water main tap and saddle.
D. Curb Stops
Curb stops of each size and type will be measured separately by the number of units
installed, including the required curb box.
E. Hydrants
Hydrants will be measured by the number of units installed.
F. Air Vents
Air vents of each type and size will be measured separately by the number of complete
units installed, including the required manhole or valve box setting.
G. Rearrangement of Inplace Facilities
The removal, relocation, extension, or adjustment of existing inplace facilities will be
measured, as indicated in the Proposal.
H. Polyethylene Encasement
Polyethylene encasement of pipe will be measured by the linear foot of pipe encased of
each specified size.
41
I. Ductile and Gray Iron Fittings
Ductile Iron and Gray Iron fittings shall be measured by the pound without joint
accessories or on an each basis as specified on the Proposal or in the Special Provisions.
The standard weight of Ductile Iron and Gray Iron fittings, for payment basis, shall be as
published in AWWA C-110.
J. Polyvinyl Chloride or Polyethylene
Polyvinyl Chloride or Polyethylene fittings shall be measured on an each basis as
specified and shown on the Proposal or in the Special Provisions.
K. Access Structures
Access structures, such as valve boxes, service boxes, manholes and vaults, will be
measured for payment only when and to the extent that the Proposal contains specific
items therefore. Otherwise, the required structures are included for payment as part of the
pipe appurtenance (Gate Valve, Curb Stop, Air Vent, etc.) item which is served. When
applicable, measurement will be by the number of individual units installed of each type
and design.
2611.5 BASIS OF PAYMENT
Payment for construction of water distribution facilities will be made as detailed in the
method of measurement and as shown on the Bid Proposal or detailed in the Special
Provisions. Payment shall include all costs of furnishing and installing the complete
facility as required by the Plans, Specifications, and Special Provisions.
Payment shall be made for Water Main Pipe, Service Pipe, and Tapped Service Pipe, of
each size and kind at the appropriate Contract prices per linear foot installed All costs of
pipeline disinfection, leakage testing, pipe jointing materials, dead end plugs and caps,
making connections to existing facilities, blocking and anchorage materials, and other
work necessary for proper installation of pipe as specified shall be included for payment
as part of the pipe item, without any direct compensation being made therefore unless
specific pay items are included on the Proposal.
Payment shall be made for Valves, Corporation Stops, Curb Stops, Hydrants, Air Vents,
Polyethylene Encasement, Insulation, and other specially identified appurtenant items, at
the appropriate Contract prices per unit of measure for each size and type or kind
installed. Access structures such as Valve Boxes, Service Boxes, Manholes, and Vaults
will be paid for as separate items only when separate pay items are included on the
Proposal.
Payment for rearrangement of inplace facilities or vertical offset of proposed facilities
shall be made under specially named items at the appropriate Contract prices per unit of
42
measure and shall be compensation in full for all costs of performing the work as
specified.
All costs of excavating to foundation grade, preparing the foundation, placing and
compacting backfill materials, restoring surface improvements, and other work necessary
for prosecution and completion of the work as specified, shall be included for payment as
part of the pipe and pipe appurtenance items without any direct compensation being made
therefore, unless specific pay items are included on the Proposal.
When special aggregate backfill materials are required to be furnished and placed to
comply with the indicated Laying Conditions, the costs thereof shall be included for
payment as part of the pipe items without any direct compensation therefore.
In the absence of special payment provisions, all costs of repairing, replacing, or
otherwise restoring surface improvements as required by the Contract shall be included
for payment as part of other Contract items without any direct compensation being made
therefore.
* * * END OF SECTION * * *
SECTION 2621
SANITARY SEWER AND
STORM SEWER INSTALLATION
43
2621 STANDARD SPECIFICATIONS FOR SANITARY SEWER AND STORM
SEWER INSTALLATION
2621.1 DESCRIPTION
This work shall consist of the construction of pipe sewers utilizing plant fabricated pipe
and other appurtenant materials, installed for conveyance of sewage, industrial wastes, or
storm water. The work includes construction of manhole and catch basin structures and
other related items as specified.
Use of the term "Plans, Specifications, and Special Provisions" within this specification
shall be construed to mean those documents that compliment, modify, or clarify these
specifications and are accepted as an enforceable component of the Contract or Contract
Documents. All references to Mn/DOT Specifications shall mean the latest published
edition of the Minnesota Department of Transportation Standard Specifications for
Construction as modified by any Mn/DOT Supplemental Specifications issued before the
date of advertisement for bids. All references to other Specifications of AASHTO,
ASTM, ANSI, AWWA, etc. shall mean the latest published edition available on the date
of advertisement for bids.
