INVITATION FOR BIDS (IFB)
No. PCCD-21-PCW10Rehab-02
May 13, 2021

REHABILITATION
of
Plum Creek Watershed
Floodwater Retarding Structure Site 10
Hays County, Texas
Contracting Local Organization
Plum Creek Conservation District
Lockhart, Texas
Sponsors
Caldwell-Travis Soil and Water Conservation District
Hays County Soil and Water Conservation District
Plum Creek Conservation District

In cooperation with:
U. S. Dept of Agriculture, Natural Resources Conservation Service
Texas State Soil and Water Conservation BoardPLAN HOLDER REGISTRATION FORM / TERMS & CONDITIONS
Invitation for Bids (IFB) No. PCCD-21-PCW10Rehab-02
Plum Creek Watershed, Floodwater Retarding Structure Site 10 – Rehabilitation
It is the responsibility of all persons who download bid documents to REGISTER as a Plan Holder with
the Plum Creek Conservation District (PCCD). Registered Plan Holders will be advised via email orother means of all IFB Amendments that are issued, and all Amendments will be available fordownloading at the Plum Creek Conservation District website: https://pccd.org (Job Bids tab). A
bidder’s failure to acknowledge receipt of an IFB Amendment (see IFB PART I, Subpart B, Instructions
to Bidders) may result in rejection of the sealed bid.
TO REGISTER, please fill out information below (all fields are mandatory) and submit form via:
FAX to 512-398-7776 (Attention: Daniel Meyer, PCCD Executive Manager)-- or -Scan and EMAIL completed form to both of the following email addresses:
daniel.meyer@pccd.org
jamaynard1@msn.com
SIGNATURE (Contact Person listed below): _________________________________________
Company Name:___________________________________________________________

Contact Person/Title: ___________________________________________________________
Mailing Address:___________________________________________________________

Physical Address:________________________________________________________

Office Phone: __________________ Mobile: __________________ FAX: ________________
Email Address:____________________________________________________________

Bid documents for this project may be downloaded from this site, for bidding purposes only, if the User
agrees, without exception, to the following terms and conditions:
The User agrees that electronic media documents downloaded from this site are for their use inpreparation of their bid and are offered as a convenience to the User. Use of these materials for any
other purpose shall be without liability to Plum Creek Conservation District and their consultants. The
User acknowledges and agrees that Plum Creek Conservation District’s instruments of service are theprinted hard copy (as amended) of the Invitation for Bids issued for the respective project as available
for viewing at the Plum Creek Conservation District office. In the event of a conflict in their contents,
the printed hard copy shall take precedence over the electronic media. Plum Creek Conservation
District’s electronic media are furnished without guarantee of compatibility with the bidder’s software or
hardware. It is the User's responsibility to determine/evaluate the capability of their equipment toprovide documents that are accurate for size, scale, and content.
If the User elects to only download partial information (selected sheets of the drawings or pages of thespecifications), they shall be responsible to obtain all pertinent bidding information to adequately andaccurately prepare their bid proposal. The User is responsible to include in their proposal all of theRequired Bid Information as specified in IFB PART I, Subpart B, Instruction to Bidders #3.
The User agrees to indemnify, defend and hold harmless the Plum Creek Conservation District, theirconsultants and the officers and employees and any of them from and against any and all claims, suits,losses, damages or costs, including attorney’s fees, arising from or by reason of the User’s use of theseelectronic media documents.

IFB No. PCCD-21-PCW10Rehab-02

Table of Contents

TABLE OF CONTENTSIFB NO. PCCD-21-PCW10Rehab-02

PAGE NO.
PART I – GENERAL PROVISIONS
Subpart A Notice to Bidders

GP-1

Subpart B Instructions to Bidders

GP-2

Subpart C BID FORMS (Exhibits A-E)

GP-7

Subpart D Sample Contract Agreement

GP-19

PART II – GENERAL CONDITIONS

GC 1-18

PART III – SUPPLEMENTAL CONDITIONS

SC 1-18

PART IV – SPECIFICATIONS
Construction and Material Specifications
PART V – DRAWING NO TX-EN-0740
COVER + 45 sheets
PART VI – PREVAILING WAGE RATES DETERMINATION
Wage rates listing: 1 PageIFB No. PCCD-21-PCW10Rehab-02

Page GP-1 of 20

PART I – GENERAL PROVISIONSSUBPART A
NOTICE TO BIDDERS
Sealed bids for furnishing all labor, material and equipment and performing all work required forrehabilitation of Plum Creek Watershed, Floodwater-Retarding Structure Site 10 will be received until 1:00
p.m. local time, Thursday, June 3, 2021, at Plum Creek Conservation District (PCCD) office, 1101 WestSan Antonio Street, Lockhart, TX 78644, or may be mailed to this address. Promptly after 1:00 p.m. allbids received will be publicly opened.
Bids must be addressed to the attention of Daniel Meyer, PCCD Executive Manager, and mailed (or handcarried) to the above address in a sealed envelope (placed inside the mailing envelope, if any) labeled asfollows:
(1)
(2)
(3)

IFB No. PCCD-21-PCW10Rehab-02
Bid Opening Date / Time: June 3, 2021 – 1:00 P.M.
Name and Address of Bidder

There will be a pre-bid conference beginning at 9:30 a.m. Tuesday, May 25, 2021, to be held at PCCD
office, 1101 West San Antonio Street, Lockhart, Texas. The conference will be followed by a site showingof the project site. Attendance is not mandatory. However, prospective bidders are HIGHLY
ENCOURAGED to attend the conference and site showing.
All bids require a bid guarantee in the amount of not less than five percent (5%) of the total bid.
Requirements are outlined in PART I, Subpart B, Instructions to Bidders. The successful bidder will be
required to submit payment and performance bonds within 5 (five) workdays after receipt of Notice ofAward per PART III, Supplemental Conditions, Article 13.
ESTIMATED PRICE RANGE: Between $1,000,000 and $5,000,000
Plum Creek Conservation District reserves the right to reject any and all bids. Bids providing less than
30 calendar days for acceptance will not be considered and will be rejected. Telegraphic or facsimile(Fax) bids, modifications, or withdrawals are not authorized.
Plum Creek Conservation District is the Contracting Local Organization (CLO) responsible for soliciting
and awarding a local contract for this project. The contract is receiving Federal funding from the U.S.
Department of Agriculture, Natural Resources Conservation Service, under the Watershed Protection andFlood Prevention Act of 1954, Public Law 83-566 (as amended) and as further amended by the Small
Watershed Rehabilitation Amendments of 2000 (Section 313, P.L. 106-472). The contract also isreceiving State funding from the Texas State Soil and Water Conservation Board.
COVID-19 Alert: Anyone entering the PCCD office building is encouraged to follow guidelines of the CDC.
By entering those attending will represent to PCCD that they are aware of CDC recommendations to avoid
the spread of the Virus and, to the extent possible, are compliant with the recommendations; that they are
not having symptoms of the Virus as described by the CDC and/or the Texas Department of State HealthServices; and have not knowingly been in contact with others who have such symptoms.

PLUM CREEK CONSERVATION DISTRICTIFB No. PCCD-21-PCW10Rehab-02

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PART I – GENERAL PROVISIONSSUBPART B
INSTRUCTIONS TO BIDDERS
1. Submission of Bids / Bid Opening: Bids in response to this Invitation for Bids (IFB) must be sealed,marked and addressed as directed in the Notice to Bidders. Failure to do so may result in a premature
opening of, or a failure to open, such bid. Bids will be publicly opened at the time set for opening in the
Notice to Bidders. Their content will be made public for the information of bidders and others
interested, who may be present either in person or by representative.
2. Conditions Affecting the Work: Bidders should visit the site and take such other steps as may bereasonably necessary to ascertain the nature and location of the work, and the general and local
conditions which can affect the work or the cost thereof. Failure to do so will not relieve bidders from
responsibility for estimating properly the difficulty or cost of successfully performing the work. The
Contracting Local Organization will assume no responsibility for any understanding or representations
concerning conditions made by any of its officers or agents prior to execution of the contract, unlessincluded in the invitation for bids, the specifications, or related documents.
NO digging or taking of core samples will be allowed. Persons visiting the site are asked to take due
care to ensure the existing site conditions are not disturbed.
Appointment Required to Visit the Project Site: Please contact Daniel Meyer, PCCD Executive
Manager (phone 512-398-2383) to make an appointment for an authorized person to accompany you
to the project site. No unescorted visits to the site are allowed.
3. Required Bid Information: Forms which must be included in a bid are:(a)

Exhibit A: Offer with appropriate 5% BID GUARANTEE.

(b)

Exhibit B: Bid Schedule.

(c)

Exhibit C: References.

(d)

Exhibit D: Bid Bond form.
If a bid bond is submitted as the required bid guarantee, it must be executed on this form and in
conformance with other requirements in these Instructions to Bidders.

(e)Exhibit E: Bidder Certifications.
Bidder must complete all applicable certifications and include in his/her bid.

4. Preparation of Bid: The bidder must submit his/her offer IN DUPLICATE (original plus one copy) on
the forms furnished in this IFB, and the bid must be manually signed by a person or persons withauthority to legally bind the individual, firm or corporation. If erasures or other changes appear on theforms, each erasure or change must be initialed by the person signing the bid. Facsimile (Fax) andtelegraphic bids, modifications, or withdrawals will not be considered.
No bid will be considered unless all items in the bid schedule are priced. In case of error in theextension of price, the unit price shall govern. For other than bid items with a lump-sum “unit,” thequantities listed in the bid schedule on which unit prices are requested are estimates only. Unlesscalled for, alternate bids will not be considered.
Estimated Price Range: Between $1,000,000 and $5,000,000
Exemption from State, County, and Municipal Sales and Use Taxes. See Part II – General Conditions,
Article 29 (Federal, State, and Local Taxes), paragraph (b). Bidders are entitled to EXCLUDE
exempt taxes in their bid prices. Bidder is solely responsible to determine what tangible personal
property and taxable services are eligible for exemption from these taxes.

IFB No. PCCD-21-PCW10Rehab-02

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Electronic Invitation for Bid (IFB) Documents. The IFB documents and IFB Amendments are available
to interested parties electronically only, and no printed copies will be distributed. The Plum Creek
Conservation District’s instruments of service are the printed hard copy of the IFB (as amended)available for viewing at the Plum Creek Conservation District office. In the event of a conflict in theircontents, the printed hard copy (as amended) shall take precedence over the electronic media. Plum
Creek Conservation District’s electronic media are furnished without guarantee of compatibility with thebidder’s software or hardware. It is the user’s responsibility to determine/evaluate the capability of theirequipment to provide documents that are accurate for size, scale, and content. If an alteration of any
kind to the CLO’s printed hard copy IFB (as amended) is only discovered after the contract is executedand is or is not being performed, the contract is subject to immediate cancellation. Website to obtain
documents (Adobe PDF format) is:www.pccd.org
Click on Job Bids tab; then on IFB No. PCCD-21-PCW10Rehab-02,
Plum Creek Watershed SITE 10 Rehabilitation

5. Submission of Offer in English Language/U.S. Currency: Offers shall be in the English language
and in terms of U. S. dollars or will be rejected.

6. Explanation to Bidders / Inquiries: Any explanation desired by a bidder regarding the meaning orinterpretation of the invitation for bids, drawings, specifications, etc., must be requested in writing andwith sufficient time allowed (by noon on May 27, 2021) for a reply to reach bidders before thesubmission of their bids. Any interpretation made will be in the form of an amendment to the invitation
for bids, drawings, specifications, etc., and each Amendment will be available electronically. The CLO
will make a reasonable attempt to advise (via email or other method) all prospective bidders who haveregistered as a bid documents holder or that may otherwise be known to have received a copy of thebid documents when an IFB Amendment is available electronically. However, it is the bidder’s
responsibility to check the electronic bid documents website for any changes or additions to the
documents originally posted. Receipt of all amendments must be acknowledged by the bidder in thespace provided on the bid forms (PART I, Subpart C, Exhibit A, Offer) or by letter received before thetime set for opening of bids (electronic, Fax, and telegraphic acknowledgements will not be accepted).
All amendments will be bound with and made a part of the contract documents. Oral explanations or
instructions given before the award of the contract will not be binding. Written requests shall be mailed,
hand delivered, or sent via facsimile machine or email (telegraphic inquiries will not be accepted) to :Daniel Meyer, Executive Manager, Plum Creek Conservation
District, 1101 West San Antonio Street, Lockhart, TX 78644
FAX #: 512-398-7776
EMAIL: daniel.meyer@pccd.org"Facsimile," as used in this section means a written inquiry or request for explanation that is transmitted
to and received by the Contracting Local Organization (CLO) via electronic equipment that
communicates and reproduces both printed and handwritten material. Facsimile receiving data andcompatibility characteristics are as follows: (a) Telephone number of receiving facsimile equipment:
512-398-7776. (b) If you choose to transmit a facsimile inquiry, the CLO will not be responsible for any
failure attributable to the transmission or receipt of the facsimile inquiry including, but not limited to, thefollowing: (1) Receipt of garbled or incomplete inquiry. (2) Availability or condition of the receiving
facsimile equipment. (3) Incompatibility between the sending and receiving equipment. (4) Delay intransmission or receipt of the inquiry. (5) Failure of the sender to properly identify the inquiry. (6)Illegibility of the inquiry.

7. Bid Guarantee: As a good faith deposit to ensure execution of a contract, each offer must be
accompanied by a bid guarantee in the form of a certified or cashier’s check (on a responsible bank in
Texas) or bid bond, in the amount of not less than five percent (5%) of the total bid. Bid guarantee is to
be made payable to: PLUM CREEK CONSERVATION DISTRICT. Bid guarantees, other than bid
bonds, will be returned (a) to all bidders (except the three most qualified) within 3 days of the bid
opening, and (b) to the three most qualified bidders upon execution by the most qualified bidder of such

IFB No. PCCD-21-PCW10Rehab-02

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further contractual documents and bonds as may be required by the bid as accepted. When a bid
guarantee is required, failure to furnish a bid guarantee in the proper form and amount, by the time set
for opening of bids, may be cause for rejection of the bid.
Should the bidder to whom the contract is awarded fail or refuse to enter into a proper contract with the
CLO, or fail or refuse to furnish the payment and performance bonds required by PART III, Article 13,
or fail or refuse to provide additional Post-Award Information required by PART III, Article 4, within thetime specified, the bidder forfeits the bid guarantee, and/or the CLO may pursue any other action
allowed by law.

8. Bid Bond Requirements: Bond must be executed on the form provided (PART I, Subpart C. ExhibitD) by a corporate surety authorized and admitted to write surety bonds in the State of Texas. The
surety must (i) hold a certificate of authority from the United States Secretary of the Treasury to qualify
as a surety on obligations permitted or required under federal law; or (ii) have obtained reinsurance forany liability in excess of $1,000,000 from a reinsurer that is an authorized reinsurer in the State ofTexas or is a holder of a certificate of authority from the United States Secretary of the Treasury toqualify as a surety or reinsurer on obligations permitted or required under federal law. U.S. Treasury
Department Circular 570 is published in the Federal Register and lists Treasury approved surety
companies and their underwriting limitations. All bonds signed by an agent must be accompanied by acertified copy of such agent’s authority to act. The original and one copy of bid bond shall be submittedwith the bid.

9. Late Submissions, Modifications, and Withdrawals of Bids:(a) Any bid received at the office designated in the solicitation after the exact time specified for receipt
will not be considered and will be returned to the bidder unopened.
(b) Any modification or withdrawal of a bid is subject to the same conditions as in paragraph (a) of thisprovision.
(c) The only acceptable evidence to establish the time of receipt at the Contracting Local
Organization installation is the time/date stamp of that installation on the bid wrapper or otherdocumentary evidence of receipt maintained by the installation.
(d) Notwithstanding paragraph (a) of this provision, a late modification of an otherwise successful bidthat makes its terms more favorable to the Contracting Local Organization will be considered at
any time it is received and may be accepted.
(e) Bids may be withdrawn by written notice received at any time before the exact time set for receipt
of bids. A bid may be withdrawn in person by a bidder or its authorized representative if, before
the exact time set for receipt of bids, the identity of the person requesting withdrawal isestablished and the person signs a receipt for the bid.
(f) If an emergency or unanticipated event interrupts normal Contracting Local Organization
processes so as to cause postponement of the scheduled bid opening, and urgent Contracting
Local Organization requirements preclude amendment of the solicitation or other notice of an
extension of the opening date, the time specified for receipt of bids will be deemed to be extended
to the same time of day specified in the solicitation on the first work day on which normal
Contracting Local Organization processes resume.

10. Tie Bid: In the event of receipt of two or more bids from responsible bidders that are identical, in
nature and amount, as the lowest and best bids, the Contracting Local Organization shall enter into acontract with only one of those bidders and must reject all other bids. The bidder shall be selected by
the casting of lots in a manner prescribed by the Contracting Local Organization. All qualified bidders
or their legal representatives may be present at the casting of lots. This provision does not prohibit theContracting Local Organization from rejecting all bids.

11. Qualification of Low Bidder:(a)After the low bidder has been determined, the next step is to consider the bidder’s qualifications
to perform the proposed contract. The award of a contract to a bidder solely on the basis of theIFB No. PCCD-21-PCW10Rehab-02

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lowest price is not the policy of the Contracting Local Organization. The ability to obtain bonds
does not necessarily qualify a bidder for award.
(b)

A contract may be awarded only after it has been determined that the bidder is qualified toperform the contract. Qualification reviews will be made of all pertinent factors including:financial resources or ability to obtain them; present or impending work commitments; record of
past performance on comparable projects; business ethics and integrity; eligibility to receive anaward under applicable laws and regulations; the necessary organization, experience,
operational controls and technical skills or the ability to obtain them; and the necessary
equipment or ability to obtain it, as may be needed to prosecute the work in an expeditious, safe
and satisfactory manner.

(c)

If the bidder does not have adequate equipment but plans to obtain it after contract award, a firm
commitment in writing from the suppliers must be furnished to the Contracting Local
Organization. Also, if the bidder proposes to subcontract part of the work, they must provide
information needed for the Contracting Local Organization’s evaluation of the subcontractor’scapability.

(d)

Before disqualifying the low bidder, the Contracting Local Organization will inform the bidder ofthe reason for the proposed disqualification.

12. Disqualification of Bidders: Listed are some of the causes which may be considered as sufficient forthe disqualification of a bidder and the rejection of his/her offer:(a) Failure to conform to the essential requirements of the invitation for bids (e.g., incomplete offer)
will result in rejection of the bid.
(b) Bids from parties who are presently debarred, suspended, proposed for debarment, declaredineligible, or voluntarily excluded from participation in this transaction by any Federal department
or agency, or from party presently on the State of Texas debarred vendor list maintained by the
Texas Comptroller of Public Accounts, will be rejected. [See certifications in PART I, Subpart C,
Exhibit E, Section G-1 and G-2.](c) More than one offer for the same work from the same individual, firm, partnership or corporation.
(d) Qualifying statements or accompanying qualifying letters that modify requirements or limit thebidder’s liability will be cause for rejection of bid.
(e) Evidence of collusion among bidders.
(f) Poor performance in the execution of work under previous contracts, as determined by theContracting Local Organization.
(g) Being in arrears on existing contracts, in litigation with the Contracting Local Organization, or
having defaulted on a previous contract.
(h) Lack of comparable project experience.
(i) The bid is materially unbalanced. I.e., a bid based on prices significantly less than cost for somework and prices which are significantly overstated in relation to cost for other work, and there isreasonable doubt that the bid will result in the lowest overall cost to the Contracting Local
Organization even though it may be the low evaluated bid.

13. Submission of Post-award Information: Within five (5) workdays after receipt of Notice of Award,
Contractor will be required to submit post-award information as specified in PART III, Supplemental
Conditions, Article 4.

14. Award of Contract: Award of contract will be made to that responsible bidder whose bid, conforming
to the invitation for bids (IFB), is most advantageous to the Contracting Local Organization, price andother factors considered. The Contracting Local Organization may, when in its interest, reject any or allbids or waive informalities or minor irregularities in bids received. Only one contract will be awarded
and the award will be based on the total bid, corrected if necessary, for errors in price extensions
and/or addition.

IFB No. PCCD-21-PCW10Rehab-02

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A response to an IFB is an offer to contract with the Contracting Local Organization based upon theterms, conditions and specifications contained in the IFB. Bids do not become contracts until a signed
Notice of Award (NOA) is issued by the Contracting Local Organization.

15. Officials Not to Benefit: Any contract to be awarded as a result of this solicitation will not be awarded
to any official of the USDA Natural Resources Conservation Service, Texas State Soil and Water
Conservation Board, Plum Creek Conservation District, Hays County Soil and Water Conservation
District (SWCD), or Caldwell-Travis SWCD, (all in the State of Texas), or to any firm in which any
official or any member of such official’s immediate family of these entities has direct or indirect interestin the pecuniary profits or contracts of such firms.

16. Execution of Contract and Submission of Post-award Information: The contract will include items
outlined in PART I, Subpart D, Contract Agreement, Article IV. Within five (5) workdays after receipt of
Notice of Award of the contract, the successful bidder shall execute the contract agreement and furnish
the Contracting Local Organization with required post-award information as outlined in PART III,Supplemental Conditions, Article 4.

17. Approval of Contract: The contract will be approved and signed by the Plum Creek Conservation
District President. The contract will not be binding upon the Contracting Local Organization until it has
been executed by Plum Creek Conservation District and delivered to the Contractor.

18. Specifications: Specifications referred to but not included shall include all revisions and amendmentsin effect on the date of issuance of the IFB.

19. Beginning of Work: The Contractor shall commence work within twenty (20) calendar days after receipt ofa written Notice to Proceed as issued by the Contracting Officer and shall complete the work within 640 (sixhundred forty) calendar days after receipt of the notice. Contractor shall not commence any work prior toissuance of the Notice to Proceed.

20. Records: Records listed below may be reviewed by interested parties at Plum Creek Conservation
District, 1101 West San Antonio Street, Lockhart, Texas, by contacting Daniel Meyer or Karen Bassett(512-398-2383). Records may be viewed 8:00 a.m. to 5:00 p.m. (closed noon to 1:00 p.m.), Monday
through Friday.
Complete official printed copy of IFB No. PCCD-21-PCW10Rehab-02 bid package, including22” x 34” set of Drawing No. TX-EN-0740.
Engineering documents for viewing (also available on PCCD website):•

Soil Mechanics Report, 6/22/2018 (which includes 5/1963 As-Built Plans for
Original construction of the dam)

IFB No. PCCD-21-PCW10Rehab-02

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PART I – GENERAL PROVISIONSSUBPART C

BID FORMS
Exhibits A through E

IFB No. PCCD-21-PCW10Rehab-02

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EXHIBIT A

OFFER
Enclosed with this offer (Exhibits A through E) is a bid guarantee (bid bond or cashier’s or certified checkpayable

to

PLUM

CREEK

CONSERVATION

DISTRICT)intheamountof$___________________________. It is agreed that in the event this offer is accepted by the Contracting
Local Organization (CLO) and the undersigned bidder fails to execute a contract and submit required postaward information within five (5) workdays after receipt of Notice of Award of contract to him/her, the bidder
forfeits the bid guarantee and the CLO may pursue any other action allowed by law. If this offer is accepted,
the undersigned bidder agrees to execute a contract and submit required post-award information per contract
terms, and also agrees to commence work within twenty (20) calendar days after the date of receipt of written
Notice to Proceed and to complete the entire works awarded under IFB No. PCCD-21-PCW10Rehab-02
within six hundred forty (640) calendar days commencing the day after Contractor receives written Notice toProceed.
The undersigned acknowledges receipt of the following amendments:
Amendment No. 1 dated _________________ Received _______________________
Amendment No. 2 dated _________________ Received _______________________
Amendment No. 3 dated _________________ Received _______________________
Amendment No. 4 dated _________________ Received _______________________

CONTRACTOR

By_________________________________
Print name:__________________________
Title:_______________________________________________________________
Secretary,
If Contractor is a Corporation(SEAL)

Address:__________________________________________________________________________________________________
Date: ______________________________IFB No. PCCD-21-PCW10Rehab-02

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EXHIBIT B

BID SCHEDULE (Cover Sheet)
The undersigned, in compliance with Invitation for Bids No. PCCD-21-PCW10Rehab-02 for Plum Creek
Watershed, Floodwater Retarding Structure (FRS) Site 10 Rehabilitation, Hays County, Texas, having
examined the plans, specifications and bidding documents, the site of the proposed work, and being familiar
with all the conditions surrounding performance of the proposed project; agrees to furnish all labor, material
and equipment and perform all work required in accordance with the plans, specifications and contract
documents for the prices below, if this offer is accepted by the Contracting Local Organization within ______
calendar days after the date bids are due. [Note: Failure to insert a number means the bidder accepts theminimum thirty (30) calendar days as required in Notice to Bidders.]
Award Restriction
One award for the aggregate for all bid items will be made under this solicitation.
For other than bid items with a lump-sum “unit,” the quantities listed in the bid schedule on which unit prices
are requested are estimates only.

-- Bidders are entitled to EXCLUDE exempt taxes in their bid prices -[See PART I, Subpart B, Instructions to Bidders #4]

TOTAL BID PRICE Site 10 Rehabilitation:
In FIGURES:$_______________________________________________________________In WORDS: ______________________________________________________ Dollars
and _____________________________ Cents
NOTE: AMOUNTS SHALL BE SHOWN IN BOTH WORDS AND FIGURES.
IN CASE OF DISCREPANCY, THE AMOUNT SHOWN IN WORDS WILL
GOVERN.

Bidder’s Name/Title (type or print): _______________________________________
Bidder’s Signature: _____________________________________________________
Company Name: _______________________________________________________
Date: ________________________________________IFB No. PCCD-21-PCW10Rehab-02

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EXHIBIT B (continued)

BID SCHEDULE (Sheet 1 of 2)
PLUM CREEK WATERSHED SITE 10 REHABILITATION
Hays County, Texas

Item
No.

Work or Material

Const
Spec. Quantity
No.

Unit

Unit
Price

Amount1

Structure Removal,
Fences3

1 Job

Lump Sum$ xxxxxxxx$_________________

2

Structure Removal,
Principal Spillway Inlet

3

1 Job

Lump Sum$ xxxxxxxxx$_________________

3

Pollution Control

5

1 Job

Lump Sum$ xxxxxxxxx$_________________

4

Sediment Filters

5

3,400

Lin. Ft.

$_________$_________________

5

Vegetation, Sprigging

6

21.2

Acre

$_________$_________________

6

Irrigation System

6

1 Job

Lump Sum$ xxxxxxxxx$_________________

7

Irrigation Water

6

4,000

1,000 Gal.

$_________$_________________

8

Construction Surveys

7

1 Job

Lump Sum$ xxxxxxxxx$_________________

9

Mobilization and
Demobilization

8

1 Job

Lump Sum$ xxxxxxxxx$_________________

10

Removal of Water

11

1 Job

Lump Sum$ xxxxxxxxx$_________________

11

Excavation, Common

21

42,416

Cu. Yd.

$_________$_________________

12

Earthfill23

28,276

Cu. Yd.

$_________$_________________

13

Drainfill

24

2,107

Cu. Yd.

$_________$_________________

14

Topsoil, Lime Treated
Earthfill26

20,617

Sq. Yd.

$_________$_________________

15

Topsoil, 6” Placement

26

1,340

Sq. Yd.

$_________$_________________

16

Diversions

27

300

Lin. Ft.

$_________$_________________

17

Lime Treated Earthfill

28

21,542

Cu. Yd.

$_________$_________________

18

Furnishing & Handling Lime

28

1,221

Ton

$_________$_________________(Bid Schedule continued on next page)IFB No. PCCD-21-PCW10Rehab-02

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EXHIBIT B (continued)

BID SCHEDULE (Sheet 2 of 2)
PLUM CREEK WATERSHED SITE 10 REHABILITATION
Hays County, Texas

Item
No.

Work or Material

Const
Spec. Quantity
No.

Unit

Unit
Price

Amount19

Concrete, Structural

31

52.3

Cu. Yd.

$_________$_________________

20

Concrete, Pipe Cradle

31

42.4

Cu. Yd.

$_________$_________________

21

Reinforcing Steel

34

8,349

Pound

$_________$_________________

22

Roller Compacted Concrete

36

4,774

Cu. Yd.

$_________$_________________

23

Cementitious Material

36

668.4

Ton

$_________$_________________

24

Concrete Pipe, Pressure,30” I.D.

41

206

Lin. Ft.

$_________$_________________

25

Plastic Pipe, PVC 6” I.D.

45

1,816

Lin. Ft.

$_________$_________________

26

Rock Riprap

61

4,393

Ton

$_________$_________________

27

Slide Gate, 12” x 12”

71

1 Job

Lump Sum$ xxxxxxxxx$_________________

28

Principal Spillways Metal
Work

81

1 Job

Lump Sum$ xxxxxxxxx$_________________

29

Fence, Chain Link

91

590.0

Lin. Ft.

$_________$_________________

30

Fence, Barbed Wire

92

3,570

Lin. Ft.

$_________$_________________

31

Contractor Quality Control

94

1 Job

Lump Sum$ xxxxxxxxx$_________________

32

Geotextile

95

4,604

Sq. Yd.

$_________$_________________

33

Conduit Abandonment

99

1 Job

Lump Sum$ xxxxxxxxx$_________________

Total Bid (Site 10 Rehabilitation)………………………………

$_____________________

NOTE: Also enter amount of Total Bid in figures and words on Exhibit B, page GP-9 of 20.

---- END OF BID SCHEDULE ----IFB No. PCCD-21-PCW10Rehab-02

Page GP-12 of 20

EXHIBIT CREFERENCES
Bidder in accordance with PART I, Subpart B, Instructions to Bidders, Section 3(c) References, shall list
below up to five (5) recent projects upon which he/she has performed work similar to that specified herein.
All lines for each reference shall be filled in completely with up-to-date information. Any omissions to thisform, discrepancies in reference, or unverifiable information may be grounds for disqualification of the bidder.

1.

Project Name:____________________________________________________________
Owner:______________________ Total Contract Cost: $_________________________
Location:_____________________ Completion Date:____________________________
Description of Work: _____________________________________________________________________________________________________________________________
Contact:______________________ Phone Number:(____)________________________

2.

Project Name:____________________________________________________________
Owner:______________________ Total Contract Cost: $_________________________
Location:_____________________ Completion Date:____________________________
Description of Work: _____________________________________________________________________________________________________________________________
Contact:______________________ Phone Number:(____)________________________

3.

Project Name:____________________________________________________________
Owner:______________________ Total Contract Cost: $_________________________
Location:_____________________ Completion Date:____________________________
Description of Work: _____________________________________________________________________________________________________________________________
Contact:______________________ Phone Number:(____)________________________IFB No. PCCD-21-PCW10Rehab-02

Page GP-13 of 20

EXHIBIT C (continued)
4.

Project Name:____________________________________________________________
Owner:______________________ Total Contract Cost: $_________________________
Location:_____________________ Completion Date:____________________________
Description of Work: _____________________________________________________________________________________________________________________________
Contact:______________________ Phone Number:(____)________________________

5.

Project Name:____________________________________________________________
Owner:______________________ Total Contract Cost: $_________________________
Location:_____________________ Completion Date:____________________________
Description of Work: _____________________________________________________________________________________________________________________________
Contact:______________________ Phone Number:(____)________________________IFB No. PCCD-21-PCW10Rehab-02

Page GP-14 of 20

EXHIBIT D

BID BOND FormA BLANK BID BOND FORM (2pages) IS INSERTED AFTER THISPAGE FOR USE OF BIDDERS IN
PREPARATION OF BID.

BID

Date Bond Executed (Must not be later
than bid opening date)

BOND(See Instructions on Reverse)
Type of Organization (“X” one)
❑ Individual❑ Joint Venture❑ Partnership❑ Limited Liability Company (LLC)❑ Corporation
State of Incorporation

Principal (Legal name and business address)

Surety(ies) (Name and business address)

Penal Sum of Bond
Percent
Of BidPrice

Bid Date

Amount Not to Exceed
Million(s)Thousand(s)Hundred(s)Bid Identification
Invitation No.
PCCD-21-PCW10Rehab-02

Cents

For: Construction

KNOW ALL MEN BY THESE PRESENTS, That we, the Principal and Surety(ies) hereto, are firmly bound to Plum Creek
Conservation District. Lockhart, Texas, hereinafter called the Contracting Local Organization, in the above penal sum forthe payment of which we bind ourselves, our heirs, executors, administrators, and successors, jointly and severally: Provided,
That where the Sureties are corporations acting as co-sureties, we, the Sureties, bind ourselves in such sum “jointly andseverally” as well as “severally” only for the purpose of allowing a joint action or actions against any or all of us, and for allother purposes each Surety binds itself, jointly and severally with the Principal, for the payment of such sum only as is set
forth opposite the name of such Surety, but if no limit of liability is indicated, the limit of liability shall be the full amount of
the penal sum.
THE CONDITION OF THIS OBLIGATION IS SUCH, that whereas the Principal has submitted the bid identified above.
NOW, THEREFORE, if the Principal, upon acceptance by the Contracting Local Organization of his/her bid identified above,
within the period specified therein for acceptance (30 days), shall execute such further contractual documents, if any, and givesuch bond(s) as may be required by the terms of the bid as accepted within the time specified (5 workdays after receipt of theforms by him/her), or in the event of failure so to execute such further contractual documents and give such bonds, if the
Principal shall pay the Contracting Local Organization for any cost of procuring the work which exceeds the amount of his/herbid, then the above obligation shall be void and of no effect.
Each Surety executing this instrument hereby agrees that its obligation shall not be impaired by any extension(s) of the time
for acceptance of the bid that the Principal may grant to the Contracting Local Organization, notice of which extension(s) to
the Surety(ies) being hereby waived; provided that such waiver of notice shall apply only with respect to extensions aggregating
not more than sixty (60) calendar days in addition to the period originally allowed for acceptance of the bid.
IN WITNESS WHEREOF, the Principal and Surety(ies) have executed this bid bond and have affixed their seals on the dateset forth above.

Principal
1.

2.

Signature(s)(Seal)
Name(s) & Title(s)[typed]1.

(Seal)
2.

CORPORATE SURETY(IES)

SURETY E

SURETY D

SURETY C

SURETY B

SURETY A

Name &
Address

State of Inc.
1.

Liability Limit

2.

Signature(s)(Seal)
Name(s) &Title(s)[typed]Name &
Address

1.

(Seal)
2.

State of Inc.
1.

Liability Limit

2.

Signature(s)(Seal)
Name(s) &Title(s)[typed]Name &
Address

1.

(Seal)
2.

State of Inc.
1.

Liability Limit

2.

Signature(s)(Seal)
Name(s) &Title(s)[typed]Name &
Address

1.

(Seal)
2.

State of Inc.
1.

Liability Limit

2.

Signature(s)(Seal)
Name(s) &Title(s)[typed]Name &
Address

1.

(Seal)
2.

State of Inc.
1.

Liability Limit

2.

Signature(s)(Seal)
Name(s) &Title(s)[typed]1.

(Seal)
2.

INSTRUCTIONS(1) The full legal name and business address of the Principal shall be inserted in the space designated “Principal” on
the face of this form. The bond shall be signed by an authorized person. Where such person is signing in a representative
capacity (e.g., an attorney-in-fact), but is not a member of the firm, partnership, or joint venture, or an officer of thecorporation involved, evidence of his/her authority must be furnished.
(2) The penal sum of the bond may be expressed as a percentage of the bid price if desired. In such cases, a maximum
dollar limitation may be stipulated (e.g., 5% of the bid price but the amount not to exceed ______ dollars).
(3) The name of each person signing this bid bond should be typed in the space provided.
(4) The person signing the bond for the surety must submit evidence of his/her authority to act for the surety.
(5) The corporate surety must be approved by the state in which the services or supplies are to be delivered or in whichconstruction is to be performed and must be among those appearing on the U.S. Treasury Department’s list of approved
sureties.

IFB No. PCCD-21-PCW10Rehab-02

Page GP-15 of 20

EXHIBIT E

BIDDER CERTIFICATIONS
By submission of this bid, bidder certifies to all Sections in this Exhibit E.
Bidder should circle appropriate answers in Sections A, B, C, and I and fill in blank in Section E.
NOTE: The penalty for making false statements in offers is prescribed in 18 U.S.C. 1001.
SECTION A: Texas Franchise Tax Certification
Bidder [ IS / IS NOT ] currently delinquent in the payment of any franchise tax owed to the State of Texas,
or is exempt from, or not subject to, such tax.

SECTION B: Texas Resident/Nonresident Bidder Certification
Bidder [ IS / IS NOT ] a Texas resident bidder as defined below.
DEFINITIONS: Per State of Texas House Bill 620.
“Nonresident bidder” means a bidder whose principal place of business is not in this state, but
excludes a contractor whose ultimate parent company or majority owner has its principal place ofbusiness in this state.
“Texas resident bidder” means a bidder whose principal place of business is in this state, andincludes a contractor whose ultimate parent company or majority owner has its principal place ofbusiness in this state.

SECTION C: Authority to Transact Business in Texas Certificate
Complete ONLY if you are a Texas nonresident bidder.

(1) Texas nonresident bidder [ IS / IS NOT ] a corporation, limited partnership, or limited liability company.
If answer is “IS NOT”, do not complete C(2) and C(3) below.
(2) Bidder [ HAS / HAS NOT ] obtained a Certificate of Authority through the Texas Secretary of State totransact business in Texas. Attach a copy of Certificate to bid if available.
(3) If response to C(2) is “HAS NOT”, bidder agrees to present a current Certificate of Authority to theContracting Local Organization by date post-award information is due: [ YES / NO ]SECTION D: Officials Not to Benefit: Bidder certifies that its firm is not an official of the USDA Natural
Resources Conservation Service, Texas State Soil and Water Conservation Board, Plum Creek
Conservation District, Hays County Soil and Water Conservation District (SWCD), or Caldwell-Travis
SWCD, (all in the State of Texas), or a firm in which any official or any member of such official’s immediatefamily of these entities has direct or indirect interest in the pecuniary profits or contracts of its firm.

SECTION E: Bonding: Per Texas Administrative Code Rule 293.63(5), bidder must submit, along withthe bid, the name of the person, firm, or corporation that will execute payment and performance bonds as
required in PART III, Article 13: List information below:______________________________________________________________________________________________________________________________IFB No. PCCD-21-PCW10Rehab-02

Page GP-16 of 20

SECTION F: Certification of Nonsegregated Facilities[Applicable to federally assisted construction contracts and related subcontracts not exempt from the Equal
Opportunity clause (Article 14 of PART III - Supplemental Conditions)]
The federally assisted construction Contractor certifies they do not maintain or provide for their employees
any segregated facilities at any of their establishments, and that they do not permit their employees toperform services at any location, under their control, where segregated facilities are maintained. The
federally assisted construction Contractor certifies further that they will not maintain or provide for theiremployees any segregated facilities at any of their establishments, and that, they will not permit theiremployees to perform services at any location, under their control, where segregated facilities aremaintained. The federally assisted construction Contractor agrees that a breach of this section is aviolation of the Equal Opportunity clause in this contract. As used in this caption, the term “segregatedfacilities” means any waiting rooms, work areas, restrooms, washrooms, restaurants and other eatingareas, time clocks, locker rooms and other storage or dressing areas, parking lots, drinking fountains,
recreation or entertainment areas, transportation, and housing facilities provided for employees which aresegregated by explicit directive or are in fact segregated on the basis of race, color, religion, sex, sexual
orientation, gender identity, or national origin or because of habit, local custom, or otherwise. The federally
assisted construction Contractor agrees that (except where they have obtained identical certifications fromproposed subcontractors for specific time periods) they will obtain identical certifications from proposed
subcontractors prior to the award of subcontracts which are not exempt from the provisions of the Equal
Opportunity clause, and that they will retain such certifications in their files [certification form in PART III,Suppl. Conditions, Article 15].

SECTION G-1: Certification Regarding Debarment, Suspension, Ineligibility and Voluntary
Exclusion—Lower Tier Covered Transactions[Applicable to offers of $25,000 or more](a) Instructions for Certification(1) By signing and submitting this proposal, the prospective lower tier participant is providing thecertification set out below.
(2) The certification in this clause is a material representation of fact upon which reliance wasplaced when this transaction was entered into. If it is later determined that the prospective lower tierparticipant knowingly rendered an erroneous certification, in addition to other remedies available to theFederal Government, the department or agency with which this transaction originated may pursue available
remedies, including suspension and/or debarment.
(3) The prospective lower tier participant shall provide immediate written notice to the person towhich this proposal is submitted if at any time the prospective lower tier participant learns that its
certification was erroneous when submitted or had become erroneous by reason of changed
circumstances.
(4) The terms herein are as defined in 2 CFR Part 180, OMB Guidelines to Agencies on
Governmentwide Debarment and Suspension (Nonprocurement).
(5) The prospective lower tier participant agrees by submitting this proposal that, should the
proposed covered transaction be entered into, it shall not knowingly enter into any lower tier covered
transaction with a person who is proposed for debarment under 48 Code of Federal Regulations (CFR) part9, subpart 9.4, debarred, suspended, declared ineligible, or voluntarily excluded from participation in thiscovered transaction, unless authorized by the department or agency with which this transaction originated.
(6) The prospective lower tier participant further agrees by submitting this proposal that it will include
this clause titled “Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion—
Lower Tier Covered Transactions,” without modification, in all lower tier covered transactions of $25,000 or
more and in all solicitations for lower tier covered transactions. [Copy of clause is provided in PART III,Supplemental Conditions, Article 17.](7) A participant in a covered transaction may rely upon a certification of a prospective participant ina lower tier covered transaction that it is not proposed for debarment under 48 CFR part 9, subpart 9.4,
debarred, suspended, ineligible, or voluntarily excluded from covered transactions, unless it knows that thecertification is erroneous. A participant may decide the method and frequency by which it determines theeligibility of its principals. Each participant may, but is not required to, check the Office of Federal

IFB No. PCCD-21-PCW10Rehab-02

Page GP-17 of 20

Compliance Programs electronic roster at the System for Award Management (SAM) website:www.sam.gov.
(8) Nothing contained in the foregoing shall be construed to require establishment of a system ofrecords in order to render in good faith the certification required by this clause. The knowledge andinformation of a participant is not required to exceed that which is normally possessed by a prudent personin the ordinary course of business dealings.
(9) Except for transactions authorized under paragraph (5) of these instructions, if a participant in acovered transaction knowingly enters into a lower tier covered transaction with a person who is proposedfor debarment under 48 CFR part 9, subpart 9.4, suspended, debarred, ineligible, or voluntarily excluded
from participation in this transaction, in addition to other remedies available to the Federal Government, thedepartment or agency with which this transaction originated may pursue available remedies, including
suspension and/or debarment.
Certification Regarding Debarment, Suspension, Ineligibility andVoluntary Exclusion – Lower Tier Covered Transactions(1) The prospective lower tier participant certifies, by submission of this proposal, that neither it nor its
principals is presently debarred, suspended, proposed for debarment, declared ineligible, or voluntarily
excluded from participation in this transaction by any Federal department or agency.
(2) Where the prospective lower tier participant is unable to certify to any of the statements in thiscertification, such prospective participant shall attach an explanation to this offer.
SECTION G-2: Texas Certification Regarding Debarment, Suspension, Ineligibility and Voluntary
Exclusion—Lower Tier Covered Transactions
Bidder hereby certifies he/she is not presently on the State of Texas debarred vendor list maintained by the
Texas Comptroller of Public Accounts.

SECTION H: Certification Regarding Lobbying Certification for Contracts, Grants, Loans, andCooperative Agreements[Applicable to offers of $100,000 or more]
By signing and submitting this proposal, the offeror certifies, to the best of his or her knowledge and belief,that:(1) No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned,
to any person for influencing or attempting to influence an officer or employee of an agency, a Member ofCongress, an officer or employee of Congress, or an employee of a Member of Congress in connection
with the awarding of any Federal contract, the making of any Federal grant, the making of any Federal
loan, the entering into of any cooperative agreement, and the extension, continuation, renewal,
amendment, or modification of any Federal contract, grant, loan, or cooperative agreement.
(2) If any funds other than Federal appropriated funds have been paid or will be paid to any person
for influencing or attempting to influence an officer or employee of any agency, a Member of Congress, anofficer or employee of Congress, or an employee of a Member of Congress in connection with this Federal
contract, grant, loan, or cooperative agreement, the undersigned shall complete and submit Standard
Form-LLL, “Disclosure Form to Report Lobbying,” in accordance with its instructions.
(3) The undersigned shall require that the language of this certification be included in the award
documents for all subawards at all tiers (including subcontracts, subgrants, and contracts under grants,
loans, and cooperative agreements) and that all subrecipients shall certify and disclose accordingly. [Acopy is provided in PART III, Supplemental Conditions, Article 18.]
This certification is a material representation of fact upon which reliance was placed when this transaction
was made or entered into. Submission of this certification is a prerequisite for making or entering into thistransaction imposed by section 1352, Title 31, U.S. Code. Any person who fails to file the required
certification shall be subject to a civil penalty of not less than $10,000 and not more than $100,000 for eachsuch failure.

IFB No. PCCD-21-PCW10Rehab-02

Page GP-18 of 20

SECTION I: Clean Air and Water Certification [Applicable if bid exceeds $150,000--OR-- if facility to be used has been the subject of a conviction under the Clean Air Act (42 U.S.C. 1857c8(c)(1) or the Federal Water Pollution Control Act (33 U.S.C. 1319(c)) and is listed by EPA --OR-- if any
resultant contract under this bid is not otherwise exempt.]
Bidder certifies as follows:(1) Any facility to be utilized in the performance of work described in this IFB [ IS / IS NOT ] listed on theEnvironmental Protection Agency List of Violating Facilities;(2) To promptly notify the Contracting Local Organization (CLO), before contract award, of the receipt ofany communication from the Director, Office of Federal Activities, U.S. Environmental Protection
Agency, indicating that any facility which he/she proposes to use for the performance of the contract isunder consideration to be listed on the Environmental Protection Agency List of Violating Facilities; and(3) To include substantially this certification, including this subparagraph (3), in every nonexempt
subcontract. [Certification form in PART III, Suppl. Conditions, Article 19]

SECTION J: Excluded Parties / Foreign Terrorist Organizations. Bidder certifies that it is not listed on
the Federal government’s terrorism watch list as described in Executive Order 13224. Bidder also
represents and warrants that it is not engaged in business with Iran, Sudan, or a foreign terrorist
organization, as prohibited by Section 2252.152 of the Texas Government Code.

SECTION K: E-Verify. Contractor certifies and ensures that it utilizes and will continue to utilize the U.S.
Department of Homeland Security E-Verify system to determine the eligibility of all persons andsubcontractors performing duties within Texas during the term of the contract.

SECTION L: Israel Boycott. Bidder represents and warrants that, pursuant to Section 2270.002 of the
Texas Government Code, bidder does not boycott Israel and will not boycott Israel during the term of thecontract.

-- end of EXHIBIT E Bidder Certifications --IFB No. PCCD-21-PCW10Rehab-02

Page GP-19 of 20

PART I – GENERAL PROVISIONSSUBPART D

CONTRACT AGREEMENT (Sample)
THIS AGREEMENT, made the _____ day of __________________, 2021, by and between the Plum
Creek Conservation District, Lockhart, Texas (hereinafter called Owner) and________________________________________________ (hereinafter called Contractor).
WITNESSETH:THAT WHEREAS: in accordance with law, Owner had contract documents prepared and an Invitation for
Bids published, for and in connection with the Rehabilitation of Plum Creek Watershed, Floodwater
Retarding Structure Site 10, Hays County, Texas; andWHEREAS, Contractor, in response to the Invitation for Bids, has submitted to Owner, in the manner andat the time specified, a sealed bid in accordance with Instructions to Bidders; andWHEREAS, Owner, in the manner prescribed by law, has publicly opened, examined, and canvassed thebids submitted, and has determined Contractor to be the lowest responsible bidder for the work and duly
awarded to Contractor a contract therefor, for the sum or sums named in Contractor’s bid.
NOW, THEREFORE, in consideration of the compensation to be paid to Contractor and of the mutual
agreements herein contained, the parties have agreed and hereby agree, Owner for itself and its
successors and assigns, and its, his/her, or their executors and administrators, as follows:
ARTICLE I. Contractor shall perform all work, including the assumption of all obligations, duties andresponsibilities necessary to the successful completion of the contract and the furnishing of all materials
and equipment required to be incorporated in and form a permanent part of the work; tools, equipment,
supplies, transportation, facilities, labor, superintendence and services required to perform the work; andbonds, insurance and submittals; all as indicated or specified in the contract documents to be performed or
furnished by Contractor for the work included in and covered by Owner’s official award of this contract toContractor, such award being based on the acceptance by Owner of Contractor’s bid.
ARTICLE II. Owner shall pay to Contractor for performance of the work embraced in this contract, andContractor shall accept as full compensation therefor, the sum (subject to adjustment as provided in thecontract documents) of ______________________________________ Dollars ($ ______________) for all
work covered by and included in the contract award and designated in the foregoing Article I; payment
thereof to be made in current funds in the manner provided in the contract documents.
ARTICLE III. The Contractor shall complete all work within six hundred forty (640) calendar days from thedate Contractor receives written Notice to Proceed.
ARTICLE IV. The contract documents that comprise the Contract between Owner and Contractor,
attached hereto and made a part hereof, consist of the following:
(1)
(2)
(3)
(4)

This Contract Agreement.
Contractor’s Bid: Exhibits A - E.
Invitation for Bids (IFB) Amendment Numbers _______.
Post-bid information and supplementary information submitted by Contractor prior to execution ofthis Contract Agreement.

IFB No. PCCD-21-PCW10Rehab-02

(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)

Page GP-20 of 20

Notice of Award.
PART II – General Conditions.
PART III – Supplemental Conditions.
PART IV – Construction and Material Specifications.
PART V – Drawing No. TX-EN-0740 (cover page + sheets 1-45).
PART VI – Prevailing Wage Rates Determination.
Notice to Proceed.
Any modifications (change orders) duly delivered or supplemental agreements duly entered into
after execution of this Contract Agreement.
Notices of Final Completion and Acceptance.

IN WITNESS WHEREOF, the parties hereto have executed this Contract Agreement the day and year first
above written.
OWNER

CONTRACTOR

PLUM CREEK CONSERVATION DISTRICT____________________________________

By _________________________________JAMES A. HOLT, JR.
President, Plum Creek Conservation District

By ________________________________
Title _______________________________(CORPORATE SEAL)

Attest _______________________________

Attest _______________________________

Address for giving notices:
Plum Creek Conservation District
1101 West San Antonio Street
Lockhart, TX 78644

Address for giving notices________________________________________________________________________

This action authorized at an official meetingof the Plum Creek Conservation District on________[add date], Lockhart, Texas

License No. __________________________________________________DANIEL MEYERPCCD Executive Manager____________________________________(If CONTRACTOR is a corporation, attach
evidence of authority to sign.)