The following specifications have been referenced in this Specification:
AASHTO M198 Specification for Joints for Circular Concrete Sewer and Culvert Pipe
Using Flexible Watertight Gaskets
AASHTO M294 Specification for Corrugated Polyethylene Pipe, 300-to 1200-mm
Diameter
ASTM A48 Specification for Gray Iron Castings
ASTM A74 Specification for Cast Iron Soil Pipe and Fittings
ASTM C76 Specification for Reinforced Concrete Pipe
ASTM C270 Mortar for Unit Masonry
ASTM C361 Specification for Reinforced Concrete Low Head Pressure Pipe
ASTM C425 Specification for Compression Joints for VCP and Fittings
ASTM C443 Specification for Joints for Circular Concrete Sewer and Culvert Pipe,
Using Rubber Gaskets
ASTM C478 Specification for Precast Reinforced Concrete Manhole
44
ASTM D543 Test Method for Resistence of Plastic to Chemicals
ASTM C564 Specification for Rubber Gaskets for Cast Iron Soil Pipe and Fittings
ASTM C700 Specification for Vitrified Clay Pipe
ASTM D2321 Recommended Practice for Installation of Flexible Thermo-plastic Sewer
Pipe
ASTM D2751 Specification for ABS Pipe and Fittings
ASTM D3034 Specification for PVC Sewer Pipe and Fittings
ASTM D3212 Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible
Elastomeric Seals
ASTM F679 Specification for Large-Diameter PVC Sewer Pipe and Fittings
ASTM F949 Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with
a Smooth Interior and Fittings
AWWA C104 American National Standard for Cement-Mortar Lining for Ductile-Iron
Pipe and Fittings for Water
AWWA C110 American National Standard for Ductile-Iron and Gray-Iron Fittings, 3 In.
Through 48 In. (75 mm Through 1200 mm), for Water and Other Liquids
AWWA C111 American National Standard for Rubber-Gasket Joints for Ductile-Iron
Pressure Pipe and Fittings
AWWA C115 American National Standard for Flanged Ductile-Iron Pipe With Ductile-
Iron or Gray-Iron Threaded Flanges
AWWA C150 American National Standard for Thickness Design of Ductile-Iron Pipe
AWWA C151 American National Standard for Ductile-Iron Pipe, Centrifugally Case, for
Water or Other Liquids
AWWA C153 American National Standard for Ductile-Iron Compact Fittings, 3 In.
Through 24 In. (76 mm Through 610 mm) and 54 In. Through 64 In. (1,400 mm Through
1,600 mm), for Water Service
2621.2 MATERIALS
All materials required for this work shall be new material conforming to requirements of
the referenced specifications for the class, kind, type, size, grade, and other details
45
indicated in the Contract. Unless otherwise indicated, all required materials shall be
furnished by the Contractor. If any options are provided for, as to type, grade, or design
of the material, the choice shall be limited as may be stipulated in the Plans,
Specifications, or Special Provisions.
All manufactured products shall conform in detail to such standard design drawings as
may be referenced or furnished in the Plans. Otherwise, the Owner may require advance
approval of material suppliers, product design, or other unspecified details as it deems
desirable for maintaining adopted standards.
At the request of the Engineer, the Contractor shall submit in writing a list of materials
and suppliers for approval. Suppliers shall submit a Certificate of Compliance that the
materials furnished have been tested and are in compliance with the specifications.
A. Sewer Pipe and Service Line Materials
All pipe furnished for main sewer and service line installations shall be of the type, kind,
size, and class indicated for each particular line segment as shown in the Plans and
designated in the Contract Items. Wherever connection of dissimilar materials or designs
is required, the method of joining and any special fittings employed shall be products
specifically manufactured for this purpose and subject to approval by the Engineer.
A1. Vitrified Clay Pipe and Fittings
Vitrified clay extra strength pipe and fittings shall conform to the requirements of ASTM
M-65 for the size and type and class specified, subject to the following supplementary
provisions:
(1) Unless otherwise specified, the pipe and fittings shall be non-perforated, full circular
type, either glazed or unglazed.
(2) All pipe and fittings manufactured with bell-and-spigot ends shall be furnished with
factory fabricated compression joints conforming to the requirements of ASTM C-425.
(3) In lieu of the bell-and-spigot jointing requirements, the pipe and fittings may be
furnished with plain ends, in which case the jointing shall be by means of compression
couplings conforming to the requirements of ASTM C-425, Type B.
(4) All clay pipe fittings (wyes, tees, bends, plugs, etc.) shall be of the same pipe class
and joint design as the pipe to which they are to be attached.
(5) Pipe and fittings manufactured to the standards of AASHTO 52;65 may be accepted
by prior approval of the Engineer.
46
A2. Ductile Iron Pipe and Ductile Iron and Gray Iron and Fittings
The pipe furnished shall be Ductile Iron pipe and fittings furnished shall be of the Ductile
Iron or Gray Iron type as specified for each particular use of installation. When Gray Iron
is specified, either type may be furnished. Gray Iron may not be substituted for Ductile
Iron unless specifically authorized in the Special Provisions.
Ductile iron pipe shall conform to the requirements of AWWA C115 or C151 for water
and thickness design shall conform to AWWA C150. In addition, the pipe shall comply
with the following supplementary provisions:
(1) Fittings shall conform to the requirements of AWWA C110 OR 153 (Gray Iron and
Ductile Iron Fittings or Ductile Iron Compact Fittings) for the joint type specified.
(2) Unless otherwise specified, all pipe and fittings shall be furnished with cement mortar
lining meeting the requirements of AWWA C104 for standard thickness lining. All
exterior surfaces of the pipe and fittings shall have an asphaltic coating at least one mil
thick. Spotty or thin seal coating, or poor coating adhesion, shall be cause for rejection.
(3) Rubber gasket joints for Ductile Iron Pressure Pipe and fittings shall conform to
AWWA C111.
A3. Reinforced Concrete Pipe and Fittings
Reinforced concrete pipe, fittings and specials shall conform with the requirements of
ASTM C-76 (Reinforced Concrete Pipe) with rubber O-ring or profile joints for the type,
size, and strength class specified, subject to the following supplementary provisions:
(1) All branch fittings such as tees, wyes, etc. shall be cast as integral parts of the pipe.
All fittings and specials shall be of the same strength class as the pipe to which they are
attached.
(2) Joints shall meet the requirements of ASTM C-361.
(3) Lift holes will not be permitted unless specifically authorized in the Plans,
Specifications, and Special Provisions
A4. Corrugated Steel Pipe and Fittings
Corrugated steel pipe and fittings shall conform to the requirements of Mn/DOT
Specification 3226 (Corrugated Steel Pipe) for the type, size and sheet thickness
specified. When specifically provided for in the Plans, Specifications, and Special
Provisions, the galvanized steel pipe and fittings shall be furnished with special aramid
fiber bonded, bituminous, or plastic coating or concrete lining as required.
47
A5. Polyvinyl Chloride Pipe and Fittings
Smooth walled polyvinyl chloride pipe and fittings shall conform with the requirements
of ASTM D-3034 and ASTM F-679 for the size, standard dimension ratio (SDR), and
strength requirements indicated on the Plans, Specifications, and Special Provisions. The
grade used shall be resistant to aggressive soils or corrosive substances in accordance
with the requirements of ASTM D-543. Unless otherwise specified, all pipe and fittings
shall be SDR 35 and connections shall be push-on with elastomeric gasketed joints which
are bonded to the inner wall of the gasket recess of the bell socket.
Corrugated polyvinyl chloride pipe and fittings with smooth interior shall conform with
the requirements of ASTM F-949 for the size and wall thickness indicated on the Plans,
Specifications, and Special Provisions. Unless otherwise specified, all pipe and fittings
shall be push-on with snug fit elastomeric joints meeting tightness requirements of
ASTM D-3212.
A6. Cast Iron Soil Pipe
Unless otherwise specified in the Plans, Specifications, and Special Provisions, cast iron
soil pipe shall be service weight pipe meeting the requirements of ASTM A-74 and the
Plans, Specifications, and Special Provisions. Unless otherwise specified, pipe joints shall
be push-on, sealed with elastomeric gaskets, meeting the requirements of ASTM C-564.
A7. Acrylonitrile-Butadiene-Styrene Pipe
Acrylonitrile-Butadiene-Styrene (ABS) solid wall pipe and fittings shall conform to the
requirements of ASTM D-2751 for 4 inch and 6 inch diameter and shall be gasket seal
joints, assembled as recommended by the pipe manufacturer. Solvent cemented joints,
assembled as recommended by the pipe manufacturer, shall be provided only where
specifically indicated in the Plans, Specifications, and Special Provisions.
A8. Dual-Wall Corrugated Polyethylene Pipe
Dual-Wall Corrugated Polyethylene Pipe shall conform to the requirements of AASHTO
M-294 and Design 18 of the AASHTO Standard Specifications for Highway Bridges for
storm sewer pipe sizes 12-inch through 36-inch. Joints shall be water-tight unless the
engineer approves a soil-tight joint. Pipe manufacture, water-tight joint testing, and
installation shall conform to current Mn/DOT requirements and/or as indicated in the
Plans, Specifications, and Special Provisions.
B. Metal Sewer Castings
Metal castings for sewer structures such as manhole frames and covers, catch basin
frames, grates and curb boxes, shall conform to the requirements of ASTM A-48 (Gray
Iron Castings), subject to the following supplementary provisions:
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(1) Casting assemblies or dimensions, details, weights, and class shall be as indicated in
the detailed drawings for the design designation specified. Unless otherwise specified, the
castings shall be Class 30 or better.
(2) Lid-to-frame surfaces on round casting assemblies shall be machine milled to provide
true bearing around the entire circumference.
(3) Casting weight shall be not less than 95 percent of theoretical weight for a unit cast to
exact dimensions, based on 442 pounds per cubic foot.
(4) A Certificate of Compliance shall be furnished with each shipment of castings stating
that the materials furnished have been tested and are in compliance with the specification
requirements.
(5) Unless otherwise specified, sanitary sewer manholes in areas subject to flooding by
surface water shall have self-sealing lids and recessed pick holes.
(6) Unless otherwise specified, sanitary sewer manhole lids shall have recessed pick
holes.