Agent for service of process:PART II – Contents

IFB No. PCCD-21-PCW10Rehab-02

PART II
GENERAL CONDITIONS
Table of Contents
Page No.
ARTICLE 1

DEFINITIONS ..................................................................................................GC-1

ARTICLE 2

SPECIFICATIONS AND DRAWINGS..............................................................GC-1

ARTICLE 3

CHANGES .......................................................................................................GC-1

ARTICLE 4

DIFFERING SITE CONDITIONS .....................................................................GC-2

ARTICLE 5

TERMINATION FOR DEFAULT, DAMAGESFOR DELAY, TIME EXTENSIONS ..................................................................GC-2

ARTICLE 6

CLAIMS ............................................................................................................GC-3

ARTICLE 7

PAYMENTS TO CONTRACTOR / INVOICINGREQUIREMENTS ............................................................................................GC-3

ARTICLE 8

MATERIAL AND WORKMANSHIP ..................................................................GC-5

ARTICLE 9

INSPECTION AND ACCEPTANCE .................................................................GC-5

ARTICLE 10

SUPERINTENDENCE BY CONTRACTOR .....................................................GC-6

ARTICLE 11

PERMITS AND RESPONSIBILITIES ..............................................................GC-6

ARTICLE 12

CONDITIONS AFFECTING THE WORK ........................................................GC-6

ARTICLE 13

OTHER CONTRACTS .....................................................................................GC-6

ARTICLE 14

PATENT INDEMNITY ......................................................................................GC-6

ARTICLE 15

ADDITIONAL BOND SECURITY .....................................................................GC-7

ARTICLE 16

REAL PROPERTY RIGHTS ............................................................................GC-7

ARTICLE 17

RECORDS OF TEST PITS AND BORINGS ...................................................GC-7

ARTICLE 18

MATERIALS TO BE FURNISHED BY THE CONTRACTOR ..........................GC-7

ARTICLE 19

WATER ............................................................................................................GC-7

ARTICLE 20

WORKWEEK – CONSTRUCTION SCHEDULE .............................................GC-7

ARTICLE 21

SUBCONTRACTORS ......................................................................................GC-8

ARTICLE 22

SURVEYS ........................................................................................................GC-8

GC-i

PART II – Contents

IFB No. PCCD-21-PCW10Rehab-02

Page No.
ARTICLE 23

SUSPENSION OF WORK ...............................................................................GC-8

ARTICLE 24

CLEANUP WORK ............................................................................................GC-9

ARTICLE 25

ASSIGNMENT .................................................................................................GC-9

ARTICLE 26

WEATHER .......................................................................................................GC-9

ARTICLE 27

NONCOMPLIANCE WITH CONTRACT REQUIREMENTS ............................GC-9

ARTICLE 28

QUANTITY VARIATIONS ............................................................................. GC-10

ARTICLE 29

FEDERAL, STATE, AND LOCAL TAXES .................................................... GC-10

ARTICLE 30

SHOP DRAWINGS ....................................................................................... GC-10

ARTICLE 31

TERMINATION FOR CONVENIENCE OF
THE CONTRACTING LOCAL ORGANIZATION .......................................... GC-11

ARTICLE 32

PROTECTION OF EXISTING VEGETATION, STRUCTURES,
EQUIPMENT, UTILITIES, AND IMPROVEMENTS ...................................... GC-11

ARTICLE 33

OPERATIONS AND STORAGE AREAS ...................................................... GC-11

ARTICLE 34

USE AND POSSESSION PRIOR TO COMPLETION .................................. GC-11

ARTICLE 35

LAYOUT OF WORK ..................................................................................... GC-12

ARTICLE 36

PRECONSTRUCTION CONFERENCE ....................................................... GC-12

ARTICLE 37

CONTRACTOR RECORDS.......................................................................... GC-12

ARTICLE 38

ARCHEOLOGICAL OR HISTORIC SITES ................................................... GC-12

ARTICLE 39

CONTROL OF EROSION, SEDIMENTATION,
AND POLLUTION ......................................................................................... GC-12

ARTICLE 40[RESERVED] ................................................................................................ GC-12

ARTICLE 41

ACCIDENT PREVENTION & SAFETY (OSHA Supplement) ....................... GC-12
A. General Contractor Requirements ........................................................ GC-13
B. First Aid and Medical Facilities .............................................................. GC-14
C. Physical Qualifications of Employees ................................................... GC-15
D. Personal Protective Equipment ............................................................. GC-15
E. Machinery and Mechanized Equipment ................................................ GC-15
F. Ladders and Scaffolding ........................................................................ GC-17

GC-ii

IFB No. PCCD-21-PCW10Rehab-02

GC-1 of 18

PART II - GENERAL CONDITIONSARTICLE 1 – DEFINITIONS
Terms used or referred to herein and elsewhere in the contract documents are defined as follows:(a) Contracting Local Organization (CLO): The organization or agency awarding the contract. (CLO)
is the Plum Creek Conservation District, Lockhart, Texas. Also referred to as District and Owner.
(b) Contracting Officer (CO): The person who is designated and authorized to enter into and administer thiscontract on behalf of the Contracting Local Organization or his/her duly appointed successor or alternate. No otherperson has authority to act for the Contracting Officer as stated in these General Conditions or elsewhere in thecontract documents unless such person has been delegated authority by the Contracting Officer in writing. Also
referred to as Owner’s Representative.
(c) Engineer: The person or his/her representative who is responsible for determining that theContractor’s work conforms to the technical requirements as set forth in the drawings and specifications.
Also called Project Engineer, Government Representative (GR), Contracting Officer’s Representative (COR),
and Contracting Officer’s Technical Representative (COTR).
(d) Inspector: The person who performs daily inspection services for the CLO at the construction site andmaintains accurate daily records of the work accomplished and the factors affecting its progress and quality.
Also called NRCS Construction Inspector.
(e) USDA-NRCS. United States Department of Agriculture, Natural Resources Conservation Service –the Federal agency providing engineering and inspection services for this contract. Also referred to as
Government.
(f) Quality Assurance (QA). NRCS Construction Inspector (onsite).
(g) Quality Control (QC). Contractor’s Construction Inspector (onsite).
ARTICLE 2 – SPECIFICATIONS AND DRAWINGSThe Contractor shall keep on the worksite a copy of the drawings and specifications and shall at all times give
the Contracting Officer access thereto. Anything mentioned in the specifications and not shown on thedrawings, or shown on the drawings and not mentioned in the specifications, shall be of like effect as if shownor mentioned in both. In case of difference between drawings and specifications, the specifications shallgovern. In case of discrepancy either in the figures, in the drawings, or in the specifications, the matter shallbe promptly submitted to the Contracting Officer, who shall promptly make a determination in writing. Any
adjustment by the Contractor without such a determination shall be at his/her own risk and expense. The
Contracting Officer shall furnish from time to time such detail drawings and other information as considerednecessary, unless otherwise provided.
ARTICLE 3 – CHANGES(a) The Contracting Officer may, at any time, without notice to the sureties, by written order designated orindicated to be a change order, make any change in the work within the general scope of the contract,
including but not limited to changes:(1) In the specifications (including drawings and designs);(2) In the method or manner of performance of the work;(3) In the Contracting Local Organization-furnished facilities, equipment, materials, services, or site; or(4) Directing acceleration in the performance of the work.
(b) Any other written order or an oral order (which terms as used in this paragraph (b) shall include
direction, instruction, interpretation, or determination) from the Contracting Officer, which causes any suchchange, shall be treated as a change order under this article, provided that the Contractor gives theContracting Officer written notice stating the date, circumstances, and source of the order and that theContractor regards the order as a change order.
(c) Except as herein provided, no order, statement, or conduct of the Contracting Officer shall be treatedas a change under this article or entitle the Contractor to an equitable adjustment hereunder.
(d) If any change under this article causes an increase or decrease in the Contractor’s cost of, or the timerequired for, the performance of any part of the work under this contract, whether or not changed by any
order, an equitable adjustment shall be made and the contract modified in writing accordingly: Provided,
however, That except for claims based on defective specifications, no claim for any change under (b) above

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shall be allowed for any costs incurred more than 20 days before the Contractor gives written notice as
therein required: And provided further, That in the case of defective specifications for which the Contracting
Local Organization is responsible, the equitable adjustment shall include any increased cost reasonably
incurred by the Contractor in attempting to comply with such defective specifications.
(e) If the Contractor intends to assert a claim for an equitable adjustment under this article, Contractor
must, within 30 days after receipt of a written change order under (a) above or the furnishing of a written
notice under (b) above, submit to the Contracting Officer a written statement setting forth the general natureand monetary extent of such claim, unless this period is extended by the Contracting Officer. The statementof claim hereunder may be included in the notice under (b) above.
(f) No claim by the Contractor for an equitable adjustment hereunder shall be allowed if asserted after
final payment under this contract.
ARTICLE 4 – DIFFERING SITE CONDITIONS(a) The Contractor shall promptly, and before such conditions are disturbed, notify the Contracting Officer
in writing of: (1) subsurface or latent physical conditions at the site differing materially from those indicated inthis contract, or (2) unknown physical conditions at the site, of an unusual nature, differing materially fromthose ordinarily encountered and generally recognized as inhering in work of the character provided for in thiscontract. The Contracting Officer shall promptly investigate the conditions, and if he/she finds that suchconditions do materially so differ and cause an increase or decrease in the Contractor’s cost of, or the timerequired for, performance of any part of the work under this contract, whether or not changed as a result ofsuch conditions, an equitable adjustment shall be made and the contract modified in writing accordingly.
(b) No claim of the Contractor under this article shall be allowed unless the Contractor has given thenotice required in (a) above; provided, however, the time prescribed therefor may be extended by theContracting Officer.
(c) No claim by the Contractor for an equitable adjustment hereunder shall be allowed if asserted after
final payment under this contract.
ARTICLE 5 – TERMINATION FOR DEFAULT, DAMAGES FOR DELAY, TIME EXTENSIONS(a) If the Contractor refuses or fails to prosecute the work, or any separable part thereof, with suchdiligence as will insure its completion within the time specified in this contract, or any extension thereof, or
fails to complete said work within such time, the Contracting Local Organization may, by written notice to theContractor, terminate Contractor’s right to proceed with the work or such part of the work as to which there
has been delay. In such event the Contracting Local Organization may take over the work and prosecute thesame to completion, by contract or otherwise, and may take possession of and utilize in completing the work
such materials, appliances, and plant as may be on the site of the work and necessary therefor. Whether or
not the Contractor’s right to proceed with the work is terminated, Contractor and his/her sureties shall be
liable for any damage to the Contracting Local Organization resulting from his/her refusal or failure tocomplete the work within the specified time.
(b) If the Contracting Local Organization so terminates the Contractor’s right to proceed, the resulting
damage will consist of such actual damages until such reasonable time as may be required for final
completion of the work together with any increased costs occasioned the Contracting Local Organization incompleting the work.
(c) If the Contracting Local Organization does not so terminate the Contractor’s right to proceed, theresulting damage will consist of such actual damages until the work is completed or accepted.
(d) The Contractor’s right to proceed shall not be so terminated nor the Contractor charged with resulting
damage if:(1) The delay in the completion of the work arises from unforeseeable causes beyond the control andwithout the fault or negligence of the Contractor, including but not restricted to, acts of God, acts of the public
enemy, acts of the Contracting Local Organization in its contractual capacity, acts of another contractor in theperformance of a contract with the Contracting Local Organization, fires, floods, epidemics, quarantine
restrictions, strikes, freight embargoes, unusually severe weather, or delays of subcontractors or suppliersarising from unforeseeable causes beyond the control and without the fault or negligence of both theContractor and such subcontractors or suppliers; andIFB No. PCCD-21-PCW10Rehab-02

GC-3 of 18(2) The Contractor, within 10 days from the beginning of any such delay (unless the Contracting
Officer grants a further period of time before the date of final payment under the contract), notifies theContracting Officer in writing of the causes of delay.
(3) The Contracting Officer shall ascertain the facts and the extent of the delay and extend the time
for completing the work when, in his/her judgment, such an extension is justified.
(4) Delays Due to COVID-19. PCCD will utilize OSHA, CDC, and Texas Department of State
Health Services guidelines in determining if/when to issue a Suspend Work Order for situations caused
by COVID-19. This would include, but is not limited to, any Emergency Management Declaration that
affects construction work or if a person working at or visiting the worksite has tested positive. The lengthof the work suspension also will be based upon the recommendations in these guidelines.
(e) The rights and remedies of the Contracting Local Organization provided in this article are in addition
to any other rights and remedies provided by law or under this contract.
(f) As used in paragraph (d)(1) of this article, the term “subcontractors and suppliers” means
subcontractors and suppliers at any tier.
ARTICLE 6 – CLAIMS
Any claim by the Contractor arising by virtue of this contract which is not disposed of by agreement shall be
submitted in writing, together with any written and oral evidence in support thereof, to the Contracting Officer
for decision. Before making a decision the Contracting Officer shall notify the Contractor that any additional
written and/or oral evidence in support of the claim may be presented to the Contracting Officer within 30
days from receipt by the Contractor of such notification, or within such further period of time as may be
granted by the Contracting Officer. The Contracting Officer shall make a decision in writing and mail orotherwise furnish a signed copy thereof to the Contractor. Pending the decision of the Contracting Officer theContractor shall proceed diligently with the performance of this contract. [See Also: PART III, Supplemental
Conditions, Article 11 – Disputes/Alternative Dispute Resolution]
ARTICLE 7 – PAYMENTS TO CONTRACTOR / INVOICING REQUIREMENTS(a) The Contracting Local Organization will pay the contract price as hereinafter provided and will secure
review and approval of Contractor invoices by various agencies as required by funding requirements.
(b) The Contracting Local Organization will make progress payments monthly as the work proceeds, or atmore frequent intervals as determined by the Contracting Officer, on estimates approved by the Contracting
Officer. If requested by the Contracting Officer, the Contractor shall furnish a breakdown of the total contract
price showing the amount included therein for each principal category of the work, in such detail asrequested, to provide a basis for determining progress payments. In the preparation of estimates theContracting Officer, at his/her discretion, may authorize material delivered on the site and preparatory work
done to be taken into consideration and if the Contractor furnishes satisfactory evidence that he/she has
acquired title to the material and that it will be utilized on the work covered by the contract. Payment formaterial delivered to the Contractor at locations other than the site will not be authorized.
(c) In making such progress payments, 10 percent of the estimated amount shall be retained until final
completion and acceptance of the contract work. However, if the Contracting Officer at any time after 50
percent of the work has been completed finds satisfactory progress is being made, he/she may authorize anyof the remaining progress payments to be made in full without retention of a percentage. Also, whenever thework is substantially complete, the Contracting Officer, if he/she finds the amount retained to be in excess of
the amount adequate for the protection of the Contracting Local Organization, at his/her discretion may
release to the Contractor all or a portion of any excess amount. The Contracting Local Organization shall not
be obligated to pay any interest on the 10 percent retainage held on the first 50 percent of work completed. If
the Contracting Local Organization holds any retainage on the remaining 50 percent of the work completed,
the Contracting Local Organization shall pay interest on such retainage from the date the retainage iswithheld to the date of payment to the Contractor. The interest rate to be paid on such retainage shall be therate of interest paid by the Contracting Local Organization’s depository bank on interest bearing accounts ofsimilar amounts during the period of time interest accrues as provided herein. Furthermore, on completion
and acceptance of each separate project, public work, or other division of the contract, on which the price isstated separately in the contract, payment may be made without retention of a percentage.

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GC-4 of 18(d) All material and work covered by progress payments made shall thereupon become the sole propertyof the Contracting Local Organization, but this provision shall not be construed as relieving the Contractor
from the sole responsibility for all material and work upon which payments have been made or the restorationof any damaged work, or as waiving the right of the Contracting Local Organization to require the fulfillment of
all of the terms of the contract.
(e) “Properly Executed Invoice” Requirements(1) The original and one copy of each invoice are to be delivered to the Contracting Officer at thedesignated payment office.
(2) One copy of each invoice and complete documentation of computations and supporting data as
required by PART IV, Construction Specification 7 are to be submitted to the Engineer.
(3) The following must be attached to the original invoice submitted to the Contracting Officer and tothe copy submitted to the Engineer:(i)
A complete remittance address along with vendor’s tax identification number.
(ii)
Billing period.
(iii)
If requesting payment for materials delivered but not installed, Contractor will provide
evidence of title to the materials and that it will be utilized on the work covered by the contract.
(iv)
Itemization of payment requests by Contract Item Number (CIN) as shown in PART I,
Subpart C, Exhibit B—Bid Schedule, of the contract. Invoice will include the quantity performed that is being
invoiced, the unit price (if applicable) and the CIN total price, and a sum total of amount of payment
requested. Invoice will also include the cumulative quantities and amount by CIN.
(f) Designated Payment Office Contact Point. The contact point described below coordinates theissuance of payments under this contract:
Name:
Karen Bassett
Title:
Office Secretary
Address:Plum Creek Conservation District, 1101 W. San Antonio St., Lockhart, TX 76844
Telephone: (512) 398-2383
FAX: (512) 398-7776(g) Final Payment Request(1) The Contracting Local Organization shall pay the amount due the Contractor under this contract
after-(i)Completion and acceptance of all work;(ii)
Presentation of a properly executed invoice; and(iii)
Presentation of release as indicated in (g)(3) below.
(2) The FINAL invoice billing shall include the following information:(i)
All documentation called for in the contract documents, and(ii)Consent of the surety, if required, to final payment.
(iii)
Complete and legally effective releases or waivers (satisfactory to Contracting Local
Organization) of all liens arising out of or filed in connection with the work. In lieu thereof and as approved byContracting Local Organization, Contractor may furnish receipts or releases in full; an affidavit of Contractor
that the releases and receipts include all labor, services, material and equipment for which a lien could be
filed, and that all payrolls, material and equipment bills, and other indebtedness connected with the work forwhich Contracting Local Organization or his/her property might in any way be responsible, have been paid orotherwise satisfied. If any subcontractor, manufacturer, fabricator, supplier, or distributor fails to furnish arelease of receipt in full, Contractor may furnish a bond or other collateral satisfactory to Contracting Local
Organization to indemnify Contracting Local Organization against any lien.
(3) The FINAL invoice shall also contain the following RELEASE OF CLAIMS statement:“I, [Name of Contractor], do hereby release the Plum Creek Conservation District , Lockhart,
Texas, from any and all claims of any character whatsoever arising under and by virtue ofcontract number [Identify Contract] dated [Date] as amended, except as herein stated [LIST any
Exceptions].
_______________________________________________________(Date of Release)(Signature of Contractor)(4) Releases may also be required of the assignee if the Contractor's claim to amounts payable under
this contract has been assigned under Article 25 of these General Conditions – Assignment, of this contract.

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GC-5 of 18(h) This contract is subject to regulations incorporated in Texas Government Code, Subtitle F, Chapter
2251 – Payment for Goods and Services, regarding payment due dates, late payment interest, and claims
and disputes. These regulations include, but are not limited to, payments made by Contracting Local
Organization, Contractor, and subcontractors for any work, goods, services, etc. provided under this contract.
ARTICLE 8 – MATERIAL AND WORKMANSHIP(a) Unless otherwise specifically provided in this contract, all equipment, material, and articles
incorporated in the work covered by this contract are to be new and of the most suitable grade for the
purpose intended. Unless otherwise specifically provided in this contract, reference to any equipment,material, article, or patented process, by trade name, make, or catalog number, shall be regarded as
establishing a standard of quality and shall not be construed as limiting competition, and the Contractor may,at his/her option, use any equipment, material, article, or process which in the judgment of the Contracting
Officer, is equal to that named. The Contractor shall furnish to the Contracting Officer for his/her approval thename of the manufacturer, the model number, and other identifying data and information respecting theperformance, capacity, nature, and rating of the machinery and mechanical and other equipment which theContractor contemplates incorporating in the work. When required by this contract or when called for by theContracting Officer, the Contractor shall furnish the Contracting Officer for approval full information
concerning the material or articles which Contractor contemplates incorporating in the work. When so
directed, samples shall be submitted for approval at the Contractor’s expense, with all shipping charges
prepaid. Machinery, equipment, material, and articles installed or used without required approval shall be at
the risk of subsequent rejection.
(b) All work under this contract shall be performed in a skillful and workmanlike manner. The Contracting
Officer may, in writing, require the Contractor to remove from the work any employee the Contracting Officer
deems incompetent, careless, or otherwise objectionable.
ARTICLE 9 – INSPECTION AND ACCEPTANCE(a) All work (which term includes but is not restricted to materials, workmanship, and manufacture andfabrication of components) shall be subject to inspection and test by the Contracting Local Organization at allreasonable times and at all places prior to acceptance. Any such inspection and test is for the sole benefit of
the Contracting Local Organization and shall not relieve the Contractor of the responsibility of providing
quality control measures to assure that the work strictly complies with the contract requirements. No
inspection or test by the Contracting Local Organization shall be construed as constituting or implying
acceptance. Inspection or test shall not relieve the Contractor of responsibility for damage to or loss of thematerial prior to acceptance, nor in any way affect the continuing rights of the Contracting Local Organization
after acceptance of the completed work under the terms of paragraph (f) of this article, except as herein
above provided.
(b) The Contractor shall, without charge, replace any material or correct any workmanship found by theContracting Local Organization not to conform to the contract requirements, unless in the public interest theContracting Local Organization consents to accept such material or workmanship with an appropriate
adjustment in contract price. The Contractor shall promptly segregate and remove rejected material from thepremises.
(c) If the Contractor does not promptly replace rejected material or correct rejected workmanship, theContracting Local Organization (1) may, by contract or otherwise, replace such material or correct suchworkmanship and charge the cost thereof to the Contractor, or (2) may terminate the Contractor’s right toproceed in accordance with Article 5, Termination for Default - Damages for Delay – Time Extensions, ofthese General Conditions.
(d) The Contractor shall furnish promptly, without additional charge, all facilities, labor, and material
reasonably needed for performing such safe and convenient inspection and test as may be required by theContracting Officer. All inspection and test by the Contracting Local Organization shall be performed in suchmanner as not unnecessarily to delay the work. Special, full size, and performance tests shall be performed
as described in this contract. The Contracting Local Organization reserves the right to charge to theContractor any additional cost of inspection or test when material or workmanship is not ready at the time
specified by the Contractor for inspection or test or when reinspection or retest is necessitated by priorrejection.

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GC-6 of 18(e) Should it be considered necessary or advisable by the Contracting Local Organization at any time
before acceptance of the entire work to make an examination of work already completed, by removing or
tearing out same, the Contractor shall, on request, promptly furnish all necessary facilities, labor, andmaterial. If such work is found to be defective or nonconforming in any material respect, due to the fault of
the Contractor or his/her subcontractors, Contractor shall defray all the expenses of such examination and ofsatisfactory reconstruction. If, however, such work is found to meet the requirements of the contract, an
equitable adjustment shall be made in the contract price to compensate the Contractor for the additional
services involved in such examination and reconstruction and, if completion of the work has been delayed
thereby, Contractor shall, in addition, be granted a suitable extension of time.
(f) Unless otherwise provided in this contract, acceptance by the Contracting Local Organization shall bemade as promptly as practicable after completion and inspection of all work required by this contract, or that
portion of the work that the Contracting Officer determines can be accepted separately. Acceptance shall befinal and conclusive except as regards latent defects, fraud, or such gross mistakes as may amount to fraud,or as regards the Contracting Local Organization’s rights under any warranty or guarantee.
ARTICLE 10 – SUPERINTENDENCE BY CONTRACTOR
The Contractor, at all times during performance and until the work is completed and accepted, shall givehis/her personal superintendence to the work or have on the work a competent superintendent, satisfactory to
the Contracting Officer and with authority to act for the Contractor.
ARTICLE 11 – PERMITS AND RESPONSIBILITIESThe Contractor shall, without additional expense to the Contracting Local Organization, be responsible forobtaining any necessary licenses and permits, and for complying with any applicable Federal, State, andmunicipal laws, codes, and regulations, in connection with the prosecution of the work. Contractor shallbe similarly responsible for all damages to persons or property that occur as a result of his/her fault or
negligence. He/she shall take proper safety and health precautions to protect the work, the workers, thepublic, and the property of others. He/she shall also be responsible for all materials delivered and work
performed until completion and acceptance of the entire construction work, except for any completed unitof construction thereof which theretofore may have been accepted.
ARTICLE 12 – CONDITIONS AFFECTING THE WORKThe Contractor shall be responsible for having taken steps reasonably necessary to ascertain the nature andlocation of the work, and the general and local conditions which can affect the work or the cost thereof. Any
failure by the Contractor to do so will not relieve Contractor from responsibility for successfully performing thework without additional expense to the Contracting Local Organization. The Contracting Local Organization
assumes no responsibility for any understanding or representations concerning conditions made by any of its
officers or agents prior to the execution of this contract, unless such understanding or representations by theContracting Local Organization are expressly stated in the contract.
ARTICLE 13 – OTHER CONTRACTSThe Contracting Local Organization may undertake or award other contracts for additional work, and theContractor shall fully cooperate with such other contractors and Contracting Local Organization employees
and carefully fit his/her own work to such additional work as may be directed by the Contracting Officer. The
Contractor shall not commit or permit any act which will interfere with the performance of work by any othercontractor or by Contracting Local Organization employees.
ARTICLE 14 – PATENT INDEMNITY
Except as otherwise provided, the Contractor agrees to indemnify the Contracting Local Organization and its
officers, agents and employees against liability, including costs and expenses, for infringement upon any
Letters Patent of the United States (except Letters Patent issued upon an application which is now or may
hereafter be, for reasons of national security, ordered by the Government to be kept secret or otherwise
withheld from issue) arising out of the performance of this contract or out of the use or disposal by or for theaccount of the Contracting Local Organization of supplies furnished or work performed hereunder.

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ARTICLE 15 – ADDITIONAL BOND SECURITY
If any surety upon any bond furnished in connection with this contract becomes unacceptable to theContracting Local Organization, or if any such surety fails to furnish reports as to its financial condition fromtime to time as requested by the Contracting Local Organization, or if the contract price is increased to suchan extent that the penal sum of any bond becomes inadequate in the opinion of the Contracting Officer, theContractor shall promptly furnish such additional security as may be required from time to time to protect theinterests of the Contracting Local Organization and of persons supplying labor or materials in the prosecutionof the work contemplated by this contract.
ARTICLE 16 – REAL PROPERTY RIGHTS(a) Adequate real property rights needed in order to perform the work under this contract have beenacquired by or on behalf of the Contracting Local Organization. The right to enter, remove, or otherwise
make use of adjacent property, roads, utility lines, fences, and other improvements not included within thereal property rights provided shall be the sole responsibility of the Contractor.
(b) Where ingress and egress is not defined on the drawings, the Contracting Officer shall designate theright-of-way to be used.
(c) The Contractor shall obtain owner’s advance written approval if he/she plans to enter, remove, orotherwise make use of adjacent property, roads, utility lines, fences, and other improvements not included
within the real property rights provided by the Contracting Local Organization. A copy of the written approvalmust be submitted to the Contracting Officer. The Contractor is responsible for any and all expenses
associated with these items. Any Contractor-proposed changes to items designated or shown in the plans
and specifications (e.g., site entrance, stockpile area, campsite, etc.) must be approved by the Contracting
Officer at his/her sole discretion.
ARTICLE 17 – RECORDS OF TEST PITS AND BORINGSThe Contracting Local Organization does not represent that the available records show completely theexisting conditions and does not guarantee any interpretation of these records. The Contractor assumes all
responsibility for deductions and conclusions as to the nature of rock and other materials to be excavated, thedifficulties of making and maintaining the required excavations and of doing other work affected by thegeology of the site of the work, and for the final preparation of the foundations for the spillway, dikes, andother structures.
ARTICLE 18 – MATERIALS TO BE FURNISHED BY THE CONTRACTOR(a) Unless otherwise specified in this contract, the Contractor shall furnish all materials required for thecompletion of the contract.
(b) Unless otherwise waived in writing by the Contracting Officer, the Contractor shall furnish theContracting Local Organization with certifications dated and signed by the manufacturer and/or supplier to theeffect that the items listed therein meet the requirements of this contract. Such certifications shall befurnished prior to the use of the material in any part of the construction and shall identify the project on which
the material is to be used.
ARTICLE 19 – WATER
Unless otherwise specified in this contract, the Contractor shall provide and maintain at his/her own expense
an adequate supply of water suitable for purposes of performing the work.
ARTICLE 20 – WORKWEEK—CONSTRUCTION SCHEDULE(a) Unless furnished prior to contract award, the Contractor shall, prior to commencement of work, submit
to the Contracting Officer for approval: (1) a construction schedule showing the order in which he/she
proposes to carry on the work indicating the periods during which he/she will perform work on each item
listed in the bid schedule; and (2) the hours and days in which he/she proposes to carry on the work.
(b) If, in the opinion of the Contracting Officer, the Contractor falls behind the approved construction
schedule, the Contractor shall take such steps as may be necessary to improve his/her process and theContracting Officer may require him/her to either increase the number of shifts, days or hours of work, or theamount of construction plant, or all of them, and to submit for approval such revised construction schedule as
may be deemed necessary to show the manner in which the agreed rate of progress will be regained, allIFB No. PCCD-21-PCW10Rehab-02

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without additional cost to the Contracting Local Organization. If the Contractor fails to submit a revised
construction schedule within the time specified by the Contracting Officer, the Contracting Officer may
withhold approval of progress payments and/or take such other actions as provided in this contract until suchtime as the Contractor submits the required construction schedule.
(c) Failure of the Contractor to comply with the requirements of the Contracting Officer under this article
shall be grounds for determination by the Contracting Officer that the Contractor is not prosecuting the workwith such diligence as will insure completion within the time specified. Upon such determination, theContracting Officer may terminate the Contractor’s right to proceed with the work, or any separable part
thereof, in accordance with Article 5 of the General Conditions.
(d) The maximum workweek that will be approved is:- Monday through Saturday, up to 10 hours per day (maximum 60 hours per week).
- Work is permitted during “daylight” hours only.
(e) All work under this contract except minor items of work of an emergency, protective, or maintenancenature will be suspended for the periods listed below. These days are included in the original contract
performance time: 2021: Labor Day 9/6, Columbus Day 10/11, Veterans Day 11/11, Thanksgiving Break Nov.
25-27, Winter Break Dec. 20-31. 2022: New Year’s Day 1/1, M.L. King Day 1/17, Presidents Day 2/21,
Memorial Day 5/30, Independence Day 7/4, Labor Day 9/5, Columbus Day 10/10, Veterans Day 11/11,
Thanksgiving Break Nov. 24-26, Winter Break Dec. 19-31. 2023: New Year’s Day Jan. 1&2, M.L. King Day
1/16, Presidents Day 2/20.
(f) If the contract performance time is extended after the contract is awarded due to weather and its
effects, or for other reasons, all work (except that of an emergency, protective, or maintenance nature) will besuspended on days listed below and the suspension days will be added to the performance time: 2023:
Memorial Day 5/29, Independence Day 7/4, Labor Day 9/4, Columbus Day 10/9, Veterans Day 11/11,
Thanksgiving Break Nov. 23-25, Winter Break Dec. 18-31.
ARTICLE 21 – SUBCONTRACTORS(a) Work shall not be subcontracted in whole or in part without the prior written approval of theContracting Officer. The request shall be in writing with the name and qualifications of the proposed
subcontractor and a description of the work to be done.
(b) If at any time the Contracting Officer determines that any subcontractor is incompetent or undesirable,
he/she shall notify the Contractor accordingly and the Contractor shall take immediate steps for cancellationof the subcontract.
(c) Subcontracting by subcontractors shall be subject to the above requirements.
(d) Nothing contained in this contract shall create any contractual relationship between any subcontractor
and the Contracting Local Organization.
(e) Any subcontract awarded under this contract will not be awarded to any official of the Plum Creek
Conservation District, Texas State Soil and Water Conservation Board, Hays County Soil and Water
Conservation District, Caldwell-Travis Soil and Water Conservation District, or USDA-Natural Resources
Conservation Service (all in the State of Texas), or to any firm in which any official or any member of suchofficial’s immediate family of these entities has direct or indirect interest in the pecuniary profits or contracts ofsuch firms.
ARTICLE 22 – SURVEYS
See PART IV, Construction Specification 7 – Construction Surveys.
ARTICLE 23 – SUSPENSION OF WORK(a) The Contracting Officer may order the Contractor in writing to suspend, delay, or interrupt all or any
part of the work for such period of time as he/she may determine to be appropriate for the convenience of theContracting Local Organization. See General Conditions Article 5(d)(4) regarding work suspensions due to
COVID-19.
(b) If the performance of all or any part of the work is, for an unreasonable period of time, suspended,
delayed, or interrupted by an act of the Contracting Officer in the administration of this contract, or by his/her
failure to act within the time specified in this contract (or if no time is specified, within a reasonable time), an
adjustment shall be made for any increase in the cost of performance of this contract (excluding profit)

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necessarily caused by such unreasonable suspension, delay, or interruption and the contract modified inwriting accordingly. However, no adjustment shall be made under this article for any suspension, delay, orinterruption to the extent (1) that performance would have been so suspended, delayed, or interrupted by anyother cause including the fault or negligence of the Contractor or (2) for which an equitable adjustment isprovided for or excluded under any other provision of this contract.
(c) No claim under this article shall be allowed (1) for any costs incurred more than 20 days before theContractor shall have notified the Contracting Officer in writing of the act or failure to act involved (but thisrequirement shall not apply as to a claim resulting from a suspension order), and(2) unless the claim, in an amount stated, is asserted in writing as soon as practicable after the termination ofsuch suspension, delay, or interruption, but not later than the date of final payment under the contract.
ARTICLE 24 – CLEANUP WORK(a) During performance of the work the Contractor shall keep the work site, areas adjacent to the worksite and access roads in an orderly condition, free and clear from debris and discarded materials. Care shallbe taken to prevent spillage when hauling is being done. Any spillage or debris resulting from theContractor’s operations shall be immediately removed.
(b) Upon completion of the work the Contractor shall remove from the work site, areas adjacent to thework site and access roads: all plant, buildings, debris, unused materials, concrete forms and other likematerial belonging to Contractor or used under his/her direction during the construction. Contractor shallgrade all access roads, other than public, removing wheel tracks and smoothing up such roads.
ARTICLE 25 – ASSIGNMENTThe Contractor shall not assign in whole or in part this contract without the prior written consent of theContracting Local Organization. The Contractor shall not assign any moneys due or to become due tohim/her under this contract without the prior written consent of the Contracting Local Organization.
ARTICLE 26 – WEATHER(a) The Contracting Officer may order suspension of the work in whole or in part, commencing with the
day after receipt of the Notice to Proceed by the Contractor, due to weather or the effects of weather at thesite, for such time as he/she considers it unfavorable for satisfactory prosecution of the work.
(b) When the Contracting Officer orders suspension under (a) of this article, the contract completion dateshall be extended a full calendar day for each calendar day during suspension of the work if:(1) All work is suspended except minor items as may be designated in this contract or as approved
during the suspension period by the Contracting Officer at his/her sole discretion on a case-by-case basis(work of an emergency, protective or maintenance nature may be performed at any time); and(2) The hours lost in any one workday of the authorized workweek through suspension equal one-halfor more of the hours of an authorized workday.
(c) If the Contracting Officer orders suspension of work as provided in (b) of this article and the hours lostin the workday immediately preceding a nonworkday equal one-half or more of the hours in an authorized
workday, the contract completion date shall be extended a full calendar day for each nonworkday duringsuspension of the work.
(d) When the Contracting Officer orders any suspension of the work under this article, the Contractor
shall not be entitled to any cost or damages resulting from such suspension.
(e) When the contract completion date is extended under this article, the contract shall be modified inwriting accordingly.
ARTICLE 27 – NONCOMPLIANCE WITH CONTRACT REQUIREMENTS(a) The Contracting Officer may order suspension of the work in whole or in part for such time as he/she
deems necessary because of the failure of the Contractor to comply with any of the requirements of thiscontract, and the contract completion date shall not be extended on account of any such suspension of thework.
(b) When the Contracting Officer orders any suspension of the work under (a) of this article, theContractor shall not be entitled to any costs or damages resulting from such suspension.
(c) The rights and remedies of the Contracting Local Organization provided in this article are in addition
to any other rights and remedies provided by law or under this contract.

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ARTICLE 28 – QUANTITY VARIATIONS(a) Where the quantity of work shown for an item in the bid schedule, including any modification thereof,is estimated, no adjustment of the contract price nor of the performance time shall be made for overruns orunderruns which are within 25 percent of the estimated quantity of any such item.
(b) For overruns of more than 25 percent, the Contracting Officer shall re-estimate the quantity for theitem, establish an equitable contract price for the overrun of more than 25 percent, adjust contract
performance time equitably, and modify the contract in writing accordingly; this article to thereafter beapplicable to the total re-estimated item quantity.
(c) For underruns of more than 25 percent, the Contracting Officer shall determine the quantity for theitem, establish an equitable contract price therefor, adjust contract performance time equitably, and modify
the contract in writing accordingly.
ARTICLE 29 – FEDERAL, STATE, AND LOCAL TAXES(a) Except as otherwise provided, contract unit prices shall include all applicable Federal, State, and local
taxes.
(b) Texas State, County, and Municipal Sales and Use Tax. (1) The Contracting Local Organization is an
exempt entity per §151.309(5) of the Limited Sales, Excise, and Use Tax Act (Texas Tax Code Chapter 151– Limited Sales, Excise, and Use Tax) and will issue the Contractor an affidavit as proof of this exemption.
This contract is a “lump-sum contract” as defined by Texas Administrative Code, Title 34, Part 1, Chapter 3,
Subchapter O – State Sales and Use Tax, Rule §3.291 (Contractors).
(2) When purchased by the Contractor for use in performance of this contract, certain tangible
personal property and taxable services are exempt from State Sales and Use Tax under Texas Tax Code§151.311, and in most cases are also exempt from County and Municipal Sales and Use Tax. Contractor issubject to tax responsibilities in Texas Administrative Code Rule §3.291, section (c), and is responsible toissue a properly completed exemption certificate to a supplier in accordance with section (c)(5).
(3) Contractor is solely responsible to be adequately familiar with and comply with all requirementsof Texas Tax Code, Texas Administrative Codes, and any other State/local regulations when claiming tax
exemption for purchase of items for use in the performance of this contract.
(4) “Contractor” as used in this paragraph (b) includes subcontractors as defined in Texas
Administrative Code Rule §3.291, section (a)(3).
ARTICLE 30 – SHOP DRAWINGS(a) The term “shop drawings” includes drawings, diagrams, layouts, schematics, descriptive literature,illustrations, schedules, performance and test data, and similar materials furnished by the Contractor to
explain in detail specific portions of the work required by the contract.
(b) If this contract requires shop drawings, the Contractor shall coordinate all such drawings, and review
them for accuracy, completeness, and compliance with contract requirements and shall indicate his/her
approval thereon as evidence of such coordination and review. Shop drawings submitted to the Contracting
Officer without evidence of the Contractor’s approval may be returned for resubmission. The Contracting
Officer will indicate his/her approval or disapproval of the shop drawings and if not approved as submitted
shall indicate his/her reasons therefor. Any work done prior to such approval shall be at the Contractor’s risk.
Approval by the Contracting Officer shall not relieve the Contractor from responsibility for any errors oromissions in such drawings, nor from responsibility for complying with the requirements of this contract,
except with respect to variations described and approved in accordance with (c) below.
(c) If shop drawings show variations from the contract requirements, the Contractor shall describe suchvariations in writing, separate from the drawings, at the time of submission. If the Contracting Officer
approves any such variation(s), he/she shall issue an appropriate contract modification, except that, if thevariation is minor and does not involve a change in price or in time of performance, a modification need not
be issued.

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ARTICLE 31 – TERMINATION FOR CONVENIENCE OF THE CONTRACTING LOCAL ORGANIZATIONThe Contracting Officer, by written notice, may terminate this contract in whole or in part, when it is in theinterest of the Contracting Local Organization. If this contract is so terminated, the Contractor shall becompensated for all necessary and reasonable direct costs of performing the work actually accomplished. In
addition, the Contractor shall be paid 10 percent for overhead expenses based on said direct costs, and 5
percent for profit based on the total of direct costs and overhead costs. From this will be deducted any
payments or reimbursements previously paid and salvage value of materials paid for by the Contracting Local
Organization but not used. Provided however, no profit shall be paid if the Contractor would have incurred aloss had the entire contract been completed.
ARTICLE 32 – PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES,AND IMPROVEMENTS(a) The Contractor shall preserve and protect all structures, equipment, and vegetation (such as
trees, shrubs, and grass) on or adjacent to the work site, which are not to be removed and which do notunreasonably interfere with the work required under this contract. The Contractor shall only remove trees
when specifically authorized to do so, and shall avoid damaging vegetation that will remain in place. If
any limbs or branches of trees are broken during contract performance, or by the careless operation ofequipment, or by workmen, the Contractor shall trim those limbs or branches with a clean cut and paintthe cut with a tree-pruning compound as directed by the Contracting Officer.
(b) The Contractor shall protect from damage all existing improvements and utilities (1) at or near thework site, and (2) on adjacent property of a third party, the locations of which are made known to or
should be known by the Contractor. The Contractor shall repair any damage to those facilities, including
those that are the property of a third party, resulting from failure to comply with the requirements of thiscontract or failure to exercise reasonable care in performing the work. If the Contractor fails or refuses torepair the damage promptly, the Contracting Officer may have the necessary work performed and charge
the cost to the Contractor.
ARTICLE 33 – OPERATIONS AND STORAGE AREAS(a) The Contractor shall confine all operations (including storage of materials) on Contracting Local
Organization premises to areas authorized or approved by the Contracting Officer. The Contractor shallhold and save the Contracting Local Organization, its officers and agents, free and harmless from liabilityof any nature occasioned by the Contractor's performance.
(b) Temporary buildings (e.g., storage sheds, shops, offices) and utilities may be erected by theContractor only with the approval of the Contracting Officer and shall be built with labor and materials
furnished by the Contractor without expense to the Contracting Local Organization. The temporary buildings
and utilities shall remain the property of the Contractor and shall be removed by the Contractor at its
expense upon completion of the work. With the written consent of the Contracting Officer, the buildings andutilities may be abandoned and need not be removed.
(c) The Contractor shall, under regulations prescribed by the Contracting Officer, use only establishedroadways, or use temporary roadways constructed by the Contractor when and as authorized by theContracting Officer. When materials are transported in prosecuting the work, vehicles shall not be loaded
beyond the loading capacity recommended by the manufacturer of the vehicle or prescribed by any
Federal, State, or local law or regulation. When it is necessary to cross curbs or sidewalks, theContractor shall protect them from damage. The Contractor shall repair or pay for the repair of any
damaged curbs, sidewalks, or roads.
ARTICLE 34 – USE AND POSSESSION PRIOR TO COMPLETION(a) The Contracting Local Organization shall have the right to take possession of or use any
completed or partially completed part of the work. Before taking possession of or using any work, theContracting Officer shall furnish the Contractor a list of items of work remaining to be performed orcorrected on those portions of the work that the Contracting Local Organization intends to takepossession of or use. However, failure of the Contracting Officer to list any item of work shall not relieve
the Contractor of responsibility for complying with the terms of the contract. The Contracting Local
Organization's possession or use shall not be deemed an acceptance of any work under the contract.
(b) While the Contracting Local Organization has such possession or use, the Contractor shall be

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relieved of the responsibility for the loss of or damage to the work resulting from the Contracting Local
Organization's possession or use, notwithstanding the terms of Article 11 (Permits and Responsibilities)of these General Conditions. If prior possession or use by the Contracting Local Organization delays the
progress of the work or causes additional expense to the Contractor, an equitable adjustment shall bemade in the contract price or the time of completion, and the contract shall be modified in writing
accordingly.
ARTICLE 35 – LAYOUT OF WORK
See PART IV, Construction Specification 7 – Construction Surveys.
ARTICLE 36 – PRECONSTRUCTION CONFERENCE
If the Contracting Officer decides to conduct a preconstruction conference, the successful offeror will be
notified and will be required to attend. The Contracting Officer's notification will include specific details
regarding the date, time, and location of the conference, any need for attendance by subcontractors, andinformation regarding the items to be discussed.
ARTICLE 37 – CONTRACTOR RECORDS(a) Access to Records. Contractor shall provide access by Contracting Local Organization, Texas State
Soil and Water Conservation Board, Texas State Auditor’s Office, or USDA-Natural Resources Conservation
Service, or any of their duly authorized representatives, to any books, documents, papers, and records of theContractor which are directly pertinent to the contract for the purpose of making audit, examination, excerpts,
and transcriptions.
(b) Retention of Records. Contractor shall retain all records requiring access per paragraph (a) above forseven (7) years after the Contracting Local Organization makes final payment under the contract and all otherpending matters between the Contracting Local Organization and the Contractor under the contract areclosed.
ARTICLE 38 – ARCHEOLOGICAL OR HISTORIC SITES
If a previously unidentified archeological or historic site(s) is encountered, the Contractor shall discontinue
work in the general area of the site(s) and notify the Contracting Officer immediately.
ARTICLE 39 – CONTROL OF EROSION, SEDIMENTATION, AND POLLUTION(a) Operations shall be scheduled and conducted to minimize erosion of soils and to prevent silting
and muddying of streams, rivers, irrigation systems, and impoundments (lakes, reservoirs, etc.).
(b) Pollutants such as fuels, lubricants, bitumens, raw sewage, and other harmful materials shall not
be discharged on the ground; into or nearby rivers, streams, or impoundments; or into natural or manmade channels. Wash water or waste from concrete or aggregate operations shall not be allowed toenter live streams prior to treatment by filtration, settling, or other means sufficient to reduce the sedimentcontent to not more than that of the stream into which it is discharged.
(c) Mechanized equipment shall not be operated in flowing streams without written approval by theContracting Officer.
ARTICLE 40 – [RESERVED]
ARTICLE 41 – ACCIDENT PREVENTION AND SAFETY(a) The Contractor shall provide and maintain work environments and procedures which will:(1) Safeguard the public and Contracting Local Organization personnel, property, materials,
supplies, and equipment exposed to Contractor operations and activities;(2) Avoid interruptions of Contracting Local Organization operations and delays in projectcompletion dates; and(3) Control costs in the performance of this contract.
(b) Whenever the Contracting Officer becomes aware of any noncompliance with these requirements
or any condition which poses a serious or imminent danger to the health or safety of the public orContracting Local Organization personnel, the Contracting Officer shall notify the Contractor orally, withwritten confirmation, and request immediate initiation of corrective action. This notice, when delivered toIFB No. PCCD-21-PCW10Rehab-02

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the Contractor or the Contractor's representative at the work site, shall be deemed sufficient notice of thenoncompliance and that corrective action is required. After receiving the notice, the Contractor shallimmediately take corrective action. If the Contractor fails or refuses to promptly take corrective action, theContracting Officer may issue an order stopping all or part of the work until satisfactory corrective action
has been taken. The Contractor shall not be entitled to any equitable adjustment of the contract price or
extension of the performance schedule on any stop work order issued under this article.
(c) The Contractor shall insert this article, including this paragraph (c), with appropriate changes inthe designation of the parties, in subcontracts.
(d) Before commencing the work, the Contractor shall-(1) Submit a written proposed plan for implementing this article. The plan shall include an analysisof the significant hazards to life, limb, and property inherent in contract work performance and a plan forcontrolling these hazards; and(2) Meet with representatives of the Contracting Officer to discuss and develop a mutual
understanding relative to administration of the overall safety program.
(e) In the event there is a conflict between the requirements contained in the specifications, Contractor’ssafety program, and U.S. Department of Labor construction safety and health standards, the more stringent
requirement will prevail.
(f) Contractor shall comply with OSHA (Occupational Safety and Health Administration) Parts 1910 and
1926 Construction Industry Standards and Interpretations, and with the supplement below:
Supplement to OSHA Parts 1910 and 1926 Construction
Industry Standards and Interpretations
Requests for variances or waiver from this supplement are to be made to the Contracting Officer in writing
supported by evidence that every reasonable effort has been made to comply with the contractual
requirements. A written request for a waiver or a variance shall include-(1)(2)(3)

Specific reference to the provision or standard in question;
An explanation as to why the waiver is considered justified; andThe Contractor's proposed alternative, including technical drawings, materials, or equipment
specifications needed to enable Contracting Officer to render a decision.

No waiver or variance will be approved if it endangers any person. The Contractor shall not proceed
under any requested revision of a provision until the Contracting Officer has given written approval. The
Contractor is to hold and save harmless the United States Department of Agriculture, Natural Resources
Conservation Service, Texas State Soil and Water Conservation Board, and the Contracting Local
Organization free from any claims or causes of action whatsoever resulting from the Contractor or
Subcontractors proceeding under a waiver or approved variance.
Copies of OSHA Parts 1910 and 1926, Construction Industry Standards and Interpretations, may beobtained from:Superintendent of Documents
U.S. Government Printing Office
Washington, DC 20402
A. GENERAL CONTRACTOR REQUIREMENTS(1) SAFETY PROGRAM. Each Contractor is to demonstrate that he or she has facilities for
conducting a safety program commensurate with the work under contract. The Contractor is to submit in
writing a proposed comprehensive safety program to the Contracting Officer for approval before the startof operations. The program is to specifically state what provisions the Contractor proposes to take for thehealth and safety of all employees, including subcontractors and rental equipment operators. The
program shall be site specific and provide details relevant to the work to be done, the hazards associatedwith the work, and the actions that will be necessary to minimize the identified hazards.