C. Precast Concrete Manhole and Catch Basin Sections
Precast concrete riser sections and appurtenant units (grade rings, top and base slabs,
special sections, etc.) used in the construction of manhole and catch basin structures shall
conform with the requirements of ASTM C-478, Mn/DOT 2506 and the following
supplementary provisions:
(1) The precast sections and appurtenant units shall conform to all requirements as shown
on the detailed drawings.
(2) Joints of manhole riser sections shall be tongue and groove with rubber "O" ring or
profile joints provided on sanitary sewer manholes. Sanitary sewer inlet and outlet pipes
shall be joined to the manhole with a gasketed, flexible, watertight connection or any
watertight connection arrangement that allows differential settlement of the pipe and
manhole wall to take place.
(3) Air-entrained concrete shall be used in the production of all units. Air content shall be
maintained within the range of 5 to 7 percent.
(4) A Certificate of Compliance shall be furnished with each shipment of precast
manhole and catch basin sections stating that the materials furnished have been tested and
are in compliance with the specification requirements.
(5) Lift holes will not be permitted in precast manholes.
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D. Concrete
Concrete for cast-in-place masonry construction shall be produced and furnished in
accordance with the requirements of Mn/DOT Specification 2461 for the mix designation
indicated in the Plans. The requirements for Grade B concrete shall be met where a
higher grade is not specified. Type 3 (air-entrained) concrete shall be furnished and used
in all structures having weather exposure.
E. Mortar
Mortar for use in masonry construction shall be an air-entrained mixture of one part
Masonry cement, Type S, and two parts mortar sand, with sufficient water to produce
proper consistency, and with sufficient air-entraining agent added to maintain an air
content within the range of 7 to 10 percent. Mortar shall meet the requirements of ASTM
C-270.
2621.3 CONSTRUCTION REQUIREMENTS
A. Installation of Pipe and Fittings
A1. Inspection and Handling
Proper and adequate implements, tools, and facilities satisfactory to the Engineer shall be
provided and used by the Contractor for the safe and convenient prosecution of the work.
During the process of unloading, all pipe and accessories shall be inspected by the
Contractor for damage. The Contractor shall notify the Engineer of all material found to
have cracks, flaws or other defects. The Engineer shall inspect the damaged materials and
have the right to reject any materials found to be unsatisfactory. The Contractor shall
promptly remove all rejected material from the site. All materials shall be handled
carefully, as will prevent damage to protective coatings, linings, and joint fillings;
preclude contamination of interior areas; and avoid jolting contact, dropping, or dumping.
All work and materials are subject to tests by the Owner at such frequency as may be
determined by the Engineer.
While suspended and before being lowered into laying position, each pipe section and
appurtenant unit shall be inspected by the Contractor to detect damage or unsound
conditions that may need corrective action or be cause for rejection. The Contractor shall
inform the Engineer of any defects discovered and the Engineer will prescribe the
required corrective actions or order rejection.
Immediately before placement, the joint surfaces of each pipe section and fitting shall be
inspected for the presence of foreign matter, coating blisters, rough edges or projections,
and any imperfections so detected shall be corrected by cleaning, trimming, or repair as
needed.
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A2. Pipe Laying Operations
Trench excavation and bedding preparations shall proceed ahead of pipe placement as
will permit proper laying and joining of the units at the prescribed grade and alignment
without unnecessary deviation or hindrance.
All foreign matter or dirt shall be removed from the inside of the pipe and fittings before
they are lowered into position in the trench and they shall be kept clean by approved
means during and after laying. The sewer materials shall be carefully lowered into laying
position by the use of suitable restraining devices. Under no circumstances shall the pipe
be dropped into the trench.
At the time of pipe placement, the bedding conditions shall be such as to provide uniform
and continuous support for the pipe between bell holes. Bell holes shall be excavated as
necessary to make the joint connections, but they shall be no larger than would be
adequate to support the pipe throughout its length. No pipe material shall be laid in water
nor when the trench or bedding conditions are otherwise unsuitable or improper.
When placement or handling precautions prove inadequate, in the Engineer's opinion, the
Contractor shall provide and install suitable plugs or caps effectively closing the open
ends of each pipe section before it is lowered into laying position, and they shall remain
so covered until removal is necessary for connection of an adjoining unit.
Unless otherwise permitted by the Engineer, bell and spigot pipe shall be laid with the
bell ends facing upgrade and the laying shall start on the downgrade end and proceed
upgrade. As each length of bell and spigot pipe is placed in laying position, the spigot end
shall be centered in the bell and the pipe forced home and brought to correct line and
grade. The pipe shall be secured in place with approved backfill material, which shall be
thoroughly compacted by tamping around the pipe to a height of at least 12 inches above
the top with hand operated mechanical tamping devices or by hand. The joint areas shall
remain exposed and precautions shall be taken to prevent the soil from entering the joint
space, until the joint seal is effected. Backfill in the bell area shall be left loose.
Connection of pipe to existing lines or previously constructed manholes or catch basins
shall be accomplished as shown in the Plans or as otherwise approved by the Engineer.
Where necessary to make satisfactory closure or produce the required curvature, grade or
alignment deflections at joints shall not exceed that which will assure tight joints and
comply with any limitations recommended by the pipe manufacturer.
Entrance of foreign matter into pipeline openings shall be prevented at all times to the
extent that suitable plugs or covering can be kept in place over the openings without
interfering with the installation operations.
Installation of thermoplastic pipe shall conform to ASTM D-2321.
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A3. Connection and Assembly of Joints
All pipe and fitting joints shall fit tightly and be fully closed. Spigot ends shall be marked
as necessary to indicate the point of complete closure. All joints shall be soil tight, as the
minimum requirement, and shall be watertight in all sanitary sewer pipe lines and in all
storm sewer pipe lines installed within the limits of a paved street or highway traffic
lanes. Where specified, the joints in certain assemblies shall be made structurally integral
by being completely encased in concrete to form a rigid watertight unit as indicated in the
standard drawings.
All joints shall be sealed as follows, subject to such other approved method as the
Engineer may authorize as being an acceptable alternative:
(1) Concrete pipe and fitting joints - compression type rubber gasket seals conforming to
the requirements of ASTM C-443, ASTM C-361 or AASHTO M-198 for circular pipe, or
as otherwise approved by the Engineer in the case of non-circular pipe sections.
(2) PVC pipe, and ABS solid wall pipe and fittings assembled gasket seal joints.
(3) Corrugated smooth wall PVC and corrugated-double wall HDPE pipe and fittings -
assembled push-on gasketed joints shall pass performance tests as listed in ASTM D-
3212. Solvent welds shall not be permitted.
(4) Vitrified clay pipe and fittings - factory fabricated compression seals or compression
type couplings.
(5) Corrugated steel pipe and fittings - sealed with approved type compression seals.
A4. Bulkheading Open Pipe Ends
All pipe and fitting ends left open for future connection shall be bulkheaded by approved
methods prior to backfilling. Unless otherwise specified or approved, all openings of 24
inches in diameter or less shall be closed off with prefabricated plugs or caps and all
openings larger than 24 inches in diameter shall be closed off with masonry bulkheads.
Prefabricated plugs and caps shall be of the same material as the pipe material, or an
approved alternate material, and they shall be installed with watertight seal as required
for the pipeline joints. Masonry bulkheads shall be constructed with clay or concrete
brick to a wall thickness of eight inches.
Bulkheads installed for temporary service during construction may be constructed with
two- inch timber planking securely fastened together and adequately braced, as an
alternate to the masonry construction.
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B. Appurtenance Installations
Appurtenance items such as aprons, trash guards, gates and castings shall be installed
where and as required by the Plans and in accordance with such standard detail drawings
or supplementary requirements as may be specified.
Casting assemblies installed on manhole or catch basin structures shall be set in a full
mortar bed and be adjusted to the specified elevation without the use of shims or
blocking.
Sewer aprons shall be subject to all applicable requirements for installation of pipe. All
aprons and outfall end sections shall have the last three sections tied. Two tie bolt
fasteners shall be placed in each of the last three joints, one on each side of top center at
the 60 degree point (from vertical). Tie bolt diameter shall be: 1/2 inch for 12" to and
including 21" pipe; 5/8 inch for 24" to and including 36" pipe; 3/4 inch for 42" to and
including 54" pipe; and 1" for 60" and larger pipe. The tie bolts shall be of a design
approved by the Engineer.
C. Sewer Service Installations
Main sewer service connections and building service sewer pipe shall be installed as
provided for in the Contract and as may be directed by the Engineer. The sewer service
connections and pipe lines shall be installed in conformance with all applicable
requirements of the main sewer installation and as more specifically provided for herein.
The Engineer, with the assistance of the Contractor, shall keep accurate records of all
service installations as to type, location, elevation, point of connection and termination,
etc. This service record shall be maintained jointly by the Contractor and Engineer on
forms provided by the Engineer. The service installations shall not be backfilled until all
required information has been obtained and recorded.
The main sewer service connection shall consist of installing a Branch Tee or Wye
section in the main sewer line at designated locations or providing an insert type Saddle
Tee in a pipe cutout where and as permitted or required in lieu of the built-in fitting.
Orientation of service connection fitting shall be as shown in the standard drawings
unless otherwise directed by the Engineer.
Where the depth of cover over the main sewer invert is greater than 15 feet (or such other
maximum as may be indicated), the service connection shall be extended upward by
means of a Service Riser Section in accordance with the details shown in the standard
drawings.
Unless otherwise specified, service pipe shall be installed at right angles to the main
sewer and at a straight line grade to the property line. The standard and minimum grades
shall be a uniform rise of one inch in four feet for sanitary service lines and one inch in
eight feet for storm sewer service lines. These minimum grades may be reduced (by not
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more than one-half pitch) where the Engineer so approves in the case of restrictive
elevation differences.
Building service pipe lines shall generally be kept as deep as required to serve the
building elevation and maintain the specified minimum pipe grades. Pipe bends shall be
provided as necessary to bring the service lines to proper location and grade. Pipe bends
shall not exceed 22-1/2 degrees without approval of the Engineer.