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GC-14 of 18(2) PRECONSTRUCTION SAFETY MEETING. Representatives for the Contractor are to meet with
the Contracting Officer or the CO’s Representative before commencing work to discuss the safety
program and the implementation of all health and safety standards pertinent to the work under thiscontract.
(3) JOINT SAFETY POLICY COMMITTEE. The Contractor or designated on-site representative is toparticipate in monthly meetings of a joint Safety Policy Committee, composed of Contracting Officer, CLO
Engineer and/or Inspector, and Contractor supervisory personnel. At these meetings the Contractor's
project manager and the Contracting Officer will review the effectiveness of the Contractor's safety effort,
resolve current health and safety problems, and coordinate safety activities for upcoming work.
(4) SAFETY PERSONNEL. Each Contractor is to designate a competent supervisory employee
satisfactory to Contracting Officer to administer the safety program.
(5) SAFETY MEETINGS. A minimum of one "on-the-job" or "toolbox" safety meeting is to be
conducted each week by all field supervisors or foremen and attended by mechanics and all personnel at
the jobsite. The Contractor is to also conduct regularly scheduled supervisory safety meetings at least
monthly for all levels of job supervision.
(6) SAFETY INSPECTION. The Contractor shall perform frequent and regular safety inspections of
the jobsite, materials, and equipment, and shall correct deficiencies.
(7) FIRST AID TRAINING. Every Contractor foreman's work crew must include an employee who hasa current first aid certificate from the Mine Safety and Health Administration, American Red Cross, orother state-approved organization.
(8) REPORTS. Each contractor is to maintain an accurate record of all job-related deaths, diseases,or disabling injuries. The records shall be maintained in a manner approved by the Contracting Officer. A
copy of all reports is to be provided to the Contracting Officer. All fatal or serious injuries are to bereported immediately to the Contracting Officer, and every assistance is to be given in the investigation of
the incident, including submission of a comprehensive narrative report to the Contracting Officer. Other
occurrences with serious accident potential, such as equipment failures, slides, and cave-ins, must also
be reported immediately. The Contractor is to assist and cooperate fully with the Contracting Officer in
conducting accident investigations. The Contracting Officer is to be furnished all information and data
pertinent to investigation of an accident.
(9) CERTIFICATION OF INSURANCE. Contractors are to provide the Contracting Officer withcertificates of insurance before the start of operations indicating full compliance with State Worker's
Compensation statutes, as well as other certificates of insurance required under the contract. [See PARTIII – Supplemental Conditions, Articles 1, 2, and 3.]
B. FIRST AID AND MEDICAL FACILITIES(1) FIRST AID KITS. A 16-unit first aid kit approved by the American Red Cross is to be provided ataccessible, well-identified, locations at the ratio of at least 1 kit for each 25 employees. The first aid kits
are to be moistureproof and dusttight, and the contents of the kits are to be replenished as used or as
they become ineffective or outdated.
(2) EMERGENCY FIRST AID. At least one employee certified to administer emergency first aid must
be available on each shift and duly designated by the Contractor to care for injured employees. The
names of the certified employees shall be posted at the jobsite.
(3) COMMUNICATION AND TRANSPORTATION. Prior to the start of work, the Contractor is tomake necessary arrangements for prompt and dependable communications, transportation, and medicalcare for injured employees. At least one stretcher and two blankets shall be readily available fortransporting injured employees.
(4) FIRST AID AND MEDICAL REPORTS. The Contractor is to maintain a record system for first aid
and medical treatment on the jobsite. Such records are to be readily available to the Contracting Officer
and are to include--IFB No. PCCD-21-PCW10Rehab-02

GC-15 of 18(a) A daily treatment log listing chronologically all persons treated for occupational injuries andillnesses;(b) Cumulative record of injury for each individual;(c) Monthly statistical records of occupational injuries, classified by type and nature of injury; and(d) Required records for worker's compensation.
(5) SIGNS AND DIRECTIONAL MARKINGS. Adequate identification and directional markers are to
be provided to readily denote the location of all first aid stations.
(6) EMERGENCY LISTING. A listing of telephone numbers and addresses of doctor, rescue squad,hospital, police, and fire departments is to be provided at all first aid locations.
C. PHYSICAL QUALIFICATIONS OF EMPLOYEES(1) GENERAL REQUIREMENTS. Persons employed throughout the contract are to be physicallyqualified to perform their assigned duties. Employees must not knowingly be permitted or required towork while their ability or alertness is impaired by fatigue, illness, or any other reason that may jeopardize
themselves or others.
(2) HOIST OPERATORS. Operators of cranes, cableways, and other hoisting equipment shall be
examined annually by a physician and provided with a certification stating that they are physicallyqualified to safely operate hoisting equipment. The Contractor is to submit a copy of each certification to
the Contracting Officer.
(3) HEAVY EQUIPMENT OPERATORS. It is recommended that operators of trucks and heavyequipment be given physical examinations to determine if they are physically qualified to perform theirassigned work without endangering themselves or others.
(4) MOTOR VEHICLE OPERATORS. Operators of motor vehicles engaged primarily in thetransportation of personnel are to be 18 years of age or older and have a valid state operator's permit orlicense for the equipment being operated. The operators must have passed a physical examadministered by a licensed physician within the past year showing that they are qualified to operatevehicles safely.
D. PERSONAL PROTECTIVE EQUIPMENT(1) HARD HAT AREAS. The entire jobsite, with the exception of offices, shall be considered a hard
hat area. All persons entering the area are, without exception, required to wear hard hats. The
Contractor shall provide hard hats for visitors entering hard hat areas.
(2) LABELS. Hard hats shall bear a manufacturer's label indicating design compliance with theappropriate ANSI (American National Standards Institute) standard.
(3) POSTING.
(a) Signs at least 3 by 4 feet worded as follows with red letters (minimum 6 inches high) and whitebackground shall be erected at access points to designated hard hat areas:
CONSTRUCTION AREA - HARD HATSREQUIRED BEYOND THIS POINT(b) These signs are to be furnished and installed by the Contractor at entries to shops, service
yards, and job access points.
(4) SAFETY GOGGLES (DRILLERS). DRILLERS AND HELPERS. Drillers and helpers operating
pneumatic rock drills must wear protective safety goggles.
E. MACHINERY AND MECHANIZED EQUIPMENT(1) SAFE CONDITION. Before any machinery or mechanized equipment is initially used on the job, it
must be inspected and tested by qualified personnel and determined to be in safe operating condition andappropriate for the intended use. Operators shall inspect their equipment prior to the beginning of each

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shift. Any deficiencies or defects shall be corrected prior to using the equipment. Safety equipment, suchas seatbelts, installed on machinery is to be used by equipment operators.
(2) TAGGING AND LOCKING. The controls of power-driven equipment under repair are to belocked. An effective lockout and tagging procedure is to be established, prescribing specificresponsibilities and safety procedures to be followed by the person or persons performing repair work.
Mixer barrels are to be securely locked out before permitting employees to enter them for cleaning or
repair.
(3) HAUL ROADS FOR EQUIPMENT(a) ROAD MAINTENANCE. The Contractor shall maintain all roadways, including haul roads andaccess roads, in a safe condition so as to eliminate or control dust and ice hazards. Wherever dust is ahazard, adequate dust-laying equipment shall be available at the jobsite and utilized to control the dust.
(b) SINGLE-LANE HAUL ROADS. Single-lane haul roads with two-way traffic shall haveadequate turnouts. Where turnouts are not practical, a traffic control system shall be provided to prevent
accidents.
(c) TWO-WAY HAUL ROADS. On two-way haul roads, arrangements are to be such that vehicles
travel on the right side wherever possible. Signs and traffic control devices are to be employed toindicate clearly any variations from a right-hand traffic pattern. The road shall be wide enough to permit
safe passage of opposing traffic, considering the type of hauling equipment used.
(d) DESIGN AND CONSTRUCTION OF HAUL ROADS. Haul road design criteria and drawings, if
requested by the Contracting Officer, are to be submitted for approval prior to road construction.
Sustained grades shall not exceed 12 percent and all curves shall have open-sight line with as great aradius as practical. All roads shall be posted with curve signs and maximum speed limits that will permit
the equipment to be stopped within one-half the minimum sight distance.
(e) OPERATORS. Machinery and mechanized equipment shall be operated only by authorized
qualified persons.
(f) RIDING ON EQUIPMENT. Riding on equipment by unauthorized personnel is prohibited.
Seating and safety belts shall be provided for the operator and all passengers.
(g) GETTING ON OR OFF EQUIPMENT. Getting on or off equipment while the equipment is inmotion is prohibited.
(h) HOURS OF OPERATION. Except in emergencies, an equipment operator shall not operate
any mobile or hoisting equipment for more than 12 hours without an 8-hour rest interval away from thejob.
(4) POWER CRANES AND HOISTS (TRUCK CRANES, CRAWLER CRANES, TOWER CRANES,GANTRY CRANES, HAMMERHEAD CRANES, DERRICKS, CABLEWAYS, AND HOISTS)(a) PERFORMANCE TEST. Before initial on-site operation, at 12-month intervals, and after major
repairs or modification, power cranes, derricks, cableways, and hoists must satisfactorily complete a
performance test to demonstrate the equipment's ability to safely handle and maneuver the rated loads.
The tests shall be conducted in the presence of a representative of the Contracting Officer (the Engineer
and/or Inspector). Test data shall be recorded and a copy furnished to the Contracting Officer.
(b) PERFORMANCE TEST--POWER CRANES (CRAWLER MOUNTED, TRUCK MOUNTED,AND WHEEL MOUNTED). The performance test is to be carried out as per ANSI requirements. The test
is to consist of raising, lowering and braking the load and rotating the test load through 360º at the
specified boom angle or radius. Cranes equipped with jibs or boom tip extensions are to be tested using
both the main boom and the jib, with an appropriate test load in each case.
(c) PERFORMANCE TEST--DERRICKS, GANTRY CRANES, TOWER CRANES, CABLEWAYS,
AND HOISTS, INCLUDING OVERHEAD CRANES. This equipment is to be performance tested as perwith ANSI requirements.

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GC-17 of 18(d) BOOM ANGLE INDICATOR. Power cranes (including draglines) with booms capable ofmoving in the vertical plane shall be provided with a boom angle indicator in good working order.
(e) CRANE TEST CERTIFICATION. The performance test required by (4)(b) and (c) is fulfilled if
the Contractor provides the Contracting Officer a copy of the certificate of inspection made within the past
12 months by a qualified person or by a government or private agency satisfactory to the Contracting
Officer.
(f) POSTING FOR HIGH VOLTAGE LINES. A notice of the 10-foot (or greater) clearance
required by OSHA 1926.550, Subpart N, shall be posted in the operator's cab of cranes, shovels, boomtype concrete pumps, backhoes, and related equipment.
(g) BOOM STOPS. Cranes or derricks with cable-supported booms, except draglines, shall havea device attached between the gantry of the A-frame and the boom chords to limit the elevation of theboom. The device shall control the vertical motions of the boom with increasing resistance from 83° orless, until completely stopping the boom at not over 87° above horizontal.
(h) SAFETY HOOKS. Hooks used in hoisting personnel or hoisting loads over construction
personnel or in the immediate vicinity of construction personnel shall be forged steel equipped with safety
keepers. When shackles are used under these conditions, they shall be of the locking type or have thepin secured to prohibit turning.
(5) ROLLOVER PROTECTIVE STRUCTURES (ROPS)(a) ROLLOVER PROTECTIVE STRUCTURES. OSHA 1926, Subpart W, Overhead Protection,
Sections 1001 and 1002 are applicable regardless of the year in which the equipment was manufactured
and regardless of the struck capacity of the equipment.
(b) EQUIPMENT REQUIRING ROPS. The requirement for ROPS meeting (5)(a) above applies tocrawler and rubber-tired tractors such as dozers, push-and-pull tractors, winch tractors, tractors withbackhoes, and mowers; off-highway, self-propelled, pneumatic-tired earthmovers, including scrapers,
motor graders and loaders; and rollers, compactors, water tankers (excluding trucks with cabs). These
requirements shall also apply to agricultural and industrial tractors and similar equipment.
(c) EQUIPMENT REQUIRING SEATBELTS. The requirements for seatbelts as specified in OSHA
Subpart 0, Motor Vehicles, Mechanized Equipment, and Marine Operations, Section 1926.602 shall also
apply to self-propelled compactors and rollers, and rubber-tired skid-steer equipment.
F. LADDERS AND SCAFFOLDING(1) LADDERS. OSHA 1926, Subpart L - Section 450. Ladders shall be used as work platforms only
when use of small hand tools or handling of light material is involved. No work requiring lifting of heavymaterials or substantial exertion shall be done from ladders.
(2) SCAFFOLDING. OSHA 1926, Subpart L - Section 451. Scaffolds, platforms or temporary floors
shall be provided for all work except that which can be done safely from the ground or similar footing.
(3) SAFETY BELTS, LIFELINE, AND LANYARDS. OSHA 1926, Subpart E, Section 104. Lifelines,
safety belts and lanyards independently attached or attended, shall be used when performing such workas the following when the requirements of F(1) or (2) above cannot be met.
(a) Work on stored material in hoppers, bins, silos, tanks, or other confined spaces.
(b) Work on hazardous slopes, structural steel, or poles; erection or dismantling of safety nets,
tying reinforcing bars; and work from Boatswain's chairs, swinging scaffolds, or other unguarded locations
at elevations greater than 6 feet.
(c) Work on skips and platforms used in shafts by crews when the skip or cage does not block the
opening to within 1 foot of the sides of the shaft, unless cages are provided.

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IFB No. PCCD-21-PCW10Rehab-02

PART III - Contents

PART III
SUPPLEMENTAL CONDITIONS

Table of Contents
Page No.
ARTICLE 1

TYPES AND LIMITS OF INSURANCE ............................................................ SC-1

ARTICLE 2

SETTLEMENT OF INSURANCE CLAIMS ...................................................... SC-2

ARTICLE 3

WORKERS’ COMPENSATION INSURANCE COVERAGE ........................... SC-2

ARTICLE 4

POST-AWARD INFORMATION ...................................................................... SC-4

ARTICLE 5PERFORMANCE OF WORK BY CONTRACTOR .......................................... SC-4

ARTICLE 6

COMMENCEMENT, PROSECUTION, AND
COMPLETION OF WORK .............................................................................. SC-4

ARTICLE 7

VENUE ............................................................................................................. SC-4

ARTICLE 8

WAGES / BENEFITS ....................................................................................... SC-4

ARTICLE 9ETHICS / CONFLICTS OF INTEREST ........................................................... SC-5

ARTICLE 10

PROTESTS ...................................................................................................... SC-6

ARTICLE 11

DISPUTES / ALTERNATIVE DISPUTE RESOLUTION .................................. SC-7

ARTICLE 12

INDEMNIFICATION CLAUSE.......................................................................... SC-8

ARTICLE 13

PERFORMANCE AND PAYMENT BONDS .................................................... SC-9

ARTICLE 14

EQUAL OPPORTUNITY (FEDERALLYASSISTED CONSTRUCTION) ...................................................................... SC-10

ARTICLE 15

NOTICE TO PROSPECTIVE FEDERALLYASSISTED CONSTRUCTION CONTRACTORS(Certification of Nonsegregated Facilities) ..................................................... SC-10

ARTICLE 16

STANDARD FEDERAL EQUAL EMPLOYMENTOPPORTUNITY CONSTRUCTION CONTRACT
SPECIFICATIONS (EXECUTIVE ORDER 11246) ........................................ SC-11

ARTICLE 17

CERTIFICATION REGARDING DEBARMENT,SUSPENSION, INELIGIBILITY & VOLUNTARYEXCLUSION—LOWER TIER COVERED TRANSACTIONS ........................ SC-15

SC-i

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PART III - Contents

Page No.

ARTICLE 17A

TEXAS CERTIFICATION REGARDING DEBARMENT,SUSPENSION, INELIGIBILITY & VOLUNTARYEXCLUSION—LOWER TIER COVERED TRANSACTIONS ........................ SC-16

ARTICLE 18

CERTIFICATION REGARDING LOBBYINGCERTIFICATION FOR CONTRACTS, GRANTS,
LOANS, AND COOPERATIVE AGREEMENTS ............................................ SC-16

ARTICLE 19

CLEAN AIR AND WATER CLAUSE / CERTIFICATION ............................... SC-17

ARTICLE 20

SUBCONTRACTOR CERTIFICATION – TPDES ......................................... SC-18

SC-ii

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SC-1 of 18

PART III - SUPPLEMENTAL CONDITIONSARTICLE 1 – TYPES AND LIMITS OF INSURANCE
Satisfactory certificates of insurance shall be filed with Contracting Local Organization prior tocommencement of any work on this contract. Insurance requirements stated below do not establish limits of
the Contractor’s liability.
(a) Workmen's Compensation and Employer's Liability Insurance(1) Contractor shall provide workmen’s compensation and employee’s liability insurance at own
expense. This insurance shall protect Contractor against all claims under applicable state workmen'scompensation laws. Contractor shall also be protected against claims for injury, disease, or death of
employees which, for any reason, may not fall within the provisions of a workmen's compensation law.
(2) The liability limits shall be not less than:
Workmen's Compensation
Statutory
Employer's Liability$500,000(b) Comprehensive Automobile Liability Insurance(1) Contractor shall provide comprehensive automobile liability insurance at own expense. This
insurance shall be written in comprehensive form and shall protect Contractor against all claims for injuries tomembers of the public and damage to property of others arising from the use of motor vehicles, and shallcover operation on or off the site of all motor vehicles licensed for highway use, whether they are owned,
non-owned, or hired.
(2) Policy shall list CLO as additional named insured per Article 1(f).
(3) The liability limits shall be not less than:
Bodily injury$250,000 each person$500,000 each occurrence
Property damage$250,000 each occurrence(c) Comprehensive General Liability Insurance(1) Contractor shall provide comprehensive general liability insurance at own expense. This
insurance shall be written in comprehensive form and shall protect Contractor against all claims arisingfrom injuries to persons other than his/her employees or damage to property of Contracting Local
Organization or others arising out of any act or omission of Contractor or his/her agents, employees, or
subcontractors. The policy shall also include protection against claims insured by usual personal injury
liability coverage, such as a "protective liability" endorsement to insure the contractual liability assumed
by Contractor.
(2) To the extent that Contractor's work, or work under his/her direction, may require blasting,
explosive conditions, or underground operations, the comprehensive general liability coverage shall containno exclusion relative to blasting, explosion, collapse of building, or damage to underground property.
(3) Policy shall list CLO as additional named insured per Article 1(f).
(4) The liability limits shall be not less than:
Bodily injury$500,000 each occurrence
Property damage$250,000 each occurrence

Aggregate$1 million(d) Umbrella Liability Policy. If aggregate of Comprehensive General Liability Insurance in (c)(4) above
does not equal or exceed $1 million, the Contractor shall provide umbrella liability policy at its own
expense. This insurance shall protect Contractor against all claims in excess of the limits provided under
the workmen's compensation and employer's liability, comprehensive automobile liability, and generalliability policies. The liability limits of the umbrella liability policy shall not be less than $1,000,000. The
policy shall list CLO as additional named insured per Article 1(f).
(e) Policy Cancellation. Each policy shall contain a provision that the coverage afforded will not becanceled or materially changed until at least 30 days prior written notice has been given to theContracting Local Organization or Contracting Officer.

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SC-2 of 18(f) Additional Named Insured. The Contracting Local Organization (CLO) shall be listed as an additional
named insured on Comprehensive Automobile Liability, Comprehensive General Liability, and Umbrella
Liability policies(g) Waiver of Subrogation. All policies of insurance shall waive all rights of subrogation against theContracting Local Organization, its officers, employees and agents.
ARTICLE 2 – SETTLEMENT OF INSURANCE CLAIMS
Losses insured under policies that include Contracting Local Organization, as a named insured, shall be
adjusted with Contracting Local Organization and made payable to Contracting Local Organization as trustee
for the insureds, as their interests may appear.
ARTICLE 3 – WORKERS’ COMPENSATION INSURANCE COVERAGE
Contractor shall provide worker’s compensation insurance coverage as specified below at own expense.
(a) Definitions. (1) Certificate of coverage (“certificate”)—A copy of a certificate of insurance, a certificate
of authority to self-insure issued by the TX Department of Insurance, Division of Workers’ Compensation, or acoverage agreement (DWC Form-81, DWC Form-82, DWC Form-83, or DWC Form-84), showing statutory
workers’ compensation insurance coverage for the person’s or entity’s employees providing services on a
project, for the duration of the project.
(2) Duration of the project—Includes the time from the beginning of the work on the project until theContractor’s/person’s work on the project has been completed and accepted by the Contracting Local
Organization.
(3) Persons providing services on the project (“subcontractor” in §406.096, Texas Labor Code)includes all persons or entities performing all or part of the services the Contractor has undertaken to
perform on the project, regardless of whether that person contracted directly with the Contractor andregardless of whether that person has employees. This includes, without limitation, independent
contractors, subcontractors, leasing companies, motor carriers, owner-operators, employees of any such
entity, or employees of any entity which furnishes persons to provide services on the project. “Services”
include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor,transportation, or other service related to a project. “Services” does not include activities unrelated to theproject, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets.
(b) The Contractor shall provide coverage, based on proper reporting of classification codes and payroll
amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor
Code, Section 401.011 (44) for all employees of the Contractor providing services on the project, for theduration of the project.
(c) The Contractor must provide a certificate of coverage to the Contracting Local Organization prior tobeing awarded the contract.
(d) If the coverage period shown on the Contractor’s current certificate of coverage ends during theduration of the project, the Contractor must, prior to the end of the coverage period, file a new certificate ofcoverage with the Contracting Local Organization showing that coverage has been extended.
(e) The Contractor shall obtain from each person providing services on a project, and provide to theContracting Local Organization:(1) A certificate of coverage, prior to that person beginning work on the project, so the Contracting
Local Organization will have on file certificates of coverage showing coverage for all persons providing
services on the project, and(2) No later than seven days after receipt by the Contractor, a new certificate of coverage showing
extension of coverage, if the coverage period shown on the current certificate of coverage ends during theduration of the project.
(f) The Contractor shall retain all required certificates of coverage for the duration of the project and thenin accordance with PART II, General Conditions, Article 37, Contractor Records.
(g) The Contractor shall notify the Contracting Local Organization in writing by certified mail or personaldelivery, within 10 days after the Contractor knew or should have known, of any change that materially affects
the provision of coverage of any person providing services on the project.

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SC-3 of 18(h) The Contractor shall post on each project site a notice [see paragraph (l) of this Article], in the text,
form and manner prescribed by the Texas Department of Insurance, Division of Workers’ Compensation,
informing all persons providing services on the project that they are required to be covered, and stating how aperson may verify coverage and report lack of coverage.
(i) The Contractor shall contractually require each person with whom it contracts to provide services on a
project, to:(1) Provide coverage, based on proper reporting of classification codes and payroll amounts and filingof any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all of its employees providing services on the project, for the duration of the project;(2) Provide to the Contractor, prior to that person beginning work on the project, a certificate ofcoverage showing that coverage is being provided for all employees of the person providing services on the
project, for the duration of the project;(3) Provide the Contractor, prior to the end of the coverage period, a new certificate of coverage
showing extension of coverage, if the coverage period shown on the current certificate of coverage ends
during the duration of the project;(4) Obtain from each other person with whom it contracts, and provide to the Contractor:(i)a certificate of coverage, prior to the other person beginning work on the project; and(ii)
a new certificate of coverage showing extension of coverage, prior to the end of thecoverage period, if the coverage period shown on the current certificate of coverage ends during the durationof the project;(5) Retain all required certificates of coverage on file for the duration of the project and then inaccordance with PART II – General Conditions, Article 37 – Contractor Records;(6) Notify the Contracting Local Organization in writing by certified mail or personal delivery, within 10
days after the person knew or should have known, of any change that materially affects the provision ofcoverage of any person providing services on the project; and(7) Contractually require each person with whom it contracts, to perform as required by paragraphs(1) - (7), with the certificates of coverage to be provided to the person for whom they are providing services.
(j) By signing this contract or providing or causing to be provided a certificate of coverage, the Contractor
is representing to the Contracting Local Organization that all employees of the Contractor who will provide
services on the project will be covered by workers’ compensation coverage for the duration of the project, thatthe coverage will be based on proper reporting of classification codes and payroll amounts, and that all
coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self-insured, with
the TX Department of Insurance, Division of Workers’ Compensation. Providing false or misleading
information may subject the Contractor to administrative penalties, criminal penalties, civil penalties, or othercivil actions.
(k) The Contractor’s failure to comply with any of these provisions is a breach of contract by theContractor which entitles the Contracting Local Organization to declare the contract void if the Contractor
does not remedy the breach within ten days after receipt of notice of breach from the Contracting Local
Organization.
(l) Posting of Notice: “REQUIRED WORKER’S COMPENSATION COVERAGE”“The law requires that each person working on this site or providing services related to thisconstruction project must be covered by workers’ compensation insurance. This includes persons
providing, hauling, or delivering equipment or materials, or providing labor or transportation or otherservice related to the project, regardless of the identity of their employer or status as an employee.
Call the Division of Workers’ Compensation at 1-800-252-7031 or access the division’s website at
www.tdi.texas.gov/wc/indexwc.html to receive information on the legal requirement for coverage,
to verify whether your employer has provided the required coverage, or to report an employer’s
failure to provide coverage.”

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SC-4 of 18

ARTICLE 4 – POST-AWARD INFORMATION
Within five (5) workdays after receipt of Notice of Award, Contractor shall submit to the Contracting Officer thefollowing post-award information:(a) Two (2) fully executed counterparts of the Contract Agreement including all the contract
documents.
(b) Performance and payment bonds as specified in Article 13 of these Supplemental Conditions.
(c) Copy of all insurance certificates required in Articles 1, 2, and 3 of these Supplemental Conditions.
(d) List of proposed subcontractors required in PART II, General Conditions, Article 21(a).
(e) Major equipment schedule per PART II, General Conditions, Article 8(a). A firm commitment inwriting from all suppliers of equipment that will be leased shall be provided. Equipment shall be open to
inspection prior to award of the contract or commencement of work to verify soundness and reliability.
(f) Contractor’s proposed workweek (days and clock hours) per PART II, General Conditions, Article
20(a).
(g) Contractor Certification form for Storm Water Pollution Prevention Plan (see PART IV, Appendix A
to Construction Specification 5, Pollution Control).
(h) For a nonresident bidder who is a corporation, limited partnership, or limited liability company: acurrent Certificate of Authority from Texas Secretary of State, if not yet provided.
(i) Form CIQ, Conflict of Interest Questionnaire, as required by Article 9 of these Supplemental
Conditions.
Should the bidder to whom the contract is awarded fail or refuse to enter into a proper contract with
the CLO, or fail or refuse to comply with these conditions within the time specified, the bidder forfeits thebid guarantee, and/or the CLO may pursue any other action allowed by law.
ARTICLE 5 – PERFORMANCE OF WORK BY CONTRACTOR
The Contractor shall perform on the site, and with its own organization, work equivalent to at least twenty (20)percent of the total amount of work to be performed under the Contract. This percentage may be reduced bya supplemental agreement to this contract if, during the performance of the work, the Contractor requests a
reduction and the Contracting Officer determines that the reduction would be to the advantage of theContracting Local Organization.
ARTICLE 6 – COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK(a) Contractor shall be required to:(1) Commence work under this contract within twenty (20) calendar days from the date of receipt of
written Notice to Proceed [note: performance time commences the day after Notice to Proceed is received];(2) Prosecute the work diligently; and(3) Complete the entire work ready for use not later than six hundred forty (640) calendar days fromthe day after Notice to Proceed is received by Contractor.
(b) The time stated for completion shall include final cleanup of the premises.
ARTICLE 7 – VENUEThis contract shall be governed, construed and interpreted under the laws of the State of Texas. This
contract is performable in Hays County, Texas. The Contracting Local Organization has domicile in Caldwell
County, Texas, and any legal action must be filed in Caldwell County, Texas.
ARTICLE 8 – WAGES / BENEFITS
8.1 General
Contractor shall pay or cause to be paid, without cost or expense to Contracting Local Organization, all Social
Security, Unemployment and Federal Income Withholding Taxes of all such employees, and all such
employees shall be paid wages and benefits as required by Federal and/or State law (including but not
restricted to unemployment compensation coverage) and per wage rates requirements in Article 8.2 below.
In accordance with Texas Labor Code §61.012, Contractor shall post in conspicuous places in the workplace
notices indicating the paydays.

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SC-5 of 18

Laborers and Mechanics – Prevailing Wage Rates(a) This contract requires the Contractor and any of his/her subcontractors at any tier to pay prevailingwage rates as specified in this article and to follow requirements contained in Texas Government Code,
Chapter 2258, Prevailing Wage Rates.
(b) A copy of the Prevailing Wage Rates Determination that must be followed is included in PART VI ofthe contract.
(c) A worker employed or working upon the site of the work shall be paid the full amount of wages andbona fide fringe benefits (or cash equivalents thereof) computed at rates not less than those contained in thePrevailing Wage Rates Determination for regular work and for legal holiday and overtime work, regardless ofany contractual relationship which may be alleged to exist between the Contractor and such workers.
“Worker” includes laborers or mechanics.
(d) Workers shall be paid not less than the appropriate wage rate and fringe benefits in the wage
determination for the classification of work actually performed, without regard to skill. Those performing workin more than one classification may be compensated at the rate specified for each classification for the time
actually worked therein; provided that the employer’s payroll records accurately set forth the time spent ineach classification in which work is performed.
(e) The wage determination shall be posted at all times by the Contractor and subcontractors at the siteof the work in a prominent and accessible place where it can be easily seen by workers.
(f) Whenever the minimum wage rate prescribed in the contract for a class of laborers or mechanics
includes a fringe benefit which is not expressed as an hourly rate, the Contractor shall either pay the benefit
as stated in the wage determination or shall pay another bona fide fringe benefit or an hourly cash equivalent
thereof.
(g) The Contractor or subcontractor shall insert in any subcontracts this Article 8, and also a clauserequiring subcontractors to include Article 8 in any lower tier subcontracts. The Prime Contractor shall be
responsible for compliance by any subcontractor or lower tier subcontractor with this article.
(h) Payroll records. A Contractor and subcontractor shall keep a record showing: (i) the name andoccupation of each worker (includes a laborer or mechanic) employed by the Contractor or subcontractor in
the construction of the public work; and (ii) the actual per diem wages paid to each worker. The record shallbe open at all reasonable hours to inspection by the officers and agents of the Contracting Local Organizationand others as required by PART II, General Conditions, Article 37 (Contractor Records).
(i) A Contractor or subcontractor who violates this article shall pay to the Contracting Local Organizationa penalty of $60 for each worker employed for each calendar day or part of the day that the worker is paidless than the wage rates stipulated.
8.2

ARTICLE 9 – ETHICS / CONFLICTS OF INTEREST(a) Texas Local Government Code Chapter 171 provisions apply to award of this contract.
(b) A bidder and/or Contractor shall not offer or accept gifts or anything of value nor enter into any
business arrangement with any employee, official or agent of the Contracting Local Organization, USDANatural Resources Conservation Service, or Texas State Soil and Water Conservation Board.
(c) Contractor shall submit Form CIQ, Conflict of Interest Questionnaire, to PCCD with its Post-Award
Information (see Article 4 of these General Conditions) and update the submittal if there are any changes
during performance of the contract.
(d) Section 2252.908, Texas Government Code, as amended, requires that all contracts with private
business entities requiring approval by the PCCD Board of Directors, and/or with the amount of the contract
being in excess of $1,000,000, will require the on-line completion of Form 1295, Certificate of Interested
Parties. Form 1295 is also required for any and all contract amendments, extensions or renewals. The
awarded Contractor will be required to complete and file electronically with the Texas Ethics Commission
using the online filing application. If you have any questions about compliance, please consult your own legal
counsel. Compliance is the individual responsibility of the Contractor. Please visit State of Texas Ethics
Commission websites for more information:• https://www.ethics.state.tx.us/whatsnew/elf_info_form1295.htm

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SC-6 of 18

ARTICLE 10 – PROTESTS(a) Any actual or prospective bidder, offeror, proposer, or contractor who is aggrieved in connection
with the solicitation, evaluation, or award of a contract may formally protest to the Contracting Officer.
Such protests must be in writing and received by the Contracting Officer within ten working days after
such aggrieved person knows, or should have known, of the occurrence of the action which is protested.
Formal protests must conform to the requirements of this article and subsection (c) of this article, andshall be resolved in accordance with the procedure set forth in subsections (d) and (e) of this article.
Copies of the protest must be mailed or delivered by the protesting person to the project manager, if any,and other interested persons. For the purposes of this section, "interested persons" means all vendors
who have submitted bids or proposals for the contract involved.
(b) In the event of a timely protest or appeal under this section, the Contracting Local Organization
shall not proceed further with the solicitation or with the award of the contract unless the Contracting
Officer makes a written determination that the award of a contract without delay is necessary to protect
substantial interests of the state.
(c) A formal protest must be sworn and notarized and contain:(1) a specific identification of the statutory or regulatory provision(s) that the action complained ofis alleged to have violated;(2) a specific description of each act alleged to have violated the statutory or regulatory
provision(s) identified in paragraph (1) of this subsection;(3) a precise statement of the relevant facts;(4) an identification of the issue or issues to be resolved;(5) argument and authorities in support of the protest; and(6) a statement that copies of the protest have been mailed or delivered to other identifiableinterested persons.
(d) The Contracting Officer may settle and resolve the dispute concerning the solicitation or award of acontract by mutual agreement with the protesting person. The Contracting Officer may solicit written
responses to the protest from other interested persons.
(e) If the protest is not resolved by mutual agreement, the Contracting Officer will issue a written
determination on the protest.
(1) If the Contracting Officer determines that no violation of rules or statutes has occurred, he or
she shall inform the protesting person and other interested persons by letter which sets forth the reasonsfor the determination.
(2) If the Contracting Officer determines that a violation of the rules or statutes has occurred in acase where a contract has not been awarded, he or she shall inform the protesting person and otherinterested persons by letter that sets forth the reasons for the determination and the appropriate remedialaction.
(3) If the Contracting Officer determines that a violation of the rules or statutes has occurred in acase where a contract has been awarded, he or she shall inform the protesting person and otherinterested persons by letter which sets forth the reasons for the determination, and the appropriate
remedial action, which may include ordering the contract void.
(f) After the Contracting Officer’s determination has been made, the aggrieved person or interested
persons may request reconsideration of the Contracting Officer's determination to be made by the Plum
Creek Conservation District Board President or his/her designee. Such request must be in writing andmust be received in the Board office no later than ten working days after the date of the Contracting
Officer's determination, which shall be calculated from the date the Contracting Officer's letter is handdelivered, delivered by a nationally recognized courier service, or mailed by certified or registered mail.
The request shall be limited to review of the Contracting Officer's determination. Copies of the request
must be mailed or delivered by the aggrieved person to other interested persons. The request must
contain an affidavit that such copies have been provided.
(g) The Plum Creek Conservation District Board President shall issue a final determination on theprotest within 15 days after receipt of the aggrieved person's request for reconsideration.
(h) A decision issued in writing by the Plum Creek Conservation District Board President in response
to a request for reconsideration shall be the final administrative action of the Board.

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SC-7 of 18(i) Unless good cause for delay is shown or the Contracting Officer or Plum Creek Conservation
District Board President determines that a protest or appeal raises issues significant to procurement
practices or procedures, a protest or appeal that is not filed timely will not be considered.
(j) In the event of a protest, all documents collected by the Plum Creek Conservation District Board aspart of a solicitation, evaluation, and/or award of a contract shall be retained by the Board for a period offour years to include the current fiscal year and three additional fiscal years.
ARTICLE 11 – DISPUTES / ALTERNATIVE DISPUTE RESOLUTION (ADR)[This article supplements PART II, General Conditions, Article 6 – Claims]
11.1 Claims(a) The Contracting Local Organization’s policy is to try to resolve all contractual issues in controversy bymutual agreement at the Contracting Officer’s level. Reasonable efforts should be made to resolve
controversies prior to the submission of a claim. Use of ADR procedures to the maximum extent practicableis encouraged.
(b) Initiation of a claim. (1) Contractor claims shall be submitted, in writing, to the Contracting Officer for adecision no later than the 180th day after accrual of a claim. The claim must state with particularity the natureof the breach, the amount the Contractor seeks as damages, and the legal theory of recovery. The
Contracting Officer shall document the contract file with evidence of the date of receipt of any submission
from the Contractor deemed to be a claim by the Contracting Officer. The Contracting Officer must assert, ina writing delivered to the Contractor, any counterclaim not later than the 90th day after the date of receipt ofContractor’s written claim(2) The Contracting Local Organization shall issue a written decision on any Contracting Local
Organization claim initiated against a Contractor no later than the 180th day after accrual of the claim. This
time period shall not apply to a Contracting Local Organization claim based on a Contractor claim involving
fraud.
(c) Contractor certification. Contractor shall provide the certification specified below when submitting any
claim exceeding $100,000, or regardless of the amount claimed when using ADR procedures. The
certification requirement does not apply to issues in controversy that have not been submitted as all or part ofa claim. The certification may be executed by any person duly authorized to bind the Contractor with respect
to the claim. The certification shall state as follows:“I certify that the claim is made in good faith; that the supporting data are accurate andcomplete to the best of my knowledge and belief; that the amount requested accuratelyreflects the contract adjustment for which the Contractor believes the Contracting Local
Organization is liable; and that I am duly authorized to certify the claim on behalf of theContractor.”(d) The Contracting Local Organization shall pay interest on a Contractor’s claim on the amount found
due and unpaid from the date that the Contracting Officer receives the claim (certified if required by Article
11.1(c) above); or payment otherwise would be due, if that date is later, until the date of payment. If a claim
has a defective certification, interest shall be paid from the date that the Contracting Local Organization
receives a proper certification. Amount of interest due will be per Texas and local law and regulation.
11.2 Alternative Dispute Resolution (ADR)(a) The objective of using ADR procedures is to increase the opportunity for relatively inexpensive andexpeditious resolution of issues in controversy. Essential elements of ADR include:(1) Existence of an issue in controversy,(2) A voluntary election by both parties to participate in the ADR process,(3) An agreement on alternative procedures and terms to be used in lieu of formal litigation,(4) Participation in the process by officials of both parties who have the authority to resolve the issue
in controversy, and(5) Certification by the Contractor in accordance with Article 11.1(c) when using ADR procedures toresolve all or part of a claim.
(b) If either party rejects a request for ADR from the other party, the rejecting party shall inform the otherparty in writing of the specific reasons for rejecting the request, including but not limited to why ADR
procedures are inappropriate for the resolution of the dispute.

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SC-8 of 18(c) ADR procedures may be used at any time that the Contracting Officer has authority to resolve theissue in controversy. If a claim has been submitted, ADR procedures may be applied to all or a portion of theclaim. When ADR procedures are used subsequent to the issuance of a Contracting Officer’s final decision,
their use does not constitute a reconsideration of the final decision.
(d) When appropriate, a neutral person may be used to facilitate resolution of the issue in controversy
using the procedures chosen by the parties.
(e) The rights of Contracting Local Organization and Contractor to exercise such rights or remedies as
either party may otherwise have under the contract or by laws or regulations in respect of any claims,
disputes, and other issues in controversy are not affected by action taken under this Article.
(f) ADR procedures must be consistent with Chapter 154, Texas Civil Practice and Remedies Code, andChapter 2009, Texas Government Code, Alternative Dispute Resolution for Use by Governmental Bodies.
11.3 Definitions(a) Accrual of a claim occurs on the date when all events, which fix the alleged liability of either theContracting Local Organization or the Contractor and permit assertion of the claim, were known or shouldhave been known. For liability to be fixed, some injury must have occurred. However, monetary damages
need not have been incurred.
(b) Alternative dispute resolution (ADR) means any procedure or combination of procedures voluntarily
used to resolve issues in controversy without the need to resort to litigation. These procedures may include,
but are not limited to, assisted settlement negotiations, conciliation, facilitation, mediation, fact-finding, minitrials, and arbitration.
(c) Claim as used in this Article means a written demand or written assertion by one of the contracting
parties seeking as a matter of right, the payment of money in a sum certain, the adjustment or interpretationof contract terms, or other relief arising under or relating to the contract. A claim arising under a contract,unlike a claim relating to that contract, is a claim that can be resolved under a contract clause that provides
for the relief sought by the claimant. However, a written demand or written assertion by the contractor
seeking the payment of money exceeding $100,000 is not a claim under this Article until certified as required
by Article 11.1(c) above. A voucher, invoice, or other routine request for payment that is not in dispute whensubmitted is not a claim. The submission may be converted to a claim, by written notice to the Contracting
Officer within time limits in section 11.1(b) of this Article, if it is disputed either as to liability or amount or is notacted upon in a reasonable time.
(d) Defective certification as used in this Article means a certificate which alters or otherwise deviatesfrom the language in this Article or which is not executed by a person duly authorized to bind the Contractor
with respect to the claim. Failure to certify shall not be deemed to be a defective certification.
(e) Issue in controversy means a material disagreement between the Contracting Local Organization and
the Contractor which:(1) May result in a claim, or(2) Is all or part of an existing claim.
(f) Misrepresentation of fact as used in this Article means a false statement of substantive fact, or any
conduct which leads to the belief of a substantive fact material to proper understanding of the matter in hand,made with intent to deceive or mislead.
(g) Neutral person as used in this Article means an impartial third party, who serves as a mediator, factfinder, or arbitrator, or otherwise functions to assist the parties to resolve the issues in controversy. A neutral
person may be a permanent or temporary officer or employee of the Contracting Local Organization, or theFederal government, or any other individual who is acceptable to the parties. A neutral person shall have no
official, financial, or personal conflict of interest with respect to the issues in controversy, unless such interest
is fully disclosed in writing to all parties and all parties agree that the neutral person may serve. An “impartial
third party” must possess the qualifications required under Section 154.052, Texas Civil Practice andRemedies Code.
ARTICLE 12 – INDEMNIFICATION CLAUSEThe Contractor shall defend, indemnify, and hold harmless the Contracting Local Organization, all of its officers,
agents and employees from and against all claims, actions, suits, demands, proceedings, costs, damages, andliabilities, arising out of, connected with, or resulting from any acts or omissions of Contractor or any agent,employee, subcontractor, or supplier of Contractor in the execution of performance of this contract.

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ARTICLE 13 – PERFORMANCE AND PAYMENT BONDS
13.1 General(a) This contract requires performance and payment bonds as outlined in 13.2 below. Such bonds
are due within five (5) workdays after receipt of Notice of Award (see Article 4 of these Supplemental
Conditions). The Contracting Local Organization will attach to the Notice of Award the bond forms to beused.
(b) Bonds shall be made payable to: Plum Creek Conservation District.
(c) Bonds are subject to requirements stated in this Article and requirements of Texas Government
Code, Chapter 2253, Public Work Performance and Payment Bonds, and must be executed by acorporate surety in accordance with Texas Insurance Code, Chapter 3503 (Surety Bonds and Related
Instruments), Subchapter A.
13.2 Performance and Payment Bonds—Construction(a) Definitions. As used in this clause-- "Contract price" means the award price of the contract.
“Government” means the Contracting Local Organization.
(b) The successful offeror shall be required to furnish performance and payment bonds to theContracting Officer as follows:(1) Performance Bond:(i) The penal amount of performance bond shall be 100 percent of the original contract price.
(ii) The Government may require additional performance bond protection when the contract
price is increased. The increase in protection shall generally equal 100 percent of the increase incontract price.
(iii) The Government may secure additional protection by directing the Contractor to increase
the penal amount of the existing bond or to obtain an additional bond.
(2) Payment Bond:(i) The penal amount of payment bond shall be 100 percent of the original contract price.
(ii) The Government may require additional performance bond protection when the contract
price is increased. The increase in protection shall generally equal 100 percent of the increase incontract price.
(iii) The Government may secure additional protection by directing the Contractor to increase
the penal sum of the existing bond or to obtain an additional bond.
(c) The Contractor shall furnish all executed bonds, including any necessary reinsurance agreements,
to the Contracting Officer, within the time period specified in 13.1 above.
(d) A bond may be executed only by a corporate surety company that is authorized and admitted towrite surety bonds in the State of Texas.
(e) For both the Performance bond and Payment bond, the surety must (i) hold a certificate of
authority from the United States Secretary of the Treasury to qualify as a surety on obligations permitted
or required under federal law; or (ii) have obtained reinsurance for any liability in excess of $1,000,000
from a reinsurer that is an authorized reinsurer in the State of Texas or is a holder of a certificate of
authority from the United States Secretary of the Treasury to qualify as a surety or reinsurer on
obligations permitted or required under federal law. U.S. Treasury Department Circular 570 is publishedin the Federal Register and lists Treasury approved surety companies and their underwriting limitations.
(f) All bonds signed by an agent must be accompanied by a certified copy of such agent’s authority toact.
(g) A bond required under this Article must clearly and prominently display on the bond or on an
attachment to the bond: (1) the name, mailing address, physical address, and telephone number, including
the area code, of the surety company to which any notice of claim should be sent; or (2) the toll-free
telephone number maintained by the Texas Department of Insurance under Subchapter B, Chapter 521,
Insurance Code, and a statement that the address of the surety company to which any notice of claim should
be sent may be obtained from the Texas Department of Insurance by calling the toll-free telephone number.

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ARTICLE 14 – EQUAL OPPORTUNITY (FEDERALLY ASSISTED CONSTRUCTION)
During the performance of this contract, the Contractor agrees as follows:(a) The Contractor will not discriminate against any employee or applicant for employment because ofrace, color, religion, sex, sexual orientation, gender identity, or national origin. The Contractor will takeaffirmative action to ensure that applicants are employed, and that employees are treated during employment
without regard to their race, color, religion, sex, sexual orientation, gender identity, or national origin. Suchaction shall include, but not be limited to the following: Employment upgrading, demotion or transfer,
recruitment or recruitment advertising; layoff or termination; rates of pay or other forms of compensation; andselection for training, including apprenticeship. The Contractor agrees to post in conspicuous places,
available to employees and applicants for employment, notices to be provided setting forth the provisions of
this Equal Opportunity (Federally Assisted Construction) clause.
(b) The Contractor will, in all solicitations or advertisements for employees placed by or on behalf of theContractor, state that all qualified applicants will receive considerations for employment without regard torace, color, religion, sex, sexual orientation, gender identity, or national origin.
(c) The Contractor will send to each labor union or representative of workers, with which he/she has acollective bargaining agreement or other contract or understanding, a notice to be provided advising the saidlabor union or workers’ representatives of the Contractor’s commitments under this section, and shall post
copies of the notice in conspicuous places available to employees and applicants for employment.
(d) The Contractor will comply with all provisions of Executive Order No. 11246 of September 24, 1965, andof the rules, regulations, and relevant orders of the Secretary of Labor.
(e) The Contractor will furnish all information and reports required by Executive Order No. 11246 of
September 24, 1965, and by the rules, regulations, and orders of the Secretary of Labor, or pursuant thereto,
and will permit access to his/her books, records, and accounts by the administering agency and the Secretaryof Labor for purposes of investigation to ascertain compliance with such rules, regulations, and orders.
(f) In the event of the Contractor’s noncompliance with the nondiscrimination clause of this contract orwith any of the said rules, regulations, or orders, this contract may be canceled, terminated, or suspended, inwhole or in part, and the Contractor may be declared ineligible for further Government contracts or federally
assisted construction contracts in accordance with procedures authorized in Executive Order No. 11246 of
September 24, 1965, and such other sanctions may be imposed and remedies invoked as provided in
Executive Order No. 11246 of September 24, 1965, or by rule, regulations, or order of the Secretary of Labor,or as provided by law.
(g) The Contractor will include this Equal Opportunity (Federally Assisted Construction) clause in every
subcontract or purchase order, unless exempted by the rules, regulations, or orders of the Secretary of Labor
issued pursuant to section 204 of Executive Order No. 11246 of September 24, 1965, so that such provisions
will be binding upon each subcontractor or vendor. The Contractor will take such action with respect to any
subcontract or purchase order as the administering agency may direct as a means of enforcing suchprovisions, including sanctions for noncompliance. Provided, however, in the event a Contractor becomesinvolved in, or is threatened with, litigation with a subcontractor or vendor as a result of such direction by theadministering agency the Contractor may request the United States to enter into such litigation to protect theinterests of the United States.
ARTICLE 15 – NOTICE TO PROSPECTIVE FEDERALLY ASSISTED CONSTRUCTION CONTRACTORS(a) A Certification of Nonsegregated Facilities (included in PART I – General Provisions, Subpart C, Bid
Forms, Exhibit E, Section F) must be submitted prior to the award of a federally assisted construction contract
which is not exempt from the provisions of the Equal Opportunity clause (Article 14 of these Supplemental
Conditions).
(b) Contractors receiving federally assisted construction contract awards not exempt from the provisionsof the Equal Opportunity clause will be required to forward the following notice to prospective subcontractors
for supplies and construction contracts where the subcontracts and are not exempt from the provisions of theEqual Opportunity clause (Article 14 of these Supplemental Conditions).

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Notice to Prospective Subcontractors of Requirement for
Certification of Nonsegregated Facilities(a) A Certification of Nonsegregated Facilities shown below must be submitted prior to
the award of a subcontract which is not exempt from the provisions of the Equal Opportunity
clause.
(b) Contractors receiving subcontract awards not exempt from the provisions of theEqual Opportunity clause will be required to forward this notice to prospective
subcontractors for supplies and construction contracts where the subcontracts are notexempt from the provisions of the Equal Opportunity clause.
Certification of Nonsegregated Facilities[Applicable to federally assisted construction contracts and related subcontracts not exempt
from the Equal Opportunity clause (Article 14 of PART III - Supplemental Conditions)]
The federally assisted construction Contractor certifies they do not maintain or provide for
their employees any segregated facilities at any of their establishments, and that they do not
permit their employees to perform services at any location, under their control, wheresegregated facilities are maintained. The federally assisted construction Contractor certifies
further that they will not maintain or provide for their employees any segregated facilities at
any of their establishments, and that, they will not permit their employees to perform services
at any location, under their control, where segregated facilities are maintained. The federally
assisted construction Contractor agrees that a breach of this section is a violation of theEqual Opportunity clause in this contract. As used in this caption, the term “segregatedfacilities” means any waiting rooms, work areas, restrooms, washrooms, restaurants andother eating areas, time clocks, locker rooms and other storage or dressing areas, parking
lots, drinking fountains, recreation or entertainment areas, transportation, and housing
facilities provided for employees which are segregated by explicit directive or are in fact
segregated on the basis of race, color, religion, sex, sexual orientation, gender identity, or
national origin or because of habit, local custom, or otherwise. The federally assisted
construction Contractor agrees that (except where they have obtained identical certifications
from proposed subcontractors for specific time periods) they will obtain identical certifications
from proposed subcontractors prior to the award of subcontracts which are not exempt fromthe provisions of the Equal Opportunity clause, and that they will retain such certifications intheir files.
NOTE: Penalty for making false statements in offers is prescribed in 18 U.S.C. 1001.
ARTICLE 16 – STANDARD FEDERAL EQUAL EMPLOYMENT OPPORTUNITY CONSTRUCTIONCONTRACT SPECIFICATIONS (EXECUTIVE ORDER 11246)(1) As used in these specifications:(a) “Covered area” means the geographical area described in the solicitation from which this contract
resulted.
(b) “Director” means Director, Office of Federal Contract Act Compliance Program, United States
Department of Labor, or any person to whom the Director delegates authority.
(c) “Employer identification number” means the Federal Social Security number used on the Employer’s
Quarterly Federal Tax Return, U.S. Treasury Department Form 94 1.
(d) “Minority” includes: (i) Black (all persons having origins in any of the Black African racial groups notof Hispanic origin); (ii) Hispanic (all persons of Mexican, Puerto Rican, Cuban Central or SouthAmerican or other Spanish Culture or origin, regardless of race); (iii) Asian and Pacific Islander (allpersons having origins in any of the original peoples of the Far East, Southeast Asia, the Indian
Subcontinent, or the Pacific Islands); and (iv) American Indian or Alaskan Native (all persons having
origins in any of the original peoples of North America and maintaining identifiable tribal affiliations
through membership and participation or community identification).
(2) Whenever the Contractor, or any Subcontractor at any tier, subcontracts a portion of the work involving
any construction trade, it shall physically include in each subcontract, in excess of $10,000, the provisions of

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these specifications and the Notice which contains the applicable goals for minority and female participation
which is set forth in the solicitations from which the contract resulted.
(3) If the Contractor is participating (pursuant to 41 CFR 60-4.5) in a Hometown Plan approved by the U.S.
Department of Labor in the covered area either individually or through an association, its affirmative action
obligations on all work in the Plan area (including goals and timetables) shall be in accordance with that Planfor those trades which have unions participating in the Plan. Contractors must be able to demonstrate their
participation in and compliance with the provisions of any such Hometown Plan. Each Contractor or
Subcontractor participating in an approved Plan is individually required to comply with its obligations under
the EEO Clause, and to make a good faith effort to achieve each goal under the Plan in each trade in which it
has employees. The overall good faith performance by other Contractors or Subcontractors toward a goal inan approved Plan does not excuse any covered Contractors or Subcontractors failure to take good faithefforts to achieve the Plan goals and timetables.
(4) The Contractor shall implement the specific affirmative action standards provided in Paragraphs (7)(a)through (7)(p) of these specifications. The goals set forth in the solicitation from which this contract resulted
are expressed as percentages of the total hours of employment and training of minority and female utilizationthat the Contractor should reasonably be able to achieve in each construction trade in which it has
employees in the covered area. Covered construction contractors performing construction work in
geographical areas where they do not have a Federal or Federally assisted construction contract shall apply
the minority and female goals established for the geographic area where the work is being performed. Goals
are published periodically in the Federal Register in notice form and such notices may be obtained from any
Office of Federal Contract Compliance Programs or from Federal procurement Contracting Officers. The
Contractor is expected to make substantially uniform progress in meeting its goals in each craft during theperiod specified.
Notice for IFB No. PCCD-21-PCW10Rehab-02(a) Covered Area is Hays County, Texas.
(b) Goal for Female Participation: 6.9 percent (all trades)(c)

Goal for Minority Participation:

24.1 percent (all trades)(d) Goals are expressed in percentage terms for the Contractor’s aggregate workforce in each trade on
all construction work in the covered area.
(5) Neither the provisions of any collective bargaining agreement, nor the failure by a union with whom theContractor has a collective bargaining agreement, to refer either minorities or women shall excuse theContractor’s obligations under the specifications, Executive Order 11246, or the regulations promulgatedpursuant thereto.
(6) In order for the non-working training hours of apprentices and trainees to be counted in meeting thegoals, such apprentices and trainees must be employed by the Contractor during the training period, and theContractor must have made a commitment to employ the apprentices and trainees at the completion of theirtraining, subject to the availability of employment opportunities. Trainees must be trained pursuant to training
programs approved by the U.S. Department of Labor.
(7) The Contractor shall take specific affirmative actions to ensure equal employment opportunity. The
evaluation of the Contractor’s compliance with these specifications shall be based upon its effort to achieve
maximum results from its actions. The Contractor shall document these efforts fully, and shall implement
affirmative action steps at least as extensive as the following:(a) Ensure and maintain a working environment free of harassment, intimidation and coercion at allsites, and in all facilities at which the Contractor’s employees are assigned to work. The Contractor,
where possible, will assign two or more women to each construction project. The Contractor shallspecifically ensure that all foremen, superintendents, and other on-site supervisory personnel areaware of and carry out the Contractor’s obligation to maintain such a working environment, withspecific attention to minority or female individuals working at such sites or in such facilities.
(b) Establish and maintain a current list of minority and female recruitment sources, provide written
notification to minority and female recruitment sources and to community organizations when the

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Contractor or its unions have employment opportunities available, and maintain a record of theorganizations’ responses.
(c) Maintain a current file of the names, addresses and telephone numbers of each minority and female
off-the-street applicant and minority or female referral from a union, a recruitment source orcommunity organization and of what action was taken with respect to each such individual. If suchindividual was sent to the union hiring hall for referral and was not referred back to the Contractor by
the union, or, if referred, not employed by the Contractor, this shall be documented in the file with thereason therefor, along with whatever additional actions the Contractor may have taken.
(d) Provide immediate written notification to the Director when the union or unions with which theContractor has a collective bargaining agreement has not referred to the Contractor a minority
person or woman sent by the Contractor; or, when the Contractor has other information that theunion referral process had impeded the Contractor’s efforts to meet its obligations.
(e) Develop on-the-job training opportunities and/or participate in training programs for the area which
expressly include minorities and women, including upgrading programs and apprenticeship andtrainee programs relevant to the Contractor’s employment needs, especially those programs funded
or approved by the Department of Labor. The Contractor shall provide notice of these programs to
the sources compiled under paragraph (7)(b) above.
(f) Disseminate the Contractor’s EEO policy by providing notice of the policy to unions and training
programs and requesting their cooperation in assisting the Contractor in meeting its EEO obligations;by including it in any policy manual and collective bargaining agreement; by publicizing it in thecompany newspaper, annual report, etc.; by specific review of the policy with all management
personnel and with all minority and female employees at least once a year; and by posting thecompany EEO policy on bulletin boards accessible to all employees at each location whereconstruction work is performed.
(g) Review, at least annually, the company’s EEO policy and affirmative action obligations under these
specifications with all employees having any responsibility for hiring, assignment, layoff, termination,or other employment decisions, including specific review of these items with on-site supervisorypersonnel such as Superintendents, General Foremen, etc., prior to the initiation of construction
work at any job site. A written record shall be made and maintained identifying the time and place of
these meetings, persons attending, subject matter discussed, and disposition of the subject matter.
(h) Disseminate the Contractor’s EEO policy externally by including it in any advertising in the news
media, specifically including minority and female news media, and providing written notification toand discussing the Contractor’s EEO policy with other contractors and subcontractors with whom theContractor does or anticipates doing business.
(i) Direct its recruitment efforts, both oral and written, to minority, female, and community organizations,to schools with minority and female students and to minority and female recruitment and training
organizations serving the Contractor’s recruitment area and employment needs. Not later than one
month prior to the date for the acceptance of the applications for apprenticeship or other training by
any recruitment sources the Contractor shall send written notification, to organizations such as theabove, describing the openings, screening procedure, and tests to be used in the selection process.
(j) Encourage present minority and female employees to recruit other minority persons and women and,
where reasonable, provide after school, summer and vacation employment to minority and female
youth both on the site and in other areas of a Contractor’s workforce.
(k) Validate all tests and other selection requirements where there is an obligation to do so under 41
CFR Part 60-3.
(l) Conduct, at least annually, an inventory and evaluation at least of all minority and female personnel
for promotional opportunities and encourage these employees to seek or to prepare for, throughappropriate training, etc., such opportunities.
(m) Ensure that seniority practices, job classifications, work assignments, and other personnel practices
do not have a discriminatory effect by continually monitoring all personnel and employment related
activities to ensure that the EEO policy and the Contractor’s obligations under these specifications
are being carried out.
(n) Ensure that all facilities and company activities are nonsegregated except that separate or singleuser toilet and necessary changing facilities shall be provided to assure privacy between the sexes.

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SC-14 of 18(o) Document and maintain a record of all solicitations of offers for subcontracts from minority andfemale construction contractors and suppliers, including circulation of solicitations to minority andfemale contractor associations and other business associations.
(p) Conduct a review, at least annually, of all supervisors’ adherence to and performance under theContractor’s EEO policies and affirmative action obligations.
(8) Contractors are encouraged to participate in voluntary associations which assist in fulfilling one or moreof the affirmative action obligations [paragraphs (7)(a) through (7)(p)]. The efforts of a contractor association,
joint contractor-union, contractor-community, or other similar group of which the Contractor is a member andparticipant, may be asserted as fulfilling any one or more of its obligations under paragraphs (7)(a) through(7)(p) of the specifications, provided that the Contractor actively participates in the group, makes every effort
to assure that the group has a positive impact on the employment of minorities and women in the industry,
ensures that the concrete benefits of the program are reflected in the Contractor’s minority and female
workforce participation, makes a good faith effort to meet its individual goals and timetables, and can provide
access to documentation which demonstrates the effectiveness of actions taken on behalf of the Contractor.
The obligation to comply, however, is the Contractor’s and failure of such a group to fulfill an obligation shallnot be a defense for the Contractor’s noncompliance.
(9) A single goal for minorities and a separate single goal for women have been established. The
Contractor, however, is required to provide equal employment opportunity and to take affirmative action for all
minority groups, both male and female, and all women, both minority and nonminority. Consequently, theContractor may be in violation of the Executive Order if a particular group is employed in a substantiallydisparate manner (for example, even though the Contractor has achieved its goals for women generally, theContractor may be in violation of the Executive Order if a specific minority group of women is underutilized).
(10) The Contractor shall not use the goals and timetables or affirmative action standards to discriminate
against any person because of race, color, religion, sex, sexual orientation, gender identity, or national origin.
(11) The Contractor shall not enter into any subcontract with any person or firm debarred from Government
contracts pursuant to Executive Order 11246.
(12) The Contractor shall carry out such sanctions and penalties for violation of these specifications and of theEqual Opportunity Clause, including suspension, termination, and cancellation of existing subcontracts as
may be imposed or ordered pursuant to Executive Order 11246, as amended, and its implementing
regulations, by the Office of Federal Contract Compliance Programs. Any Contractor who fails to carry out
such sanctions and penalties shall be in violation of these specifications and Executive Order 11246, as
amended.
(13) The Contractor, in fulfilling its obligations under these specifications, shall implement specific affirmative
action steps, at least as extensive as those standards prescribed in paragraph (7) of these specifications, so
as to achieve maximum results from its efforts to ensure equal employment opportunity. If the Contractor
fails to comply with the requirements of the Executive Order, the implementing regulations, or these
specifications, the Director shall proceed in accordance with 41 CFR 60-4.8.
(14) The Contractor shall designate a responsible official to monitor all employment related activity to ensurethat the company EEO policy is being carried out, to submit reports relating to the provisions hereof as may
be required by the Government, and to keep records. Records shall at least include for each employee thename, address, telephone numbers, construction trade, union affiliation if any, employee identification
number when assigned, social security number, race, sex, status (e.g., mechanic, apprentice, trainee, helper,or laborer), dates of changes in status, hours worked per week in the indicated trade, rate of pay, andlocations at which the work was performed. Records shall be maintained in an easily understandable andretrievable form; however, to the degree that existing records satisfy this requirement, Contractors shall not
be required to maintain separate records.
(15) Nothing herein provided shall be construed as a limitation upon the application of other laws which
establish different standards of compliance or upon the application of requirements for the hiring of local orother area residents (e.g., those under the Public Works Employment Act of 1977 and the Community
Development Block Grant Program).

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ARTICLE 17 – CERTIFICATION REGARDING DEBARMENT, SUSPENSION, INELIGIBILITY AND
VOLUNTARY EXCLUSION—LOWER TIER COVERED TRANSACTIONS[Applicable to offers of $25,000 or more]
Per Contractor’s certification given in PART I, Subpart C, Exhibit E, Section G, this Article shall be included,
without modification, in all lower tier covered transactions (subcontracts) and in all solicitations for lower tiercovered transactions.
(a) Instructions for Certification(1) By signing and submitting this proposal, the prospective lower tier participant is providing thecertification set out below.
(2) The certification in this clause is a material representation of fact upon which reliance was placedwhen this transaction was entered into. If it is later determined that the prospective lower tier participant
knowingly rendered an erroneous certification, in addition to other remedies available to the Federal
Government, the department or agency with which this transaction originated may pursue available
remedies, including suspension and/or debarment.
(3) The prospective lower tier participant shall provide immediate written notice to the person to which
this proposal is submitted if at any time the prospective lower tier participant learns that its certification waserroneous when submitted or had become erroneous by reason of changed circumstances.
(4) The terms herein are as defined in 2 CFR Part 180, OMB Guidelines to Agencies on
Governmentwide Debarment and Suspension (Nonprocurement).
(5) The prospective lower tier participant agrees by submitting this proposal that, should the proposedcovered transaction be entered into, it shall not knowingly enter into any lower tier covered transaction with aperson who is proposed for debarment under 48 Code of Federal Regulations (CFR) part 9, subpart 9.4,
debarred, suspended, declared ineligible, or voluntarily excluded from participation in this covered
transaction, unless authorized by the department or agency with which this transaction originated.
(6) The prospective lower tier participant further agrees by submitting this proposal that it will include
this clause titled “Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion—
Lower Tier Covered Transactions,” without modification, in all lower tier covered transactions of $25,000 or
more and in all solicitations for lower tier covered transactions.
(7) A participant in a covered transaction may rely upon a certification of a prospective participant in alower tier covered transaction that it is not proposed for debarment under 48 CFR part 9, subpart 9.4,
debarred, suspended, ineligible, or voluntarily excluded from covered transactions, unless it knows that thecertification is erroneous. A participant may decide the method and frequency by which it determines theeligibility of its principals. Each participant may, but is not required to, check the Office of Federal
Compliance Programs electronic roster at the System for Award Management (SAM) website:www.sam.gov.
(8) Nothing contained in the foregoing shall be construed to require establishment of a system ofrecords in order to render in good faith the certification required by this clause. The knowledge andinformation of a participant is not required to exceed that which is normally possessed by a prudent person in
the ordinary course of business dealings.
(9) Except for transactions authorized under paragraph (5) of these instructions, if a participant in acovered transaction knowingly enters into a lower tier covered transaction with a person who is proposed for
debarment under 48 CFR part 9, subpart 9.4, suspended, debarred, ineligible, or voluntarily excluded fromparticipation in this transaction, in addition to other remedies available to the Federal Government, thedepartment or agency with which this transaction originated may pursue available remedies, including
suspension and/or debarment.

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Certification Regarding Debarment, Suspension, Ineligibility andVoluntary Exclusion – Lower Tier Covered Transactions(1) The prospective lower tier participant certifies, by submission of this proposal, thatneither it nor its principals is presently debarred, suspended, proposed for debarment,
declared ineligible, or voluntarily excluded from participation in this transaction by any
Federal department or agency.
(2) Where the prospective lower tier participant is unable to certify to any of thestatements in this certification, such prospective participant shall attach an explanation tothis offer.
NOTE: Penalty for making false statements in offers is prescribed in 18 U.S.C. 1001.
ARTICLE 17A – TEXAS CERTIFICATION REGARDING DEBARMENT, SUSPENSION, INELIGIBILITY
AND VOLUNTARY EXCLUSION—LOWER TIER COVERED TRANSACTIONSContractor shall not subcontract to perform work under this contract with any firm that is presently on theState of Texas debarred vendor list maintained by the Texas Comptroller of Public Accounts.
ARTICLE 18 – CERTIFICATION REGARDING LOBBYING CERTIFICATION FOR CONTRACTS,
GRANTS, LOANS, AND COOPERATIVE AGREEMENTS[Applicable to a subcontract of $100,000 or more at any tier under a Federal grant.]
Per Contractor’s certification given in PART I, Subpart C, Exhibit H, Section G, the language of the following
certification shall be included in the award documents for all subcontracts at all tiers and that all
subcontractors shall certify and disclose accordingly:
The undersigned certifies, to the best of his or her knowledge and belief, that:(1) No Federal appropriated funds have been paid or will be paid, by or on behalf of
the undersigned, to any person for influencing or attempting to influence an officer or
employee of an agency, a Member of Congress, an officer or employee of Congress, or an
employee of a Member of Congress in connection with the awarding of any Federal contract,
the making of any Federal grant, the making of any Federal loan, the entering into of any
cooperative agreement, and the extension, continuation, renewal, amendment, or
modification of any Federal contract, grant, loan, or cooperative agreement.
(2) If any funds other than Federal appropriated funds have been paid or will be paid
to any person for influencing or attempting to influence an officer or employee of any agency,
a Member of Congress, an officer or employee of Congress, or an employee of a Member ofCongress in connection with this Federal contract, grant, loan, or cooperative agreement, theundersigned shall complete and submit Standard Form-LLL, “Disclosure Form to Report
Lobbying,” in accordance with its instructions.
(3) The undersigned shall require that the language of this certification be included in
the award documents for all subawards at all tiers (including subcontracts, subgrants, andcontracts under grants, loans, and cooperative agreements) and that all subrecipients shallcertify and disclose accordingly.
This certification is a material representation of fact upon which reliance was placed when
this transaction was made or entered into. Submission of this certification is a prerequisite
for making or entering into this transaction imposed by section 1352, Title 31, U.S. Code.
Any person who fails to file the required certification shall be subject to a civil penalty of notless than $10,000 and not more than $100,000 for each such failure.

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ARTICLE 19 – CLEAN AIR AND WATER CLAUSE / CERTIFICATION[Applicable to all contracts and subcontracts that exceed $150,000 --OR-- if facility to be used has been thesubject of a conviction under the Clean Air Act (42 U.S.C. 1857c-8(c)(1) or the Federal Water Pollution
Control Act (33 U.S.C. 1319(c)) and is listed by EPA --OR-- if the contract/subcontract is not otherwise
exempt.](a) The Contractor under this contract/subcontract agrees as follows:(1) To comply with all the requirements of section 114 of the Clean Air Act as amended (42 U.S.C.
1857, et seq., as amended by Public Law 91-604) and section 308 of the Federal Water Pollution Control Act(33 U.S.C. 1251 et seq., as amended by Public Law 92-500), respectively, relating to inspection, monitoring,entry, reports, and information, as well as other requirements specified in section 114 and section 308 of the
Air Act and the Water Act, respectively, and all regulations and guidelines issued thereunder before thesigning of this contract by the Contracting Local Organization.
(2) That no portion of the work required by this contract will be performed in a facility listed on theEnvironmental Protection Agency List of Violating Facilities on the date when this contract was signed by theContracting Local Organization unless and until the EPA eliminates the name of such facility or facilities fromsuch listing.
(3) To use their best efforts to comply with clean air standards and clean water standards at thefacilities in which the contract is being performed.
(4) To insert the substance of the provisions of this article in any nonexempt subcontract, including
this subparagraph (a)(4).
(b) The terms used in this article have the following meanings:(1) The term “Air Act” means the Clean Air Act, as amended (42 U.S.C. 1857 et seq., as amended by
Public Law 91-604).
(2) The term “Water Act” means Federal Water Pollution Control Act, as amended (33 U.S.C. 1251 etseq., as amended by Public Law 92-55).
(3) The term “clean air standards” means any enforceable rules, regulations, guidelines, standards,
limitations, orders, controls, prohibitions, or other requirements which are contained in, issued under, orotherwise adopted pursuant to the Air Act or Executive Order 11738, an applicable implementation plan as
described in section 110(d) of the Clean Air Act (42 U.S.C. 1857c-5(d)), and approved implementation
procedure or plan under section 111(c) or section 111(d), respectively, of the Air Act (42 U.S.C. 1857c-6(c) or(d)), or an approved implementation procedure under section 112(d) of the Air Act (42 U.S.C. 1857c-7(d)).
(4) The term “clean water standards” means any enforceable limitation, control, condition, prohibition,
standards, or other requirement which is promulgated pursuant to the Water Act or contained in a permit
issued to a discharger by the Environmental Protection Agency or by a State under an approved program, as
authorized by section 402 of the Water Act (33 U.S.C. 1342), or by a local government to ensure compliancewith pretreatment regulations as required by section 307 of the Water Act (3 U.S.C. 1317).
(5) The term “compliance” means compliance with clean air or water standards. Compliance shallalso mean compliance with the scheduled or plan ordered or approved by a court of competent jurisdiction,
the Environmental Protection Agency or any air or water pollution control issued pursuant thereto.
(6) The term “facility” means any building, plant, installation, structure, mine, vessel or other floating
craft, location or site of operations, owned, leased or supervised by a sponsor, to be utilized in theperformance of a contract or subcontract. Where a location of site of operations contains or includes morethan one building, plant, installation, or structure, the entire location shall be deemed to be a facility except
where the Director, Office of Federal Activities, Environmental Protection Agency, determines thatindependent facilities are collated in one geographical area.
[end of clause]

IFB No. PCCD-21-PCW10Rehab-02

SC-18 of 18

Per Contractor’s certification given in PART I, Subpart C, Exhibit E, Section I, the certification below (and theabove Clean Air and Water Clause) shall be included in every nonexempt subcontract and all subcontractors
shall certify accordingly:
Clean Air and Water Certification[Applicable if subcontract exceeds $150,000 --OR-- if facility to be used has been the subject of a conviction
under the Clean Air Act (42 U.S.C. 1857c-8(c)(1) or the Federal Water Pollution Control Act (33 U.S.C.
1319(c)) and is listed by EPA --OR-- if any subcontract is not otherwise exempt.]
Subcontractor certifies as follows:(1) Any facility to be utilized in the performance of work described in this subcontract[ IS / IS NOT ] listed on the Environmental Protection Agency List of Violating Facilities.
(2) Prior to the signing of a subcontract, to promptly notify the Contracting Local Organization (CLO)
under the prime contract of the receipt of any communication from the Director, Office of Federal
Activities, U.S. Environmental Protection Agency, indicating that any facility which he/she proposes touse for the performance of the subcontract is under consideration to be listed on the Environmental
Protection Agency List of Violating Facilities.
(3) To include substantially this certification, including this subparagraph (3), in every nonexempt
subcontract.
ARTICLE 20 – SUBCONTRACTOR CERTIFICATION (TPDES)
All subcontractors at any tier who perform work that may impact pollution control measures per PART IV,
Construction Specification 5 (Pollution Control) must complete and submit, prior to performing any workon the project, a “Subcontractor Certification” form regarding Texas Pollutant Discharge Elimination
System (TPDES) permit. This form is included in Appendix A attachment to Construction Specification 5.

PART IV – Divider & Index SheetIFB No. PCCD-21-PCW10Rehab-02

PART IV: SPECIFICATIONSPlum Creek Watershed – Rehabilitation
Floodwater Retarding Structure Site 10
Construction Specifications
No.
1
3
5
6
7
8
9
11
21
23
24
26
27
28
31
34
36
41
45
53
61
71
81
91
92
94
95
99

Total
# Pages

Title
Clearing
Structure Removal
Pollution Control
APPENDIX A: SWP3 (+ cover page)
Seeding, Sprigging, and Mulching
Construction Surveys
Mobilization and Demobilization
Traffic Control
Removal of Water
Excavation
Earthfill
Drainfill
Topsoiling
Diversions and Waterways
Lime Treated Earthfill
Concrete for Major Structures
Steel Reinforcement
Roller Compacted Concrete
Reinforced Concrete Pressure Pipe Conduits
Plastic Pipe
Ductile-Iron Pipe
Rock Riprap
Water Control Gate
Metal Fabrication and Installation
Chain Link Fence
Field Fence
Contractor Quality Control
Geotextile
Conduit Abandonmenti – PART IV

4
4
6
12
6
6
6
4
4
6
8
6
4
4
6
22
6
22
4
10
4
4
4
4
4
4
10
4
6

PART IV – Divider & Index SheetIFB No. PCCD-21-PCW10Rehab-02

Material Specifications
No.

Title

# Pages

Date

303

Lime

2

2/2021521

Aggregates for Drainfill and Filters

2

1/2014522

Aggregates for Portland Cement Concrete2

5/2001

523

Rock for Riprap

49/2018524

Aggregates for Roller Compacted Concrete2

1/2014531

Portland Cement2

5/2001532

Supplementary Cementitious Materials

2

4/2015533

Chemical Admixtures for Concrete2

11/2005

534

Concrete Curing Compound2

1/2009535

Preformed Expansion Joint Filler

25/2001

536

Sealing Compound for Joints for Concrete
and Concrete Pipe2

9/2018539

Steel Reinforcement (for concrete)2

1/2009541

Reinforced Concrete Pressure Pipe

4

5/2001

547

Plastic Pipe4

10/2017553

Ductile-Iron Pipe2

1/2014571

Slide Gates

4

9/2018

581

Metal

2

11/2005

582

Galvanizing

2

5/2001

591

Field Fencing Material

2

9/2018592

Geotextile

49/2018ii – PART IV

Construction Specification 1—Clearing
1. Scope
The work shall consist of the clearing and disposal of trees, snags, logs, brush, shrubs, stumps, andrubbish from the designated areas.
2. Classification
Unless otherwise specified in section 8, clearing will be classified according to the following definitions:Class A—Requires that trees and other woody vegetation be removed so that the remaining stumps
extend no higher than 4 inches above the ground surface.
Class B—Requires that trees and other woody vegetation be removed so that the remaining stumps
extend no higher than 12 inches above the ground surface.
Class C—Requires that trees and other woody vegetation be removed as near the ground surface as
conventional tools or field conditions will permit or as specified in section 8.

3. Protection of existing vegetation
Trees and other woody vegetation designated to remain undisturbed shall be protected from damage
throughout the entire construction period. Any damage resulting from the contractor's operations orneglect shall be repaired by the contractor.
Earthfill, stockpiling of materials, vehicular parking, and excessive foot or vehicular traffic shall not beallowed within the dripline of vegetation designated to remain in place. Vegetation damaged by any ofthese or similar actions shall be replaced with viable vegetation of the same species or as specified in
section 8 and approved by the contracting officer.
Any cuts, skins, scrapes, or bruises to the bark of the vegetation shall be carefully trimmed and local
nursery accepted procedures used to seal damaged bark.
Any limbs or branches 0.5-inch or larger in diameter that are broken, severed, or otherwise seriously
damaged during construction shall be cut off at the base of the damaged limb or branch flush with theadjacent limb or tree trunk.
All roots 1 inch or larger in diameter that are cut, broken, or otherwise severed during construction
operations shall have the end smoothly cut perpendicular to the root. Roots exposed during excavation orother operations shall be covered with moist earth and/or backfilled as soon as possible to prevent themfrom drying.

4. Marking
The limits of the areas to be cleared will be marked by stakes, flags, tree markings, or other suitable
methods. Trees to be left standing and uninjured will be designated by special markings placed on thetrunks at a height of about 6 feet above the ground surface.
5. Clearing
All trees not marked for preservation and all snags, logs, brush, shrubs, stumps, rubbish, and similarmaterials shall be cleared from within the limits of the marked areas.
6. Disposal
All materials cleared from the designated areas shall be disposed of at locations shown on the drawings orin a manner specified in section 8. The contractor is responsible for complying with all local rules andregulations and the payment of any and all fees that may result from the disposal at locations away fromthe construction location.

(210-VI-NEH, May 2001)

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7. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the clearedarea is measured to the nearest 0.1 acre. Payment for clearing is made for the total area within thedesignated limits at the contract unit price for the specified class of clearing. Such payment will constitutefull compensation for all labor, equipment, tools, and all other items necessary and incidental to thecompletion of the work.
Method 2—For items of work for which specific unit prices are established in the contract, the length ofthe cleared area is measured to the nearest full station (100 feet) along the line designated on the drawings
or in the specifications. Payment for clearing is made for the total length within the designated limits atthe contract unit price for the specified class of clearing. Such payment will constitute full compensation
for all labor, equipment, tools, and all other items necessary and incidental to the completion of the work.
Method 3—For items of work for which specific unit prices are established in the contract, the cleared
areas is measured within the specified limits to the nearest 0.1 acre. The cleared areas are determined bymeasuring the width cleared, within the specified limits, at representative sections and multiplying the
average width between sections by the linear distance between sections. Payment for clearing is made at
the contract unit price for the item and shall constitute full compensation for all labor, equipment, tools,
and all other items necessary and incidental to the completion of the work.
Method 4—For items of work for which specific lump sum prices are established in the contract, payment
for clearing is made at the contract lump sum prices. Such payment shall constitute full compensation for
all labor, equipment, tools, and all other items necessary and incidental to the completion of the work.
All Methods—These provisions apply to all methods of measurement and payment. Compensation for
any item of work described in the contract, but not listed in the bid schedule is included in the payment
for the item of work to which it is made subsidiary. Such items and the items to which they are madesubsidiary are identified in section 8.

8. Items of work and construction details(210-VI-NEH, May 2001)

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8.

Items of work and construction details
In Section 6, Disposal, all materials removed from the cleared areas shall be disposed by burningand burying at locations as approved by the Engineer within the designated work limits or hauled
to an offsite location of the Contractor’s choosing as approved by the Engineer. All disposal
methods shall be in accordance with state and local regulations.
Burning shall be accomplished at such times and manner as to minimize the annoyance or
discomfort of the inhabitants of the area and not create nuisance conditions.
Locations for burying materials shall be designated at the time of the showing of the site toprospective bidders. Buried material shall have an earthfill cover of not less than 3 feet. The covershall be placed in two lifts with each lift compacted by traversing the entire surface with one tread
track of the material placement equipment. The top lift shall be mounded at least 6 inches higher
than the surrounding undisturbed area to prevent unsightly depressions after settlement. The
finished surface of the disposal area shall be uniformly graded to prevent ponding of water.
All trees, snags, logs, brush, shrubs, stumps, and rubbish that are felled, detached, or otherwise
dislocated in or near stream channels shall be disposed of as specified or removed to higher
ground prior to the end of each workday. The Contractor is to take precautions, when temporarily
stockpiling cleared and grubbed materials, to guard against such cleared and grubbed materials
being floated or transported off the worksite by rainstorm runoff.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Subsidiary Item, Clearing, Class C(1)This item shall consist of all clearing within the work limits required forconstruction of the works of improvement.

(2)

The actual limits of required clearing will be as designated or staked at the timeof the showing of the site to prospective bidders.

(3)

Upon completion of the clearing operation, all areas which have been cleared
shall be dressed to be reasonably smooth by blading, dragging or floating. The
entire area shall be reasonably free of abrupt mounds, dips and windrows toprovide a clear area for construction staking.

(4)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the appropriate bid item for Excavation,
Common.

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Construction Specification 3—Structure Removal
1. Scope
The work shall consist of the removal, salvage, and disposal of structures (including fences) from thedesignated areas.
2. Marking
Method 1—Each structure or structure part to be removed will be marked with stakes, flags, paint, orother suitable method.
Method 2—The area boundaries from which structures must be removed will be marked using stakes,
flags, paint, or other suitable method. Structures to remain undisturbed or to be salvaged will be
designated by special markings.

3. Removal
Method 1—All structures designated for removal in the contract shall be removed to the specified extent
and depth.
Method 2—Within the areas so marked, all visible and buried structures identified shall be removed tothe specified extent and depth.

4. Salvage
Structures or structure parts that are designated to be salvaged shall be carefully removed and neatly
placed in the specified or approved storage location. Salvaged structures that are capable of being
disassembled shall be dismantled into individual members or sections. Such structures shall be neatly andsystematically match marked with paint before disassembly. All connectors and other parts shall bemarked to indicate their proper location within the structure and shall be fastened to the appropriate
structural member or packed in suitable containers.
Material from fences designated to be salvaged shall be placed outside the work area on the property on
which the fence was originally located. Fence wire shall be rolled into uniform rolls of suitable size andneatly piled with other salvaged materials. Posts and rails shall be neatly stacked.

5. Disposal of refuse materials
Refuse materials resulting from structure removal shall be disposed of in a manner and at locations
specified in section 7 of this specification or in an acceptable manner and at locations approved by thecontracting officer. Disposal by burning shall be in accordance with local rules and regulations.
6. Measurement and payment
Method 1—For items of work for which specific unit prices are established by the contract, payment for
the removal of each structure unit, except fences, is made at the contract unit price. Fences removed or
removed and salvaged are measured to the nearest linear foot. Payment for fence removal or removal andsalvage is made at the contract unit prices for each type and size of fence.
Such payment will constitute full compensation for all labor, equipment, tools, applicable permits andassociated fees for burning and disposal of refuse, and all other items necessary and incidental to thecompletion of the work.
Method 2—For items of work for which specific lump sum prices are established by the contract,
payment for structure removal is made at the contract lump sum price.
Such payment will constitute full compensation for all labor, equipment, tools, applicable permits andassociated fees for burning and disposal of refuse, and all other items necessary and incidental to thecompletion of the work.

(210-VI-NEH, May 2001)

3–1

All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed as a contract line item numberin the bid schedule, is included in the payment for the item of work to which it is made subsidiary. Suchitems and items to which they are made subsidiary are identified in section 7 of this specification.

7. Items of work and construction details(210-VI-NEH, May 2001)

3–2

7.

Items of work and construction details
In Section 2, Marking, Method 1 shall apply.
In Section 6, Measurement and payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

b.

Bid Item 1, Structure Removal, Fences(1)

This item shall consist of the removal and disposal of all designated fences in theconstruction area.

(2)

The limits of fences to be removed shown on the drawings are approximate.
Additionally, some fences may exist within the construction areas that are notdelineated on the drawings. The actual limits of fences required to be removed
will be marked on the site at the time of the showing of the site to prospective
bidders.

(3)

In Section 3, Removal, Method 2 shall apply. The fences shall be removed to thebottom of the footing and/or post.

(4)

In Section 5, Disposal, rubbish or non-woody material shall be disposed of by theContractor at sites of his own choosing away from the construction site as
approved by the Engineer. The woody materials shall be disposed by burningand burying at locations as approved by the Engineer within the designated work
limits or hauled to an offsite location of the Contractor’s choosing as approvedby the Engineer. Minimum earth cover over the buried disposed materials shallbe three feet. All disposal methods shall be in accordance with state and local
regulations.

(5)

Burning shall be accomplished at such times and manner as to minimize theannoyance or discomfort of the inhabitants of the area and not create nuisanceconditions.

Bid Item 2, Structure Removal, Principal Spillway Inlet(1)

This item shall consist of removal and disposal of the existing principal spillway
inlet; designated conduit sections, concrete cradle; pipe cantilever and pipe
support as shown on the drawings.

(2)

The existing principal spillway conduit shall be used for dewatering and shallremain open until the new principal spillway system and outlet channel
installation are complete.

(3)

In Section 5, Disposal, rubbish from the removal shall be buried at locations as
approved by the Engineer within the designated work limits or hauled to an
offsite location of the Contractor’s choosing as approved by the Engineer.
Minimum earth cover over the buried disposed materials shall be three feet. All
disposal methods shall be in accordance with state and local regulations.

(4)

Burning shall be accomplished at such times and manner as to minimize theannoyance or discomfort of the inhabitants of the area and not create nuisanceconditions.

(5)

In Section 3, Removal, Method 1 shall apply. The limits of removal shall be as
shown on the drawings.

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(6)

The item of work subsidiary to this bid item is Excavation, Structure Removal as
specified in Construction Specification 21.

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Construction Specification 5—Pollution Control
1. Scope
The work consists of installing measures or performing work to control erosion and minimize theproduction of sediment and other pollutants to water and air from construction activities.

The following BioPreferred® product categories are applicable to this specification:— mulch and compost materials— erosion control materials— fertilizers— dust suppressants— agricultural spray adjuvants
2. Material
Silt fence shall conform to the requirement of Materials Specification 592, Geotextile. All other material
furnished shall meet the requirements of the material specifications listed in section 8 of this specification.
3. Erosion and sediment control measures and works
The measures and works shall include, but are not limited to, the following:

Staging of earthwork activities—The excavation and moving of soil materials shall be scheduled tominimize the size of areas disturbed and unprotected from erosion for the shortest reasonable time.
Seeding—Seeding to protect disturbed areas shall occur as soon as reasonably possible following
completion of that earthwork activity.
Mulching—Mulching to provide temporary protection of the soil surface from erosion.
Diversions—Diversions to divert water from work areas and to collect water from work areas fortreatment and safe disposition. They are temporary and shall be removed and the area restored to its near
original condition when the diversions are no longer required or when permanent measures are installed.
Stream crossings—Culverts or bridges where equipment must cross streams. They are temporary andshall be removed and the area restored to its near original condition when the crossings are no longer
required or when permanent measures are installed.
Sediment basins—Sediment basins collect, settle, and eliminate sediment from eroding areas from
impacting properties and streams below the construction site(s). These basins are temporary and shall be
removed and the area restored to its original condition when they are no longer required or whenpermanent measures are installed.
Sediment filters—Straw bale filters or geotextile silt fences trap sediment from areas of limited runoff.
Sediment filters shall be properly anchored to prevent erosion under or around them. Silt fences shall be
installed and maintained in accordance with ASTM D6462. These filters are temporary and shall be
removed and the area restored to its original condition when they are no longer required or whenpermanent measures are installed.
Waterways—Waterways for the safe disposal of runoff from fields, diversions, and other structures ormeasures. These works are temporary and shall be removed and the area restored to its original condition
when they are no longer required or when permanent measures are installed.
Other—Additional protection measures as specified in section 8 of this specification or required byFederal, State, or local government.

(210-VI-NEH, January 2014)

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4. Chemical pollution
The contractor shall provide watertight tanks or barrels or construct a sump sealed with plastic sheets tocollect and temporarily contain chemical pollutants, such as drained lubricating or transmission fluids,
grease, soaps, concrete mixer washwater, or asphalt, produced as a by-product of the construction
activities. Pollutants shall be disposed of in accordance with appropriate state and Federal regulations. At
the completion of the construction work, tanks, barrels, and sumps shall be removed and the area restored
to its original condition as specified in section 8 of this specification. Sump removal shall be conductedwithout causing pollution.
Sanitary facilities, such as chemical toilets, or septic tanks shall not be located next to live streams, wells,or springs. They shall be located at a distance sufficient to prevent contamination of any water source. At
the completion of construction activities, facilities shall be disposed of without causing pollution as
specified in section 8 of this specification.

5. Air pollution
The burning of brush or slash and the disposal of other materials shall adhere to state and local
regulations.
Fire prevention measures shall be taken to prevent the start or spreading of wildfires that may result fromproject activities. Firebreaks or guards shall be constructed and maintained at locations shown on thedrawings.
All public access or haul roads used by the contractor during construction of the project shall be sprinkled
or otherwise treated to fully suppress dust. All dust control methods shall ensure safe construction
operations at all times. If chemical dust suppressants are applied, the material shall be a commerciallyavailable product specifically designed for dust suppression and the application shall follow
manufacturer's requirements and recommendations. A copy of the product data sheet and manufacturer's
recommended application procedures shall be provided to the engineer 5 working days before the first
application.

6. Maintenance, removal, and restoration
All pollution control measures and temporary works shall be adequately maintained in a functional
condition for the duration of the construction period. All temporary measures shall be removed and thesite restored to near original condition.
7. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, each item ismeasured to the nearest unit applicable. Payment for each item is made at the contract unit price for that
item. For water or chemical suppressant items used for dust control for which items of work areestablished in section 8 of this specification, measurement for payment will not include water or chemical
suppressants that are used inappropriately or excessive to need. Such payment will constitute fullcompensation for the completion of the work.
Method 2—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds and supported by invoices presented by the contractor that reflect actual costs. If thetotal of all progress payments is less than the lump sum contract price for this item, the balance remaining
for this item will be included in the final contract payment. Payment of the lump sum contract price will
constitute full compensation for completion of the work.
Method 3—For items of work for which lump sum prices are established in the contract, payment will be
prorated and provided in equal amounts on each monthly progress payment estimate. The number ofmonths used for prorating shall be the number estimated to complete the work as outlined in the(210-VI-NEH, January 2014)

5–2

contractor's approved construction schedule. The final month's prorate amount will be provided with thefinal contract payment. Payment as described will constitute full compensation for completion of thework.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items, and the items to which
they are made subsidiary, are identified in section 8 of this specification.

8. Items of work and construction details(210-VI-NEH, January 2014)

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8.

Items of work and construction details
This construction site is greater than five (5) acres in area and is subject to the Texas Pollutant
Discharge Elimination System (TPDES) requirements administered by the Texas Commission on
Environmental Quality (TCEQ). Rules for the TPDES process relative to construction sites arecontained in the TPDES General Permit NO. TXR150000. A copy of General Permit No.
TXR150000 may be found at the TCEQ website.
In conformance with TPDES General Permit TXR150000, a Storm Water Pollution Prevention
Plan (SWP3) is required for the construction site. A SWP3 prepared by NRCS is provided. The
Contractor shall review the SWP3 and shall amend the plan with a detailed work sequence outline
which defines and delineates the proposed construction operation. The amended SWP3 shall besigned by the Contractor and submitted to the Contracting Officer prior to issuance of the Noticeto Proceed. A copy of the approved SWP3, as amended, will be maintained at the construction
site by the Contractor. A copy of the permit shall be attached to the SWP3.
A copy of the Notice of Intent (NOI) shall be posted at the site until the TPDES permit number isissued for the site. An 8 ½” x 11” notice shall be posted at the site giving the following
information about the permit: permit number, contact name, contact phone and projectdescription. If a permit number has not been issued, a copy of the NOI shall be posted with thenotice.
If the Contractor identifies sediment control items, which are considered essential to theanticipated construction operation, but which are not reflected by the contract bid schedule, awritten request for a contract modification will be provided to the Contracting Officer. The
request will identify the items and operation and provide an assessment of changes to the contract
cost and performance time.
TPDES also requires an NOI and Notice of Termination (NOT) to be filed with TCEQ. The
Contractor will be responsible for submitting the Contractor’s copy of the NOI to the Engineer at
least five business days before work begins. When the contract is completed, the Contractor shallprovide the NRCS Project Engineer a copy of the NOT that he/she will file with the TCEQ.
In conformance with TPDES requirements, the Inspector and the Contractor (or the Contractor’s
Quality Control person) shall perform periodic inspections of the sediment control practices. At aminimum, inspections shall be conducted every 14 days, on the first workday of the week, andwithin 24 hours of any rainfall event of more than 0.5 inches at the construction site. After eachinspection, a written report will be prepared which summarizes the status of inspected items. The
reports will (a) evaluate effectiveness, (b) identify maintenance needs and/or (c) recommend
remedial corrective action and will be prepared and signed by the Engineer and the Contractor.
The report shall be filed on site in the same location as the SWP3. The Contractor shall be
responsible for identifying and correcting maintenance problems.
In Section 3, Erosion and sediment control measures and works, Sediment filters shall be limited
to geotextile sediment filters.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 3, Pollution Control(1)This item shall consist of performing all work and furnishing all materials
necessary to accomplish the work defined in Section 1 of this specification,
including all works required to implement the Storm Water Pollution Prevention
Plan, installation and maintenance of the rock sediment filter, installation and

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maintenance of the stabilized construction entrance and maintenance of sediment
filters, but not the installation of the fabric sediment filters.

b.

(2)

The rock sediment filter and stabilized construction entrance shall be installed asshown on the drawings and otherwise needed to control sediment from leaving
the construction site.

(3)

All pollution control measures shall be removed at the completion of
construction activities.

(4)

In Section 7, Measurement and payment, Method 3 shall apply.

Bid Item 4, Sediment Filters(1)

This item shall consist of furnishing and installing sediment filters to the lengths
and in locations designated on the drawings and otherwise needed to control
sediment from leaving the construction site. Maintenance of installed sediment
filters shall be paid for under the bid item for Pollution Control.

(2)

The sediment filter materials shall meet the requirements of Material
Specification 592.

(3)

The silt fence shall be installed according to the requirements in ASTM D6462.

(4)

In Section 7, Measurement and payment, Method 1 shall apply.

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IFB No. PCCD-21-PCW10Rehab-02

Appendix A to SITE 10 Construction Spec 5 – Cover Sheet

SITE 10 REHAB STORM WATER POLLUTION
PREVENTION PLAN (SWP3)(12 pages)

APPENDIX A
toConstruction Specification 5 – SITE 10 Rehab
Pollution Control

Notes
A copy of TPDES General Permit No. TXR150000 is available at thefollowing internet address [PDF file requiring Adobe Acrobat Reader toview or print]:
https://www.tceq.texas.gov/assets/public/permitting/stormwater/txr150000-cgp.pdf

IFB No. PCCD-21-PCW10Rehab-02

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IFB No. PCCD-21-PCW10Rehab-02

SWP3

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12Construction Specification 6—Seeding, Sprigging, and Mulching
1. Scope
The work consists of preparing the area for treatment; furnishing and placing seed, sprigs, mulch,fertilizer, inoculant, lime, and other soil amendments; and anchoring mulch in designated areas as
specified.
The following BioPreferred® product categories are applicable to this specification:— mulch and compost materials— erosion control materials— fertilizers— agricultural spray adjuvants

2. Material
Seed—All seed must conform to the current rules and regulations of the State where it is being used andmust be from the latest crop available. It must meet or exceed the standard for purity and germination
listed in section 7.
Seed must be labeled in accordance with State laws and U.S. Department of Agriculture rules andregulations under the Federal Seed Act in effect on the date of invitations for bids. Bag tag figures areevidence of purity and germination. No seed may be accepted with a test date of more than 9 months
before the date of delivery to the site.
Seed that has become wet, moldy, or otherwise damaged in transit or storage will not be accepted. The
percent of noxious weed seed allowable must be as defined in the current State laws relating toagricultural seeds. Each type of seed must be delivered in separate sealed containers and fully tagged
unless an exception is granted in writing by the contracting officer.
Fertilizer—Unless otherwise specified, the fertilizer must be a commercial-grade fertilizer. It must meetthe standard for grade and quality specified by State law. Where fertilizer is furnished from bulk storage,
the contractor must furnish a supplier’s certification of analysis and weight. When required by thecontract, a representative sample of the fertilizer must be furnished to the contracting officer for chemical
analysis.
Inoculants—The inoculant for treating legume seeds must be a pure culture of nitrogen-fixing bacteria
prepared specifically for the species and must not be used later than the date indicated on the container oras otherwise specified. A mixing medium, as recommended by the manufacturer, must be used to bondthe inoculant to the seed. Two times the amount of the inoculant recommended by the manufacturer must
be used, except that four times the amount must be used when seed is applied using a hydraulic seeder.
Seed must be sown within 24 hours of treatment and must not remain in the hydraulic seeder longer than
4 hours.
Lime and other soil amendments—Lime must consist of standard ground agriculture limestone, orapproved equivalent. Standard ground agriculture limestone is defined as ground limestone meetingcurrent requirements of the State department of agriculture. Other soil amendments must meet quality
criteria and application requirements specified in section 7.
Mulch tackifiers—Asphalt emulsion tackifiers must conform to the requirements of ASTM D977,
Specification for Emulsified Asphalt. The emulsified asphalt may be rapid setting, medium setting, or
slow setting. Nonasphaltic tackifiers required because of environmental considerations must be as
specified in section 7.

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Straw mulch material—Straw mulch must consist of wheat, barley, oat or rye straw, hay, grass cut from
native grasses, or other plants as specified in section 7. The mulch material must be air-dry, reasonably
light in color, and must not be musty, moldy, caked, or otherwise of low quality. The use of mulch that
contains noxious weeds is not permitted. The contractor must provide a method satisfactory to thecontracting officer for determining weight of mulch furnished.
Other mulch materials—Mulching materials, such as wood cellulose fiber mulch, mulch tackifiers,synthetic fiber mulch, netting, and mesh may be required for specialized locations and conditions. Thesematerials, when specified, must be accompanied by the manufacturer’s recommendations for methods ofapplication.

3. Seeding mixtures, sod, sprigs, and dates of planting
The application rate per acre for seed mixtures, sprigs, or sod and date of seeding or planting must be as
shown on the plans or as specified in section 7.
4. Seedbed preparation and treatment
Areas to be treated must be dressed to a smooth, firm surface. On sites where equipment can operate on
slopes safely, the seedbed must be adequately loosened (4 to 6 inches deep) and smoothed. Depending on
soil and moisture conditions, disking or cultipacking, or both, may be necessary to properly prepare aseedbed. Where equipment cannot operate safely, the seedbed must be prepared by hand methods by
scarifying to provide a roughened soil surface so that broadcast seed will remain in place.
If seeding is to be accomplished immediately following construction operations, seedbed preparation may
not be required except on a compacted, polished, or freshly cut soil surface.
Rocks larger than 6 inches in diameter, trash, weeds, and other debris that will interfere with seeding ormaintenance operations must be removed or disposed of as specified in section 7.
Seedbed preparation must be discontinued when soil moisture conditions are not suitable for the
preparation of a satisfactory seedbed as determined by the responsible engineer.

5. Seeding, sprigging, fertilizing, mulching, and stabilizing
All seeding or sprigging operations must be performed in such a manner that the seed or sprigs areapplied in the specified quantities uniformly in the designated areas. The method and rate of seedapplication must be as specified in section 7. Unless otherwise specified, seeding or sprigging must be
accomplished within 2 days after final grading is completed and approved.
Fertilizer, lime, and other soil amendments must be applied as specified in section 7. When specified, thefertilizer and soil amendments must be thoroughly incorporated into the soil immediately following
surface application.
The rate, amount, and kind of mulching or mesh must be as specified in section 7. Mulches must be
applied uniformly to the designated areas. They must be applied to areas seeded not later than 2 working
days after seeding has been performed. Straw mulch material must be stabilized within 24 hours ofapplication using a mulch crimper or equivalent anchoring tool or by a suitable tackifier. When the mulch
crimper or equivalent anchoring tool is used, it must have straight blades and be the type manufactured
expressly for and capable of firmly punching the mulch into the soil. Where the equipment can be safely
operated, it must be operated on the contour. Hand methods must be used where equipment cannot safely
operate to perform the work required.
The tackifier must be applied uniformly over the mulch material at the specified rate, or it must be
injected into the mulch material as it is being applied. Mesh or netting stabilizing materials must be
applied smoothly but loosely on the designated areas. The edges of these materials must be buried or
securely anchored using spikes or staples as specified in section 7.

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The contractor must maintain the mesh or netting areas until all work under the contract has been
completed and accepted. Maintenance must consist of the repair of areas damaged by water erosion, wind,fire, or other causes. Such areas must be repaired to reestablish the intended condition and to the designlines and grades required by the contract. The areas must be refertilized, reseeded, and remulched before
the new application of the mesh or netting.

6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, each area
treated is measured as specified in section 7 and the area is calculated to the nearest 0.1 acre. Payment fortreatment is made at the contract unit price for the designated treatment, which will constitute fullcompensation for completion of the work.
When specified as an item of work, mesh or netting is measured to the nearest square yard of surface area
covered and accepted. Payment is made at the contract unit price and will constitute full compensation forcompletion of the work.
Method 2—For items of work for which specific lump-sum prices are established in the contract, thequantity of work will not be measured for payment. Payment for this item is made at the contract lumpsum price for the item and constitutes full compensation for the completion of the work.
Method 3—For items of work for which lump-sum prices are established in the contract, payment ismade as the work proceeds. Progress payments are determined as specified in section 7. Payment of thelump sum contract price constitutes full compensation for completion of the work.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 7.

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7.

Items of work and construction details
In Section 5, straw mulch material shall consist of coastal bermudagrass or a native bluestem mix
and the rate of application shall be 2-1/2 tons per acre. Stabilize mulches with a non-asphaltic
tackifier applied at a rate of 40 pounds per acre or by a mechanical crimper. The contractor shallsubmit the manufacturer’s product data and installation instructions for the tackifier to theContracting Officer for approval of the product.
When working on slopes which are steeper than 3 horizontal to 1 vertical, all rubber tire
equipment on the slope will be held with truck or tractor and winch line with the truck or tractor
operating along the crown of the embankment or other suitable flat surface. As an alternative,
track (crawler) equipment with a low center of gravity may work up and down the slopes toperform the work without a winch line requirement when operated in accordance with applicable
OSHA requirements.
Disturbed areas and slopes in the reservoir area below the elevation of the lowest un-gated outlet
shall not be chisel plowed or disked. Permanent vegetation is not required below the elevation of
the lowest un-gated outlet. The plowing shall be on the approximate contour. Plowing will not
be permitted when the ground is frozen or wet to the point that rutting would occur during
plowing. The ground surface shall be left reasonably smooth and free of windrows, ridges, ordepressions.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 5, Vegetation, Sprigging(1)

This item shall consist of preparing the seedbed and furnishing and applying
sprigs, hay mulch, tackifer and fertilizer to the designated areas as shown on thedrawings.

(2)

Sprigging shall be conducted between January 15 and May 15. If sprigging does
not fit with these dates, then a modification to the contract will be made to
substitute seeding for sprigging.

(3)

Sprigging shall be conducted with a mechanical sprigging machine. Coastal
bermudagrass sprigs shall be applied at the rate of 48 bushels or 60 cu. ft. peracre. The distance between rows shall not exceed 20 inches. Sprigs shall beplaced in moist soil approximately 3 inches deep and packed. Hand sprigging
may be used in addition to the sprigging machine in inaccessible areas.

(4)

Coastal bermudagrass sprigs shall consist of healthy, uninjured, live stolons andrhizomes free from excessive foreign matter. The area to be harvested for sprigs
shall be mowed to a maximum height of 3 inches before harvesting the sprigs.
Sprigs shall be obtained from a source within a radius of 100 miles of the works
of improvement to be planted. Sprigs shall not be cut or chopped shorter than 4
inches. Care shall be exercised to see that harvested sprigs do not lie exposed tothe sun for more than 30 minutes before they are stacked in piles and covered or
loaded for transporting to the planting site. Harvested sprigs shall be watered inroute to the planting site and kept covered and moist until planted. Not morethan 30 hours shall elapse between initial harvest and planting the sprigs.

(5)

Fertilizer shall be of the pelleted form and shall be uniformly mixed. Prior toplanting the grasses, fertilizer shall be applied and worked into the soil by disking
with a weighted tandem disk to a depth of approximately 4 inches. No fertilizer
shall be applied when the ground is excessively wet, frozen, or otherwise in an

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untillable condition. The rate of application of the fertilizer shall be thirty (30)pounds of nitrogen (N), forty (40) pounds of phosphorous (P) and no (0) poundsof potassium (K) per acre.
(6)
b.

c.

In section 6, Measure and Payment, Method 1 will apply.

Bid Item 6, Irrigation System(1)

This item shall consist of furnishing and installing a temporary solid set sprinkler
irrigation system as needed to irrigate the areas as designated in Section 7.a of
this specification.

(2)

The contractor shall furnish the contracting officer, in writing, a proposed planfor the irrigation system and application 30 days before installing the irrigation
system. The plan shall show the layout, size of all components, sprinkler headspacing, and methods to determine the application and distribution efficiencies.
Acceptance of this plan or the waiving of the plan requirement will not relieve
the contractor of the responsibilities for completing the specified work.

(3)

The system shall be adequate to apply the volume of water and meet theapplication requirements specified in Sections 7.c (2) and 7.c (3) of thisspecification. The application of irrigation shall not cause runoff. The
application shall be uniform ensuring that at any point the irrigated area shall bewithin 20 percent of the required application.

(4)

The contractor shall furnish all equipment, operators, maintenance, operating
supplies, and materials needed to install the system. The contractor shall furnish
in-line, propeller type water meter (s) with volumetric calibration. The meter(s)shall be installed so that all water applied for the irrigation of sprigged grasses
under the contract will be metered.

(5)

Unless otherwise noted, the system shall be removed upon completion of all
irrigation applications.

(6)

In Section 6, Measurement and Payment, Method 2 will apply.

Bid Item 7, Irrigation Water(1)

This item shall consist of applying irrigation water to the areas seeded. It shall
include the cost of water and labor.

(2)

The estimated application rate and schedule of irrigations will be as follows: 1stirrigation 2 acre-inches, 2nd, 3rd and 4th irrigations ½ acre inch at 2-day intervals
and then twice a week for the next 4 weeks at ½ acre inch applications.
Additional irrigation or adjustment in the application rates may be required asdetermined and approved by the Engineer and shall be executed with amodification to the contract to specify the change and to make an equitableadjustment in contract price and performance time as may be warranted by thechange.

(3)

All areas will be irrigated with a sprinkler irrigation system. The total irrigation
at any one time will be based on need as determined by the GR. The irrigation
system shall produce a reasonable uniform distribution of the required
application over the irrigated area without excessive runoff or erosion. The
watering efficiency shall not be less than 85%. Adjustments in sprinkler spacing,nozzle sizes, pressures, or in the gross water applied shall be made when neededto accomplish the above objectives.

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(4)

The contractor shall be responsible for the water source.