Unless otherwise indicated, service pipe installation shall terminate at property line or as
designated on the Plans, with a gasketed plug placed in the end, at which point the
Contractor shall furnish and set a 4 x 4 inch wooden timber 6 feet to 8 feet in length
embedded 4 feet below grade, or approved steel post to mark the exact end of pipe. The
timber or post shall be set vertically, with the top 2 feet painted green.
Wherever service line connections to the main sewer are permitted or required to be made
by the open cut-out method in the absence of a built-in Tee or Wye fitting, the connection
shall be made by using an approved type of Saddle Tee fitting. The pipe cut-out shall be
made with an approved type coring machine or by other approved methods producing a
uniform, smooth circular cut-out as required for proper fit. The cut-out discs shall be
retrieved and shall not be allowed to remain within the main sewer pipe. The Saddle Tee
shall be securely fastened to the main sewer pipe by means of epoxy resin or other
approved adhesive. The entire connection fitting shall be encased in concrete to a
minimum thickness of six inches and as may be shown in the standard drawings.
Wherever service line connections to the main sewer are required to be made by means of
built-in Branch Tee or Wye fittings, the Contractor shall, in the absence of such fitting,
remove a section of the main sewer pipe and replace it with the required Branch Tee or
Wye section connected by means of an approved sleeve coupling.
Sanitary sewer service lines shall not be connected to a manhole at an elevation more
than 24 inches above the crown of the outgoing sewer. Where the elevation difference is
greater than 24 inches, the connection shall be made by means of an Outside Drop
Connection in accordance with the details shown in the standard drawings.
All pipe and fitting openings at temporary terminal points shall be fitted with suitable
plugs or shall be bulkheaded as required for the main sewer pipe.
D. Manhole and Catch Basin Structures
Manholes, catch basins, and other special access structures shall be constructed at
designated locations as required by the Plans and in accordance with any standard detail
drawings or special design requirements given therefor.
Unless otherwise specified or approved, manholes and catch basins shall be constructed
on a precast or cast-in-place concrete base and the barrel riser sections, cone section and
top adjusting rings shall all be of precast concrete. All units shall be properly fitted and
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sealed to form a completely watertight structure. Barrel and cone height shall be such as
to permit placement of at least two and not more than six standard two-inch precast
concrete adjusting rings or as shown on the plan immediately below the casting assembly.
Unless otherwise specified or approved, manholes and catch basins shall have an inside
barrel diameter at the bottom of 48 inches minimum and the inside diameter at the top of
the cone section and all adjusting rings shall be of the same size and shape as the casting
frame. Casting assemblies shall be as specified in the Plans. Catch basin grate elevation
shall be adjusted as necessary to maintain the required dip below normal gutter grade. as
shown on the plans.
Concrete cast-in-place base shall be poured on undisturbed or firmly compacted
foundation material that shall be trimmed to proper elevation. The bottom riser section
shall be set in fresh concrete or mortar and all other riser section joints of the tongue and
groove design shall be sealed with rubber gaskets. The concrete base under an outside
drop connection shall be monolithic with the manhole base.
Wherever special designs so require or permit, and as otherwise may be approved by the
Engineer, a precast concrete base may be used or the structure may be constructed with
solid sewer brick or block units or with cast-in-place concrete. Any combination of cast-
in-place concrete and brick or block mortar construction will be allowed and may be
required where it is impossible to complete the construction with standard precast
manhole sections.
All annular wall space surrounding the inplace storm sewer pipes shall be completely
filled with mortar or concrete, and the inside bottom of each manhole and catch basin
shall be shaped with fresh concrete to form free flow through invert troughs as directed.
E. Reconnecting Existing Facilities
Disposition of abandoned facilities and reconnection of existing facilities shall be as
provided for in the Plans, Specifications, and Special Provisions.
F. Sanitary Sewer Leakage Testing
All sanitary sewer lines, including service connections, shall be substantially watertight
and shall be tested for excessive leakage upon completion and before connections are
made to the service by Others. Each test section of the sewer shall be subjected to
exfiltration testing, either by hydrostatic or air test method as described below and at the
Contractor's option. The requirements set forth for maximum leakage shall be met as a
condition for acceptance of the sewer section represented by the test.
If the ground water level is greater than three feet above the invert elevation of the upper
manhole and the Engineer so approves, infiltration testing may be allowed in lieu of the
exfiltration testing, in which case the allowable leakage shall be the same as would be
allowed for the Hydrostatic Test.
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All testing shall be performed by the Contractor without any direct compensation being
made therefor, and the Contractor shall furnish all necessary equipment and materials,
including plugs and standpipes as required.
F1. Air Test Method
The pipeline shall be sealed with plug whose sealing length is greater than the diameter
of the pipe and constructed in such a nature that it will not require external blocking or
bracing and maintain a seal against the line's test pressure.
All wyes, tees, outlets or ends of lateral streets shall be suitably capped and braced to
withstand the internal pressures. Such caps or plugs shall be easily removable.