(5)

In Section 6, Measurement and Payment, Method 1 will apply. Measurement for
payment will be 1000-gallon units and will be measured to the nearest 1000
gallons based on the applied volume determined from the readings of the in-line
water meter(s). An adjustment in the volume of water shall be applied for
application efficiency less than 85 percent.

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Construction Specification 7—Construction Surveys
1. Scope
The work consists of performing all surveys, measurements, and computations required by thisspecification.
2. Equipment and material
Equipment for construction surveys shall be of a quality and condition to provide the required accuracy.
The equipment shall be maintained in good working order and in proper adjustment at all times. Recordsof repairs, calibration tests, accuracy checks, and adjustments shall be maintained and be available forinspection by the engineer. Equipment shall be checked, tested, and adjusted as necessary in conformancewith manufacturer's recommendations.
Material is field notebooks, stakes, templates, platforms, equipment, spikes, steel pins, tools, and all otheritems necessary to perform the work specified.

3. Quality of work
All work shall follow recognized professional practice and the standards of the industry unless otherwise
specified in section 9 of this specification. The work shall be performed to the accuracy and detailappropriate for the type of job. Notes, sketches, and other data shall be complete, recorded neatly, legible,
reproducible and organized to facilitate ease in review and allow reproduction of copies for job
documentation. Survey equipment that requires little or no manual recording of field data shall have
survey information documented as outlined in section 9 of this specification.
All computations shall be mathematically correct and shall include information to identify the bid item,
date, and who performed, checked, and approved the computations. Computations shall be legible,
complete, and clearly document the source of all information used including assumptions andmeasurements collected.
If a computer program is used to perform the computations, the contractor shall provide the engineer withthe software identification, vendor's name, version number, and other pertinent data before beginningsurvey activities. Computer generated computations shall show all input data including values assigned
and assumptions made.
The elevations of permanent and temporary benchmarks shall be determined and recorded to the nearest
0.01 foot. Differential leveling and transit traverses shall be of such precision that the error of verticalclosure in feet shall not exceed plus or minus 0.1 times the square root of the traverse distance in miles.
Linear measurements shall be accurate to within 1 foot in 5,000 feet, unless otherwise specified in section
9 of this specification. The angular error of closure for transit traverses shall not exceed 1-minute times
the square root of the number of angles turned.
The minimum requirements for placing slope stakes shall be at 100-foot stations for tangents, as little as
25 feet for sharp curves, breaks in the original ground surface and at any other intermediate stations
necessary to ensure accurate location for construction layout and measurement. Slope stakes and crosssections shall be perpendicular to the centerline. Significant breaks in grade shall be determined for crosssections. Distances shall be measured horizontally and recorded to the nearest 0.1 foot. Side shots forinterim construction stakes may be taken with a hand level.
Unless otherwise specified in section 9 of this specification, measurements for stationing and establishing
the location of structures shall be made to the nearest 0.1 foot.
Elevations for concrete work, pipes, and mechanical equipment shall be determined and recorded to thenearest 0.01 foot. Elevations for earth work shall be determined and recorded to the nearest 0.1 foot.

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4. Primary control
The baselines and bench marks for primary control, necessary to establish lines and grades needed forconstruction, are shown on the drawings and have been located on the job site.
These baselines and bench marks shall be used as the origin of all surveys, layouts, and measurements toestablish construction lines and grades. The contractor shall take all necessary precautions to prevent theloss or damage of primary control points. Any stakes or control points lost or damaged by construction
activity will be reestablished by the contractor or at contractor expense.

5. Construction surveys
Before work starts that requires contractor performed surveys, the contractor shall submit in writing forthe engineer's review: the name, qualifications, and experience of the individuals to be assigned to thesurvey tasks.
Method 1—Contractor performed surveys shall include:• checking and any supplemental or interim staking• performing quantity surveys, measurements, and computations for progress payment• other surveys as described in section 9 of this specification
Method 2—Contractor performed surveys shall consist of all work necessary for:• establishing line and grade for all work
• setting slope stakes for all work
• checking and any supplemental or interim staking• establishing final grade stakes• performing quantity surveys, measurements, and computations for progress payment• other surveys as described in section 9 of this specification
Method 3—Contractor performed surveys shall consist of all work necessary for:• establishing line and grade for all work
• setting slope stakes for all work
• checking and any supplemental or interim staking• establishing final grade stakes• performing quantity surveys, measurements, and computations for progress payments• performing original (initial) and final surveys for determinations of final quantities• other surveys as described in section 9 of this specification.

6. Staking
The construction staking required for the item shall be completed before work on any item starts.
Construction staking shall be completed as follows or as otherwise specified in section 9 of thisspecification:
Clearing and grubbing—The boundary of the area(s) to be cleared and grubbed shall be staked or
flagged at a maximum interval of 200 feet, closer if needed, to clearly mark the limits of work. Whencontractor staking is the basis for determining the area for final payment, all boundary stakes will be
reviewed by the engineer before start of this work item.
Excavation and fill—Slope stakes shall be placed at the intersection of the specified slopes and ground(210-VI-NEH, January 2009)7–2

line. Slope stakes and the reference stakes for slopes shall be marked with the stationing, required cut or
fill, slope ratio, and horizontal distance from the centerline or other control line. The minimum
requirements for placing slope stakes is outlined in section 3, Quality of work.
Structures—Centerline and offset reference line stakes for location, alignment, and elevation shall beplaced for all structures.

7. Records
All survey data shall be recorded in fully identified standard hard-bound engineering survey fieldnotebooks with consecutively numbered pages. All field notes and printed data shall include the purpose
or description of the work, the date the work was performed, weather data, sketches, and the personnel
who performed and checked the work. Electronically generated survey data and computations shall bebound, page numbered, and cross referenced in a bound field notebook containing the index for all survey
activities. All work shall follow recognized professional practice.
The construction survey records shall be available at all times during the progress of the work for
examination and use by the engineer and when requested, copies shall be made available. The original
field notebooks and other records shall be provided to and become the property of the owner before final
payment and acceptance of all work.
Complete documentation of computations and supporting data for progress payments shall be submitted
to the engineer with each invoice for payment as specified in section 9 of the specification. When thecontractor is required to conduct initial and final surveys as outlined in section 5, Construction Surveys,
notes shall be provided as soon as possible after completion to the engineer for the purpose ofdetermining final payment quantities.

8. Payment
Method 1—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds, after presentation of correct and accurate invoices by the contractor showing related
costs and evidence of the charges of suppliers, subcontractors, and others for supplies furnished and work
performed. Invoices for the total amount of the contract price will not be accepted until all surveys arecomplete and required documentation has been determined complete. If the total of such payments is lessthan the lump sum contract price for this item, the unpaid balance will be included in the final contract
payment. Payment of the lump sum contract price will constitute full compensation for completion of all
work under the bid item.
Method 2—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds with progress payment amounts determined as a percentage of the total work
planned as projected from the contractor's approved construction schedule. Payment of the lump sum
contract price will constitute full compensation for completion of all work under this bid item.
All Methods—Payment will not be provided under this item for the purchase price of materials or
equipment having a residual value.
Compensation for any item of work described in the contract, but not listed in the bid schedule will be
included in the payment for the item of work to which it is made subsidiary. Such items and the item towhich they are made subsidiary are identified in section 9 of this specification.

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9.

Items of work and construction details
In Section 5, Construction surveys, Method 2 shall apply.
In Section 7, 2nd paragraph, 2nd sentence shall be deleted and replaced with “The original fieldnotebooks and other records shall be provided to and become the property of the owner before
final payment.”.
In Section 8, Payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 8, Construction Surveys(1)This item shall consist of performing all work required by Section 1 of thisspecification.

(2)

All surveys shall proceed from benchmarks shown in the construction drawings.

(3)

Initial and final surveys for determinations of final quantities will be performedby the Engineer.

(4)

In Section 5, Construction Surveys, the surveys conducted by the Contractor
shall include but not be limited to:

(5)

(a)

Those required to check all excavation and earthfill slopes as work
progresses to ensure such slopes are maintained at those specified.

(b)Earthfill slopes shall be checked at least each five feet of vertical intervaland corrected to planned slope.

(c)Those necessary to set "bluetops" for subgrades and finished grades of all
excavations, earthfills and appurtenances to the works.

The contractor shall install four (4) Permanent Reference Markers (PRM) at
locations to be determined by the Engineer.
(a)This establishment of the PRMs shall consist of all work and materials(except the benchmark caps) required for installation of permanentreference markers. The aluminum cap for the PRM will be furnished by
the Contracting Officer prior to casting/pouring the concrete.

(b)

Two PRMs shall be required. The locations of the markers shall be
determined by the Engineer.

(c)Markers shall be cast in place, non-reinforced, concrete cylinders or
precast, non-reinforced, concrete cylinders installed flush with theground line and with a standard benchmark cap mounted on the top.

(d)

The concrete shall be a 6-sack mix with a maximum water-cement ratioof 0.5.

(e)

The proportions of the aggregates shall be such as to produce a concrete
mixture that works readily into the excavated hole but does not segregate
or exude free water during consolidation.

(f)

The concrete cylinder shall have a minimum diameter of 10 inches anddepth of 2 feet, except a lesser depth may be approved where rock is
encountered. Earth forming will be permitted for cast-in-place markers,

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(g)

No surface finish will be required for that portion of the marker which
will be below ground. If precast markers are used, backfill shall bethoroughly tamped in 4-inch layers.

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Construction Specification 8—Mobilization and Demobilization
1. Scope
The work consists of the mobilization and demobilization of the contractor's forces and equipment
necessary for performing the work required under the contract. It does not include mobilization anddemobilization for specific items of work for which payment is provided elsewhere in the contract.
Mobilization will not be considered as work in fulfilling the contract requirements for commencement ofwork.
2. Equipment and material
Mobilization shall include all activities and associated costs for transportation of contractor's personnel,
equipment, and operating supplies to the site; establishment of offices, buildings, and other necessary
general facilities for the contractor's operations at the site; premiums paid for performance and payment
bonds including coinsurance and reinsurance agreements as applicable; and other items specified in
section 4 of this specification.
Demobilization shall include all activities and costs for transportation of personnel, equipment, andsupplies not required or included in the contract from the site; including the disassembly, removal, andsite cleanup of offices, buildings, and other facilities assembled on the site specifically for this contract.
This work includes mobilization and demobilization required by the contract at the time of award. If
additional mobilization and demobilization activities and costs are required during the performance of thecontract as a result of changed, deleted, or added items of work for which the contractor is entitled to an
adjustment in contract price, compensation for such costs will be included in the price adjustment for theitem or items of work changed or added.

3. Payment
Payment will be made as the work proceeds, after presentation of paid invoices or documentation of
direct costs by the contractor showing specific mobilization and demobilization costs and supporting
evidence of the charges of suppliers, subcontractors, and others. When the total of such payments is lessthan the lump sum contract price, the balance remaining will be included in the final contract payment.
Payment of the lump sum contract price for mobilization and demobilization will constitute fullcompensation for completion of the work.
Payment will not be made under this item for the purchase costs of materials having a residual value, thepurchase costs of materials to be incorporated in the project, or the purchase costs of operating supplies.

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4.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 9, Mobilization and Demobilization(1)

This item shall consist of performing all items of work for mobilization anddemobilization as required by Sections 1 and 2 of this specification.

(2)

The mobilization operation shall include but not be limited to the items in Section 2of this specification and the following items of work:(a)

Access to the work area shall be from Satterwhite Road (CR 107). Twoaccess entrances shall be installed, one for the primary access and for the
pug mill access. Each access road shall be constructed and maintainedby the Contractor. Entrances off Satterwhite Road (CR 107) shall be
constructed with 16-foot-wide or two 8-foot-wide panel stock gates,
recessed 30 feet from the right-of-way fence, and connected to the rightof-way fence with like fencing material. The access roads shall be aminimum of 14 feet wide and be graded and smoothed to provide asurface which can be easily traversed by automobiles. Culverts shall be
installed at crossings of low areas where significant concentrations of
runoff water accumulate and cause ponding of water. The roads shall bemaintained in a smooth rut-free condition throughout the contract period.
Culverts installed as a part of this item of work shall have the strength tosupport the anticipated loads imposed by construction traffic and shall beleft in place in good condition at the end of the contract period. If
damage occurs to the culverts due to construction activities, thoseculverts shall be replaced. Corrugated metal culverts shall be galvanized.
Minimum culvert requirements shall be 18-inch i.d., 24 feet long, 2-2/3"
x 1/2" corrugations and 16-gauge thickness. A minimum of 18 inches ofcompacted fill shall be placed over top of the pipe before construction
equipment can pass over the pipe.

(b)

As a part of this bid item the Contractor shall furnish a facility at theconstruction campsite suitable for use as a Field Office for theContracting Local Organization and Government. The facility shallcontain not less than 240 square feet (8-ft-wide by 30-ft-long) having aminimum 7-ft-high ceiling. The facility shall be constructed in aworkmanlike manner and shall be weather-tight. It shall have not lessthan three windows and one door. It shall have a cabinet top range(either gas or electric) with a minimum of two burners or elements andmay be either built in or portable. A microwave oven 0.80 cubic feet insize and having a minimum power rating of 650 watts output shall be
provided. A substantial workbench and a table, each 3-ft-wide by 8-ftlong with the work surface 42" above floor level and covered withlaminated plastic, shall be provided. Cabinet storage shelves shall be
included with the workbench. Two standard 60" x 30" office desks withdrawers and leg space shall be provided. Two office swivel chairs and 4
straight chairs shall be provided. The floor shall have a heavy-duty vinyl
or similar covering. Walls, ceilings and floors shall be constructed insuch a manner as to provide a minimum of 1.5 inches of space between
inside and outside surfaces. The 1.5-inch space shall be filled with a

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high-density insulation material. A closet (30" wide x 42" long) having a
28" wide door shall be included. The facility shall be wired forelectricity with a minimum of three ceiling fixtures and a minimum of
three wall outlets on each long wall. The facility shall be plumbed andconnected to a permanent source of pressurized water. The Contractor
shall furnish a source of potable drinking water inside the Government’s
field trailer and shall maintain a supply of potable drinking water
throughout the contract period. A flush toilet and a wash basin (lavatory)
shall be provided within a private area and shall be properly connected toa sanitary sewer or sanitary holding tank. If a sanitary holding tank isutilized, it shall be serviced as frequently as necessary to maintain the
flush toilet and wash basin in proper working order and to minimize
objectionable odor. A thermostatically controlled means that canmaintain the temperature inside the facility at 75 degrees in the summer
with refrigerated air and 80 degrees in the winter, for heating and air
conditioning the facility shall be provided. The facility shall be built insuch a manner that it is substantial and can be easily moved. A
prefabricated building or trailer will be an acceptable facility if approvedby the Contracting Officer. The Contractor shall furnish and install all
utilities to the facility. The facility shall be maintained in good condition
throughout the contract period by the Contractor, except for damages
caused by negligence of the Government or Contracting Local
Organization (CLO). The facility shall be separate and apart from any
building or facilities of the Contractor and shall be for sole use of theGovernment or Contracting Local Organization (CLO).
(c)

The facility shall be securely anchored or tied down to provide maximum
possible stability against overturning by high winds. Flashing or skirting
shall be installed around the facility from floor level to ground level.

(d)Access to the door to the facility from the ground shall be provided bysubstantial steps leading to a landing having a minimum size of 5 feetwide by 6 feet long. Substantial handrails shall be provided for the steps
and the landing.

(e)

The facility shall be enclosed by a six (6) foot high chain link fence
placed to provide a minimum of six (6) feet clearance between the fence
and the outside walls of the facility. One (1) gate four (4) feet in width
shall be installed in the fence.

(f)

The Contractor shall furnish and install electrical service to theGovernment field trailer. The electrical service shall be 110–120-volt,
60 amp, alternating current. The Contractor shall be responsible forsupply of power to the Government's field office throughout the contract
period. If a portable generator is used to supply electrical power, theContractor shall be responsible for the complete operation andmaintenance of the generator. The generator shall remain in an operating
condition 24 hours per day and shall be located a minimum of 100 feetfrom the field office and shielded to minimize the noise in the
Government occupied building/facility and adjacent residences.

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(g)

(3)

(4)

All utilities shall be in place at the worksite prior to the start of workrequiring continuous inspection and no later than 15 days after receipt of
the Notice to Proceed.

The need for temporary fences shall be determined at the time of showing the site
to prospective bidders. Temporary fences shall meet the following requirements:(a)Temporary fence shall be either electric or barbed wire.

(b)

Barbed wire fences shall be a minimum of three (3) wire fence with amaximum 20 feet post spacing. Barbed wire shall meet the requirements
as shown in the drawings.

(c)Electric fences shall be two (2) wire and meet the following
requirements:(i)

Steel rebar or fiberglass post with minimum 3/8-inch diameterand spaced a maximum 50 feet.

(ii)

12.5-gage high tensile Class C galvanized wire with a minimum
tensile strength of 130,000 psi.

(iii)

Wire spacing shall be 20 and 35 inches from the ground, (± 2
inches).

(iv)

Electric energizers (power fence controllers) will be installedaccording to manufacturer’s recommendations and will meet thefollowing minimum criteria:•

Shall be either solar, 110 or 220 volts, or 12-volt battery
units. For 110 volt or 220-volt energizers, install a
voltage spike/surge protector to protect energizer frompower surges from the energizer plug.

•

High power, low impedance with a minimum 5,000-volt
peak output and a pulse that is less than 300 milliamps(mAmps) in intensity, finished within 0.0003 of asecond, and at a rate of 35-65 pulses per minute.

•

Safety pace fuse to prevent over-pulsing•

Joule rating high enough to provide a minimum shock at
the farthest point of 1,600 volts.

•

Chargers will be grounded and protected from lightning
according to energizer manufacturer’s recommendations.

The demobilization operation shall include but not be limited to the following
items of work:(a)

All debris, trash, tires, equipment, equipment parts, chains, cables, andother such items resulting from the construction operation shall be
removed from the worksite and disposed of in an approved location of
the Contractor's own choosing.

(b)

All disturbed areas shall be bladed or smoothed to blend the area with thesurrounding land surface. The bladed or smoothed surface shall be freeof abrupt mounds, windrows, depressions or other irregularities that

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would prevent the safe operation of ordinary farm equipment thereon.
The finished surface shall prevent diversion of surface runoff and shallprevent standing or ponding water.

(5)

(c)

All buildings, trailers, chain link fence, storage sheds, sanitary facilities,
cattle guard and other such items shall be removed from the worksite
when construction work is completed.

(d)

All utilities shall be removed from the site as required by the owner ofthe utility after construction work is completed.

(e)

All traffic control devices, warning signs, barricades and any othermaterial used for traffic control shall be removed.

(f)

The access road shall be bladed to be smooth and shall be left in a rutfree condition.

The item of work subsidiary to this bid item is Traffic Control as specified inConstruction Specification 9.

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Construction Specification 9—Traffic Control
1. Scope
The work shall consist of establishing traffic control and maintaining safe, convenient use of public roads
and rights-of-way.
2. Traffic and access
The contractor's operations shall cause no unnecessary inconvenience to the public. The public rights-ofway shall be maintained at all times unless interruption is authorized by proper local authority.
Contractor's authorized closing or detour plans shall be provided to the engineer for approval.
Safe and adequate access shall be provided and maintained to all public protection devices and to all
critical utility control locations. Facility access shall be continuous and unobstructed unless otherwise
approved.

3. Storage of equipment and material in public streets
Construction materials and equipment shall not be stored or parked on public streets, roads, or highways.
During any material or equipment loading or unloading activities that may temporarily interfere withtraffic, an acceptable detour shall be provided for the duration of the activity. Any associated expense forthis activity is the responsibility of the contractor.
Excavated material, including suitable material that is intended for adjacent trench backfill or other earth
backfill as specified in section 5 of this specification, shall not be stored on public streets, roads, or
highways that remain in service for the public. Any waiver of this requirement must be obtained from theproper local authority and approved by the engineer. All excess and unsuitable material shall be removed
from the site as soon as possible. Any spillage shall be removed from roadways before they are used by
the public.

4. Street closures, detours, and barricades
The contractor shall comply with the requirements of all applicable responsible units of government forclosure of any street, road, or highway. The contractor shall provide the required barriers, guards, lights,
signs, temporary bridges, and flaggers together with informing the public of any detours and construction
hazards by the most suitable means available, such as local newspapers or radio stations. The contractor isalso responsible for compliance with additional public safety requirements that may arise during
construction. The contractor shall furnish, install, and, upon completion of the work, promptly remove allsigns, warning devices, and other materials used in the performance of this work.
Unless otherwise specified, the contractor shall notify, in writing, the fire chief, police chief, county
sheriff, state patrol, schools that operate school buses, or any other government official as may beappropriate no less than 7 days before closing, partly closing, or reopening any street, road, or highway.
Unless otherwise specified, the contractor shall furnish to the engineer a written plan showing the
proposed method of signing, barricading for traffic control, and safety for street detours and closures.
All temporary detours will be maintained to ensure use of public rights-of-way is provided in a safemanner. This may include dust control, grading, and graveling as required in section 7 of thisspecification.

5. General and specific references
All signs, signals, barricades, use of flaggers, and other traffic control and public safety devices shallconform to the general requirements set forth in the Manual of Uniform Traffic Control Devices(MUTCD) and the latest edition of Standard Highway Signs and Standard Alphabets for Highway Signs
and/or OSHA Construction Industry Standards (29 CFR Part 1926), Subpart G, Signs, Signals, and(210-VI-NEH, May 2001)

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Barricades unless otherwise specified in section 7 of this specification.

6. Measurement and payment
For items of work for which specific lump sum prices are established in the contract, payment for thework is made at the contract lump sum price. Progress payments will be made based upon the percentageof estimated total time that traffic control will be required unless otherwise specified in section 7 of thisspecification. Payment will constitute full compensation for all flaggers, labor, materials, equipment, andall other items necessary and incidental to completion of the work.
Compensation for any item of work described in the contract, but not listed in the bid schedule will be
included in the payment for the item of work to which it is made subsidiary. Such items and items towhich they are made subsidiary are identified in section 7 of this specification.

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7.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Subsidiary Item, Traffic Control(1)This item shall consist of performing all items of work for traffic control as
required by Sections 1 and 2 of this specification.

(2)

In Section 4, the Contractor shall furnish a written plan showing the proposed
method of signing, barricading for traffic control, use of flaggers, etc. to beapproved by Hays County and this contract’s Engineer.

(3)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item Mobilization and
Demobilization.

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Construction Specification 11—Removal of Water
1. Scope
The work consists of the removal of surface water and ground water as necessary to perform theconstruction required by the contract in accordance with the specifications. It shall include: (1)constructing, installing, building, and maintaining all necessary temporary water containment facilities,
channels, and diversions; (2) furnishing, installing, and operating all necessary pumps, piping, and otherfacilities and equipment; and (3) removing all such temporary works and equipment after their intended
function is no longer required.
2. Diverting surface water
The contractor shall install, maintain, and operate all cofferdams, channels, flumes, sumps, and all othertemporary diversion and protective works needed to divert streamflow and other surface water through or
around the construction site. Control of surface water shall be continuous during the period that damage
to construction work could occur. Unless otherwise specified and/or approved, the diversion outlet shallbe into the same drainageway that the water would have reached before being diverted.
The contractor shall furnish the contracting officer, in writing, a proposed plan for diverting surface water
before beginning any construction activities for which a diversion is required, unless waived in section 8of this specification. Acceptance of this plan or the waiving of the plan requirement will not relieve thecontractor of the responsibilities related to this activity during the process of completing the work as
specified.

3. Dewatering the construction site
Foundations, cutoff trenches, and all other parts of the construction site shall be dewatered and kept freeof standing water and muddy conditions as necessary for the proper execution of the work. The contractor
shall furnish, install, operate, and maintain all drains, sumps, pumps, casings, well points, and all otherequipment required to properly dewater the site as specified. Dewatering systems that cause a loss of soil
fines from the foundation areas will not be permitted.
The contractor shall furnish the contracting officer, in writing, a proposed plan for dewatering before
commencing with any construction activity for which dewatering may be required, unless waived in
section 8 of this specification. Acceptance of this plan or the waiving of the plan requirement will notrelieve the contractor of the responsibilities for completing the specified work.

4. Dewatering borrow areas
The contractor shall maintain all borrow areas free of surface water or otherwise provide for timely andeffective removal of surface and subsurface water that accumulates within the borrow area, unless waived
in section 8 of this specification. Borrow material shall be processed as necessary to achieve proper anduniform moisture content at the time of placement.
If pumping to dewater borrow areas is included as a bid item of work in the bid schedule, each pumpdischarge pipe shall be equipped with a water meter. The meter shall be such that the measured quantityof water is accurate within 3 percent of the true quantity. The contractor shall provide necessary support
to perform accuracy tests of the water meter when requested by the contracting officer.

5. Erosion and pollution control
Removal of water from the construction site, including the borrow areas, shall be accomplished so thaterosion and the transporting of sediment and other pollutants are minimized. Dewatering activities shallbe accomplished in a manner that the water table water quality is not altered. Pollution control activities
shall not conflict with the requirements of Construction Specification 5, Pollution Control, if it is a part ofthis contract.

(210-VI-NEH, May 2001)

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6. Removal of temporary works
When temporary works are no longer needed, the contractor shall remove and return the area to acondition similar to that which existed before construction. Areas where temporary works were locatedshall be graded for sightly appearance with no obstruction to natural surface waterflows or the proper
functioning and access to the works of improvement installed. The contractor shall exercise extreme careduring the removal stages to minimize the loss of soil sediment and debris that was trapped during
construction.
Pipes, casings, and any other material used to dewater the site shall be removed from temporary wells.
The wells shall be filled to ground level with clean gravel or other suitable material approved by thecontracting officer. The contractor shall exercise extreme care to prevent pollution of the ground water bythese actions.

7. Measurement and payment
Method 1—Items of work listed in the bid schedule for removal of water, diverting surface water, anddewatering construction sites and borrow areas are paid for at the contract lump sum prices. Such
payment will constitute full compensation for all labor, equipment, tools, and all other items necessary
and incidental to the completion of the work.
Method 2—Items of work listed in the bid schedule for removal of water, diverting surface water,
dewatering construction sites, and dewatering borrow areas are paid for at the contract lump sum prices.
Such payment will constitute full compensation for furnishing, installing, operating, and maintaining thenecessary trenches, drains, sumps, pumps, and piping and for all labor, equipment, tools, and all otheritems necessary and incidental to the completion of the work. The exception is that additional payment forpumping to dewater borrow areas and the removal of water will be made as described in the following
paragraph.
If pumping to dewater borrow areas is a contract bid item, payment is made at the contract unit price,which shall be the price per 1,000 gallons shown in the bid schedule. Such payment will constitute fullcompensation for pumping only. Compensation for equipment and preparation and for other costs
associated with pumping is included in the lump sum payment for removal of water or the lump sum
payment for dewatering the borrow areas. Payment is made only for pumping that is necessary to dewater
borrow areas that cannot be effectively drained by gravity or that must have the water table lowered to beusable as a suitable borrow source. Pumping for other purposes will not be included for payment under
this item.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the contract line item to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 8 of this specification.

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8.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 10, Removal of Water(1)

This item shall consist of all operations necessary to accomplish the work definedin Section 1 of this specification, including that work required to control waterfrom entering the new principal spillway.

(2)

The new principal spillway conduit installation area shall be protected from theentry of water from the reservoir until the dam is reconstructed to the full design
cross-section over the conduit. Water will not be permitted to enter the newprincipal spillway conduit until the impact basin and outlet channel areconstructed and fully operational.

(3)

There is no guarantee that the slide gate at the site will function to dewater andotherwise control water at the site. Therefore, pumping or siphoning of the site
may be required to keep the site dewatered and the water level down to enable
construction activities.

(4)

A written plan is required for water diversion from the reservoir, diverting
surface water and dewatering the reservoir. The design for water diversion of thereservoir shall have an allowable probability of inflow of not less than 1-percent
chance in any 1 year. The written plan, complete with plans and specification,
shall be sealed by a Professional Engineer licensed in Texas. The plans shall be
submitted to the Engineer prior to start of construction operations.

(5)

In Section 7, Measurement and payment, Method 1 shall apply. Payment will bemade as the work proceeds with progress payment amounts determined as apercentage of the total work planned as projected from the contractor’s approved
construction schedule.

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Construction Specification 21—Excavation
1. Scope
The work shall consist of the excavation required by the drawings and specifications and disposal of the
excavated materials.
2. Classification
Excavation is classified as common excavation, rock excavation, or unclassified excavation in accordancewith the following definitions.
Common excavation is defined as the excavation of all materials that can be excavated, transported, andunloaded using heavy ripping equipment and wheel tractor-scrapers with pusher tractors or that can be
excavated and dumped into place or loaded onto hauling equipment by excavators having a rated capacityof one cubic yard or larger and equipped with attachments (shovel, bucket, backhoe, dragline, or clamshell) appropriate to the material type, character, and nature of the materials.
Rock excavation is defined as the excavation of all hard, compacted, or cemented materials that require
blasting or the use of ripping and excavating equipment larger than defined for common excavation. The
excavation and removal of isolated boulders or rock fragments larger than 1 cubic yard encountered inmaterials otherwise conforming to the definition of common excavation shall be classified as rockexcavation. The presence of isolated boulders or rock fragments larger than 1 cubic yard is not in itself
sufficient cause to change the classification of the surrounding material.
For the purpose of these classifications, the following definitions shall apply:
Heavy ripping equipment is a rear-mounted, heavy duty, single-tooth, ripping attachment mounted
on a track type tractor having a power rating of at least 250 flywheel horsepower unless otherwise
specified in section 10.
Wheel tractor-scraper is a self-loading (not elevating) and unloading scraper having a struck bowl
capacity of at least 12 cubic yards.
Pusher tractor is a track type tractor having a power rating of at least 250 flywheel horsepower
equipped with appropriate attachments.
Unclassified excavation is defined as the excavation of all materials encountered, including rockmaterials, regardless of their nature or the manner in which they are removed.

3. Blasting
The transportation, handling, storage, and use of dynamite and other explosives shall be directed andsupervised by a person(s) of proven experience and ability who is authorized and qualified to conduct
blasting operations.
Blasting shall be done in a manner as to prevent damage to the work or unnecessary fracturing of theunderlying rock materials and shall conform to any special requirements in section 10 of thisspecification. When specified in section 10, the contractor shall furnish the engineer, in writing, a blastingplan before blasting operations begin.

4. Use of excavated material
Method 1—To the extent they are needed, all suitable material from the specified excavations shall be
used in the construction of required permanent earthfill or rockfill. The suitability of material for specificpurposes is determined by the engineer. The contractor shall not waste or otherwise dispose of suitable
excavated material.
Method 2—Suitable material from the specified excavations may be used in the construction of required(210-VI-NEH, May 2001)

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earthfill or rockfill. The suitability of material for specific purposes is determined by the engineer.

5. Disposal of waste materials
Method 1—All surplus or unsuitable excavated materials are designated as waste and shall be disposed ofat the locations shown on the drawings.
Method 2—All surplus or unsuitable excavated materials are designated as waste and shall be disposed ofby the contractor at sites of his own choosing away from the site of the work. The disposal shall be in anenvironmentally acceptable manner that does not violate local rules and regulations.

6. Excavation limits
Excavations shall comply with OSHA Construction Industry Standards (29CFR Part 1926) Subpart P,
Excavations, Trenching, and Shoring. All excavations shall be completed and maintained in a safe andstable condition throughout the total construction phase. Structure and trench excavations shall becompleted to the specified elevations and to the length and width required to safely install, adjust, andremove any forms, bracing, or supports necessary for the installation of the work. Excavations outside thelines and limits shown on the drawings or specified herein required to meet safety requirements shall be
the responsibility of the contractor in constructing and maintaining a safe and stable excavation.
7. Borrow excavation
When the quantities of suitable material obtained from specified excavations are insufficient to construct
the specified earthfills and earth backfills, additional material shall be obtained from the designatedborrow areas. The extent and depth of borrow pits within the limits of the designated borrow areas shallbe as specified in section 10 or as approved by the engineer.
Borrow pits shall be excavated and finally dressed to blend with the existing topography and sloped toprevent ponding and to provide drainage.

8. Overexcavation
Excavation in rock beyond the specified lines and grades shall be corrected by filling the resulting voids
with portland cement concrete made of materials and mix proportions approved by the engineer. Concretethat will be exposed to the atmosphere when construction is completed shall meet the requirements ofconcrete selected for use under Construction Specification 31, Concrete for Major Structures, or 32,
Structure Concrete, as appropriate.
Concrete that will be permanently covered shall contain not less than five bags of cement per cubic yard.
The concrete shall be placed and cured as specified by the engineer.
Excavation in earth beyond the specified lines and grades shall be corrected by filling the resulting voids
with approved, compacted earthfill. The exception to this is that if the earth is to become the subgrade forriprap, rockfill, sand or gravel bedding, or drainfill, the voids may be filled with material conforming to
the specifications for the riprap, rockfill, bedding, or drainfill. Before correcting an overexcavation
condition, the contractor shall review the planned corrective action with the engineer and obtain approvalof the corrective measures.

9. Measurement and payment
For items of work for which specific unit prices are established in the contract, the volume of each typeand class of excavation within the specified pay limits is measured and computed to the nearest cubic
yard by the method of average cross-sectional end areas or by methods outlined in section 10 of thisspecification. Regardless of quantities excavated, the measurement for payment is made to the specified
pay limits except that excavation outside the specified lines and grades directed by the engineer to remove
unsuitable material is included. Excavation required because unsuitable conditions result from thecontractor's improper construction operations, as determined by the engineer, is not included formeasurement and payment.

(210-VI-NEH, May 2001)

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Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be defined as follows:a. The upper limit shall be the original ground surface as it existed before the start of construction
operations except that where excavation is performed within areas designated for previous
excavation or earthfill, the upper limit shall be the modified ground surface resulting from thespecified previous excavation or earthfill.
b. The lower and lateral limits shall be the neat lines and grades shown on the drawings.
Method 3—The pay limits shall be defined as follows:a. The upper limit shall be the original ground surface as it existed before the start of construction
operations except that where excavation is performed within areas designated for previous
excavation or earthfill, the upper limit shall be the modified ground surface resulting from thespecified previous excavation or earthfill.
b. The lower and lateral limits shall be the true surface of the completed excavation as directed by theengineer.
Method 4—The pay limits shall be defined as follows:a. The upper limit shall be the original ground surface as it existed before the start of construction
operations except that where excavation is performed within areas designated for previous
excavation or earthfill, the upper limit shall be the modified ground surface resulting from thespecified previous excavation or earthfill.
b. The lower limit shall be at the bottom surface of the proposed structure.
c. The lateral limits shall be 18 inches outside of the outside surface of the proposed structure or shallbe vertical planes 18 inches outside of and parallel to the footings, whichever gives the larger pay
quantity, except as provided in d below.
d. For trapezoidal channel linings or similar structures that are to be supported upon the sides of the
excavation without intervening forms, the lateral limits shall be at the underside of the proposed
lining or structure.
e. For the purposes of the definitions in b, c, and d, above, any specified bedding or drainfill directly
beneath or beside the structure will be considered to be a part of the structure.
All methods—The following provisions apply to all methods of measurement and payment.
Payment for each type and class of excavation is made at the contract unit price for that type and class of
excavation. Such payment will constitute full compensation for all labor, materials, equipment, and allother items necessary and incidental to the performance of the work except that extra payment for
backfilling overexcavation will be made in accordance with the following provisions.
Payment for backfilling overexcavation, as specified in section 8 of this specification, is made only if the
excavation outside specified lines and grades is directed by the engineer to remove unsuitable material
and if the unsuitable condition is not a result of the contractor's improper construction operations as
determined by the engineer.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 10 of this specification.

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10.

Item of work and construction details
In Section 4, Use of excavated material, Method 1 shall apply. There is no guarantee thatmaterials obtained from the specified excavations may be used directly in specified fill areas.
Separate stockpiling of selected materials, based on their engineering properties, to insure theiravailability for use in specific zones of fill areas may be required. Stockpiling shall be conducted
on areas shown on the construction drawings or as approved by the Engineer. Additional
compensation will not be made for stockpiling of excavated materials. Cost for stockpiling of
excavated materials shall be included in the compensation for the bid item(s) for excavation.
In Section 5, Disposal of waste materials, Method 1 shall apply. The disposal of the excavatedmaterials shall include transporting, depositing, and spreading the materials to and on thedesignated waste areas. The waste areas shall be at the locations designated on the drawings.
The finished surface of the waste area(s) shall be uniform and conform to the topography.
Additional compensation for disposal of excavated materials and dressing of the surface of waste
areas will not be made. Costs will be included in the compensation for the bid item for
excavation.

The upper limit for the excavations shall be the measured surface of the ground before
construction.
The lower limits of excavations shown on the drawings shall be considered the true surface ofcompleted excavation, unless unsuitable materials still exist. The actual depths and extent ofthese excavations will be determined by the Engineer after examination of materials encountered.
After the limits of excavation shown on the drawings are complete, the Engineer will examine thecompleted surface and mark areas that need additional excavation to remove unsuitable materials.
Prior to performing the designated excavations, the embankment shall be stripped of vegetal,organic and any other unsuitable materials. The depth of this stripping shall be sufficient toremove soil containing significant vegetative or organic matter. The depth of stripping isestimated to be 6 inches, on average.
Suitable materials resulting from the required excavations shall be used to construct the specified
fills except materials suitable for topsoil shall be stockpiled at the location designated by theEngineer. Unsuitable materials shall be placed in the waste area shown on the drawings.
In Section 8, reference to Construction Specification 32 shall not apply.
In Section 9, Measurement and payment, Method 3 shall apply. The neat lines and grades shownon the drawings shall be considered the true surface of the completed excavation unless otherwise
approved by the Engineer.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 11, Excavation, Common(1)This item shall consist of all excavation required for reconstruction of theembankment including the embankment toe within the pond, installation of the
new 30-inch principal spillway system, RCC chute spillway, rock lined outlet,
outlet channel and the embankment slopes and crest as shown on the drawings.

(2)

Items of work subsidiary to this bid item are:(a)

Clearing, Class C, as specified in Construction Specification 1 as it
applies to this bid item.

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b.

c.

d.

e.

f.

(b)

Excavation, Common, Foundation Stripping as specified in Section 10.c.
of this specification as it applies to this bid item.

(c)

Excavation, Common, Downstream Pond Notch as specified in Section
10.d. of this specification.

Subsidiary Item, Excavation, Structure Removal(1)This item includes all excavations, outside the limits of other designatedexcavation, required for the structure removal of the existing principal spillway
system as shown on the drawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Structure Removal, Principal
Spillway Inlet.

Subsidiary Item, Excavation, Common, Foundation Stripping(1)

This item shall apply to the areas receiving earthfill that do not require otherexcavations before earthfill placement. This excavation shall consist of removing
weeds, grass, roots and soils containing significant vegetative or organic material
from the ground surface (including any waste areas) prior to placing earthfill in
required areas. The depth of stripping shall be sufficient to remove the vegetative
material and soil containing significant organic matter and is estimated to be 3 to
12 inches. The total required volume of stripping shall not exceed that obtainedby assuming a depth of 6 inches.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Excavation, Common.

Subsidiary Item, Excavation, Common, Downstream Pond Notch(1)

This item shall consist of all excavations, outside the limits of other designatedexcavation, required for the partial removal of the downstream pond
embankment as shown on the drawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Excavation, Common.

Subsidiary Item, Excavation, Common, Borrow(1)

This item shall consist of excavation from within the borrow areas as designatedon the drawings and required for completion of earthfills and lime treatedearthfill.

(2)

The borrow area shall be dressed to the slopes and grades shown on thedrawings. Where slopes are not designated on the drawings, the final slopes ofthe borrow pits shall be dressed to no steeper than 4 horizontal to 1 vertical. Allborrow pits shall be maintained to provide positive drainage.

(3)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the respective bid items for Earthfill and Lime
Treated Earthfill.

Subsidiary Item, Excavation, Common, Drainfill(1)This item includes all excavations, outside the limits of other designatedexcavation, required for the installation of the drainage systems as shown on thedrawings.

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(2)
g.

h.

i.

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Drainfill.

Subsidiary Item, Excavation, Common, Concrete Structures(1)

This item includes all excavations, outside the limits of other designatedexcavation, required for the installation of the new principal spillway system andappurtenances including the impact basin.

(2)

The subgrade for the principal spillway inlet shall be excavated 4-feet beneaththe finished grade as shown on the drawings and specified in Construction
Specification 31, Section 25.a.(3).

(3)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the respective bid items for Concrete, Structural
and Concrete, Pipe Cradle.

Subsidiary Item, Excavation, Common, RCC Sidewalls(1)

This item shall consist of all excavations, outside the limits of other designatedexcavation, required for the subgrade foundation beneath the left and rightsidewalls as shown on the drawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Roller Compacted Concrete.

Subsidiary Item, Excavation, Common, Rock Riprap(1)This item shall consist of all excavations, outside the limits of other designatedexcavation, required for the construction of the rock riprap as shown on thedrawings.

(2)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Rock Riprap.

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Construction Specification 23—Earthfill
1. Scope
The work consists of the construction of earth embankments, other earthfills, and earth backfills requiredby the drawings and specifications.
Earthfill is composed of natural earth materials that can be placed and compacted by construction
equipment operated in a conventional manner.
Earth backfill is composed of natural earth material placed and compacted in confined spaces or adjacent
to structures (including pipes) by hand tamping, manually directed power tampers or vibrating plates, ortheir equivalent.

2. Material
All fill material shall be obtained from required excavations and designated borrow areas. The selection,
blending, routing, and disposition of material in the various fills shall be subject to approval by theengineer.
Fill materials shall contain no frozen soil, sod, brush, roots, or other perishable material. Rock particles
larger than the maximum size specified for each type of fill shall be removed prior to compaction of thefill.
The types of material used in the various fills shall be as listed and described in the specifications anddrawings.

3. Foundation preparation
Foundations for earthfill shall be stripped to remove vegetation and other unsuitable material or shall be
excavated as specified.
Except as otherwise specified, earth foundation surfaces shall be graded to remove surface irregularities
and shall be scarified parallel to the axis of the fill or otherwise acceptably scored and loosened to aminimum depth of 2 inches. The moisture content of the loosened material shall be controlled as specified
for the earthfill, and the surface material of the foundation shall be compacted and bonded with the firstlayer of earthfill as specified for subsequent layers of earthfill.
Earth abutment surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal to
the slope and shall be at such a moisture content that the earthfill can be compacted against them toproduce a good bond between the fill and the abutments.
Rock foundation and abutment surfaces shall be cleared of all loose material by hand or other effectivemeans and shall be free of standing water when fill is placed upon them. Occasional rock outcrops inearth foundations for earthfill, except in dams and other structures designed to restrain the movement ofwater, shall not require special treatment if they do not interfere with compaction of the foundation andinitial layers of the fill or the bond between the foundation and the fill.
Foundation and abutment surfaces shall be no steeper than one horizontal to one vertical unless otherwise
specified. Test pits or other cavities shall be filled with compacted earthfill conforming to thespecifications for the earthfill to be placed upon the foundation.

4. Placement
Earthfill shall not be placed until the required excavation and foundation preparation have been completed
and the foundation has been inspected and approved by the engineer. Earthfill shall not be placed upon afrozen surface nor shall snow, ice, or frozen material be incorporated in the earthfill matrix.
Earthfill shall be placed in approximately horizontal layers. The thickness of each layer before
compaction shall not exceed the maximum thickness specified in section 10 or shown on the drawings.

(210-VI-NEH, February 2020)

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Materials placed by dumping in piles or windrows shall be spread uniformly to not more than thespecified thickness before being compacted.
Hand compacted earth backfill shall be placed in layers whose thickness before compaction does notexceed the maximum thickness specified for layers of earth backfill compacted by manually directed
power tampers.
Earth backfill shall be placed in a manner that prevents damage to the structures and allows the structures
to assume the loads from the earth backfill gradually and uniformly. The height of the earth backfill
adjacent to a structure shall be increased at approximately the same rate on all sides of the structure.
Earthfill and earth backfill in dams, levees, and other structures designed to restrain the movement ofwater shall be placed to meet the following additional requirements:(a)

The distribution of materials throughout each zone shall be essentially uniform, and the earthfill
shall be free from lenses, pockets, streaks, or layers of material differing substantially in texture,moisture content, or gradation from the surrounding material. Zone earthfills shall be
constructed concurrently unless otherwise specified.

(b)

The surface of each layer shall be scarified parallel to the axis of the fill to a depth of not lessthan 2 inches before the next layer is placed.

(c)

The top surface of embankments shall be maintained approximately level during construction
with two exceptions: A crown or cross-slope of about 2 percent shall be maintained to ensure
effective drainage, or as otherwise specified for drainfill or sectional zones.

(d)

Dam embankments shall be constructed in continuous layers from abutment to abutment except
where openings to facilitate construction or to allow the passage of streamflow during
construction are specifically authorized in the contract.

(e)

Embankments built at different levels as described under (c) or (d) above shall be constructed sothat the slope of the bonding surfaces between embankment in place and embankment to beplaced is not steeper than 3 feet horizontal to 1 foot vertical. The bonding surface of theembankment in place shall be stripped of all material not meeting the requirements of thisspecification and shall be scarified, moistened, and recompacted when the new earthfill isplaced against it. This ensures a good bond with the new earthfill and obtains the specified
moisture content and density at the contact of the inplace and new earthfills.

5. Control of moisture content
During placement and compaction of earthfill and earth backfill, the moisture content of the material
being placed shall be maintained within the specified range.
The application of water to the earthfill material shall be accomplished at the borrow areas insofar aspracticable. Water may be applied by sprinkling the material after placement on the earthfill, if necessary.
Uniform moisture distribution shall be obtained by disking.
Material that is too wet when deposited on the earthfill shall either be removed or be dried to the specified
moisture content prior to compaction.
If the top surface of the preceding layer of compacted earthfill or a foundation or abutment surface in thezone of contact with the earthfill becomes too dry to permit suitable bond, it shall either be removed orscarified and moistened by sprinkling to an acceptable moisture content before placement of the nextlayer of earthfill.

6. Compaction
Earthfill—Earthfill shall be compacted according to the following requirements for the class ofcompaction specified:(210-VI-NEH, February 2020)

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Class A compaction—Each layer of earthfill shall be compacted as necessary to provide the densityof the earthfill matrix not less than the minimum density specified in Section 10 or identified on thedrawings. The earthfill matrix is defined as the portion of the earthfill material finer than the
maximum particle size allowed in the reference compaction test method specified (ASTM D698 or
ASTM D1557).
Class B compaction—Each layer of earthfill shall be compacted to a mass density not less than theminimum density specified.
Class C compaction—Each layer of earthfill shall be compacted by the specified number of passes of
the type and weight of roller or other equipment specified or by an approved equivalent method.
Each pass shall consist of at least one passage of the roller wheel or drum over the entire surface ofthe layer.
Earth backfill—Earth backfill adjacent to structures shall be compacted to a density equivalent to that of
the surrounding inplace earth material or adjacent required earthfill or earth backfill. Compaction shall beaccomplished by hand tamping or manually directed power tampers, plate vibrators, walk-behind,miniature, or self-propelled rollers. Unless otherwise specified heavy equipment including backhoe
mounted power tampers or vibrating compactors and manually directed vibrating rollers shall not be
operated within 3 feet of any structure. Towed or self-propelled vibrating rollers shall not be operated
within 5 feet of any structure. Compaction by means of drop weights operating from a crane or hoist is
not permitted.
The passage of heavy equipment will not be allowed:• Over cast-in-place conduits within 14-days after placement of the concrete• Over cradled or bedded precast conduits within 7 days after placement of the concrete cradle orbedding• Over any type of conduit until the backfill has been placed above the top surface of the structure toa height equal to one-half the clear span width of the structure or pipe or 3 feet, whichever isgreater, except as may be specified in section 10.
Compacting of earth backfill adjacent to structures shall not be started until the concrete has attained thestrength specified in section 10 for this purpose. The strength is determined by compression testing of test
cylinders cast by the contractor's quality control personnel for this purpose and cured at the work site in
the manner specified in ASTM C 31 for determining when a structure may be put into service.
When the required strength of the concrete is not specified as described above, compaction of earth
backfill adjacent to structures shall not be started until the following time intervals have elapsed after
placement of the concrete.
Structure

Time interval(days)

Vertical or near-vertical walls with earth loading on one side only

14

Walls backfilled on both sides simultaneously

7

Conduits and spillway risers, cast-in-place (with inside forms in place)7

Conduits and spillway risers, cast-in-place (inside forms removed)

14

Conduits, pre-cast, cradled2

Conduits, pre-cast, bedded

1

Cantilever outlet bents (backfilled both sides simultaneously)

3(210-VI-NEH, February 2020)

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7. Reworking or removal and replacement of defective earthfill
Earthfill placed at densities lower than the specified minimum density or at moisture contents outside thespecified acceptable range of moisture content or otherwise not conforming to the requirements of thespecifications shall be reworked to meet the requirements or removed and replaced by acceptableearthfill. The replacement earthfill and the foundation, abutment, and earthfill surfaces upon which it isplaced shall conform to all requirements of this specification for foundation preparation, approval,
placement, moisture control, and compaction.
8. Testing
During the course of the work, the contractor shall perform quality control tests, as applicable, to identify
earthfill and earth backfill materials; determine the reference maximum density and optimum moisture
content; and document that the moisture content of material at the time of compaction and the density ofearthfill and earth backfill in place conform to the requirements of this specification.
Determining Reference Maximum Density and Optimum Moisture Content—For Class A compaction, thereference maximum density and optimum moisture content shall be determined in accordance with thecompaction test and method specified on the drawings or in section 10.
Documenting Specification Conformance—In-place densities of earthfill and earth backfill requiring
Class A compaction shall be measured in accordance with ASTM D1556, D2167, D2937, D6938 or
D8167. Moisture contents of earthfill and earth backfill at the time of compaction shall be measured inaccordance with ASTM D2216, D4643, or D6938. Values of moisture content determined by ASTM
D2216 are considered the true value of the soil moisture. Values of moisture content determined by
ASTM D4643 or D6938 shall be verified by comparison to values obtained by ASTM D2216. Values ofin-place density and moisture content determined by these tests shall be compared to the minimum
density and moisture content range specified on the drawings or in section 10.
Correction for Oversize Particles—If the materials to be used for earthfill or earth backfill contain morethan 5 percent by dry weight of oversize rock particles (particles larger than those allowed in the specified
compaction test and method), corrections for oversize particles shall be made using the appropriate
procedures explained in ASTM D4718.

9. Measurement and payment
For items of work for which specific unit prices are established in the contract, the volume of each typeand compaction class of earthfill and earth backfill within the specified zone boundaries and pay limits ismeasured and computed to the nearest cubic yard by the method of average cross-sectional end areas.
Unless otherwise specified in section 10, no deduction in volume is made for embedded items, such as,
but not limited to, conduits, inlet structures, outlet structures, embankment drains, sand diaphragm andoutlet, and their appurtenances.
The pay limits shall be as defined below, with the further provision that earthfill required to fill voids
resulting from overexcavation of the foundation, outside the specified lines and grades, will be includedin the measurement for payment only under the following conditions:• Where such overexcavation is directed by the engineer to remove unsuitable material, and• Where the unsuitable condition is not a result of the contractor's improper construction operations
as determined by the engineer.
Earthfill beyond the specified lines and grades to backfill excavation required for compliance with OSHA
requirements will be considered subsidiary to the earthfill bid item(s).
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be the measured surface of the foundation when approved for placementof the earthfill and the specified neat lines of the earthfill surface.

(210-VI-NEH, February 2020)

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Method 3—The pay limits shall be the measured surface of the foundation when approved for placementof the earthfill and the measured surface of the completed earthfill.
Method 4—The pay limits shall be the specified pay limits for excavation and the specified neat lines ofthe earthfill surface.
Method 5—The pay limits shall be the specified pay limits for excavation and the measured surface of thecompleted earthfill.
Method 6—Payment for each type and compaction class of earthfill and earth backfill is made at thecontract unit price for that type and compaction class of earthfill. Such payment will constitute fullcompensation for all labor, material, equipment, and all other items necessary and incidental to theperformance of the work.
Method 7—Payment for each type and compaction class of earthfill and earth backfill is made at thecontract unit price for that type and compaction class of earthfill. Such payment will constitute fullcompensation for all labor, material, equipment, and all other items necessary and incidental to theperformance of the work except furnishing, transporting, and applying water to the foundation andearthfill material. Water applied to the foundation and earthfill material is measured and payment made as
specified in Construction Specification 10.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 10 of this specification.