One plug shall be tapped for the air supply hose and the return air pressure hose. The air
supply hose, connected from the compressor to the plug shall be a throttling valve,
bleeding valve and shut off valve for control. The air pressure tap shall have a sensitive
pressure gauge, 0 to 10 psi range, protected by a gauge cock and a pressure relief valve
set at 10 psi.
In performing the test, air is added slowly to the pipeline until pressure inside the pipeline
reaches 4.0 psi. If air is added too rapidly, the test accuracy will decrease because a
change in temperature also has an effect on the change in pressure. When the air pressure
inside the pipeline reaches 4.0 psig above external hydrostatic pressure, the supply air is
stopped. A minimum two-minute time interval is allowed for the temperature difference
to stabilize before the actual test is performed. If the air pressure drops below 3.5 psig
during this time interval, more air will be supplied to the pipeline and throttled to
maintain a pressure between 3.5 psig and 4.0 psig for a minimum of two minutes after
which time the supply air will be shut off.
The portion of line being tested shall be accepted if the portion under test does not lose
air at a rate greater than 0.0015 cfm per square foot (for PVC) or 0.003 cfm per square
foot (for RCP) per internal pipe end area at an average pressure of 3.0 psig greater than
any back pressure exerted by groundwater that may be over the pipe at the time of test.
The test shall be accomplished by determining the time in minutes for the pressure to
decrease from 3.5 psig to 3.0 psig greater than the average groundwater that may be over
the pipe. That time shall not be less than the time shown on the given diameter in the
following table:
Pipe Diameter in Inches Minutes for PVC Minutes for RCP
4 1.9 1.0
6 2.8 1.4
8 3.8 1.9
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10 4.7 2.4
12 5.7 2.9
15 7.1 3.4
18 8.5 4.3
21 9.9 5.0
24 11.3 5.7
If the pipeline fails to meet the requirements of the test, the Contractor shall, at their own
expense, determine the source of leakage and then repair or replace all defective material
and/or workmanship.
In determining the pressure greater than the average groundwater, the groundwater height
in feet above the pipeline must be measured.
When the water elevation has been established, the height in feet above the pipeline shall
be divided by 2.31 and that pressure added to gauge pressure of test.
A table for converting water height to gauge pressure is as follows:
Groundwater Level over Added Pressure to be Applied
Top of Pipeline to Gauge Pressure Readings
1 foot - 0.43 psig
2 feet - 0.86 psig
3 feet - 1.29 psig
4 feet - 1.72 psig
5 feet - 2.16 psig
6 feet - 2.59 psig
7 feet - 3.01 psig
8 feet - 3.44 psig
9 feet - 3.87 psig
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10 - feet 4.30 psig
F2. Hydrostatic Test Method
After bulkheading the test section, the pipe shall be subjected to a hydrostatic pressure
produced by a head of water at a depth of three feet above the invert elevation of the
sewer at the manhole of the test section. In areas where ground water exists, this head of
water shall be three feet above the existing water table.
The water head shall be maintained for a period of one hour during which time it will be
presumed that full absorption of the pipe body has taken place, and thereafter for an
extended period of one hour the water head shall be maintained as the test period. During
the one hour test period, the measured water loss within the test section, including service
stubs, shall not exceed the Maximum Allowable Loss (in Gallons Per Hour per 100 Feet
of Pipe) given below for the applicable Main Sewer Diameter.
Main Sewer Diameter
(In Inches)
Maximum Allowable Loss* (In Gallons
Per Hour Per 100 Feet)
6 0.5
8 0.6
10 0.8
12 1
15 1.2
18 1.4
21 1.7
24 & Larger 1.9
* Based on 100 Gallons Per Day Per Pipe Diameter Inch Per Mile
If measurements indicate exfiltration within a test action section is not greater than the
allowable maximum, the section will be accepted as passing the test.
F3. Test Failure and Remedy
In the event of test failure on any test section, testing shall be continued until all leakage
has been detected and corrected to meet the requirements. All repair work shall be subject
to approval of the Engineer. Introduction of sealant substances by means of the test water
will not be permitted.
Unsatisfactory repairs or test results may result in an order to remove and replace pipe as
the Engineer considers necessary for test conformance. All repair and replacement work
shall be at the Contractor's expense.
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G. Deflection Test
Deflection tests shall be performed on all plastic gravity sewer pipes. The test shall be
conducted after the sewer trench has been backfilled to the desired finished grade and has
been in place for 30 days.
The deflection test shall be performed by pulling a rigid ball or nine-point mandrel
(Mn/DOT Technical Memorandum 98-24-B-01 or latest revision) through the pipe
without the aid of mechanical pulling devices. The ball or mandrel shall have a minimum
diameter equal to 95% of the actual inside diameter of the pipe. The maximum allowable
deflection shall not exceed five percent of the pipe's internal diameter. The line will be
considered acceptable if the mandrel can progress through the line without binding. The
time of the test, method of testing, and the equipment to be used for the test shall be
subject to the approval of the Engineer.
All testing shall be performed by the Contractor at his expense without any direct
compensation being made therefor, and he shall furnish all necessary equipment and
materials required.