10. Items of work and construction details(210-VI-NEH, February 2020)

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10.

Items of work and construction details
In Section 2, Materials, the maximum particle size shall be 6 inches.
In Section 3, Foundation preparation for the required loosened depth shall be 4 inches instead of 2
inches. The foundation on which earthfill is to be placed that has not had previous excavation
performed shall be properly prepared as outlined in Section 3 of this specification.
In Section 4, Placement, the Engineer will not permit frozen materials to be incorporated in thespecified fills. Removal of all frozen materials from the fill on which materials are to bedeposited will be required. Additional compensation for removal of frozen materials from the fill
will not be made. Cost of removing frozen materials from the fill will be included in thecompensation for the bid item(s) for the designated earthfills.
The earthfill beneath the earthfill shall be completed to the line and grades shown on the drawings
before placement of the lime treated earthfill.
All surfaces shall be closely examined immediately prior to the placement of all earthfills andbackfills. All materials that exhibit drying cracks, slaking, or other evidence of being unstable or
unsuitable, shall be removed or reworked by scarification, wetting, and compaction to theaffected depths prior to the placement of fill. Additional compensation will not be made forremoving or reworking the foundation or fill materials to meet the requirements herein specified.
After being deposited on the fill, each lift of fill material shall be spread, bladed and smoothed tothe extent necessary to ensure that the surface is free of abrupt mounds, depressions or windrows
to provide a smooth uniform surface for operation of plowing and compaction equipment.
Each lift of fill material shall then be disked, bladed, and plowed to an acceptable degree anddepth to thoroughly loosen, blend, and bond the material with the preceding lift before
compaction is started.
The minimum disk blade size shall be 34” in diameter. An increase in the weight of the plow, anincrease in disc size, a decrease in thickness of lifts being placed, or any combination of these
may be required to accomplish the blending and bonding herein specified.
In Section 6, Compaction, Class A compaction shall apply. In-place dry density of materials
being placed shall not be less than 95 percent of the maximum dry density obtained during tests
performed in accordance with the procedures contained in ASTM D698 (Laboratory Compaction
Characteristics of Soil Using Standard Effort) using Method A or B, as appropriate. Placement
moisture shall be from optimum to optimum plus 4 percent as determined from the above test.
The moisture content of the materials being placed shall be adjusted as necessary to meet theserequirements.
Maximum layer thickness shall be 9 inches before compaction and the maximum particle size
shall be 6 inches.
In Section 9, Measurement and payment, Methods 2 and 6 shall apply. In Method 2 the measured
surface shall be the surface before the placement of topsoil.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 12, Earthfill(1)This item shall consist of all earthfill required for fill and backfill outside thelimits of the lime treated earthfill for completion of the embankment, RCC chuteNRCS-2/3/2021
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spillway and construction of the new principal spillway as shown on thedrawings.
(2)

Items of work subsidiary to this bid item is Excavation, Common, Borrow as
specified in Construction Specification 21.

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Construction Specification 24—Drainfill
1. Scope
The work consists of furnishing, placing, and compacting drainfill required in the construction of
structure drainage systems.
2. Material
Method 1—Drainfill material shall conform to the requirements of Material Specification 521,
Aggregates for Drainfill and Filters. A minimum of 30 days before delivery of materials to the site, thecontractor shall inform the engineer in writing of the source(s) from which drainfill material will beobtained. The contractor shall provide the engineer free access to the source(s) for the purpose ofobtaining samples for testing.
Method 2—Drainfill material shall be sand, gravel, or crushed stone, or mixtures thereof, obtained fromthe specified sources. The material shall be selected as necessary to avoid the inclusion of organic matter,clay balls, excessive fine particles, or other substances that would interfere with their free-draining
properties.

3. Base preparation
Foundation surface and trenches shall be clean and free of organic matter, loose soil, foreign substance,and standing water when the drainfill is placed. Earth surfaces upon or against which drainfill will beplaced shall not be scarified.
4. Placement
Drainfill shall not be placed until the subgrade has been inspected and approved by the engineer. Drainfill
shall not be placed over or around pipe or drain tile until the installation of the pipe or tile has beeninspected and approved.
Drainfill shall be placed uniformly in layers not to exceed 12 inches thick before compaction. When
compaction is accomplished by manually controlled equipment, the layers shall not exceed 8 inches thick.
The material shall be placed to avoid segregation of particle sizes and to ensure the continuity andintegrity of all zones. No foreign material shall be allowed to become intermixed with or otherwise
contaminate the drainfill.
Traffic shall not be permitted to cross over drains at random. Equipment cross-overs shall be maintained,
and the number and location of such crossovers shall be established and approved before the beginning ofdrainfill placement. Each crossover shall be cleaned of all contaminating material and shall be inspected
and approved by the engineer before the placement of additional drainfill material.
Any damage to the foundation surface or the trench sides or bottom occurring during placement ofdrainfill shall be repaired before drainfill placement is continued.
The upper surface of drainfill constructed concurrently with adjacent zones of earthfill shall bemaintained at a minimum elevation of 1 foot above the upper surface of adjacent earthfill.
Drainfill over and/or around pipe or drain tile shall be placed to avoid any displacement in line or grade of
the pipe or tile.
Drainfill shall not be placed adjacent to structures until the concrete has attained the strength specified in
section 9 of this specification. The strength shall be determined by compression testing of concrete test
cylinders cast and field cured at the project site in accordance with ASTM Method C 31 for determining
when a structure may be placed into service.
When the required strength of the concrete is not specified as described above, placement of drainfill
adjacent to concrete structures shall not be commenced until the following item intervals have elapsed
following placement of the concrete:(210-VI-NEH, May 2001)

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Structure typeTime interval (days)

Vertical or near-vertical wall with earth loading on one side only
(retaining walls and counterforts)

14

Walls backfilled on both sides simultaneously

7

Conduits and galleries, cast-in-place(with inside forms in place)(inside forms removed)

7
14

Conduits, precast, cradled2

Conduits, precast, bedded

1

Cantilever outlet bents backfilled on both sides simultaneously

3

5. Control of moisture
The moisture content of drainfill material shall be controlled as specified in section 9 of this specification.
When additional water is required, it shall be applied in a manner to avoid excessive wetting to adjacentearthfill. Except as specified in section 9 of this specification, control of moisture content will not be
required.
6. Compaction
Drainfill shall be compacted according to the following requirements for the class of compaction
specified:Class A compaction—For drainfill materials with more than 70 percent passing the 3/4 inch sieve, eachlayer of drainfill shall be compacted to a minimum dry density of not less than the density specified in
section 9 of this specification as determined by ASTM D 698. For drainfill materials with 70 percent orless passing the 3/4 inch sieve, each layer of drainfill shall be compacted to a relative density of not lessthan 70 percent as determined by ASTM D 4254.
Class I compaction—Each layer of drainfill shall be compacted by a minimum of two passes over theentire surface with a steel-drum vibrating roller weighing at least 5 tons and exerting a vertical vibrating
force of not less than 20,000 pounds at a minimum frequency of 1,200 times per minute, or by anapproved equivalent method.
Class II compaction—Each layer of drainfill shall be compacted by one of the following methods or by
an approved equivalent method. (A pass is defined as at least one complete coverage of the roller wheel,tire, or drum over the entire surface for each layer.)a. A minimum of two passes over the entire surface with a pneumatic-tired roller exerting a minimum pressureof 75 pounds per square inch.
b. A minimum of four passes over the entire surface with the track of a crawler-type tractor weighing at least
20 tons.
c. Controlled movement of the hauling equipment so that the entire surface is traversed by not less than one
tread track of the loaded hauling equipment.

Class III compaction—No compaction will be required beyond that resulting from the placing andspreading operations.
When compaction other than Class III compaction is specified, material placed in trenches or otherlocations inaccessible to heavy equipment shall be compacted by manually controlled pneumatic orvibrating tampers as specified in section 9 of this specification.
Heavy equipment shall not be operated within 2 feet of any structure. Vibrating rollers shall not be(210-VI-NEH, May 2001)

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operated within 5 feet of any structure. Compaction by means of drop weights operating from cranes,
hoists, or similar equipment will not be permitted.

7. Testing
The contractor shall conduct such tests as necessary to verify that the drainfill material and the inplacedrainfill meets the specification requirements.
The engineer shall be granted access to perform such tests as are required to verify that the drainfill
materials and the drainfill in place meets the requirements of the specifications. These tests are notintended to provide the contractor with information needed to assure that the materials and workmanshipmeet the specification requirements. These verification tests will not relieve the contractor of the
responsibility of performing required tests for that purpose.

8. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the volume ofdrainfill within the neat lines shown on the drawings are measured and computed to the nearest cubic
yard. Where the engineer directs placement of drainfill outside the neat lines to replace unsuitablefoundation material, the volume of such drainfill is included. The volume included is only to the extent
that the unsuitable condition is not a result of the contractor's improper construction operation in thedetermination of the engineer.
Payment for drainfill is made at the contract unit price for each type of drainfill, complete in place. Except
as otherwise specified in section 9 of this specification, such payment will constitute full compensation
for all labor, equipment, material, and all other items necessary and incidental to the performance of thework.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofdrainfill placed within the specified limits is computed to the nearest 0.1 ton by actual weight. Where theengineer directs placement of drainfill outside the neat lines to replace unsuitable foundation material, theweight of such drainfill is included. The weight included is only to the extent that the unsuitable condition
is not a result of the contractor's improper construction operation in the determination of the engineer.
Payment for drainfill is made at the contract unit price for each type of drainfill, complete in place. Except
as otherwise specified in section 9 of this specification, such payment will constitute full compensation
for all labor, equipment, material, and all other items necessary and incidental to the performance of thework.
Compensation for any item of work described in the contract, but not included in the bid schedule isincluded in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 9 of this specification.

9. Items of work and construction details(210-VI-NEH, May 2001)

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9.

Items of work and construction details
In Section 2, Material, Method 1 shall apply. The percentage of drainfill materials that is finer
than the No. 200 U.S. Standard Sieve Size (0.074 millimeters) shall be not more than 3 percent
when determined in accordance with the procedures contained in ASTM C117. Fines shall be
non-plastic when tested in accordance with ASTM D4318.
In Section 5, Control of moisture, fine drainfill shall be in wet or near saturated condition whenplaced. Each layer of fine drainfill shall be saturated immediately prior to compaction. No
control of moisture is required for coarse drainfill.
In Section 6, Compaction, for fine graded drainfill, Class A compaction with the following
exceptions shall apply:
The compacted dry density shall be a minimum of 95 percent of the maximum dry density as
determined by the method in ASTM D698.
The ASTM D698 test procedure shall be modified to consist of a 1-point test performed on arepresentative sample of oven-dried drainfill.
In Section 6, Compaction, for coarse graded drainfill, Class III compaction shall apply.
In Section 8, Measurement and payment, Method 1 shall apply. A deduction in volume will not
be made for embedded conduits.
The contractor has three (3) alternatives available for selecting the gradation of the fine andcoarse drainfill.
Alternative 1 - ASTM C33 fine aggregate and ASTM C33 No. 89 coarse aggregate.
Alternative 2 - ASTM C33 No. 8, No. 7 or No. 67 coarse aggregate and a fine aggregate withthe following gradation.
Sieve Size
3/8 in.
No. 4
No. 8
No. 16
No. 30No. 50No. 100
No. 200

Percent Passing
100
95 to 10080 to 92
50 to 69
25 to 60
5 to 30
0 to 100 to 3

Alternative 3 - ASTM C33 No. 8 coarse aggregate and a fine aggregate with the following
gradation.
Sieve Size
3/8 in.
No. 4
No. 8
No. 16
No. 30No. 50No. 100
No. 200

Percent Passing
100
95 to 10080 to 95
50 to 85
25 to 60
5 to 30
0 to 100 to 3

Items of work to be performed in conformance with this specification and the construction details
therefore are:
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a.

b.

c.

Bid Item 13, Drainfill(1)This item shall consist of furnishing and installing the graded fine and coarse
drainfill required for the impact basin, filter diaphragm, strip drain, foundation
trench drain, RCC spillway drainage system including RCC diaphragm and thepea gravel for the weep holes and impact basin as shown on the drawings.

(2)

Drainfill shall be placed in such a manner as to prevent segregation of particle
sizes.

(3)

When trenches for construction of the filter diaphragm and foundation trenchdrain systems are excavated through earthfill (or backfills), the trench depth shallbe limited to 5 feet maximum and shall include sufficient “overcut depth” toinsure complete removal of earth contaminants of previously placed drainfill.

(4)

Use of forms having projections that cause disturbance of adjacent drainfill
materials or of in-place embankment materials when being withdrawn will not be
permitted.

(5)

The item of work subsidiary to this bid item is Excavation, Common, Drainfill as
specified in Construction Specification 21.

Subsidiary Item, Crushed Stone, Principal Spillway(1)

This item shall consist of furnishing and installing the crushed stone required forthe principal spillway inlet foundation as shown on the drawings.

(2)

The principal spillway foundation shall be a crushed stone pad 4-foot thick withlateral dimensions of 15 feet by 15 feet.

(3)

The crushed stone shall meet the gradation of ASTM C33 No. 57.

(4)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Concrete, Structural.

Subsidiary Item, Crushed Stone, RCC Sidewalls(1)

This item shall consist of furnishing and installing the crushed stone required for
the RCC sidewalls as shown on the drawings.

(2)

The crushed stone shall meet the gradation of ASTM C33 No. 57.

(3)

All surfaces shall be closely examined immediately prior to the placement ofcrushed stone. All materials that exhibit drying cracks, slaking, or other evidenceof being unstable or unsuitable, shall be removed or reworked by scarification,
wetting, and compaction to the affected depths prior to the placement of crushedstone. Additional compensation will not be made for removing or reworking thefoundation.

(4)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Roller Compacted Concrete.

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Construction Specification 26—Topsoiling
1. Scope
The work consists of furnishing and spreading topsoil to specified depths at locations shown on thedrawings.
2. Quality of topsoil
Topsoil shall consist of friable surface soil reasonably free of grass, roots, weeds, sticks, rocks, or otherunsuitable material. Additional quality requirements, if any, are in section 7 of this specification.
3. Furnishing
Method 1—Topsoil shall be salvaged from designated earth surfaces that will be disturbed byconstruction activities. After designated sites have been cleared and grubbed, the topsoil shall be removed
from the designated areas and stockpiled at locations shown on the drawings or acceptable to theengineer. Unsuitable material encountered during removal of topsoil shall be disposed of at locations
shown on the drawings or approved by the engineer, or it will be otherwise hauled and disposed of at
locations removed from the construction site. The contractor is responsible for complying with all local
rules and regulations and the payment of any and all fees that may result from the disposal at locations
outside the construction work limits.
Method 2—Topsoil shall be furnished from an offsite source designated by the contractor. The engineer
shall be granted access to the source for inspection and acceptance before delivery to the site. Test results
and samples shall be provided when specified in section 7 of this specification.

4. Stockpiling
Stockpiles of topsoil shall not conflict with the requirements of Construction Specification 5, Pollution
Control, when made a part of this contract.
5. Spreading
Method 1—Spreading shall not be conducted when the ground or topsoil is frozen, excessively wet, orotherwise in a condition detrimental to uniform spreading operations. Surfaces designated to receive a
topsoil application shall be lightly scarified just before the spreading operation.
Following the spreading operation, the topsoil surface shall be left reasonably smooth and without ruts or
surface irregularities that could contribute to concentrated water flow downslope.
Method 2—Spreading shall not be performed when the ground or topsoil is frozen, excessively wet, orotherwise in a condition detrimental to uniform spreading operations. Surfaces designated to receive a
topsoil application shall be lightly scarified just before the spreading operation. Where compacted
earthfills are designated to be topsoiled, the topsoil shall be placed concurrently with the earthfill andshall be bonded to the compacted fill with the compacting equipment.
Following the spreading operation, the topsoil surface shall be left reasonably smooth and without ruts or
surface irregularities that could contribute to concentrated water flow downslope.

6. Measurement and payment
Method 1—The total surface covered by topsoil is measured and the area(s) computed to the nearest
square yard. Payment for furnishing and placing topsoil is made at the contract unit price.
Method 2—The total surface covered by topsoil, except the surface area of embankments, levees, dikes,
and other earthfills not included for payment, is measured and the area(s) computed to the nearest square
yard.
Payment for topsoil spread on the surface of embankments, levees, dikes, and other earthfills is included(210-VI-NEH, May 2001)

26–1

in the measurement and payment for that item of earthfill where topsoil application occurred.
Method 3—For items of work for which specific unit prices are established in the contract, the volume of
topsoil furnished and spread is computed to the nearest cubic yard by the method of average crosssectional end areas from surveys of the excavated topsoil stockpile or, if not stockpiled, cross-sectional
surveys of the borrow area(s). Payment for furnishing and spreading topsoil is made at the contract unit
price.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 7 of this specification.
All payment methods—Payment will constitute full compensation for all labor, equipment, material, andall other items necessary and incidental to the completion of the work. This includes excavating,stockpiling, hauling, spreading, and the wasting of unsuitable excavated material.

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26–2

7.

Items of work and construction details
In Section 3, Furnishing, Method 1 shall apply.
In Section 5, Spreading, Method 1 shall apply. After spreading the topsoil on the required areas,a minimal amount of compacted effort shall be applied by passing over the entire surface with atleast one pass of a dozer track. Care shall be taken to avoid over compaction that will hinder theestablishment of grass.
Topsoil shall be processed by pulverizing and shall have a moisture content greater than 10%.
The topsoil shall be spread uniformly to the specified thickness. Finished grades shall bemaintained at that specified, and the final surfaces of topsoiled areas shall be dressed by blading,dragging, or floating operations.
In Section 6, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

b.

Bid Item 14, Topsoil, Lime Treated Earthfill(1)This item shall consist of salvaging of approved topsoil from required
excavations and from the foundation stripping operations and placing andspreading it on all lime treated earthfill as shown on the drawings.

(2)

The depth of topsoil placement shall be 12 inches.

Bid Item 15, Topsoil, 6” Placement(1)

This item shall consist of salvaging of approved topsoil from required
excavations and from the foundation stripping operations and placing andspreading it on the designated earthfill areas of the embankment, the outlet
channel, other exposed excavated slopes outside the limits of the lime treatedearthfill as shown on the drawings.

(2)

The depth of topsoil placement shall be 6 inches.

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Construction Specification 27—Diversions and Waterways
1. Scope
The work consists of all excavations, shaping, grading, and earthfills required to construct the diversions
and waterways as shown on the drawings or as staked in the field.
2. Material
The earth material used in constructing the earthfill portions of the diversions or waterways shall besuitable material obtained from required excavations or earth material obtained from designated borrow
areas. Material for earthfills shall be free from frozen material, brush, roots, sod, stones over 6 inches indiameter, or other objectionable material.
3. Foundation preparation
Foundations for earthfill shall be stripped to remove vegetation and other unsuitable materials or shall be
excavated as specified.
Except as otherwise specified, earth foundation surfaces shall be graded to remove surface irregularities
and shall be scarified parallel to the axis of the earthfill or otherwise acceptably scored and loosened to aminimum depth of 2 inches. The moisture content of the loosened material shall be controlled as specified
for the earthfill, and the surface material of the foundation shall be compacted and bonded with the firstlayer of earthfill as specified for subsequent layers of earthfill.
Earth abutment surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal to
the slope and shall be at such a moisture content that the earthfill can be compacted against them toproduce a good bond between the earthfill and the abutments.

4. Placement
Earthfill material shall not be placed until the required foundation preparation is complete, inspected, andapproved for placement. Earthfill shall not be placed upon a frozen surface. Earthfill shall be placed inhorizontal layers not exceeding 9 inches in thickness. The moisture content of the earthfill materials shallbe sufficient to obtain firm and suitable compaction. Compaction shall be obtained by routing the haulingand spreading equipment over the earthfill material so that the entire surface of each layer is traversed by
not less than one track tread of the loaded equipment, or equivalent methods approved by the engineer.
5. Excavation
Excavation shall be to the lines and grades shown on the drawings or as staked in the field. All surplus
and unsuitable material is designated as waste and shall be disposed of at locations shown on thedrawings or at a location approved by the engineer.
6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the length ofwaterway or diversion is determined to the nearest linear foot by measurement along the centerline of thewaterway or diversion. Such payment will constitute full compensation for all labor, material, equipment,
and all other items necessary and incidental to the performance of the work.
Method 2—For items of work for which specific lump sum prices are established in the contract, thequantity of waterways or diversions is not measured for payment. Payment for waterways and diversions
is made at the contract lump sum price and shall constitute full compensation for all labor, material,
equipment, and all other items necessary and incidental to the performance of the work.
Method 3—The pay limits for excavation and earthfill shall be as designated on the drawings. Payment
for excavation and earthfill to construct the waterways and diversions is separately measured andcomputed to the nearest cubic yard by the method of average cross-sectional end areas. Payment for(210-VI-NEH, May 2001)

27–1

excavation and earthfill is made at the unit price bid and shall constitute full compensation for all labor,material, equipment, and all other items necessary and incidental to the performance of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 7 of this specification.

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27–2

7.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 16, Diversions(1)

This item shall consist of all work required to construct the stub diversions as
specified in the construction drawings.

(2)

The locations of the stub diversions shown on the drawings are approximate.
The final locations shall be designated by the Engineer.

(3)

In Section 6, Measurement and payment, Method 1 shall apply.

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Construction Specification 28—Lime Treated Earthfill
1. Scope
The work consists of furnishing lime, mixing lime with soil, curing, and placing the lime treated soil.
2. Material
Soil material shall be obtained from the designated area(s). The selection of the material shall be as
outlined in section 12 of this specification. Soil material shall contain no frozen soil, sod, brush, roots, orother perishable material. Rock particles larger than the maximum size specified for each type of earthfill
shall be removed before treatment operations.
Water shall be clean and free from injurious amounts of oil, acid, alkali, organic matter, or otherdeleterious substances.
Hydrated lime shall meet the requirements of Material Specification 593.

3. Equipment
All equipment necessary for the proper construction of the work shall be on the work site before the lime
treatment operations start. Unless otherwise specified, mixing equipment shall include the combined useof heavy disk plows and high speed rotary mixers. Disks shall be at least 24 inches in diameter, and rotary
mixers shall be capable of mixing lifts at least 9 inches thick traveling at a minimum speed of 4 miles perhour and covering a minimum width of 6 feet.
All equipment used to convey or transport lime to or on the work site shall be covered or enclosed to
avoid lime dust problems.

4. Site preparation
The contractor shall prepare, mix, and cure the lime treated earth material in the area(s) shown on thedrawings.
Before lime treatment operations start, the processing area used for mixing and curing shall be stripped of
topsoil and graded to a relatively smooth and uniform surface.
After the area is no longer required for mixing and curing, it shall be regraded as required, disked to adepth of 4 inches, and covered uniformly with the removed topsoil.

5. Lime proportioning
The amount of lime shall be as specified in section 12 of this specification. Adjustment in the amount oflime may be required as the work progresses and shall be adjusted as requested and approved by theengineer.
6. Lime application
Lime shall not be applied when the temperature is below 40 degrees Fahrenheit or is expected to drop
below 40 degrees Fahrenheit within 24 hours. Lime will not be applied during high wind conditions thathinder effective application or cause pollution by drift offsite.
Method 1—Hydrated lime shall be uniformly applied in dry form on the soil surface at a rate that willattain the specified proportioning and lightly sprinkled with water to minimize dusting and blowing.
Method 2—Hydrated lime shall be mixed with water to form a slurry before application to the soil
surface. The slurry shall be a mixture of 1-ton lime to a minimum volume of 500 gallons of water.
Agitation shall be accomplished through integral paddles, recirculating pumps, or a combination of thesedevices. The lime and water shall be maintained as a uniform mixture until application to the soil surface.
The slurry shall be uniformly applied to the soil surface at a rate that will attain the specified
proportioning. The slurry shall be applied under pressure through spray bars.

(210-VI-NEH, January 2014)28–1

7. Mixing
The soil, lime, and water shall be mixed by disking and use of rotary mixers until a uniform mixture is
obtained. Disking shall be performed prior to the use of rotary mixers if there are clods in the material thatare larger than six inches in length, width, or height. Rotary mixers shall be applied only after the
maximum clod size has been reduced to less than six inches. During initial mixing with dry lime, aminimum of two cycles of water application followed by mixing with disks and high speed rotary mixers
shall be accomplished.
The depth of the lift for treatment shall be no greater than the depth that can be effectively mixed by theequipment. The cycle of watering and mixing shall continue until the soil, lime, and water are thoroughly
processed to a uniform mixture without lumps of soil or lime. When mixing is complete, the water content
of the mix shall not be less than standard optimum water for the soil-lime mixture, when tested inaccordance with ASTM D698, Method A.
After mixing, the lime treated layer shall be sealed to minimize evaporation loss, lime carbonation, andexcessive wetting from rainfall or other sources. Sealing shall be accomplished by lightly compacting thesurface of the treated layer with a pneumatic tire or smooth wheel roller or by other methods approved by
the engineer.
The mixing of lime, soil, and water shall be completed within the same workday it is started.

8. Placement
Lime-treated earthfill shall not be placed until the required excavation and foundation preparation havebeen completed and the foundation has been inspected and approved by the engineer. Earthfill shall not
be placed upon a frozen surface, nor shall snow, ice, or frozen material be incorporated in the earthfill.
Immediately before placement of lime-soil mixture, the subgrade shall be scarified and moistened tocreate a water content that allows suitable bonding of lime-soil mixture. Surface free water shall not bepresent during placement operations.
Lime-treated earthfill shall be placed in approximately horizontal layers. The thickness of each layer
before compaction shall not exceed the maximum thickness specified in section 12 or shown on thedrawings. Material placed by dumping in piles or windrows shall be spread uniformly to not more than
the specified thickness before being compacted.
During placement and compaction of the lime-soil mixture, the moisture content of the material being
placed shall be maintained within the specified range. The water content of the mixture at the time ofplacement and compaction shall not be less than standard optimum moisture when tested in accordancewith ASTM D698, Procedure A.

9. Compaction
Lime-treated earthfill shall be compacted in accordance with section 6 of Construction Specification 23,
Earthfill, for the specified class.
10. Curing
The lime and soil mixture shall be cured at least 72 hours unless otherwise specified in section 12. The
water content of the mixture shall be maintained at or above standard optimum water content during thecuring period by sprinkling with water, remixing, and resealing.
After the required curing time has occurred and before use as earthfill, the treated material shall bethoroughly remixed. Final mixing shall be accomplished so that all nonslaked lime particles retained on
the No. 4 sieve are removed. The remaining material shall have all clods reduced in size to meet thefollowing gradation:
Minimum passing 2-inch sieve = 100 percent
Minimum passing no. 4 sieve = 60 percent(210-VI-NEH, January 2014)28–2

11. Measurement and payment
For items of work for which specific unit prices are established in the contract bid schedule:(1) The quantity of lime used for lime treatment is measured to the nearest ton by actual weight.
(2) The volume of lime stabilized earthfill within the specified zone boundaries and pay limits shownon the drawings are measured and computed to the nearest cubic yard by the method of averagecross-sectional end areas. Unless otherwise specified, no deduction in volume is made for
embedded conduits and appurtenances.
The pay limits for lime-treated earthfill shall be as defined below, with the further provision that lime
stabilized earthfill required to fill voids resulting from overexcavation of the foundation and/or placedoutside the specified lines and grades will be included in the measurement for payment only where suchplacement is approved by the engineer. Such approval will only be granted for the purpose of filling
overexcavation that results from the removal of unsuitable material and where placement outside the linesand grades were not a result of contractor's improper construction operations as determined by theengineer.
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be the measured surface of the foundation when approved for placementof lime treated earthfill and the specified neat lines of the earthfill surface.
Method 3—The pay limits shall be the measured surface of the foundation when approved for placementof lime treated earthfill and measured surface of the completed earthfill.
Method 4—The pay limits shall be the specified pay limits for excavation and specified neat lines of theearthfill surface.
Method 5—The pay limits shall be the specified pay limits for excavation and measured surface of thecompleted earthfill.
Method 6—Payment for the lime treated earthfill is made at the contract unit price for that type ofearthfill. Such payment will constitute full compensation for all labor, material, equipment, and all otheritems necessary and incidental to the performance of the work including stripping topsoil, grading, andspreading topsoil over the processing area following completion of lime treated earthfill activities. No
separate payment will be made for water applied to the foundation and used for preparing hydrated lime.
Method 7—Payment for lime treated earthfill is made at the contract unit price for that type of earthfill.
Such payment will constitute full compensation for all labor, material, equipment, and all other items
necessary and incidental to the performance of the work, including stripping topsoil, grading, andspreading topsoil over the processing area following completion of lime treated earthfill activities. It does
not include furnishing, transporting, and applying water to the foundation and earthfill material. Water
applied to the foundation and earthfill material is measured and payment made as specified inConstruction Specification 10, Water for Construction.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and the items to which
they are made subsidiary are identified in section 12 of this specification.

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12.

Items of work and construction details
In Section 2, Material, soil material and rock particles larger than 6 inches in any dimension shallbe removed prior to treatment.
In Section 2, Material, hydrated lime shall not apply. Quicklime shall be required and shall meetthe requirements of Material Specification 303.
In Section 6, Lime application, none of the methods shall apply. Quicklime shall be uniformly
applied in dry form on the soil surface at a rate that will attain the specified proportioning andwatered until thoroughly wet to induce slaking.
Placement of the lime-treated earthfill shall be within 8 hours from the start of the mixing
process. Immediately before placement of the lime-soil mixture, the subgrade shall be scarified
and watered to create a water content that shall allow suitable bonding of the lime-soil mixture.
Control of moisture content shall be performed in accordance with the requirements of Section 5of Construction Specification 23.
In Section 8, Placing, all surfaces shall be closely examined immediately prior to the placementof all earthfills and backfills. All materials that exhibit drying cracks, slaking, or other evidencesof being unstable or unsuitable, shall be removed or reworked by scarification, wetting, andcompaction to the affected depths prior to the placement of fill. Additional compensation will not
be made for removing or reworking the foundation or fill materials to meet the requirements
herein specified. The foundation shall be loosened 4 inches before placement of fill. After being
deposited on the fill, each lift of fill material shall be spread, bladed and smoothed to the extent
necessary to ensure that the surface is free of abrupt mounds, depressions or windrows to provide
a smooth uniform surface for operation of plowing and compaction equipment.
In Section 9, Compaction, Class A compaction in Section 6 of Construction Specification 23 shallapply. In-place dry density of materials being placed shall not be less than 95 percent of the
maximum dry density obtained during tests performed in accordance with the procedures
contained in ASTM D698 (Laboratory Compaction Characteristics of Soil Using Standard Effort)
using Procedure A or B, as appropriate.
Maximum layer thickness shall be 9 inches before compaction and the maximum particle size
shall be 6 inches. Each lift of fill material shall then be disked, bladed and plowed to an
acceptable degree and depth to thoroughly loosen, blend, and bond the material with thepreceding lift before compaction is started.
The minimum disk blade size shall be 34” in diameter. An increase in the weight of the plow; anincrease in disc size; a decrease in thickness of lifts being placed, or any combination of these
may be required to accomplish the blending and bonding herein specified.
Section 10, Curing, shall not apply.
In Section 11, Measurement and payment, Method 2 and 6 shall apply.
Items of work to be performed in conformance with this specification and the construction detailtherefore are:a.

Bid Item 17, Lime Treated Earthfill(1)This item shall consist of mixing and placing lime-treated earthfill to the lines,
grades and locations as shown on the drawings.

(2)

The selection of material shall be approved by the Engineer.

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(3)
b.

The item of work subsidiary to this bid item is Excavation, Common, Borrow as
specified in Construction Specification 21.

Bid Item 18, Furnishing and Handling Lime
(1)

This item shall consist of furnishing and handling lime used in treatment ofearthfill materials.

(2)

Quicklime shall be pebble or pelletized only.

(3)

The amount of quicklime required for treatment shall be 4 percent relative to thedry weight of the soil being treated. The percentage shall be adjusted asnecessary to obtain a plastic index equal to or less than 20 and a pH of 12.4 astested by the Engineer(4)

The Contractor shall take all protective measures necessary to prevent damage topersons or property from contact with lime. The Contractor’s employees shall beadequately informed and trained about the hazards of working with lime.

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Construction Specification 31—Concrete for Major Structures
1. Scope
The work consists of furnishing, forming, placing, finishing, and curing portland cement concrete as
required to build the structures designated in section 25 of this specification.
The following BioPreferred® product category is applicable to this specification.
—concrete release fluids (aka form-release agents)

2. Material
Aggregates must conform to the requirements of section 25 and Material Specification 522, Aggregatesfor Portland Cement Concrete, unless otherwise specified.
Portland cement must conform to the requirements of Material Specification 531, Portland Cement, forthe specified type. One brand only of any type of cement may be used in any single structure as defined in
section 25.
Fly ash must conform to the requirements of Material Specification 532, Supplementary Cementitious
Materials.
Blast-furnace slag used as a partial substitution of portland cement in concrete must conform to therequirements of Material Specification 532, Supplementary Cementitious Materials.
Silica fume must conform to the requirements of Material Specification 532, Supplementary
Cementitious Materials.
Air-entraining admixtures must conform to the requirements of Material Specification 533, Chemical
Admixtures for Concrete. If air-entraining cement is used, any additional air-entraining admixture must
be of the same type as that in the cement.
Plasticizing admixtures must conform to the requirements of Material Specification 533, Chemical
Admixtures for Concrete.
Water-reducing or retarding admixtures must conform to the requirements of Material Specification
533, Chemical Admixtures for Concrete.
Accelerating and water-reducing and accelerating admixtures, if specified in section 25, must
conform to the requirements of Material Specification 533, Chemical Admixtures for Concrete.
Curing compound must conform to the requirements of Material Specification 534, Concrete Curing
Compound.
Preformed expansion joint filler must conform to the requirements of Material Specification 535,
Preformed Expansion Joint Filler.
Sealing compound for joints must conform to the requirements of Material Specification 536, Sealing
Compound for Joints in Concrete and Concrete Pipe.
Waterstops must conform to the requirements of Material Specifications 537, Nonmetallic Waterstops,
and 538, Metal Waterstops, for the specified kinds.
Dowels must be a plain, round steel bar conforming to the requirements of Material Specification 539,
Steel Reinforcement (for concrete).
Metal plates must conform to the requirements of Material Specification 581, Metal, for structuralquality or commercial or merchant quality steel. Structural quality must be used only if specificallydesignated in the drawings or specifications.
Water used in mixing and curing concrete must be clean and free from injurious amounts of oil, salt,(210-VI-NEH, Amend. 2, Sept. 2018)31–1

acid, alkali, organic matter, or other deleterious substances.

3. Concrete mix design
Method 1
Responsibilities—The contractor is responsible for the design and proportioning of the concrete. Job
mixes must be prepared to meet the quality, consistency, and strength of concrete specified.
Submittals—At least 15 calendar days before the placement of any concrete, the contractor must provide
the engineer with full documentation to support each job mix and any admixtures to be used in the work.
The contractor must furnish test results to the engineer for each admixture showing that it meets therequirements of Material Specification 533, Chemical Admixtures for Concrete. Job mixes are reviewed
and accepted or rejected by the engineer within 8 calendar days following the date of submittal. After a
job mix has been accepted, neither the source, character, nor gradation of the aggregates nor the type orbrand of cement or admixtures may be changed without prior notice to the engineer. Revisions or changes
in a job mix that are determined to be significant by the engineer must follow the same submittal andacceptance process as that for the initial job mix.
Design criteria—The class of concrete must be as specified in section 25 and in accordance with thefollowing specified compressive strength.

Class of concrete

Specified compressive
strength (f c) at 28 days
(lb/in2)

5000

5,000

4000

4,000

3000

3,000

2500

2,500

Maximum water-cement ratio shall be 0.50, unless otherwise specified.
Unless otherwise specified the air content (by volume) of the concrete at the time of placement must be:
Maximum size aggregate

Air content (%)

3/8 inch to l inch

5 to 7

Over l inch

4 to 6The consistency of all concrete must allow it to be placed without segregation or excessive laitance.
Unless otherwise specified, the slump shall be:
Type of structural section

Slump (inches)

Massive sections, pavements, footings

2±1

Heavy beams, thick slabs, thick walls (>12 inches)

3±1(210-VI-NEH, Amend. 2, Sept. 2018)

31–2

Columns, light beams, thin slabs, thin walls (12 inches or less)4±lSuperplasticized concrete must contain either a water-reducing, high range admixture (ASTM C494, TypeF or G) or a plasticizing admixture (ASTM C1017) at a dosage rate that reduces the quantity of waterrequired to produce a concrete mix within the above slump range by 12 percent or more or produces anincrease in the slump of at least 2 inches above the slump of the design mix containing no water reducer
or plasticizing admixture.
A water-reducing admixture (ASTM C494, Type F or G), a plasticizing admixture (ASTM C1017), or
both may be added to an approved job mix without resubmittal and reapproval of the job mix if thefollowing requirements are met:a. The admixture must be introduced into the concrete mix as specified by the manufacturer and becompatible with other admixtures in the job mix.
b. The water content must be equal to or less than that required in the job mix without the admixture.
c. The cement content must be the same as that required in the job mix without the admixture.
d. The air content must be within the specified range.
e. The slump must not exceed 7.5 inches unless the contractor demonstrates before placement thatthe job mix can be placed without segregation or excessive laitance at a slump greater than 7.5
inches. The concrete must retain the increased slump for not less than 30 minutes.
f. If the admixture is added at the job site, the slump of the concrete before the addition of the
admixture must not exceed the slump specified above for concrete that does not contain the
admixture.
Calcium chloride or other corrosive accelerators may not be used unless otherwise specified.
Fly ash may be used as a partial substitution for portland cement in an amount not greater than 25 percent(by weight) of cement in the concrete mix unless otherwise specified.
Ground granulated blast-furnace slag may be used as a partial substitution for portland cement in amounts
between 25 to 70 percent (by weight) of cement in the concrete mix unless otherwise specified.
Silica fume may be used as a partial substitution for portland cement in an amount ranging from 5 to 10
percent (by weight) of cement in the concrete mix unless otherwise specified.
Job mix criteria—Proportioning of concrete for job mixes must be based on the standard deviation
computed from compressive strength tests of previous batch records or established by laboratory trial
mixes. Unless otherwise specified, a compressive strength test is the average of the compressive strengthsof two standard cured cylinders prepared and tested in accordance with section 4.
For a job mix based upon the standard deviation computed from compressive strength tests of previous
batch records, the previous batches must represent similar material and conditions to those expected forthe job mix and have a strength within 1,000 pounds per square inch of the specified compressive strength(f 'c) at 28 days for the class of concrete specified. The contractor must provide to the engineer copies ofthe facility’s previous batching records that show the compressive strength results and the batch mix
design used.
For a job mix based upon a laboratory trial mix, the trial mix must contain the actual material to be usedin the final job mix, have a slump within 0.75 inches of the maximum allowable slump, and have an aircontent within 0.5 percent of the maximum allowable air content. The contractor must provide theengineer with copies of the actual compressive strength test records for the trial mix from the testing
facility performing the test.

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The trial job mix or previous batch records must include the water-reducing admixture when a waterreducing admixture is used in a concrete mix specifically to improve the physical properties of thehardened concrete or change portions of the mix components.
In meeting strength requirements, the selected job mix proportions must produce an average strength, f cr,
exceeding the specified compressive strength, f 'c, by the amount specified.
n

s30

fcr

>30 1.00 s

The larger of these25

1.03 stwo equations:20

1.08 sf c + 1.34 s30

15

1.16 sf c + 2.33 s30–500<15

f c + 1,000 for f c < 3,000
f c + 1,200 for 3,000 ≤ f c ≤ 5,000
1.10 f c + 700 for f c > 5,000

where:n= number of consecutive compressive strength tests
s30= standard deviation adjusted to 30 tests, lb/in2
fcr= required average compressive strength, lb/in2
f c= specified compressive strength of concrete, lb/in2s= standard deviation (lb/in2) computed as {[sum(Xi-Xa)2]/[n-1]}1/2
where:
Xi = individual strength test result, lb/in2
Xa = average of n strength test results, lb/in2
Method 2
Responsibilities—The engineer is responsible for the design and proportioning of the job mix. The initial
job mix must be as specified in section 25. The engineer may adjust the initial job mix proportions toestablish the designated job mix. The engineer will provide the contractor with a copy of each job mix assoon as the material and proportions have been determined. After the job mix has been designated, neither
the source, character, nor gradation of the aggregates nor the type or brand of cement or admixtures may
be changed without prior approval of the engineer. During the course of the work, the engineer may
adjust the job mix proportions and batch weights whenever necessary to meet special job conditions.
The contractor, for each class of concrete, is responsible for—a. Taking the following actions and furnishing the engineer with the following information at least 35
calendar days before any placement of concrete, unless otherwise designated:(1) Select the source of aggregates and sample and test the gradations of aggregates available.
(2) Select the brand and type of cement.
(3) Select the brand of admixtures and obtain manufacturer’s test data and recommendation ofuse.

(210-VI-NEH, Amend. 2, Sept. 2018)31–4

(4) Identify the concrete production facility, the type of mixer, and the mixing methods that will
be used.
(5) Provide from the concrete production facility consecutive compressive strength test records
and batching records for concrete mixes that have material, proportions, and compressive
strengths within 1 000 pounds per square inch of the proposed design mix.
b. Batching at least 3 cubic yards of the initial job mix, in the presence of the engineer, for testingand evaluation not less than 30 calendar days before any placement of concrete.
4. Inspecting and testing
During the course of the work, the engineer performs quality assurance testing as required to verify theconcrete meets the contract requirements. The engineer must have free entry to the plant and equipment
furnishing concrete under the contract. Proper facilities must be provided for the engineer to inspectmaterial, equipment, and processes and to obtain samples of the concrete. All tests and inspections are
conducted so as not to interfere unnecessarily with the manufacture, delivery, and placement of theconcrete.
Any portion of a batch may be tested by the engineer for any of the purposes shown below. Samples taken
for testing must be representative of that part of the batch.
a. Determining uniformity of the batch.
b. Checking compliance with requirements for slump and air content when the batch is discharged
over an extended period.
c. Checking compliance of the concrete with the specifications when the whole amount being placedin a small structure, or a distinct part of a larger structure, is less than full batch.
If concrete is conveyed to the placement location by pumping or conveyor belts, the samples must becollected at the discharge end.
When a plasticizing admixture is added to the concrete mix at the job site, slump tests are made both
before the addition of the admixture to the concrete mix and after the admixture has been incorporated
into the concrete mix.
The tests on concrete are performed by the following methods unless otherwise specified:Type of test

Test method(ASTM designation)

Sampling

C172

Slump test

C143

Air content

C231 or C173

Compression test specimens

C31 or C42

Compressive strength testing

C39

Unit weight

C138

Temperature

C1064

A strength test for concrete is the average of two standard cured concrete cylinders prepared inaccordance with ASTM C31 from the same sample of concrete and tested in accordance with ASTM C39
at 28 days, unless otherwise specified. If one cylinder shows manifest evidence of improper sampling,molding, curing, or testing, it must be discarded and the strength of the remaining cylinder must then be(210-VI-NEH, Amend. 2, Sept. 2018)31–5

considered the compressive strength of the concrete. Should both cylinders show such defects, the entire
test must be discarded.
If both cylinders are discarded or in-place concrete that was not sampled is in question, the in-place
concrete may be sampled by coring in accordance with ASTM C42. For core tests, these requirements
must be followed:
a. At least three representative cores must be taken from each area of concrete in question. If one or more of
the cores shows signs of being damaged before testing, it must be replaced by a new one.
b. Test cores must be prepared for testing in accordance with moisture conditioning in ASTM C42 unless theengineer determines that the concrete in the structure will be dry under service conditions. If the concrete isdetermined to be dry under service conditions, the cores must be air dried (temperature 60°F to 80°F andrelative humidity less than 60%) for 7 days before testing and must be tested dry.

5. Handling and measurement of material
Aggregates must be stored or stockpiled in such a manner that separation of coarse and fine particles ofeach size is avoided and that various sizes do not become intermixed before proportioning. Methods ofhandling and transporting aggregates must avoid contamination, excessive breakage, segregation,
degradation, or intermingling of various sizes.
Unless otherwise specified, scales must be beam type or spring-less dial type. They must be accurate
when static load tested to plus 0.4 percent of the total capacity of the scales. All exposed fulcrums,
clevises, and similar working parts of scales must be kept clean.
Measuring tanks for mixing water must be of adequate capacity to furnish the maximum amount of
mixing water required per batch. Tanks must be equipped with outside taps and valves to verify theircalibration unless other means are provided for readily and accurately determining the amount of water inthe tank.
The quantities of each component of the concrete mix must be measured by the following methods and to
the accuracy indicated below:
Cement, fly ash, slag—Cement, except as otherwise specifically permitted, must be measured by weightor in bags on which the weight is plainly marked. When cement, fly ash, and slag are supplied in bulk andare measured by weight, they must be weighed on a scale separate from that used for other material and ina hopper entirely free and independent of the hopper used for weighing the aggregate. When fly ash or
slag is used in the job mix, the cement and the fly ash or slag may be weighed separately or cumulatively
by weighing the cement first and then adding the fly ash or slag to arrive at the composite weight. The
weight of the cement and the combined weight of the cement and fly ash or slag must be within plus orminus 1 percent of the required weight of the cementitious material. When cement is measured in bags,
no fraction of a bag may be used unless weighed.
Aggregates—Aggregates must be measured by weight unless otherwise specifically permitted. Mix
proportions must be based on saturated, surface-dry weights. The batch weight of each aggregate is therequired saturated, surface-dry weight corrected by the weight of surface moisture it contains. The weightof each of the specified aggregates must be within plus or minus 2 percent of the required weight.
Mixing water—Mixing water consists of water added to the batch, ice added to the batch, water
occurring as surface moisture on the aggregates, and water introduced in the form of admixtures. The
added water must be measured by weight or volume to an accuracy of l percent of the required total
mixing water. Added ice must be measured by weight. Wash water must not be used as part of the mixing
water for succeeding batches.
Admixtures—Dry admixtures must be measured by weight. Paste or liquid admixtures must be measured
by weight or volume. The admixtures must be within plus or minus 3 percent of the required weight orvolume for each specific admixture.

(210-VI-NEH, Amend. 2, Sept. 2018)31–6

6. Mixers and mixing
Mixers are either stationary parts of a central mixing plant or portable equipment, such as revolving drum
truck mixers and volumetric batching/continuous mixing truck mixers. Mixers must be capable ofthoroughly mixing the concrete ingredients into a uniform mass within the specified mixing time and ofdischarging the mix without segregation. Each mixer or agitator must bear a manufacturer's rating plate
indicating the gross volume of the drum, the capacity of the drum or container in terms of the volume of
mixed concrete, and the minimum and maximum mixing speeds of rotation of the drum, blades, or
paddles. When the truck mixer is used for truck-mixed concrete as described in section 6a(2) or for
shrink-mixed concrete as described in section 6a(3), the capacity of the drum or container in terms of thevolume of mixed concrete must not exceed 63 percent of the gross volume of the drum. When the truck
mixer is used to transport central-mixed concrete as described in section 6a(1), the capacity of the drum orcontainer in terms of the volume of mixed concrete must not exceed 80 percent of the gross volume of thedrum. The mixer must be operated in accordance with these recommendations.
Concrete must be uniform and thoroughly mixed when delivered to the forms in a freshly mixed andunhardened state. Variations in slump of more than 1 inch within a batch is considered evidence of
inadequate mixing and must be corrected by changing batching procedures, increasing mixing time,changing mixers, or other means. Mixing time must be within the limits specified below unless thecontractor demonstrates by mixer performance tests that adequate uniformity is obtained by different
times of mixing.
No mixing water in excess of the amount called for by the job mix may be added to the concrete during
mixing or hauling or after arrival at the delivery point. Water to compensate for up to a 1-inch loss inslump may be added, not to exceed the design maximum water cement ratio. Withholding some of themixing water until the concrete arrives on the job, then adding the remaining water and turning the mixer
30 revolutions at mixing speed is allowed to overcome transporting conditions. When loss of slump or
workability cannot be offset by these measures, complete mixing must be performed by onsite batching
and mixing or by using a combination of centrally batching and transporting material to the site andadding remainder of material onsite.
Concrete may be furnished by ready-mix methods, by volumetric batching and continuous mixing at thesite, or by batch mixing at the site.

a. Ready-mixed concrete
Ready-mixed concrete must be mixed, transported, and placed in a freshly mixed and unhardened state.
The contractor must furnish the engineer a batch ticket showing amount of concrete in cubic yards, thetime of loading, the time the load was discharged, the revolution counter reading at the time of loading
and discharge, and the type and actual quantity of each material including all admixtures used in eachbatch of concrete. The batch ticket must include information necessary to calculate the watercementitious materials ratio.
Truck mixers and truck agitators must be equipped with revolution counters by which the number of
revolutions of the drum or blades may be readily verified. Ready-mixed concrete must be mixed anddelivered by one of the following methods:(1)

Central-mixed concrete—Central-mixed concrete is mixed completely in a stationary mixer andtransported to the point of delivery either in a truck agitator, a truck mixer operating at agitating
speed, or non-agitating equipment.
When a truck agitator or a truck mixer is used as an agitator and transports concrete that has
been completely mixed in a stationary mixer, mixing during transportation must be at the speed
designated by the manufacturer of the equipment as agitating speed. When concrete istransported in a truck mixer or truck agitator, the volume of the mixed concrete must not exceed
80 percent of the gross volume of the drum. The total number of revolutions of the truck mixer(210-VI-NEH, Amend. 2, Sept. 2018)31–7

or truck agitator must not exceed 200 before discharge of the concrete, unless otherwise
specified.
The use of non-agitating equipment to transport concrete to the site of the work is permitted
only if the consistency and uniformity of the concrete as discharged at the point of delivery
meet the requirements of this specification. Bodies of non-agitating hauling equipment must be
constructed so that leakage of the concrete mix, or any part thereof, does not occur. Concrete
hauled in open-top vehicles must be protected from rain and from more than 20 minutes
exposure to the sun and wind when the air temperature is above 75 degrees Fahrenheit.
(2)

Truck-mixed concrete—Truck-mixed concrete is completely mixed in a truck mixer. The total
volume of all ingredients to be mixed in a revolving drum truck mixer must not exceed 63
percent of the gross volume of the drum. The concrete ingredients must be mixed between 70
and 100 revolutions of the drum or blades at the speed designated by the manufacturer as
mixing speed. Mixing in excess of 100 revolutions must be at the speed designated by the
manufacturer of the equipment as agitating speed.

(3)

Shrink-mixed concrete—Shrink-mixed concrete is partly mixed at a central plant and themixing is completed in a truck mixer. The mixing time in the central plant mixer is theminimum required to intermingle the ingredients. The volume of the mixed concrete in a truck
mixer must not exceed 63 percent of the gross volume of the truck drum. The mixing must becompleted in a truck mixer. The number of revolutions of the truck mixer drum or blades must
be between 50 and 100 revolutions at the speed designated by the manufacturer as mixing
speed. Mixing in excess of 100 revolutions must be at the speed designated by the manufacturerof the equipment as agitating speed.

b. Volumetric batching and continuous mixing at the site
Equipment used for volumetric batching and continuous mixing at the site is commonly referred to as
mobile concrete mixers. Unless otherwise specified, volumetric batching and continuous mixing at theconstruction site is permitted. The batching and mixing equipment must conform to the requirements of
ASTM C685 and must be demonstrated before placement of concrete by tests with the job mix to produce
concrete meeting the specified proportioning and uniformity requirements. Concrete made by this method
must be produced, inspected, and documented in conformance with ASTM C685.
c. Batch mixing at the site
This method of batching and mixing concrete is either by batching and mixing all material onsite usingpaving mixers or stationary construction mixers or by using a combination of centrally batching part ofthe mix, transporting it to the site, and adding the rest of the material and mixing onsite.
Paving mixers or stationary construction mixers and associated transport vehicles must be in accordancewith recommended practices described in method 1 for central mixed concrete. The time for mixing abatch of concrete in the mixer drum must be according to manufacturer's recommendations, but not lessthan 1 minute plus 0.25 minute for each cubic yard of concrete being mixed (8 yd3 batch = 3 minutes).
When a combination of centrally batching and transporting material to the site and adding rest of material
onsite is used, the contractor must prepare a written plan detailing how the batching and mixing of theconcrete material will be accomplished and controlled. This written batching and mixing plan must be
submitted to the engineer for review and approval not less than 10 working days before the placement of
concrete. The volume of the mixed concrete in a truck mixer must not exceed 63 percent of the grossvolume of the drum.
The contractor must furnish the engineer a batching ticket for each batch of fresh concrete. The ticket
shows the type, brand, and amount of cement; the type, name, and amount of each admixture; total water
added to the batch, which includes free water on the aggregate; maximum size of aggregate; the type anddry weight of fine aggregate; the type and dry weight of coarse aggregate; the time of loading (the time

(210-VI-NEH, Amend. 2, Sept. 2018)

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that water was introduced to the cement); and the time the load was discharged.

7. Forms
Forms must be of good quality wood, plywood, steel, or other approved material and must be mortar
tight. The forms and associated falsework must be substantial and unyielding and must be constructed sothat the finished concrete conforms to the specified dimensions and contours. Form surfaces must be
smooth and free from holes, dents, sags, or other irregularities and must be maintained in this condition
throughout the work. Forms must be coated with a non-staining form release agent before being set into
place. Acceptable tolerances for formed structure members are specified in section 23.
When a superplasticized concrete mix is used, forms must be designed to withstand the increased
pressures of the superplasticized concrete and the increased impact forces resulting from larger drop
heights used in placing the superplasticized concrete. Form release agents must be specificallyformulated, when specified, for use with plasticized concrete or documentation from the release agent
manufacturer must be provided stating that formed concrete surfaces made using the form release agent
with plasticized concrete have not varied significantly from nonplasticized concrete surfaces made using
the same form release agent. If the form release agent is not specifically formulated for use withplasticized concrete and, after observing its performance, it is suspected the release agent is responsible
for causing increased surface imperfections (bug-holes), a release agent specifically formulated for use
with plasticized concrete must be used for all formed concrete to be subsequently placed.
Metal ties or anchorages that will be embedded in the concrete must be equipped with cones, she-bolts, orother devices that permit their removal to a depth of at least 1 inch without injury to the concrete. Ties
designed to break off below the surface of the concrete must not be used without cones. If approved
fiberglass or plastic form ties are used, the tie ends must be cut flush with the finished concrete andground smooth.
All edges that will be exposed must be chamfered unless finished with molding tools as specified in
section 18.

8. Preparation of forms and subgrade
Before placement of concrete, the forms, embedments, and subgrade must be free of chips, sawdust,
debris, water, ice, snow, extraneous oil, mortar, or other harmful substances or coatings. Any form releaseagent on the reinforcing steel or other surfaces required to be bonded to the concrete must be removed.
Rock surfaces must be cleaned by high pressure air-water cutting, sandblasting, or wire brush scrubbing,as necessary, and must be wetted immediately before placement of concrete. The earth surface must be
firm and damp. Placement of concrete on mud, dried earth, non-compacted fill, or frozen subgrade is not
permitted. All ice, snow, and frost must be removed, and the temperature of all surfaces, including thereinforcing steel and other steel inclusions, to be in contact with the new concrete must be no colder than
40 degrees Fahrenheit.
Items to be embedded in the concrete must be positioned accurately and anchored firmly.
Weep holes in walls or slabs must be formed with nonferrous material.

9. Conveying
Concrete must be delivered to the site and discharged completely into the forms within 1.5 hours after the
introduction of the mixing water to the cement and aggregates or the introduction of the cement to theaggregates. In hot weather or under conditions contributing to quick stiffening of the concrete, or when
the temperature of the concrete is 85 degrees Fahrenheit or above, the time between the introduction of
the cement to the aggregates and discharge must not exceed 45 minutes.
Superplasticized concrete may be conveyed and placed when the temperature of the concrete is below 95
degrees Fahrenheit and the slump of the concrete remains within the allowable slump range.

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The engineer may allow an appropriate extension of time when the setting time of the concrete isincreased a corresponding amount by the addition of an approved admixture. In any case, concrete must
be conveyed from the mixer to the forms as rapidly as practicable by methods that prevent segregation of
the aggregates or loss of mortar.

10. Placing
Concrete must not be placed until the subgrade, forms, steel reinforcement, and other embedments areinspected and approved by the engineer. For walls and columns, subsequent higher placements ofconcrete must not be placed until the concrete below the new placement has gained sufficient strength tosupport the concrete dead load and any superimposed loads without distress. Placement sequences andtiming must consider form removal timing covered in section 16.
If a placement plan is required in section 25, concrete must not be placed until the placement plan has
been reviewed and approved by the engineer. The contractor must have all equipment and material
required for curing available at the site ready for use before placement of concrete begins.
Concrete must be placed only in the presence of the engineer. The contractor must give reasonable noticeto the engineer before each placement. Such notice must be far enough in advance to give the engineer
adequate time to verify that the subgrade, forms, steel reinforcement, and other preparations comply withspecifications. Other preparations include, but are not limited to, the concrete batching plant, mixing anddelivery equipment and system, placing and finishing equipment and system, schedule of work,
workforce, and heating or cooling facilities, as applicable. All deficiencies are to be corrected before
concrete is delivered for placing.
Concrete must be placed and consolidated to prevent segregation of the mix components. The concretemust be deposited as closely as possible to its final position in the forms. It must be worked into thecorners and angles of the forms and around all reinforcement and embedded items to prevent segregationof aggregates or excessive laitance. The depositing of concrete must be regulated so that the concrete canbe consolidated with a minimum of lateral movement. Concrete placement against a sloping surface must
start at the lowest elevation and work upwards to the highest elevation.
Concrete other than architectural concrete must not be dropped more than 5 feet vertically unless suitableequipment is used to prevent segregation. Architectural concrete must not be dropped more than 3 feetvertically unless suitable equipment is used to prevent segregation. When a superplasticized concrete mix
is used, concrete other than architectural concrete must not be dropped more than 12 feet vertically andarchitectural concrete must not be dropped more than 10 feet vertically unless suitable equipment is used
to prevent segregation.

11. Layers
Slab concrete must be placed to design thickness in one continuous layer unless otherwise specified.
Formed concrete must be placed in horizontal layers not more than 20 inches deep. Where asuperplasticized concrete mix is used, formed concrete may be placed in horizontal layers not more than 5feet deep.
Successive layers of fresh concrete between construction joints must be placed at a rate fast enough thatthe preceding layer is still plastic and can be easily mixed with the fresh concrete such that seams (coldjoints) or plane of weakness do not occur. If the surface of a previously placed layer of concrete has taken
a set to the degree that it will not flow and mix with the succeeding layer when vibrated, the contractor
must discontinue placing concrete and must make a construction joint according to the procedure
specified in section 13. If placing is discontinued when a layer is incomplete, the ends of the incomplete
layer must be formed by a vertical bulkhead.

12. Consolidating
All concrete must be consolidated with internal type mechanical vibrators capable of transmitting(210-VI-NEH, Amend. 2, Sept. 2018)31–10

vibration to the concrete at frequencies not less than 8,000 impulses per minute, unless otherwise
specified or approved before placement. Vibration must be supplemented by spading, rodding, and handtamping as necessary to ensure smooth and dense concrete along the form surface, in corners, and aroundembedded items. The contractor must provide a sufficient number of vibrators to properly consolidate theconcrete immediately after it is placed. A sufficient number of standby vibrators must be kept onsite
during the placement of concrete.
Vibration must compact the concrete and bring it into intimate contact with the forms, reinforcing steel,and other embedded items while removing voids and pockets of entrapped air. The location, insertion,
duration, and removal of the vibrators must be such that maximum consolidation of the concrete isachieved without causing segregation of the mortar and coarse aggregate or causing water or cement paste
to flush to the surface. Vibration must be applied to the freshly deposited concrete by rapidly inserting thevibrator and slowly, in an up and down motion, removing the vibrator at points uniformly spaced at not
more than 1.5 times the radius of the area visibly effected by vibration. Generally, this is at 5 to 10
seconds per foot on 14-inch spacings or less. The area visibly effected by the vibrator must overlap theadjacent, just vibrated area. The vibrator must extend vertically into the previously placed layer of fresh
concrete by at least 6 inches at all points. This ensures effective bond between layers. In thin slabs thevibrator(s) should be sloped toward the horizontal to allow operations in a fully embedded position.
Vibration must not be applied directly to the reinforcement steel, the forms, or other embedded items
unless otherwise specified. Vibration must not be applied to concrete that has hardened to the degree thatit does not become plastic when vibrated. If surface vibrators are used, they may contact forms when
consolidating thin slabs.
The use of vibrators to transport concrete in the forms or conveying equipment is not permitted.
Surface vibrators may be used to consolidate slabs 8 inches and less in thickness. Slabs more than 8
inches thick must be consolidated with internal vibration and may be augmented through use of surface
vibrator, such as vibrating screeds, plate or grid vibratory tampers, or vibratory roller screeds. If concrete
is to be consolidated using surface vibration methods, the contractor must detail how this work is to be
performed in writing to the engineer for review and approval. This report must be submitted no less than
30 calendar days before placing concrete by this method. It includes equipment selection andspecifications.

13. Construction joints
Construction joints must be made at the locations shown on the drawings unless otherwise specified orapproved by the engineer. If construction joints are needed that are not shown on the drawings, they must
be placed in locations approved by the engineer.
Where a feather edge would be produced at a construction joint, as in the top surface of a sloping wall, an
insert form must be used so that the resulting edge thickness on either side of the joint is not less than
twice the maximum aggregate diameter used in the concrete mix.
Non-vertical construction joints in structural elements, such as walls and columns, must be consolidated
and screeded to grade unless otherwise specified. Construction joints must be covered and wet cured for 7
days or until concrete placement resumes unless otherwise specified.
Steel tying and form construction next to concrete in place must not be started until the concrete has cured
at least 12 hours. Before new concrete is deposited on or against concrete that has hardened, the forms
must be retightened. New concrete must not be placed until the hardened concrete has cured at least 12
hours.
Method l—The surface of construction joints must be cleaned of all unsatisfactory concrete, laitance,
coatings, stains, or debris by sandblasting or high-pressure air-water cutting, or both. Sandblasting can beused after the concrete has gained sufficient strength to resist excessive cutting, and high-pressure air(210-VI-NEH, Amend. 2, Sept. 2018)31–11

water cutting can be used as soon as the concrete has hardened sufficiently to prevent the jet fromdisplacing the coarse aggregates. The surface of the concrete in place must be cut to expose clean, soundaggregate, but not so deep as to undercut the edges of larger particles of the aggregate. After cutting, thesurface must be thoroughly washed to remove all loose material. If the surface is congested by reinforcing
steel, is relatively inaccessible, has cured beyond the ability to cut with air-water blasting, or disturbing
the concrete before it is hardened is considered undesirable, cleaning of the joint by air or water jets is not
permitted. The sandblasting method is required after the concrete has hardened.
Immediately before new concrete is placed, all construction joints must be wetted and standing water
removed.
Method 2—The surface of construction joints must be cleaned of all unsatisfactory concrete, laitance,
coatings, stains, or debris by washing and scrubbing with a wire brush or wire broom, or by other means
approved by the engineer. Immediately before new concrete is placed, all construction joints must bewetted and standing water removed.

14. Expansion and contraction joints
Expansion and contraction joints must be made only at locations shown on the drawings. Exposed
concrete edges at expansion and contraction joints must be carefully tooled or chamfered, and the joints
must be free of mortar and concrete. Joint filler must be fully exposed for its entire length with clean andtrue edges.
Where open joints or weakened plane “dummy” joints are specified, joints formed in fresh concrete must
be constructed by the insertion and subsequent removal of a wood strip, metal plate, or other suitable
template. This must be done so that the corners of the concrete do not chip or break. The edges of the
fresh concrete at the joints must be finished with an edging tool before the joint strips are removed. Openjoints or weakened plane dummy joints may also be saw-cut joints conforming to the depth and extent
specified.
Preformed expansion joint filler must be held firmly in the correct position as the concrete is placed.

15. Waterstops
Waterstops must be held firmly in the correct position as the concrete is placed. Joints in metal waterstops
must be brazed or welded. Joints in rubber or plastic waterstops must be cemented, welded, or vulcanized
as recommended by the manufacturer. Joints must be watertight and of a strength equivalent to thatspecified in Material Specification 537. Intersecting waterstop joints must be prefabricated and suppliedby the same manufacturer providing the waterstop.
16. Removal of forms, supports, and protective coverings
Forms, supports, and protective coverings must be removed as soon as practical after the concrete has
gained sufficient strength to support its own weight and superimposed loads. Removal must be done sothat the concrete surface is not damaged and sudden or excessive stresses are not induced. The minimum
period from completion of the concrete placement to the removal of the forms must be based on either
strength tests or cumulative times.
Strength tests—The strength of the in-place concrete is determined by testing concrete cylinders
specifically cast for this purpose and cured adjacent to the member in accordance with the ASTM C31
method for determining removal time. Unless otherwise specified, forms supporting the weight of theconcrete member may be removed after the concrete strength is 70 percent of that specified for the classof concrete. Forms not supporting the weight of the concrete member or other superimposed loads may beremoved after the concrete strength has reached the strength specified in section 25.
Cumulative time—The total accumulated time, not necessarily continuous, that the air adjacent to theconcrete is above 50 degrees Fahrenheit and the specified concrete curing has occurred concurrently will
be determined. Forms may be removed after the total accumulated time shown:(210-VI-NEH, Amend. 2, Sept. 2018)

31–12

Accumulated form removal times
Forms

Time 1/

Sides of slabs or beams

12 hours

Undersides of slabs or beams

Sides of walls or columns

Clear span2/

< 10 ft

4 days

10 - 20 ft

7 days> 20 ft

14 days

Height above form

3/ 4/

< 10 ft

12 hours< 20 ft

24 hours> 20 ft

72 hours

1/ Table values apply to normal concrete. Values for concrete that contains cements or admixtures thatsignificantly retard or accelerate strength gain will be determined by the engineer and based on actual
design mix data.
2/ Values apply to members designed to support significant superimposed loads. Values for members
designed for only self-weight when placed in service shall be 50 percent greater.
3/ Values apply to members not subject to significant horizontal loads. Additional time or rebracing isneeded for members subject to significant wind or other horizontal loads.
4/ Subsequent higher lifts may be placed after 12 hours.

17. Finishing formed surfaces
All formed concrete surfaces must be true and even, and must be free from over-tolerance depressions,holes, projections, bulges, or other defects in the specified surface finish or alignment, unless otherwise
specified in section 25. Depressions are measured as the distance from the bottom of a 5-foot-longtemplate or straight edge.
A surface to be backfilled or otherwise concealed when construction is completed must have thefollowing surface treatment unless otherwise specified:• Repair defective concrete.
• Fill all form tie holes.
• Correct surface depressions deeper than 1 inch.
• Remove or smooth fins and abrupt projections that exceed 0.75 inch.
A surface to be permanently exposed, where other finishes are not specified, must have the following
treatment:(210-VI-NEH, Amend. 2, Sept. 2018)31–13

• Repair defective concrete.
• Fill all form tie holes.
• Remove or smooth all abrupt irregularities greater than 0.25 inch in depth or projection.
• Treat all depressions and irregularities so that they do not exceed 0.5 inch in depth.
Form bolt and tie holes and other holes of similar size and depth must be repaired and filled as specified
in section 20.

18. Finishing unformed surfaces
All exposed surfaces of the concrete must be accurately screeded to grade and then float finished unlessotherwise specified. The float finish must result in a surface that has no irregularities of more than 0.25
inch when checked with a template or straight edge that is 10 feet long.
All exposed surfaces of concrete must be accurately struck off to grade after placement and consolidation
are completed. Following strikeoff, the surface must be immediately smoothed by darbying or bull
floating before any free water has bled to the surface. The concrete must then be allowed to rest until the
bleed water and water sheen have left the surface and the concrete has stiffened to where it will sustain
foot pressure with only about 0.25-inch indentation. At this time all joints and edges that are exposed toview and are not chamfered must be finished with edging tools. After edging and hand jointing iscomplete, all exposed surfaces must be floated with wood or magnesium floats. The floating should work
the concrete no more than necessary to remove screed, edger, and jointer marks and to produce a compact
surface uniform in texture.
Water must not be sprinkled or added to the surface of the concrete during the darbying, bull floating,floating, or other finishing operations to facilitate finishing.

19. Curing
Freshly placed concrete must be cured a minimum of 7 days in accordance with the recommended
practices set forth in this section. A curing process must be started as soon as the concrete has hardened
sufficiently to prevent surface damage. Curing concrete, including exposed surfaces of formed concreteand concrete in forms, must be maintained at a satisfactory moisture content for at least 7 days following
placement. If forms are removed before the end of the 7-day curing period, the interrupted curing process
must be reestablished and maintained until a full 7-day curing period is achieved. A satisfactory moisture
condition is—• Continuous or frequent application of water or use of a saturated cover material, such as canvas,
cloth, burlap, earth, or sand.
• Prevention of excessive water loss from the concrete by use of an impermeable coating (curingcompound) or covering (plastic, paper).
The application of water or covering must not erode, mar, or otherwise damage the concrete. Plastic film
or paper must meet the requirements of ASTM C171. Black covering must not be used when concretingin hot weather.
Except as otherwise specified in section 25, curing compound may be used for exposed surfaces orformed surfaces after patching and repair are completed. Curing compounds must not be used on asurface that is to receive additional concrete, paint, tile, or other coatings unless the contractor
demonstrates that the membrane can be satisfactorily removed or can serve as a base for the later
application.
Curing compound must be thoroughly mixed before applying and be agitated during application. Except
as otherwise specified in section 25, the compound must be applied at a pressure of 75 to 100 pounds per
square inch. A continuously agitating pressure sprayer is used for application at a uniform rate of not lessthan 1 gallon per 175 square feet of surface. Manual hand pump sprayers must not be used for curing(210-VI-NEH, Amend. 2, Sept. 2018)31–14

concrete surfaces exceeding 400 square feet unless otherwise specified. For individual concrete
placements or repairs having a surface area of 400 square feet or less, curing compound may be appliedwith a soft-bristled brush, paint roller, or hand sprayer. The compound must form a uniform, continuous,adherent film that must not check, crack, or peel and must be free from pinholes or other imperfections.
All surfaces covered with curing compound must be continuously protected from damage to theprotective film during the required curing period.
A surface subjected to heavy rainfall or running water within 3 hours after the compound has been
applied or that is damaged by subsequent construction operations during the curing period must be
resprayed in the same manner as for the original application.
Water for curing must be clean and free from any substances that cause discoloration of the concrete.

20. Concrete patching, repair or replacement
Patching—All form bolts, metal ties, and similar forming restraints must be removed to a depth of 1 inch
below the surface of the concrete and their cavities repaired unless otherwise specifically permitted or
specified. Small cavities, large air holes, minor honeycombed areas, and other superficial imperfections
that require patching to meet the specified finish requirements must be thoroughly cleaned and filled.
Holes left by bolts or straps that pass through the concrete section must be filled solid with a dense, wellbonded, non-shrink patching material. Dry-pack mortar and replacement concrete must follow theappropriate procedure detailed in the “Repair and Maintenance” chapter of the Concrete Manual, Bureau
of Reclamation, U.S. Department of the Interior. Proprietary patching material must be appropriate for thetype of repair, used within the manufacturer's recommended limits, and applied according to the
manufacturer's recommendations.
Repair or replacement—The contractor must repair or replace concrete that does not meet therequirements of this specification. Before starting any repair or replacement work, the contractor must
prepare a written plan for the repair or replacement. The primary reference for material and repair
methods for the plan must be the appropriate sections of the “Repair and Maintenance” chapter of theConcrete Manual, Bureau of Reclamation, U.S. Department of the Interior. The repair plan must be
submitted to the engineer for review at least 10 days before any repair or replacement work. Approval of
the plan will be authorized in writing by the contracting officer.
When proprietary patching material is proposed in the plan, the manufacturer's data sheets and written
recommendations must be included in the plan.
Repair material or replacement concrete must have properties, color, and texture similar to andcompatible with the concrete being repaired or replaced. Repair or replacement concrete work may only
be performed when the engineer is present.
Curing of repaired or replaced concrete must be started immediately after finish work is completed and as
specified in section 19 or as specified by the manufacturer of proprietary compounds.

21. Concreting in cold weather
Methods for concreting in cold weather must be performed when, for more than 3 consecutive days, thefollowing conditions exist:• The average daily air temperature at the job site is less than 40 degrees Fahrenheit. (The average
daily air temperature is the average of the highest and lowest temperatures occurring during theperiod from midnight to midnight.)• The air temperature at the job site is less than, or equal to, 50 degrees Fahrenheit for more thanhalf of any 24-hour period.
Concrete must be protected against freezing during the first 24 hours after placement whether or not the
average weather conditions specified above for cold weather concreting exist. The following provisions(210-VI-NEH, Amend. 2, Sept. 2018)31–15

also apply unless otherwise specified:a. When the cement is added to the mix, the temperature of the mixing water must not exceed 140
degrees Fahrenheit nor the temperature of the aggregate exceed 150 degrees Fahrenheit.
b. The temperature of the concrete at the time of placing must be within the placement temperature
range shown below, unless otherwise specified.
Least dimension of section, inches

Placement temperature, °F

Less than 12

55 – 75

12 to 36

50 – 70

36 to 72

45 – 65

Greater than 72

40 – 60c. The minimum temperature of the concrete for the first 72 hours after placement must not be lessthan the minimum temperature shown above. Concrete structures must be immediately protected
after concrete placement by covering, housing, insulating, or heating concrete structures
sufficiently to maintain the minimum temperature adjacent to the concrete surface. If the minimum
temperature requirements are not met and the concrete did not freeze, the protection time will be
extended a period equal to twice the number of hours the temperature was below the minimum
temperature.
d. Exhaust flue gases from combustion heaters must be vented to the outside of the enclosure. The
heat from heaters and ducts must be directed in such a manner as to not overheat or dry theconcrete in localized areas or to dry the exposed concrete surface.
e. At the end of the protection period, the concrete must be allowed to cool gradually. The maximum
decrease at the concrete surface in a 24-hour period must not exceed 40 degrees Fahrenheit.

22. Concreting in hot weather
Methods for concreting in hot weather must be in accordance with the requirements set forth below.
For the purpose of this specification, hot weather is defined as the weather condition at the jobsite thatcauses acceleration in the rate of moisture loss or rate of cement hydration of freshly mixed concrete,
including an ambient temperature of 80 degrees Fahrenheit or higher, and an evaporation rate that exceeds
0.2 pounds per square foot per hour. The rate of moisture loss and rate of cement hydration may be
accelerated if one or a combination of the following conditions exists:• High ambient temperature• High concrete temperature• Low relative humidity• Wind velocity• Solar radiation
Whenever the above conditions exist or when climatic conditions are such that the temperature of theconcrete may reasonably be expected to exceed 90 degrees Fahrenheit at the time of delivery to theworksite or during the placement operations, the following provisions apply:
a. The contractor must maintain the temperature of the concrete below 90 degrees Fahrenheit during(210-VI-NEH, Amend. 2, Sept. 2018)

31–16

mixing, conveying, and placing.
b. Exposed concrete surfaces that tend to dry or set too rapidly must be continuously moistened using
fog sprays or other means to maintain adequate moisture during the time between placement andfinishing. Water must not be sprinkled or added directly to the surface of the concrete before
finishing.
c. Finishing of slabs and other exposed surfaces must be started as soon as the condition of theconcrete allows and must be completed without delay. Water must not be sprinkled or added to thesurface of the concrete during the darbying, bull floating, floating, or other finishing operations tofacilitate finishing.
d. Formed surfaces must be kept completely and continuously wet from the time the concrete takes
initial set to when the forms are removed. After the forms are removed, the concrete surfaces must
be kept completely and continuously wet for the duration of the curing period or until curingcompound is applied in accordance to section 21.
e. Exposed and unformed concrete surfaces, especially flat work placed with large areas of surface,must be kept completely and continuously wet for the duration of the curing period or until curingcompound is applied in accordance to section 19. The concrete must be protected against thermal
shock from rapid cooling (5°F per hour or more than 40°F per 24-hour period) of the concrete byapplication of curing water or temperature changes during the first 24 hours of the curing period.
f. When any single or combination of conditions might result in very rapid setting or drying of theconcrete, extreme conditions exist. For flat work and slab construction, extreme conditions exist
when the evaporation rate exceeds 0.2 pound per square foot per hour. The engineer may—
(1) Restrict placement to the most favorable time of the day.
(2) Restrict the depth of layers to assure coverage of the previous layer while it will still respondreadily to vibration.
(3) Suspend placement until conditions improve.
(4) Restrict the removal of forms, repair, and patching to small areas that can be protected withcuring compound immediately.
The evaporation rate for flat work and slab construction may be determined by calculating theevaporation rate from a cake pan having a surface area of at least 1 square foot or by other methods
approved by the engineer or designated in section 25.

23. Acceptance of the concrete work
Acceptance of the concrete work will be a cumulative acceptance process based upon progressively
meeting the requirements of the specifications and drawings for—• Fresh concrete.
• Concrete strength and durability.
• Structure dimensions.
• Structure appearance.
Fresh concrete—Fresh concrete conforming to the mix proportions and quality requirements of theapproved job mix and the handling and placement requirements of previous sections will be satisfactory.
Concrete strength—A strength test is the average of the compressive strengths of two standard cured
cylinders prepared and tested in accordance with section 4, unless otherwise specified. The strength of thehardened concrete is satisfactory if the following requirements are met:

(210-VI-NEH, Amend. 2, Sept. 2018)31–17

a. If method 1 from section 3 is specified and the concrete work is less than 75 total cubic yards forthe class of concrete specified, the compressive strength of the concrete is satisfactory if noindividual strength test falls more than 500 pounds per square inch below the specifiedcompressive strength (f 'c) for the respective class of concrete.
b. If method 1 from section 3 is specified and the concrete work is 75 total cubic yards or more forthe class of concrete specified, the compressive strength of the concrete is satisfactory if both of
the following requirements are met:
(1) No individual strength test falls more than 500 pounds per square inch below the specifiedcompressive strength (f 'c) for the class of concrete specified.
(2) The average of any three consecutive strength tests is not less than the specified compressive
strength (f 'c) for the class of concrete specified.
The contractor must take steps to increase the average of subsequent strength tests when the
average of any three consecutive strength tests falls below the specified concrete strength (f 'c).
c. The engineer determines the structural adequacy and evaluates the durability of the in-place
concrete when the concrete strength based on the standard cured concrete cylinders is
unsatisfactory. The engineer determines the need for additional quality assurance testing.
d. The contractor may core the concrete, have the cores tested by a certified testing laboratory at thecontractor's expense, and submit test results to the engineer for consideration and evaluation of
concrete strength adequacy when the concrete strength based on the standard cured concrete
cylinders is unsatisfactory.
e. Sampling and testing concrete by coring must conform to section 4. The strength of the concrete
based upon concrete cores is satisfactory if both of the following requirements are met:
(1) The average compressive strength of the three cores equal or exceed 85 percent of thespecified compressive strength(f 'c).
(2) The compressive strength of any individual core does not fall below 75 percent of thespecified compressive strength(f 'c).
f. If method 2 from section 3 is specified, the engineer is responsible for the concrete job mix design
and the quality concrete that results from the job mix.
The hardened concrete is satisfactory if the required batch tickets or other documentation
acceptable to the engineer clearly show that the batch ingredients and weights of each ingredientincluding all admixtures conforms to the job mix provided by the engineer. Random periodic
inspection of the batching operations may be made by the engineer to verify that ingredients andingredient proportions conform to the batching documentation.
If the concrete ingredients, proportions, or admixtures varies from the job mix provided by theengineer, the concrete may be rejected if, in the judgment of the engineer, the variance will
significantly affect the strength or durability of the concrete or will adversely affect the life
expectancy or other components of the structure.

Structure dimensions and appearance
The appearance of the concrete must meet the requirements of sections 17 and 18.
The dimensions of formed members, unless otherwise specified, are satisfactory if they conform to therequirements of the specifications, the locations shown on the drawings, and are within acceptable
tolerances:(210-VI-NEH, Amend. 2, Sept. 2018)31–18

a. Variation from plumb for walls and column must be no more than 0.2 percent of the total wall orcolumn height.
b. Variation from specified elevations for slabs, floors, or other horizontal members must be no morethan 0.2 percent of the length of the member in the direction of grade.
c. Variations in the cross-sectional dimensions of columns and beams and in the thickness of walls
and above-grade slabs must be no more than minus 0.25 inch or plus 0.5 inch from the shown
dimensions.

24. Measurement and payment
For items of work for which specific unit prices are established in the contract, concrete is measured to
the neat lines or pay limits shown on the drawings, and the volume of concrete is computed to the nearest
0.1 cubic yard. No deduction in volume is made for chamfers, rounded or beveled edges, or for any voidor embedded item that is less than 5 cubic feet in volume. Where concrete isplaced against the sides or bottom of an excavation without intervening forms, drainfill, or bedding, thevolume of concrete required to fill voids resulting from over-excavation outside the neat lines or pay
limits is included in the measurement for payment where such over-excavation is directed by the engineer
to remove unsuitable foundation material. However, this payment is only to the extent that the unsuitablecondition is not a result of the contractor's improper construction operations, as determined by theengineer.
Method l—Payment for each item of concrete is made at the contract unit price for that item. The
payment for concrete will constitute full compensation for completion of the concrete work, including
joint fillers, waterstops, dowels or dowel assemblies, and metal plates, but not including reinforcing steel
or other items listed for payment elsewhere in the contract.
Method 2—Payment for each item of concrete is made at the contract unit price for that item. The
payment for concrete constitutes full compensation for completion of the concrete work, including joint
fillers, waterstops, metal plates, dowels, and other assemblies. It does not include furnishing and placing
reinforcing steel or furnishing and handling cement or other items listed for payment elsewhere in thecontract.
Cement is measured by dividing the volume of concrete accepted for payment by the yield of theapplicable job mix. The yield is determined by the procedure specified in ASTM C138. If the amount of
cement actually used per batch exceeds the amount in the job mix specified by the engineer, themeasurement is based on the amount of cement specified by the engineer for the job mix. Unlessotherwise stated in section 25, a bag of cement is considered 94 pounds. Payment for each type of cement
will be made at the contract unit price for furnishing and handling that type of cement and such payment
will constitute full compensation for furnishing and handling the cement.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, will be
included in the payment for the item of work to which it is make subsidiary. Such items and the items towhich they are made subsidiary are identified in section 25 of this specification.

25. Items of work and construction details(210-VI-NEH, Amend. 2, Sept. 2018)

31–19

25.

Items of work and construction details
Concrete items installed in conformance with this specification shall be of concrete made withType II or V cement. Class 2 coarse aggregate shall be Size No. 7, 57, 67, or 467. Bituminous
preformed expansion joint filler shall be according to ASTM D994. Sponge rubber expansion
joint filler shall be according to ASTM D1752. The slump range for all concrete shall be 4 inches
plus or minus 1 inch.
In Section 2 Materials, Waterstops and Metal plates and reference to Material Specification 537
and 538 shall not apply.
In Section 3, Concrete mix design, Method 1 shall apply. All concrete shall equal or exceed
Class 4000.
In Section 13, Construction joints, Method 1 shall apply.
In Section 24, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 19, Concrete, Structural(1)

This item shall consist of furnishing and placing all concrete required forconstruction of the concrete principal spillway inlet, scour apron and impact
basin as shown on the drawings.

(2)

In addition to the finishing of all formed concrete surfaces in conformance withsection 17 of this specification, all formed concrete surfaces that will be exposed
to air and water, shall be finished by (1) a complete carborundum stone rubbingor (2) by treatment with a cement-based heavy-duty coating such as "MasterSeal
581" manufactured by Master Builders Solutions. A product of equal quality
may be used. The coating material to be used shall be approved by the Engineer.
(a)

The cement-based coating shall be in powder form, free from lumps or
aggregates, and easily dispersed in water to a smooth and homogeneousconsistency. The coating shall be suitable for application to wetted
masonry or concrete surfaces with a fiber brush, roller, or special sprayequipment.

(b)

The coating materials shall be heavy-bodied with ability to fill and seal
pores and voids and provide a waterproof finish. The coating material
shall be applied in such a manner that all cavities or surface pits,
pockmarks, or holes not filled as otherwise specified are completely
filled with the surface finish of coating materials.

(c)

Products applied as surface finish shall be applied in conformance withthe manufacturer's recommendations with the additional requirement that
all concrete surfaces shall be cleaned by wet or dry sandblasting, steam
cleaning, or other approved method as approved by the Engineer that
insures a clean surface to which the surface finish product readily
adheres and which is free of all unsatisfactory concrete, laitance,
coatings, stains, and debris that would prevent the coating from adheringtightly to the prepared concrete surfaces.

(d)

The surface finish shall present a uniform appearance and shall be free ofcheck marks, blisters, cracking, and other evidence of non-uniformity,
inconsistencies, and imperfections. Such area(s) of non-uniformities,

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checks, blisters, cracks, and other imperfections shall be removed, andthe surface finish reapplied to present uniform appearance in accordancewith the requirements of this section.

(3)

b.

c.

(e)

The color of the final cured coating shall conform to the MasterSeal color“Gray”.

(f)

The coating shall meet the following specifications:(1)Compressive Strength -- 4200 psi in 7 days, 6030 psi in 28 days
(Test Method ASTM C109).

(2)

Tensile Strength -- 250 psi in 7 days, 440 psi in 28 days (Test
Method ASTM C190).

(3)

Flexural Strength -- 360 psi in 7 days, 1027 psi in 28 days (Test
Method ASTM C348). The coating shall dry to the touch in 4
hours and hard-dry within 48 hours (ASTM C1640).

(4)

Freeze-Thaw Cycling -- No cracking or deterioration after 200
cycles (Test Method ASTM C666, Method B).

(5)

Weatherometer -- After 500 hours of weatherometer exposure,there shall be no checking, cracking, or loss of adhesion, and thedegree of chalking shall be No. 8 (ASTM D822 and ASTM
G23).

(6)

Resistance to wind-driven rain -- after 8 hours exposure rated as
excellent as per Federal Specification (TT-P-0035)

The item of work subsidiary to this bid item are:(a)

Excavation, Common, Concrete Structures as specified in Construction
Specification 21.

(b)

Crushed Stone, Principal Spillway as specified in Construction
Specification 24.

(c)

Geotextile, Crushed Stone Pad as specified in Construction Specification 24.

Bid Item 20, Concrete, Pipe Cradle(1)

This item shall consist of furnishing and placing all concrete required for theconstruction of the new principal spillway conduit cradle and the extension of theexisting principal spillway conduit as shown in the construction drawings.

(2)

The item of work subsidiary to this bid item is Excavation, Common, Concrete
Structures as specified in Construction Specification 21

Subsidiary Item, Concrete, Metal Cleanout Covers(1)

This item shall consist of the concrete required for the trench drain metal
cleanout covers as shown in the construction drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Plastic Pipe, PVC 6” I.D.

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Construction Specification 34—Steel Reinforcement
1. Scope
The work consists of furnishing and placing steel reinforcement for reinforced concrete or pneumaticallyapplied mortar.
2. Material
Steel reinforcement must conform to the requirements of Material Specification 539, Steel Reinforcement(for concrete). Before reinforcement is placed, the surface of the bars and fabric and any metal supports
must be cleaned to remove any loose, flaky rust, mill scale, oil, grease, or other undesirable coatings orforeign substances. Epoxy-coated steel reinforcement must be free of surface damage. After placement,
the reinforcement must be maintained in a clean and serviceable condition until it is completely
embedded within the concrete.
3. Bar schedule, lists and diagrams
Any supplemental bar schedules, bar lists or bar-bending diagrams required in section 10 of thisspecification to accomplish the fabrication and placement of steel reinforcement must be provided by thecontractor. Before reinforcement is placed, the contractor must furnish four copies of any such lists ordiagrams to the contracting officer for approval. Acceptance of the reinforcement is not based on approvalof these lists or diagrams, but on inspection of the steel reinforcement after it has been placed, tied, andsupported and is ready to receive concrete.
4. Bending
Reinforcement must be cut and bent in compliance with the requirements of the American Concrete
Institute Standard 315. Bars must not be bent or straightened in a manner that will injure or weaken thematerial. Bars with kinks, cracks, or improper bends must be rejected.
5. Splicing bar reinforcement
Method 1—Splices of reinforcement may only be made at locations shown on the drawings and provided
by the steel schedule. Placement of bars at the lap splice locations shown, when not in contact, must not
be farther apart than one-fifth the shown lap length and in any case no greater than 6 inches.
Method 2—Splices of reinforcement must be limited to those locations shown on the drawings. Splicelengths must be determined before fabrication and meet the requirements of ACI Standard 318, Building
Code Requirements for Reinforced Concrete, based upon design information in section 10 of thisspecification. Bar placement drawings and schedules must be provided for approval before fabrication.
The drawings must show all splice locations, layouts, and lap dimensions.

6. Splicing welded wire reinforcement
Unless otherwise specified, welded wire reinforcement must be spliced in the following manner:
End-to-end—Adjacent sections must be spliced end-to-end (longitudinal lap) by overlapping aminimum of one full mesh plus 2 inches plus the length of the two end overhangs. The splicelength is measured from the end of the longitudinal wires in one piece of fabric to the end of thelongitudinal wire in the lapped piece of fabric.
Side-to-side—Adjacent sections must be spliced side to side (transverse lap) a minimum of one
full mesh plus 2 inches. The splice length must be measured from the centerline of the firstlongitudinal wire in one piece of fabric to the centerline of the first longitudinal wire in the lapped
piece of fabric.

7. Placing
Reinforcement must be accurately placed and secured in position to prevent its displacement during theplacement of concrete. Tack welding of bars is not permitted. Metal chairs, metal hangers, metal spacers,(210-VI-NEH, Amend. 2, Sept. 2018)

34–1

and concrete chairs may be used to support the reinforcement. Metal hangers, spacers, and ties must beplaced in such a manner that they are not exposed in the finished concrete surface. The legs of metal
chairs or side form spacers that may be exposed on any face of slabs, walls, beams, or other concretesurfaces must have a protective coating or finish. The coating or finish must be hot dip galvanized, epoxy
coated, plastic coated, or stainless steel. Metal chairs and spacers not fully covered by a protective coatingor finish must have a minimum cover of 0.75 inch of concrete over the unprotected metal part. The
exception is that those with plastic coatings may have a minimum cover of 0.5 inch of concrete over the
unprotected metal part. Precast concrete chairs must be manufactured of the same class of concrete as
specified for the structure and must have the tie wires securely anchored in the chair or a V-shaped grooveat least 0.75 inch in depth molded into the upper surface to receive the steel bar at the point of support.
Precast concrete chairs must be clean and moist at the time concrete is placed.
High-density or structural plastic rebar accessories designed to ensure maximum concrete bond may besubstituted for metal or concrete accessories in spacer applications as approved by the contracting officer.
Exposure of plastic rebar accessories at the finished concrete surface must be kept to a minimum. Plastic
rebar accessories, when used, must be staggered along adjacent parallel bars and must be placed atintervals no closer than 12 inches. Plastic rebar accessories must not be used in concrete sections 6 inches
or less in thickness.
Reinforcement must not be placed until the prepared site has been inspected and approved. After
placement of the reinforcement, concrete must not be placed until the reinforcement has been inspected
and approved by the responsible engineer.

8. Storage
Steel reinforcement stored at the work site must be placed on platforms, skids, or other supports. This isdone so that contact with the ground is avoided and the material is protected from mechanical damage
and/or corrosion.
9. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the weight ofsteel reinforcement placed in the concrete in accordance with the drawings is determined to the nearest
pound by computation from the placing drawings. Measurement of hooks and bends is based on therequirements of ACI Standard 315. Computation of weights of reinforcement is based on the unit weights
established in tables 34–1 and 34–2 of this specification. Computation of weights for welded wire
reinforcement not shown in table 34–2 must be based on ACI Standard 315. The area of welded wire
reinforcement placed in the concrete in accordance with the drawings is determined to the nearest squarefoot by computation from the placing drawings with no allowance for required laps. The weight of steel
reinforcing in extra splices or extra-length splices approved for the convenience of the contractor or theweight of supports and ties is not included in the measurement for payment.
Payment for furnishing and placing reinforcing steel is made at the contract unit price. Such payment
constitutes full compensation for all labor, material, equipment, and all other items necessary andincidental to the completion of the work including preparing and furnishing bar schedules, lists, ordiagrams; furnishing and attaching ties and supports; and furnishing, transporting, storing, cutting,bending, cleaning, and securing all reinforcements.
Method 2—For items of work for which specific unit prices are established in the contract, the weight ofbar reinforcement placed in the concrete in accordance with the drawings is determined to the nearest
pound by computation from the placing drawings. Measurement of hooks and bends is based on therequirements of ACI Standard 315. Computation of weights of bar reinforcement is based on the unit
weights established in table 34–1 of this specification. The weight of steel reinforcing in extra splices orextra length splices approved for the convenience of the contractor or the weight of supports and ties is
not included in the measurement for payment.

(210-VI-NEH, Amend. 2, Sept. 2018)

34–2

The area of welded wire reinforcement placed in the concrete in accordance with the drawings isdetermined to the nearest square foot by computation from the placing drawings with no allowance forrequired laps.
Payment for furnishing and placing bar reinforcing steel is made at the contract unit price for bar
reinforcement. Payment for furnishing and placing welded wire reinforcing steel is made at the contract
unit price for welded wire reinforcement. Such payment constitutes full compensation for all labor,material, equipment, and all other items necessary and incidental to the completion of the work including
preparing and furnishing bar schedules, lists, or diagrams; furnishing and attaching ties and supports; andfurnishing, transporting, cutting, bending, cleaning, and securing all reinforcement.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items to which they are
made subsidiary are identified in section 10 of this specification.
Table 34–1

Standard reinforcing bars

- - Bar size designations - -Weight (lb/ft)

EnglishMetric

3

10

0.376

4

13

0.668

5

16

1.043

6

19

1.502

7

22

2.044

8

25

2.670

9

29

3.400

10

32

4.303

11

36

5.313

14

43

7.650

18

57

13.600

1/ The bar diameter (inches) equals the bar size number divided by eight. For example, the diameter of a
#4 bar is 4÷8 = 0.5 inch.
2/ The metric bar size has been rounded to a whole number that represents the approximate diameter ofthe bar in millimeters.

(210-VI-NEH, Amend. 2, Sept. 2018)

34–3

Table 34–2

Rectangular welded wire reinforcement- - - - - - - - - - Style designation 1/ - - - - - Weight----by W-number

by steel wire
gauge (former
designation)(lb/100 ft2)

6 x 6 – W1.4 x W1.4

6 x 6 – 10 x 10

21

6 x 6 – W2.1 x W2.1

6x6–8x830

6 x 6 – W2.9 x W2.9

6x6–6x6

42

6 x 6 – W4.0 x W4.0

6x6–4x4

58

4 x 4 – W1.4 x W1.4

4 x 4 – 10 x 10

31

4 x 4 – W2.1 x W2.1

4x4–8x8

44

4 x 4 – W2.9 x W2.9

4x4–6x6

62

4 x 4 – W4.0 x W4.0

4x4–4x485

4 x 12 – W2.1 x W0.9 2/ 4 x 12 – 8 x 1225

4 x 12 – W2.5 x W1.1 2/ 4 x 12 – 7 x 11

31

1/ Style designation is defined in ACI Standard 315 of the American Concrete Institute.
2/ Welded smooth wire reinforcement with wires smaller than size W1.4 is manufactured fromgalvanized wire.

10. Items of work and construction details(210-VI-NEH, Amend. 2, Sept. 2018)

34–4

10.

Items of work and construction details
In Section 5, Splicing bar reinforcement, Method 1 shall apply.
In Section 7, Placing, if during the placement of the concrete any reinforcement is displaced morethan one-half inch from its designated position, that reinforcement shall be entirely removed andplaced in proper position. Inspection and approval of the reinforcement by the Engineer will notrelieve the Contractor of the responsibility of ensuring the reinforcement is held in place and is
not displaced during the placement of the concrete.
In Section 9, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 21, Reinforcing Steel(1)

This item shall consist of furnishing and placing all steel reinforcement required
for the construction of all reinforced concrete works under this contract.

NRCS-2/3/2021
TX-PLUM CREEK, SITE 10 REHABILITATION

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This page intentionally left blank.

TX-PLUM CREEK, SITE 10 REHABILITATION

34-6

Construction Specification 36—Roller Compacted Concrete
1. Scope
The work consists of furnishing all materials, tools, equipment, and mixing plant and performing all laborfor the mixing, transporting, forming, placing, compacting, and curing of roller compacted concrete(RCC) as required to install the structure(s) as shown on the drawings and designated in section 22 of thisspecification and the test section designated in the same section.
The following BioPreferred® product category is applicable to this specification:—

Concrete release fluids (a.k.a., form-release agents)

2. Material
Portland cement must conform to the requirements of Material Specification 531, portland cement. TypeIII portland cement must not be used.
Pozzolan must conform to the requirements of Material Specification 532, Supplementary Cementitious
Materials. Fly ash must be class F unless otherwise specified. The source of pozzolan must consistently
supply material with similar chemical and physical properties.
Combined aggregates must conform to the requirements of Material Specification 524, Aggregates for
Roller Compacted Concrete, unless otherwise specified.
Water incorporated into the mix or used for curing RCC must be clean and free from injurious amounts ofoil, salt, acid, alkali, organic matter, turbidity, or other deleterious substances. Water must conform to therequirements of ASTM C 94 except that wash water may not be used for mixing RCC.
Water-reducing, set-retarding admixture must conform to ASTM C494, type D.
Curing compound must conform to the requirements of Material Specification 534, Concrete Curing
Compound. Curing compound must be furnished in containers that have not been previously opened andthat have the original manufacturer’s labels attached.
Bonding mortar must consist of cement, sand, water, and a water-reducing, set-retarding admixture to
retard the set and control the consistency of the mortar. The cement, water, and admixture must be as
specified. Sand must comply with ASTM C33 for fine aggregate. The mortar must be mixed in the
proportions 1 part cement to 2.5 parts sand, by weight. Water content must be sufficient to provide a
spreadable consistency. In combination with the admixture, the maximum water-to-cementitious materials
ratio must be 0.45. The mortar slump must be 7 to 9 inches when tested in accordance with ASTM C143.
The admixture must be included at the manufacturer’s recommended dosage so that the initial set time isretarded at least 3 hours when the ambient air temperature is 95 degrees Fahrenheit.
Material testing—The contractor must test materials or provide certified test results to ensure allmaterials conform to the specified requirements. All nonconforming materials must be promptly removed
from the job site, including those that have been incorporated into the work.
Aggregate sampling must be in accordance with ASTM D75.
Aggregate samples must be taken from stockpiles, belt feeders from bins, the mix plant feed conveyor
belts, the mixer feed conveyer belt, or from the pug mill discharge while only aggregate is discharged
from the pugmill.
When obtaining aggregate samples from stockpiles, samples must be obtained from various parts of thestockpiles, but never from the perimeter of the lower third of the pile.
The contractor must provide access for material sampling and performance of quality assurance testing
activities at material storage sites.

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36-1

Sampling—The contractor must provide suitable platforms, tools, equipment, and labor necessary for
obtaining representative samples of materials to be used for the contractor's quality control testing and for
the Government's quality assurance testing. Samples may be taken from stockpiles, aggregate bins andfeed belts, entrance to the mixer, mixer discharge, gob hopper discharge, points in transit, or theplacement area.
Material handling and processing—Transportation of cement and pozzolan to the batching plant must be
accomplished in weather-tight trucks, conveyors, or other means that will completely and thoroughly
protect the cementitious materials from exposure to moisture and contaminants.
The temperature of cement and pozzolan when delivered to the job site must not exceed 160 degrees
Fahrenheit. The temperature of the cement and pozzolan must be determined by direct insertion of athermometer into the material in the delivery truck. The temperature of air to transport cement intostorage containers or silos must not exceed 180 degrees Fahrenheit. It may be assumed that thetemperature of the air in the transfer pipe is the same as the temperature on the outside surface of thetransport pipe. The temperature of the air must be determined by measuring the temperature on theoutside of the transport pipe with a surface thermometer.
Immediately upon receipt at the job site, cement and pozzolan must be stored in dry, weather-tight,
ventilated structures. All storage facilities must permit easy access for inspection and identification.
Sufficient cement and pozzolan must be stored onsite at all times to complete a minimum of 24 hours ofplacement at the planned average production rate, unless otherwise specified. Cement and pozzolan thathave been stored at the site for the longest period must be used first, unless otherwise specified.
Aggregates must be transported to the site in two or more components that will be combined in the mix
plant to meet the overall aggregate gradation. Aggregate components must be of a gradation that will
minimize segregation prior to introduction into the mixer. Aggregates must be stored in stockpiles in thedesignated contractor use area. Aggregate components must be stockpiled separately. Aggregates must be
handled and stockpiled in a manner to prevent intermixing between dissimilar aggregates and to prevent
contamination of the aggregate. Coarse and fine aggregates must remain separated until they are
introduced into the mixing plant. For plants that mix in discrete batches, the coarse and fine aggregatesmust be fed separately into the batch hopper. For mix plants that mix continuously, the coarse and fineaggregates must remain separated until they are dropped onto the belt that delivers the aggregates to themixing compartment. The contractor must develop and utilize methods that reliably and consistently
withdraw and transport the aggregates from the stockpile without contamination or segregation.
Segregated or contaminated aggregates must not be used in production of the RCC and must be disposedof in locations specified in section 22.
A 2-week supply of aggregates, based on the average planned weekly production rate, must be stockpiled
at the mixing plant location or other approved location, prior to RCC production unless otherwise
specified.
Sufficient water must be available for mixing and curing to complete a minimum of 24 hours ofplacement at the average planned production rate.

3. Submittals
Manufacturer’s certifications and test reports in no way relieve the contractor of the responsibility forfurnishing materials that meet the specified requirements. Manufacturer’s certifications and test reports
must be produced and dated within the 6 months preceding the delivery of the submittal. The test method
used must be noted on all test reports. Any deviation from standard test methods must be detailed in thetest report and the reason for the deviation must be given.
Trial mix production submittals—The submittals listed below must be provided, in writing, for approval
no later than 30 days before trial mix production, unless otherwise specified. Trial mix production must
not proceed before approval of these submittals.

(210-VI-NEH, Amend. 2, Sept. 2018)

36-2

a.

The name and qualifications of the laboratory that will perform the mix design.

b. The sources from which the cementitious materials will be obtained along with a certified mill test
report for each type of cement, pozzolan, and blended cement that will be used to produce RCC. The
certified mill test report must verify that the cement, pozzolan, or blended cement conforms to theapplicable material specification.
c. The source from which the aggregate will be obtained and certified test results showing that all
aggregates conform to the specification.
d. The source from which the water will be obtained and the certified test results showing that water
to be used in the mix conforms to ASTM C 94.
e. The source of the admixture along with certified test results showing that the admixture conforms
to the specification.
RCC preproduction submittals—The submittals listed below must be provided, in writing, to theengineer for approval. The submittal for the job mix and bonding mortar must be furnished 30 days before
delivery of any RCC or bonding mortar component materials to the site. The submittal for the plant andequipment, personnel, and test section plan must be provided no later than 30 days before delivery of theplant or equipment to the site. RCC materials or equipment must not be delivered to the site before
approval of these submittals.
Job mix
a. A certified statement of materials, mix proportions (reported for saturated surface dry aggregate),theoretical air-free density (TAFD), moisture/density curves (wet density only), Vebe time, air content,
unit weight of mix in air pot just prior to testing air content, and all compressive strength test results foreach of the three mixes required in the development of the RCC job mix.
b. Gradation of each of the aggregate component and combined aggregates used in each mix
developed in the mix design program.
c. The compacted bulk density and voids in each of the aggregate components and combined
aggregates used in each mix developed in the mix design program.
d. A statement of materials and mix proportions used in each mix developed in the mix design
program.
e. A statement of materials and mix proportions proposed to be used in manufacturing the RCC job
mix.
Bonding mortara.