G1. Test Failure and Remedy
In the event of test failure on any test section, the section shall be replaced, with all repair
work subject to approval of the Engineer. The replaced section shall be retested for
leakage and deflection in conformance with the specifications contained herein. All
repairs, replacement, and retesting shall be at the Contractor's expense.
H. Televising
Sewer line televising may be required by the Engineer, at the cost of the Contractor, if
visual inspection, leakage testing, or deflection testing indicate the sewer has not been
constructed in accordance with these specifications and the requirements of the Plans,
Specifications, and Special Provisions.
2621.4 METHOD OF MEASUREMENT
All items will be measured separately according to design designation as indicated in the
Pay Item name and as may be detailed and defined in the Plans, Specifications, or Special
Provisions. Pipe will generally be designated by size (inside diameter or span), strength
class, kind or type, and laying condition. Complete-in-place items shall include all
component parts thereof as described or required to complete the unit, but excluding any
excesses covered by separate Pay Items. Linear measurement of piping will include the
running length of any special fittings (tees, wyes, elbows, gates, etc.) installed within the
line of measure between specified terminal points.
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A. Sewer Pipe
Sewer pipe of each design designation will be measured by length in linear feet along the
line of pipe. Terminal points of measurement will be the pipe end at free outlets; the point
of connection with inplace pipe; the center of manholes or catch basins; the point of
centerline intersections at branch fittings; or the point of juncture with other
appurtenances or units as defined.
Separation of quantities according to "depth zone classification", when so designated in
the Pay Item, will be determined by depth of pipe invert below the ground surface profile.
B. Manholes
Manholes of each design designation will be measured by number of each constructed
complete-in-place, including the base and castings as required, but excluding any excess
depth greater than 8.0 feet measured from top of manhole cover to invert elevation of
lowest pipe.
Excess manhole depth of each design designation will be measured by the linear foot
difference in depth between the 8.0 feet allowed as standard and the actual increased
depth as constructed.
C. Catch Basins
Catch basins of each design designation will be measured by number of each constructed
complete-in-place, including the base and castings as required, but excluding any excess
depth greater than 5.0 feet measured from top of grate (low point) to invert elevation of
lowest outlet pipe.
Excess catch basin depth of each design designation will be measured by the linear foot
difference in depth between the 5.0 feet allowed as standard and the actual increased
depth as constructed.
D. Outside Drop Connection
Outside drop connections of each design will be measured by number of each constructed
complete-in-place, including granular encasement, fittings, and any special piping details
as required, including two holes into existing manholes for the drop connection, but
excluding any excess vertical drop greater than 2.0 feet measured between invert of high
pipe inlet and invert of low pipe outlet.
Excess drop connection depth will be measured by the linear foot difference in vertical
drop between the 2.0 feet allowed as standard and the actual increased vertical drop as
constructed.
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E. Service Connection
Service Connections of each design will be measured by number of each constructed
complete-in-place as specified.
F. Service Pipe
Service pipe of each design will be measured separately by length in linear feet,
horizontally along the line of installation, between the service end and the point of
juncture with the main pipe connection fitting.
G. Special Pipe Fittings
Special pipe fittings (wyes, tees, bends, etc.) of each design designation will be measured
by number of each installed complete-in-place as specified, but excluding any such
fittings required to be installed as a component part of any other Work Unit.
H. Appurtenant Items
Appurtenant items such as aprons, trash guards, gates and other prefabricated units or
assemblies as identified by Pay Item name will be measured separately by number of
each installed complete-in-place as specified.
2621.5 BASIS OF PAYMENT
Payment for sewer pipe and service pipe items at the Contract prices per linear foot of
pipe of each design shall be compensation in full for all costs of providing a complete-in-
place pipeline, including excavation, foundation preparation, backfilling, leakage testing,
restoration of surface improvements, disposal of surplus or waste materials, final cleanup,
and such other work as may be specified, but excluding the construction of other
structures or special sections and the placement of special fittings, appurtenances or
materials specifically designated for payment under other Contract Items.
Payment for manhole, catch basin, outside drop connection, service connection, and other
structures as specified, at the Contract prices per structure, shall be compensation in full
for all costs of constructing each unit complete-in-place as specified, including all
required castings, special fittings, base or encasement, and appurtenant materials as
specified for the complete structure or section, but excluding such additional work as may
be designated for payment under other Contract Items.
Where the specified standard manhole, catch basin, or outside drop connection depths are
exceeded, the excess depth of each design will be paid for separately as linear footage
items and payment at the Contract prices therefor shall be compensation in full for all
costs of providing the extra depth.
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Special pipe fittings such as wyes, tees and bends will be paid for as separate Contract
Items to the extent they are required to be installed in the sewer pipe and service pipe
lines and not as a component part of a complete-in-place structure (outside drop
connections, service connections, etc.)
Appurtenant items such as aprons, trash guards, drainage gates, and other prefabricated
units or assemblies and specials as designated will be paid for as separate Contract Items
to the extent they are not included as a component part of any complete-in-place
structure.
* * * END OF SECTION * * *