A statement of materials and mix proportions to be used in manufacturing the bonding mortar.

Plant and equipment
a. The planned RCC component material production, transportation, and storage and temperature
control procedures. Anticipated peak production capacity, normal production capacity, and onsite
storage volumes must be included in the plan.
b. Mixing plant manufacturer’s data and operating instructions and the plant layout to include aschematic drawing of the plant and materials storage with a narrative description providing its peakcapacity, normal anticipated production rate, and results of the most recent uniformity tests conductedwithin the previous 12 months. The proposed location of the mixing plant relative to the placement sitemust be provided.
c. A narrative description and a layout of the equipment and methods to be used for delivering anddepositing RCC at the placement site.

(210-VI-NEH, Amend. 2, Sept. 2018)36-3

d. The type and expected number of pieces of equipment required for all placing, spreading, andcompaction of the RCC.
e.

The plan for obtaining the specified vertical surfaces.

f.
The method and procedure for curing of the in-place RCC, including the type of curing compound
if used.
g. The method and procedure that will be implemented to provide protection of RCC fromtemperature extremes, including the type of external heating equipment and insulating materials to be
used.
Personnel
a. The names and qualifications of the onsite quality control person, supervisor, and plant operator
who will direct the batching, mixing, and placing of RCC.
Test section plana. The contractor’s proposed location for the test section and equipment, materials, personnel, andmethods to construct the test section as specified. The submittal must include plans for the pre- andpost-test section briefings.
Test section submittals—Within 24-hours of completing the tests or test section, the following
information must be transmitted to the engineer in writing:a. Results of moisture and density tests used to compute the apparent maximum density (AMD).
Include the results of all density tests made of RCC in the test section.
b.

Lift maps of the test section.

c.

Results of compressive strength tests.

d.

Air content and unit weight of RCC.

e. Production plan that includes RCC production methods, materials, plant, equipment, and personnel
as modified based on the results from the performance of the test section that have been documented to
produce RCC that meets the requirements of the specification.
Unless otherwise specified, 7 days prior to beginning RCC production, submit a final written plan for
RCC production methods, materials, plant, equipment, and personnel that will produce RCC that meetsthe requirements of this specification.
RCC production submittals—The following submittals must be provided in writing within 24 hours after
delivery tickets, records, or test results are produced, unless otherwise specified:a. Delivery tickets for cement and pozzolan must include the source, date manufactured or produced,
type or class, contractor’s name, project name, and a certification that the material meets the
specification requirements.
b. Delivery tickets for aggregates must include the source, material description, date, and certificationthat the material meets the specification requirements.
c. Delivery tickets for bonding mortar must include name and location of batch plant, ticket number,load and truck number, date, destination, class of cementitious materials, mix proportions, quantity ofbonding mortar, time mixer drum charged with cement, and recording of revolution counter (transitmixed concrete). If bonding mortar is produced on site, the above required information must be
provided as applicable.
d.

Records of climatic conditions must be collected on a daily basis and reported on a weekly basis.

(210-VI-NEH, Amend. 2, Sept. 2018)36-4

e. Mix plant production records and summary of daily material use and RCC produced must be
submitted before the start of the next production shift. Production records must include a comparison of
actual materials used to the approved job mix.
f.

Results of RCC moisture and wet density tests.

g.

Results of uniformity tests.

h.

Results of compressive strength tests.

i.

Results of RCC temperature tests.

j.

Lift maps must be submitted before the start of the next production shift.

4. Personnel
There must be a supervisor who is responsible for all aspects of the RCC operation and a plant operator
who is solely responsible for batching and mixing. There must be an onsite quality control inspector
dedicated to RCC quality control. The supervisor, plant operator, and quality control inspector must have
responsible experience on at least one previous RCC job in the same position for which they are being
considered for the current job.
There must be at least one person whose sole responsibility is the oversight of the RCC curing activities.

5. RCC mix design
The contractor is responsible for the mix design and selection of all materials to be used in the design
mix. The materials and proportions so stated, when approved, constitute the job mix. The job mix must be
prepared to meet the quality, consistency, and strength of the RCC specified.
The contractor must conduct the mix design program at a materials testing laboratory staffed by American
Concrete Institute (ACI) Certified Grade II Concrete Laboratory Testing Technicians.
Trial mix design parameters—The aggregate gradation must be as specified. The bulk density and voidsin each of the aggregate components and the combined aggregate must be determined according to ASTM
C 29.
The density, relative density, and absorption must be determined according to ASTM C 127 for coarse
aggregate and ASTM C 128 for fine aggregate.
The air content of each mix must be determined according to ASTM C 231. The volume and tare weightof the air pot must be determined according to ASTM C 138. After consolidating the RCC in the air pot
and just prior to testing to determine the air content, the weight of the RCC and pot must be determinedaccording to ASTM C 138. The density of the RCC that is consolidated in the pot at the time of testing
must be computed.
The minimum compressive strength for the RCC job mix must be as specified in section 22 of thisspecification.
Unless otherwise specified in section 22—•

A minimum of three separate mixes must be developed in the laboratory.

•Pozzolans must comprise at least 20 percent (by volume) but must not exceed 50 percent (byvolume) of the cementitious materials.
•

The remainder of the cementitious materials must be comprised of portland cement.

•
A compaction curve (wet density only) must be developed for each mix to determine the watercontent that corresponds to the maximum wet density of each mix. Compaction tests must be performedin accordance with ASTM D 1557, adapted as follows:o

The mold specified for Method C must be used.

(210-VI-NEH, Amend. 2, Sept. 2018)

36-5

o

All mix components must be included.

o When the maximum size aggregate in the mix is larger than 3/4 inch, place the material inthree layers into the mold and compact each layer with 94 blows of the hammer.
•
A Vebe test must be performed on each trial mix design to determine the Vebe consistency time inseconds and the wet density in pounds per cubic foot. The Vebe test must be performed according to
ASTM C 1170. The Vebe consistency time must range from a minimum of 15 seconds to a maximum of
30 seconds.
Theoretical air free density—The theoretical air free density (TAFD) must be computed for each of thethree laboratory mixes in the mix design program. The TAFD is the maximum wet density that can beattained for a specific mix assuming there is no air (entrapped or entrained) in the mix. The TAFD must
be computed by dividing the sum of the individual weights of the mix components by the sum of theindividual absolute volumes of the mix components. The absolute volume is the volume of the solid
matter in the particles, exclusive of the volume of voids between the particles. The absolute volume ofeach mix component is determined as per ACI 211. The saturated surface dry weight and density of theaggregate must be used when computing the TAFD.
Laboratory compressive strength—Fifteen compressive strength cylinders from each RCC mixture must
be prepared in accordance with ASTM C 1176 or C 1435 and weighed to determine the density of the
RCC within each cylinder. Any cylinder that weighs less than 98 percent of the weight of the heaviest
cylinder must be discarded and another cylinder prepared and weighed until all 15 cylinders have aweight that is at least 98 percent of that of the heaviest cylinder. The water content of each mixture, fromwhich cylinders are made, must be within 0.5 percent of the water content that corresponds to the
maximum wet density determined in accordance with ASTM D 1557. Three cylinders from each RCC
mixture must be tested at 7, 14, 28, 90, and 180 days for compressive strength in accordance with ASTM
C 39.
The average of the two closest 28-day strength values represent the 28-day compressive strength of themix. The 28-day compressive strength of at least one of the mix designs must be 75 percent to 100
percent of the specified strength. The 28-day compressive strength of at least one of the mix designs mustbe 100 percent to 125 percent of the specified strength. The 28-day compressive strength of the remaining
mix design must approximate the specified strength.
The cementitious materials content that will be used for the job mix will be based on the results of the 28day compressive strengths of the three laboratory mix designs. The 28-day compressive strengths of eachof the three laboratory mix designs will be plotted to form a curve showing the relationship of thecementitious materials content to the 28-day compressive strength of the laboratory mix designs. A
cementitious material content must be selected from this curve corresponding to the 28-day compressive
strength specified in section 22. The proposed job mix must be proportioned to contain the selected
cementitious materials content and must be submitted for approval.
After the job mix has been approved, neither the source, character, or grading of the aggregates; nor thesource mill, type, brand, or quantity of the cement; nor the source, type, or quantity of the pozzolan; nor
the type, brand, or quantity of the chemical admixtures used may be changed without approval. Changes
to the approved job mix require submittal and approval of a new job mix that complies with therequirements of this specification.

6. Test section
Prior to RCC production, the contractor must construct a test section as part of the RCC placement
operations. RCC production is defined as the mixing of RCC to be incorporated into the work and theplacing and compacting of RCC, to the specified density, within the specified lines and grades of thestructure. Unless otherwise specified in section 22, the test section must be installed at an approved
location proposed by the contractor. If the contractor constructs the test section in a location that will be(210-VI-NEH, Amend. 2, Sept. 2018)36-6

incorporated into the RCC structure, it must be located in a noncritical part of the structure, and it must be
removed if it fails to meet the requirements of this specification. If the contractor constructs the test
section in a location that will not be incorporated into the structure, the contractor must remove anddispose of the test section upon completion of the testing requirements unless otherwise specified.
All RCC that is incorporated into the structure and placed prior to determining the AMD must becompacted to a density that is at least 96 percent of the TAFD. All RCC incorporated into the structure
after the AMD is determined must be compacted to specification requirements.
The test section must be used to demonstrate all techniques, materials, plant and equipment, andpersonnel to be used for RCC construction and quality control. Additional techniques, materials,
equipment, and personnel must be demonstrated in the test section as specified in section 22. Information
gained will be used to evaluate the practical effectiveness of all techniques, materials, plant andequipment, and personnel to make minor adjustments to the mix and to determine the AMD of theapproved job mix. The contractor must allow for numerous stops and starts to facilitate the testing that isrequired to determine the AMD.
The test section must be of sufficient size to allow the complete RCC placement and compaction
operation to be conducted with the equipment operating at normal operating speeds.
When the test section is placed on soil, a minimum of two 12-inch lifts must be placed, and tests fordetermining the AMD must be conducted on the uppermost lift.
A section must be constructed to determine the adequacy of the procedures implemented to constructvertical surfaces. Any surface that is not horizontal is, within this specification, considered to be a verticalsurface. Unless otherwise specified in section 22, the tolerance of vertical surfaces must conform to therequirements of section 18. The finish and appearance of formed and unformed vertical surfaces mustcomply with the requirements specified in section 17.
The contractor and engineer must conduct the pre-test section briefing to review the field status related tothe preparedness, capability, and readiness of the contractor to construct the test section according to theapproved plan. After test section construction and before RCC production, the contractor and engineer
must conduct the post-test section briefing to discuss adjustments to the techniques, materials, plant,
equipment, and personnel that will be used in RCC production. The contractor must submit in writing a
final plan for RCC production methods, materials, plant, equipment, and personnel that will produce RCC
that meets the requirements of this specification. Unless otherwise specified, the plan must be submitted
no later than 7 days prior to beginning RCC production. Written approval of the plan must be required
prior to beginning RCC production.
Apparent maximum density—AMD is the maximum RCC density of the approved job mix that can beattained by compacting the RCC with the production roller defined in section 13 of this specification. The
AMD must be greater than or equal to 98 percent of the TAFD. The AMD of the RCC must be
determined from the test section.
To determine the AMD, the RCC lift must be compacted by successive passes of the production roller
over the entire lift surface. (Note: The act of rolling forward past a point and then rolling in reverse past
the same point is considered two passes.) Between passes of the production roller, in-place wet density
tests (ASTM C 1040) must be made at a depth of 12 inches. Density tests must be initiated after thesecond pass of the production roller. A minimum of two density tests must be performed at a depth of 12
inches and at approved locations. Successive passes of the production roller, followed by density tests at
the 12-inch depth, must be made until the density of the lift no longer increases. When it appears that
continued compaction will not increase the density, make two more passes of the production roller, eachfollowed by a density test to document that the density is no longer increasing. Once it has been
determined that the density measurement at the 12-inch depth is no longer increasing, density tests must
be taken in two locations at depths of 2, 4, 6, 8, 10, and 12 inches. If the maximum and minimum density(210-VI-NEH, Amend. 2, Sept. 2018)36-7

values obtained in one test hole vary more than 2 percent of the maximum value obtained at that test hole,
the contractor must modify operations until this variation is no more than 2 percent.
When the density of the lift no longer increases and the density measurements taken at the specified
depths vary no more than 2 percent of the highest value measured at one location, the density must be
measured at the 10-inch depth at six approved locations. If more than one of these density measurements
results in values less than 96 percent of the TAFD, the contractor must modify operations and repeat theprocess for determining the AMD. The AMD is the average of the in-place density test values that are
greater than or equal to 96 percent of the TAFD of the job mix. If the AMD is less than 98 percent of the
TAFD of the job mix, the contractor must modify operations to attain an AMD that is at least 98 percentof the TAFD.
If a new job mix is approved during production of RCC, a new TAFD will be computed and a new AMD
will be determined as previously specified.
Air content and density—The air content of the mix must be determined according to ASTM C231
modified to use an impact hammer and tamping plate for compacting the AERCC in two equal lifts. The
compaction of AERCC must be performed as described in ASTM C1435, taking care not to compact eachlayer more than necessary for the complete mortar ring formation. The tamping plate must have adiameter that is equal to the diameter of the inside of the air pot minus 3/8 to 5/8 inches. The volume andtare weight of the air pot must be determined according to ASTM C138. After consolidating the RCC in
the air pot and just prior to testing to determine the air content, the weight of the RCC and pot must be
determined according to ASTM C138. The density of the RCC that is consolidated in the pot at the timeof testing must be computed.
Compressive strength tests—Fifteen compressive strength cylinders must be prepared from the mix inaccordance with ASTM C1176 or C1435 and weighed to determine the density of the RCC within eachcylinder. Any cylinder that weighs less than 98 percent of the weight of the heaviest cylinder must be
discarded and another cylinder prepared and weighed until all 15 cylinders have a weight that is at least
98 percent of that of the heaviest cylinder. Three cylinders must be tested at 7, 14, 28, 90, and 180 days,
respectively, for compressive strength in accordance with ASTM C39.
Unless otherwise specified in section 22 of this specification, the contractor must extract 10 intact verticalcore samples, in accordance with ASTM C42, from a portion of the test section that has been placed tothe specified density and cured in accordance with this specification. Core specimens must be taken 13
days after the RCC is placed. The contractor must test two samples at 14, 28, 56, 90, and 180 days,
respectively, for compressive strength in accordance with ASTM C42. Cores must have a minimum
length equal to one lift thickness and a nominal diameter of 6 inches.

7. Mix plant
The plant must either be a batch-type pugmill or a continuous-flow pugmill. The pugmill must be a twin
shaft paddle-type mixer and must have adequate capacity to produce a uniform RCC mix at a rate thatwill conform to the production schedule. The plant must have a minimum capacity of 100 tons per hour.
The plant must have demonstrated satisfactory reliable performance on similar mixes on other RCC
projects with little or no down time because of mixer breakdown or other production-related problems,
excluding normal maintenance. Satisfactory reliable performance of the proposed plant must be
documented by mixer uniformity tests from recent production work showing that the plant produced amix of similar proportions that met the requirements for production rate and uniformity set forth in thisspecification.
The results of uniformity tests that are conducted after the plant is set up and calibrated may besubstituted for documentation of reliable past plant performance provided the results of the uniformity
testing are in compliance with the requirements of table 36–2. RCC produced during uniformity tests
required herein must not be incorporated into the test section or any permanent structure.

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36-8

The contractor must perform trial runs of the mixing and proportioning equipment, including uniformity
tests if required.
Accuracy. Facilities must be provided for the accurate measurement and control of each of the materials
entering the RCC mix. Delivery of materials as they are discharged from the mixer and from any gob
hoppers must be within the tolerances shown in table 36–1.
Table 36–1

Tolerances in proportioning the various ingredients

Material

Tolerance

Pozzolan, mass

±2%

Cement, mass

±2%

Aggregate, mass

±3%

Water, mass or volume±2%

Chemical admixture, mass or volume±3%

Component monitoring systems. The systems that meter individual mix components must be interlockedwith the plant control and must warn the operator and shut down the plant if any component is not feeding
into the mixing chamber.
Aggregate bins. A separate bin must be provided for each gradation of aggregate supplied for the RCC
job mix. The bins and associated conveyors must be capable of discharging and conveying the aggregates
at a uniform rate without clogging, under all conditions.
Portland cement and pozzolan silos. All onsite storage facilities and connection hoses must be properly
labeled with readily visible signage. The storage silos must be weather tight to prevent moisture andcontaminants from accessing the portland cement and pozzolan. Blended cement/pozzolan products
mixed by the cement manufacturer are permitted. Silos must be capable of dispensing at a uniform rate
without clogging or bridging of the materials.
Portland cement, pozzolan, and aggregate feed. For a continuous-flow pugmill, the portland cement,pozzolan, and aggregates must be uniformly, continuously, and simultaneously fed into the mixing
mechanism at the appropriate ratios. Each bin opening must be provided with a gate that can be
maintained at the necessary opening size to consistently provide the correct feed rate. The bins must be of
sufficient size to ensure a uniform flow of aggregate at a constant rate. Portland cement and pozzolan
must be fed continuously by a feed device that is adjustable to ensure a uniform flow of cement andpozzolan at a constant rate for proportions established by the approved job mix. Feed devices must be
capable of gradual adjustment while in operation.
Water dispenser. A suitable water facility must be provided that is capable of metering and dispensing themix water within the specified tolerances. The mechanism for delivering water to the mixers must be freefrom leakage. The meter must measure the weight of water being added in pounds per unit time forcontinuous-flow pugmills, and weight per batch for batch-type pugmills. The valve must be capable ofgradual adjustment during the mixing process to compensate for varying moisture contents in theaggregates.

(210-VI-NEH, Amend. 2, Sept. 2018)36-9

Admixture dispenser. The liquid admixture dispensing system must be capable of metering anddispensing within the specified tolerances. The dispenser must be designed and installed in such a mannerthat will permit convenient checking of its accuracy and will assure uniform distribution of the liquid
admixture with water to the materials entering the mixer. The system must be leak-free and designed andinstalled to prevent backflow or siphoning.
Mixing mechanism. The mixing mechanism must be capable of combining the materials into a uniform
mixture and discharging this mixture without segregation. The mixing mechanism must produce a mix
that meets the uniformity requirements listed in table 36–2.
Uniformity tests. When a continuous-flow pugmill is used, the three samples for obtaining uniformity tests
must be taken from RCC produced near the beginning, the middle, and the end of a production run lasting aminimum of 1 minute. When a batch-type pugmill is used, the samples must be taken from RCC produced
from three separate batches. Each batch must be similar in size, be produced by charging the mixer in asimilar manner, be mixed at the same mixing speed and mix retention time as the other two batches, and be
representative of a normal production run.
Requirements for uniformity

Table 36–2

Test

Allowable max.
difference

Water content of full mix (% by weight)

10%(Select one of the ASTM standard tests listed)

ASTM standard

1/

C566
D2216
D3017
D4643
D4959

Coarse aggregate content (% by weight)

10%

C685 (annex)

Density (lb/ft ) of full mix

2%

C1170

Compressive strength at 14 days (lb/in2)

15%

C39 2/

3

1/ The allowable maximum difference = 100 multiplied by the (maximum value – minimum value)
divided by the average of three tests.
2/ Cylinders must be made in accordance with ASTM Standard C1176 or C1435.
Mix record. The mix plant must be capable of continually producing an RCC mix record. The record
must show the weight of portland cement, pozzolan, water, aggregate, and weight or volume of chemical
admixture that is processed through the plant during a specific time interval. The time interval must notexceed 30 minutes. The aggregate must be reported in terms of saturated surface dry weight processed
through the plant during a specific time interval. The RCC mix record must be produced at all times when
the plant is producing a mix. The aggregate moisture must be tested daily whenever RCC is being
produced. The mix plant record must include the aggregate moisture content tests upon which the batch
proportions are based.

(210-VI-NEH, Amend. 2, Sept. 2018)36-10

A summary shift record must be provided. The record must include the total quantity of each constituent
in the mix, total quantity of RCC produced, and a comparison of the quantity of each constituent mixed
per cubic yard to that of the job mix.
Noise pollution. The plant must be operated to comply with all applicable regulations pertaining to noise
pollution.
Pollution control. The plant must be operated to comply with all applicable regulations pertaining to air
and water quality.

8. Mixing
The plant must be operated according to the manufacturer’s recommendations. The mixing mechanism
must be maintained in satisfactory operating condition and must be cleaned after each production run. All
supply bins and silos must be kept sufficiently full to ensure a uniform and constant flow of all materials.
All RCC produced from the beginning of startup must be disposed of at the location or locations specified
in section 22 of this specification until a uniform mix of the required proportions is consistently being
discharged from the mixer.
After a batch-type pugmill has been calibrated and has produced the job mix with the specified
uniformity, the mix retention time must not be reduced.
Uniformity—RCC uniformity must be monitored by continuous visual inspection by the plant operator
and by periodic visual inspection by contractor quality control personnel. The mix must be visuallyinspected for uniformity by contractor quality control personnel at the beginning of each production run
and at least once each hour during the production run. If it becomes apparent that the mixer is notproducing a uniform mix of the proportions specified, RCC production must be promptly discontinued
until the problems that caused the uniformity problem are discovered and corrected.
If a uniformity problem is suspected, the contractor must conduct the tests listed in table 36–2, determine
the maximum difference and compare to the allowable maximum difference, and take appropriate
corrective measures.
Adjustments must be made to the mixing plant as necessary to obtain the required uniformity andconsistency of the RCC mix when uniformity test results indicate that the requirements for uniformity are
not being met. The production and placement of RCC may proceed without waiting for the compressive
strength results if the results of the other three tests listed in table 36–2 are within the allowable maximum
difference and the issues that caused a uniformity problem are resolved.

9. Conveying
The RCC mix must be conveyed from mixer to placement area as rapidly as practicable by methods thatprevent segregation, contamination, and loss of water. The total length of time from the end of mixing
until the RCC has been placed, spread, and compacted must not exceed 45 minutes.
The contractor must provide baffles to limit free fall of mixed RCC to a maximum of 5 feet at thedischarge end of conveyors, within hoppers, and at other locations where the potential for segregation
may occur. Chutes that tend to cause segregation, such as an inclined chute, will not be permitted.
Communications—Telephone, radio, or other voice communication must be provided between all interim
storage hoppers, the batch plant control, and the placement locations. The contractor must provide theGovernment inspector the same form of communication.
Temporary storage containers—Gob hoppers must be used for storage wherever the mixed RCC is
temporarily accumulated prior to being loaded into hauling equipment and when direct conveyor systems
do not otherwise provide continuous delivery to the final placement location. Gob hoppers must be
configured to allow free flow of RCC without segregation or choking.

(210-VI-NEH, Amend. 2, Sept. 2018)

36-11

Conveyor belts—The conveyor system design and layout must provide for adequate capacity, speed,
reach, and pivot points to convey RCC to all placement areas.
Conveyor belts must be designed, erected, operated, and maintained in a manner that meets production
requirements and does not segregate materials. RCC must not be exposed on any belt for a period
exceeding 5 minutes without being protected from the drying elements of wind and sun. RCC must not be
exposed on any belt during rainfall unless it is protected from the rain.
Hauling equipment—Equipment must be maintained in good operating condition and must not be
permitted onto the RCC surface when vehicle fluids are leaking or when there is a potential forcontamination to the RCC.
RCC may be hauled using trucks, front-end loaders, or scrapers. Hauling equipment that ruts, scores,
mars, or indents the RCC surface must not be operated directly on previously compacted RCC surfaces.
Hauling equipment must not track mud or other contaminants onto previously placed RCC and must not
be operated directly on uncompacted RCC. All hauling vehicles must be operated in a manner thatprevents tight turns, sudden stops, or other actions that cause damage or displacement to previously
compacted RCC. The contractor must implement necessary measures to prevent contamination or damageof the previously compacted RCC.

10. Weather
Adverse weather—In adverse weather (heavy rain, severe cold, heavy snow, and hot temperature) where
the conditions specified herein for RCC construction cannot be maintained, an interruption in placing
operations is required.
Weather station—The contractor must install and maintain a weather station onsite at all times duringperformance of the test section and the production and placement of RCC. The weather station must be
located at an approved location near the RCC structure. The weather station must record wind speed,
ambient temperature, humidity, and the rate and cumulative volume of rainfall. A record of climaticconditions at the designated location including wind speed, ambient temperature, humidity, and rainfall
rate and volume must be recorded daily.
Wet weather placement—RCC must be protected from rainfall-induced erosion and must not be placed
during rainfall events at a rate equal to or greater than 0.1 inch in 20 minutes. Placement during a light
mist may continue when covered belt conveyors rather than hauling vehicles are used to convey the mix.
Placement of RCC will not be permitted when rainwater accumulates on compacted RCC surfaces.
Cold weather placement—RCC must not be placed when the ambient air temperature drops below 35
degrees Fahrenheit or the temperature of the RCC mix is less than 40 degrees Fahrenheit.
Hot weather placement—The maximum temperature of the RCC at time of placement must be as
specified in section 22. After placing, but prior to compaction, the temperature of the mix must be
determined according to ASTM C 1064. When the RCC temperature is within 2 degrees of the specified
limit, it must be measured every hour. Introduction of chilled water and/or ice, shading and/or cooling of
the aggregates, or other measures may be required in the production of RCC to maintain the RCC
temperature within the specified requirements. If the RCC temperature exceeds the maximum specified
temperature, RCC placement must be suspended until cooler weather or additional measures to reduce the
RCC temperature results in a reduction of the placement temperature of the RCC to or below the specified
maximum temperature.

11. Foundation preparation
Prior to the start of RCC placement, the foundation must be excavated or filled to the specified lines andgrades as shown on the drawings. The foundation must be free of standing water and any organic or loosematerials. All surfaces where RCC installation is specified must be damp and have a surface temperature(210-VI-NEH, Amend. 2, Sept. 2018)36-12

not less than 35 degrees Fahrenheit at time of placement. Placement of RCC on mud, dried earth,uncompacted fill, standing water, or frozen subgrade is not permitted.
Earthen foundations—Earthen foundation surfaces must be prepared by adjusting the moisture content
and compacting the foundation. The moisture content, depth, and degree of compaction required must be
as specified in section 22. If the earthen foundation is allowed to dry after compaction, it must be
moistened prior to placing RCC. The foundation surface must be firm and damp.
Rock foundations—Rock foundations must be cleaned and prepared as specified in Construction
Specification 63, Treatment of Rock Surfaces. The slope of the finished foundation surface must not be
steeper than one horizontal to one vertical. Rock surfaces must be damp at the time of RCC placement.

12. Placing and spreading
The placement of RCC into the structure must be such that once placement begins, it is performed without
interruption until RCC placement and compaction complies with specification requirements within thegeometric limits planned for that placement period. The contractor must obtain the concurrence of theengineer when establishing the geometric limits of RCC to be placed and compacted in any placement
period.
All equipment used on the RCC fill must be maintained in good operating condition at all times.
Equipment must not drip or spill oil or other contaminants onto the RCC. Any equipment that
contaminates the RCC mixture must be promptly removed from contact with the RCC and repaired or
replaced. Any contaminated RCC mixture must be removed and replaced.
Placing and spreading must be performed with equipment that does not mar or contaminate the surface ofthe compacted RCC. Track-type equipment must not operate directly on compacted RCC unless the
tracks are equipped with rubber pads. Equipment used to deposit, spread, or compact must not turn on
previously compacted RCC.
Layout of the placement area—The RCC must be spread in level lifts across the entire area of thestructure. The direction of RCC placement must be parallel to the long axis of the structure so that the
number of lanes and the number of edge joints are minimized. Transverse joints of adjacent lanes must be
offset by no less than 20 feet horizontally.
Placing—RCC mix, bonding mortar, portland cement, neat cement grout, or concrete must not be placedon previously placed layers that have not been compacted to the specified density.
Roller compacted concrete mix must be deposited as near to its final location as possible. When haul
vehicle delivery is used, depositing must be accomplished with a dump-spread action while the placing
vehicle is moving. Belt placement must discharge with a spreading action that does not segregate thematerial. RCC must not be deposited directly against formwork or other vertical surfaces. Piles that form
when placing RCC must not contact forms or vertical surfaces. Neither the discharge height nor the pileheight of RCC must exceed 5 feet.
Spreading—Spreading of the RCC must be completed within 10 minutes following depositing. RCC mustbe spread into an uncompacted, uniform lift thickness that can be compacted to produce a lift of thespecified thickness and density. In areas requiring special compaction, it may be necessary to deposit,
spread, and compact the RCC in several layers to produce a lift of the specified thickness and density.
Equipment must not operate directly on any surface that has been cleaned and prepared to receive asubsequent lift of RCC.
Spreading of RCC material must be performed with a track-type bulldozer in a manner that will not cause
damage to previously compacted RCC.
With RCC placement at or near its final location, spreading will typically be limited to leveling the RCC
into uniform lifts. In isolated or confined placement locations, the RCC may be deposited and spread up(210-VI-NEH, Amend. 2, Sept. 2018)36-13

to a maximum distance of 50 feet provided segregation does not occur, specified spreading time is notexceeded and the time specified between mixing and a completion of compaction is not exceeded. The
contractor must conduct placing and spreading operations in a manner that will prevent segregation of
RCC.
If segregation of RCC occurs during the spreading operation, it must be corrected by immediately
reworking the RCC. Reworking must be performed using techniques that do not damage previously
compacted RCC. This may require removing the RCC from the lift surface to accomplish reworking, thentransporting the mix back onto the surface after mix uniformity has been achieved. If reworking the RCC
does not produce a uniform mix, or if the specified time between mixing and compaction is exceeded, thesegregated RCC must be wasted and replaced.
If a uniformity problem is suspected, uniformity tests must be performed from material taken from theplacement area following spreading of the material and/or other points in the RCC production process as
required to identify the source of the problem. Three individual samples of the material must be taken at
the sample location at intervals of 5 minutes or more. Uniformity tests must be conducted in accordancewith table 36–2. The maximum difference between the resulting values must be compared to theallowable maximum difference and appropriate corrective measures be employed.

13. Compaction
The entire surface area of each RCC lift must be compacted to the specified density, as determined fromthe apparent maximum density (AMD) specified in section 6, with adequate compaction overlap to ensurecomplete compaction of the RCC.
The in-place wet density of the compacted RCC measured at a depth of 10 inches must not be less than 98
percent of the AMD.
Uniformity of density must be achieved within each lift. The difference between density measurements at
any two depths must not exceed 2 percent of the greater of the two values.
The wet density of the compacted RCC must be tested in accordance with ASTM C1040. The moisture
content of the compacted RCC must be tested in accordance with ASTM D3017. Unless otherwise
specified in section 22, a minimum of three moisture and density tests will be performed on each lift of
RCC with no less than one density measurement and moisture measurement for each 100 cubic yards of
RCC compacted.
Production compaction must be performed with production rollers as defined in this section. RCC
compacted with production rollers must be compacted in single lifts that are 12 inches thick (plus orminus 1 inch) after the specified density has been achieved.
Production rollers must be single or double drum, large, self-propelled vibratory rollers. The rollers
transmit a centrifugal force to the surface through smooth steel drum or drums by means of revolving
weights, eccentric shafts, or other equivalent methods. Production rollers must impart a centrifugal force
of at least 450 pounds per inch of drum width at the operating frequency during compaction. Production
rollers must operate at a vibrating frequency of at least 1,500 vibrations per minute and have a drum
diameter of 4 to 6 feet and a drum width of 5 to 8 feet. The amplitude of vibration of the roller must be
between 0.03 and 0.07 inch. The roller must not travel at greater than 2 feet per second during thecompaction operation.
Production rollers must be used in open areas where they can compact RCC to the specified density
within the specified time and without damage to the structure, forms, foundation, or appurtenances.
Rollers may only be operated in the vibratory mode while actively compacting the RCC. After the RCC
has been deposited and spread, rollers may be operated in static mode to smooth and/or firm up thesurface, but must operate in the vibratory mode to compact the RCC to the specified density. Compaction(210-VI-NEH, Amend. 2, Sept. 2018)36-14

must be completed with the roller operated in the static mode, as necessary, to achieve the specified
density near the surface of the lift.
The contractor must select the combination of frequency of vibration, amplitude of vibration, and speedof operation that result in the specified density at the fastest production rate while meeting all otherrequirements.
Placement and compaction of RCC must be completed without damaging the structure, other structures,
forms, foundation, or other embedded appurtenances. Any appurtenance damaged by the compaction
process must be repaired or removed and replaced at the contractor’s expense.
Special compaction techniques must be performed using special compaction rollers and power tampers inareas where production rollers cannot maneuver or will cause damage to the structure, forms, foundation,
or appurtenances. RCC must be deposited, spread, and compacted in 4- or 6-inch-thick layers as required
to obtain uniform specified density throughout the 12-inch lift with limited compaction to avoid drying
the surface.
The individual layers that compose one lift must be deposited, spread, and compacted within 1 hour fromthe time the first layer within that lift is placed.
Special compaction rollers must be vibratory rollers that are capable of operating in confined areas andadjacent to forms, foundation, or appurtenances without damage to the RCC structure or appurtenances.
Special compaction rollers must produce a centrifugal force of at least 150 pounds per linear inch of drum
width for each drum of a double drum unit and 300 pounds per linear inch of drum width for a single
drum unit. Special compaction rollers must be operated at a speed less than 2 feet per second during thecompaction operation.
Power tampers must develop a force per blow of at least 3,500 pounds per square foot. The maximum
layer thickness to be compacted by power tampers must be plus or minus 6 inches after the specified
density has been achieved.
The contractor must maintain at least one special compaction roller and two tampers in operating
condition at the site during RCC placement.
Manually directed vibratory plate compactors may be used to shape, smooth, and level the surface, butmust not be used as a substitute for vibratory rollers and power tampers.

14. Record testing
Unless otherwise specified in section 22, one set of RCC cylinders for compressive strength tests must be
obtained for each 1,000 cubic yards of RCC placed to be used for compressive strength testing.
Each set must consist of 15 compressive strength cylinders prepared in accordance with ASTM C 1176 or
C 1435 and weighed to determine the density of the RCC within each cylinder. Any cylinder that weighsless than 98 percent of the weight of the heaviest cylinder must be discarded and another cylinder
prepared and weighed until all 15 cylinders have a weight that is at least 98 percent of that of the heaviest
cylinder. Three cylinders must be tested for compressive strength in accordance with ASTM C 39 at 7,
14, 28, 90, and 180 days, respectively, after the specimens are molded.
Unless otherwise specified in section 22 of this specification, the contractor must extract two sets ofvertical core RCC samples in accordance with ASTM C 42. Each set must be sampled from RCC that has
been placed in the structure at no less than 1 week apart. Each set must contain eight intact cores takenfrom the structure at approved locations. Cores must have a minimum length equal to one lift thickness
and a nominal diameter of 6 inches. Core specimens must be obtained no earlier than 20 days after
placement. The contractor must test two samples at 28, 56, 90, and 180 days, respectively, after placement
for compressive strength in accordance with ASTM C 42.

(210-VI-NEH, Amend. 2, Sept. 2018)36-15

15. Lift joints
The term joint, as used in this specification, applies to all surfaces that will eventually be covered by RCCmix, bonding mortar, portland cement, neat cement grout, or conventional concrete.
The joint treatment method must be as specified in section 22.
Joint condition—Three potential joint conditions will exist during construction: fresh joint, intermediate
joint, and cold joint. The condition of a joint is defined on the basis of joint maturity or time of exposure.
Joint maturity is defined as the product of the average RCC surface temperature (AST) in degrees
Fahrenheit and the time of exposure (TE) in hours. Joint maturity is expressed in degree-hours (deg F-hr)
and is calculated as———————>
Joint maturity in deg F-hr = (AST)(TE).

The TE is the period, expressed to the nearest quarter hour, beginning when the compaction of RCC iscompleted and ending when covered by the subsequent placement of RCC, bonding mortar, portland
cement, neat cement grout, or conventional concrete.
Whenever the joint condition is defined on the basis of joint maturity, the AST must be determined hourly
during the exposure period by measuring the RCC surface temperature at various locations with a surface
thermometer. The temperature must be measured in degrees Fahrenheit and the temperature readings
averaged to determine the AST.
A fresh joint is defined as a joint having maturity of 400 deg F-hr or less. In lieu of determining the joint
maturity, a fresh joint may be defined as a joint with a TE of 4 hours or less.
An intermediate joint is defined as a joint having a maturity greater than 400 deg F-hr, but less than orequal to 1,600 deg F-hr. In lieu of determining the joint maturity, an intermediate joint may be defined asa joint with a TE of more than 4 hours, but less than 16 hours.
A cold joint is defined as a joint having a maturity of over 1,600 deg F-hr. In lieu of determining the joint
maturity, a cold joint may be defined as a joint with a TE of 16 hours or more.
Joint treatment—All joint surfaces must be kept continuously moist, clean, and uncontaminated until
placement of succeeding RCC lifts. Water that ponds on a finished surface must be removed prior toplacing RCC.
The surface of previously placed RCC must be free of soil, dust, or other contaminants prior to being
covered with joint treatment material or another layer or lift of RCC. Cleaning of previously placed RCC
lifts must be accomplished by pressurized water and/or air or other methods provided that the surface of
the in-place layer is not damaged by the cleaning operation.
The contractor must have a pressure washer and a blowpipe onsite capable of delivering a combined airwater mixture, with the ability to adjust the pressure, volume, and proportion of air and water.
Edge joints that are exposed for more than 30 minutes must be trimmed back no less than 9 inches to an
RCC surface, that has been compacted to the specified density and beveled at a slope of one horizontal toone vertical. Immediately before placing RCC against a trimmed surface, the joint condition must be
determined and the specified joint treatment must be applied.
Any surface to be covered with RCC, a bonding material or conventional concrete that is damaged to theextent that over 25 percent of the exposed coarse aggregate is undercut must be treated as a cold joint.
Coarse aggregate with less than half of it surface area remaining embedded and bonded to the RCC isconsidered undercut.
All RCC materials removed by cleaning, brooming, smoothing, beveling, or trimming layers must becollected and removed from the structure.

(210-VI-NEH, Amend. 2, Sept. 2018)

36-16

Treatment Method I. Remove any loose materials and contaminants from the lift joint surface. The lift
joint surface must be cleaned using moderate-pressure air immediately before spreading the next RCC
lift. Maintain the surface in a moistened condition.
Treatment Method II. Perform Treatment Method I. Before the placement of RCC on the joint surface,uniformly distribute a layer of dry portland cement over the surface. The portland cement must be applied
at a rate of 0.5 to 1 pound per square foot of surface. The amount of water applied to the lift surface
before, during, or after distributing the cement must be of sufficient quantity to dampen all of the cement.
The ratio of water to cement must be limited to that which will produce a tacky paste. Water applied after
the cement is distributed must be applied in a fine mist to prevent the displacement of cement. The
cement must be applied immediately ahead of placing the next layer or lift of RCC. The cement must not
be exposed on the surface more than 10 minutes before being covered with RCC. Portland cement pastethat does not meet these requirements must be removed from the structure and disposed of, and thetreatment method must be repeated.
Treatment Method III. Perform Treatment Method I. Before the placement of RCC, the joint surface must
be covered with a layer of the bonding mortar specified in section 2. The thickness of the bonding mortar
must be 0.25 to 0.5 inch. The bonding mortar must be covered with the next layer or lift of RCC while themortar is still fluid. In no case may the bonding mortar remain uncovered for more than 30 minutes.
Bonding mortar must be placed in a manner that will avoid segregation. Bonding mortar that does notmeet these requirements must be removed from the structure and disposed of, and the treatment method
must be repeated.

16. Curing and protection
Curing—Curing of RCC must begin immediately after compaction. All exposed and completed RCC
surfaces must be cured for a minimum of 14 days at or above 40 degrees Fahrenheit following placement.
All repairs, including those required to fill holes associated with form anchorages and coring, must be
cured for a minimum of 7 days at or above 40 degrees Fahrenheit following repair.
If the RCC is wet cured, the RCC must be maintained in a continuously damp condition for the entire
curing period. The continuous application of water supplemented by the use of a saturated cover material
or an impermeable covering must be required to obtain the continuously damp condition. The applicationof water or cover material must not erode, mar, or otherwise damage the RCC. Plastic or paper coveringmust meet the requirements of ASTM C 171. Only white or reflective coverings may be used during hot
weather as defined by ACI 305.
In lieu of wet curing, RCC that will not be covered with subsequent joint treatment, RCC, or conventional
concrete may be treated with a curing compound as specified in section 2, unless otherwise specified in
section 22. Areas to be cured with curing compound must be kept continuously moist until curingcompound is applied. Curing compound must be thoroughly mixed before applying and must be agitatedduring application. A continuously agitating pressure sprayer must be used to apply the curing compoundat a uniform rate of not less than double the curing compound manufacturer’s recommended rate forconventional concrete curing. Manual hand pump sprayers may not be used. A brush or paint roller must
be used in areas that are near unmasked surfaces that will be covered with subsequent joint treatment,
RCC, or conventional concrete. The curing compound must form a uniform, continuous, adherent filmthat will not check, crack, or peel and be free from pinholes or other imperfections. Multiple applicationsof curing compound may be necessary to achieve the specified coverage. When multiple applications are
required, the second application must be applied at a 90 degree angle to the first application. During thecuring period, curing compound must be reapplied 7 days after the initial application. In areas where thecuring compound is damaged, it must be reapplied immediately.
Curing compound must not be applied to areas that are to be repaired or patched. Areas to be repaired or
patched must be kept continuously moist until the repair is made. Curing compound or wet curing must

(210-VI-NEH, Amend. 2, Sept. 2018)36-17

then be implemented to conform to curing requirements specified herein. Any curing compound applied
to areas that are to be repaired or patched must be removed prior to applying the repair material.
Regardless of the curing method used, curing activities must not be discontinued or interrupted until the
RCC has remained at or above 40 degrees Fahrenheit for a total of 14 days. This will require extending
the curing period by the number of days that the RCC temperature drops below 40 degrees Fahrenheit
during the curing period.
Protection—The temperature of RCC must be maintained at or above 35 degrees Fahrenheit from thetime the RCC is placed until 7 days after the curing period. When ambient temperatures are expected tobe below 32 degrees Fahrenheit, measures must be implemented to protect the RCC from freezing. The
protection must remain in place until ambient temperatures remain continuously above 35 degrees
Fahrenheit for 24 hours. Protective measures must not hinder the specified curing of the RCC.
RCC must be protected from damage by precipitation, vehicular traffic, or other causes.

17. Vertical surfaces
Unless otherwise specified in section 22, all formed RCC vertical surfaces that are subject to exposuremust be finished to ensure a minimum of 80 percent of the surface area is free from honeycomb or othervoids and is uniform in appearance. Forms must remain in place for a minimum 12 hours after the RCC
is installed and until they can be removed without damage to the RCC.
Forming is not required for vertical RCC surfaces that are not subject to permanent exposure.
The finish and appearance of unformed vertical surfaces must comply with the requirements specified in
section 22.

18. Tolerances
Any variation in the face or surface of the finished RCC must be within the tolerances stated herein.
The structures must be constructed to the lines and grades depicted on the drawings.
The thickness of compacted lifts of RCC must be 12 inches plus or minus 1 inch.
The allowable tolerance of all exposed formed surfaces must be plus or minus 0.1 foot from specified
line. Abrupt changes must not exceed 0.05 foot in any exposed formed surface.
Limit gradual overbuild of exposed unformed RCC faces to 0.5 foot. Under build will not be allowed.
Do not exceed 0.1 foot in 10 feet variation in an unformed, exposed RCC face as measured in a straightline along the length and height of the face, or 0.5 foot over the entire length of the structure. Abruptchanges must be less than 0.1 foot.
The elevation of any horizontal RCC surface must be plus or minus 0.1 foot of the specified grade exceptthat the elevation of a finished top of dam or spillway crest must be no more than 0.1 foot above thespecified elevation.

19. Repair of RCC
Repair or replacement—The contractor must repair or replace RCC that does not meet the requirementsof this specification. Before starting any repair or replacement work, the contractor must prepare a written
plan for the repair or replacement. The primary reference for material and repair methods for the plan
must be the appropriate sections of the American Concrete Institute’s Manual of Concrete Inspection. The
repair plan must be submitted for review and approval at least 10 days before any repair or replacement
work.
Patching—All form bolts, metal ties, and similar forming restraints must be removed to a depth of 1 inch
below the surface of the RCC and their cavities repaired unless otherwise specifically permitted or
specified in section 22. Small cavities, large air holes, minor honeycombed areas, holes created from test

(210-VI-NEH, Amend. 2, Sept. 2018)36-18

coring, and other superficial imperfections that require patching to meet the specified finish requirement
must be thoroughly cleaned and filled. Holes left by bolts or straps that passes through the RCC must be
filled solid with a dense, well-bonded nonshrink patching material. Dry-pack mortar and replacement
concrete must follow the appropriate procedure detailed in the Repair and Maintenance chapter of theConcrete Manual, Bureau of Reclamation, U.S. Department of the Interior. Proprietary patching materialmust be appropriate for the type of repair used within the manufacturer's recommended limits and applied
according to the manufacturer's recommendations.
When proprietary patching material is proposed in the plan, the manufacturer's data sheets and written
recommendations must be included in the plan.
Repair material or replacement concrete must have properties, color, and texture similar to andcompatible with the concrete being repaired or replaced.
Curing of repaired or replaced concrete must be started immediately after finish work is completed as
specified in section 16 or as specified by the manufacturer of proprietary compounds.

20. Cleanup of spillage
All loose gravel and uncompacted RCC material must be removed from the structure for disposal inapproved locations or as specified in section 22 and must not be recycled into the RCC mix.
21. Measurement and payment
For items of work for which specific unit prices are established in the contract, the volume of RCC ismeasured and computed to the nearest cubic yard by the method of average cross-sectional end areas.
Unless otherwise specified in section 22, no deduction in volume is made for embedded items, such as(but not limited to) conduits, inlet structures, outlet structures, embankment drains, sand diaphragm andoutlet, and their appurtenances.
The volume of RCC must be determined by measuring from the surface of the foundation when approved
for RCC placement to the specified neatlines of the completed RCC structures, unless otherwise specified
in section 22.
If the test section is not incorporated into the RCC structure, the volume of RCC placed into theconstruction of the test section will be added to the volume computation of the completed RCC structure
to determine the total volume of RCC for payment. If the test section is incorporated into the RCC
structure, no addition volume of RCC must be included for payment.
When the test section is paid for under a separate bid item, the test section will not be measured for
payment. Payment will be made at the contract lump sum price for the test section and will constitute fullcompensation for the completion of the test section including any removal and disposal as applicable.
Payment for the RCC, for which a specific unit price is established in the contract, will be computed to
the nearest cubic yard. Payment constitutes full compensation for furnishing all labor, materials (except
cementitious materials), equipment, tools transportation, and all other items necessary and incidental tothe construction and removal of the test section and construction of the RCC structure, including joint
treatment, trimming and removal, repair, replacement, patching, curing, protection, site cleanup, anddisposal of spillage and waste materials. Payment for treatment of rock foundation surfaces, if any, will
not be included in the payment for RCC. Payment will not be made for RCC material that is wasted or
rejected for failure to comply with this specification.
Payment for each cementitious component of the RCC, for which a separate bid item is included in thecontract, includes the quantity incorporated into the RCC structure and test section. This quantity iscomputed based on statement of delivery tickets. Payment will not be made for any cementitious
materials not incorporated into the structure or test section.

(210-VI-NEH, Amend. 2, Sept. 2018)

36-19

Payment for the cementitious materials for which specific unit prices are established in the contract will
be to the nearest 0.1 ton of cementitious materials.
Compensation for any item of work described in the contract but not listed in the bid schedule will be
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 22.

22. Items of work and construction details(210-VI-NEH, Amend. 2, Sept. 2018)

36-20

22.

Items of work and construction details
In Section 2, Material, Portland cement shall be Type II or V.
Section 5, RCC mix design, the minimum compressive strength shall be 3,000 psi.
In Section 6, Test section, the location of the test section shall be the downstream cutoff wall asshown in the drawings.

In Section 11, Foundation preparation, the RCC foundation shall be reworked and compacted
to 100% Standard Proctor Maximum Density. Placement moisture shall be from optimum
upward.
In Section 12, Placing and spreading, the maximum temperature of the RCC at time of placement
shall be 85 degrees F.
In Section 15, Lift joints, Treatment Method I shall be used for fresh joints, intermediate joints
and cold joints throughout the entire structure.
In Section 17, Vertical surfaces, the Contractor shall provide a written plan for constructing thespecified vertical surfaces to the Contracting Officer for approval.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 22, Roller Compacted Concrete(1)This item shall consist of furnishing and placing all roller compacted concrete(RCC) required for the construction of the auxiliary chute spillway as shown on
the drawings.

(2)

The Contractor shall provide a drawing showing the layout of the mixing plant
for the RCC. The layout shall be located on-site within the work limits
designated on the drawings. The drawing shall designate a temporary area forsegregated or contaminated aggregate as per Section 2 and a temporary disposal
area for rejected RCC as per Section 20. Before the completion of theconstruction the materials from these temporary areas shall be removed anddisposed of at an approved off-site location. All state and local laws pertaining
to mixing or batching plants shall be adhered to.

(3)

The RCC auxiliary spillway shall be constructed in layers 1 feet thick as shownon the drawings.

(4)

In Section 11, Foundation preparation, earthen foundation upon which RCC will
be placed and has not been previously compacted shall be compacted with four(4) complete passes of the compacting equipment. The final excavated surface ofthe foundation area shall be examined and approved by the Engineer prior toplacement of any RCC. All earthen surfaces on which RCC is placed shall bedamp and at a surface temperature in excess of 35 degrees F.

(5)

The Contractor shall remove and replace damaged or defective RCC. The
Engineer will determine the required extent of removal, replacement or repair
and advise the Contractor, in writing, of this determination. Approval of theContractor’s repair shall not be considered a waiver of CO’s right to requirecomplete removal of defective work if the completed work does not produce
RCC of the required quality.

(6)

During construction of the sidewalls, a minimum level working surface shall be
provided. The working surface shall have a minimum width of 14 feet at an

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36–21

elevation of 4 feet above the subgrade and shall uniformly increase to a minimum
width of 24 feet at an elevation of 12 feet above subgrade. Twelve feet of thisminimum width may include the width of the RCC sidewalls. The portion of theworking surface that is not part of the completed work shall be removed after the
sidewall is completed.

b.

(7)

The earthfill placement adjacent to the RCC sidewalls shall be placed
concurrently with each lift of the RCC.

(8)

Weep holes shall be installed in the stilling basin as shown on the drawings.

(9)

Items of work subsidiary to this bid item are:(a)

Excavation, Common, RCC Sidewalls as specified in Construction
Specification 21.

(b)

Crushed Stone, RCC Sidewalls as specified in Construction Specification
24.

Bid Item 23, Cementitious Material(1)This item shall consist of furnishing and handling the cement and pozzolan
required to produce RCC required for the auxiliary chute spillway.

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36–22

Construction Specification 41—Reinforced Concrete Pressure Pipe
Conduits
1. Scope
The work shall consist of furnishing and installing reinforced concrete pressure pipe conduits, fittings,
and accessories as shown on the drawings and/or specified herein.
2. Material
Reinforced concrete pressure pipe, fittings, and accessories shall conform to the requirements ofMaterial Specification 541, Reinforced Concrete Pressure Pipe.
Portland Cement Concrete for bedding and cradles shall conform to the requirements of Construction
Specification 31 for the specified class of concrete.
Joint sealing compound shall conform to the requirements of Material Specification 536, Sealing
Compound for Joints in Concrete and Concrete Pipe.
Preformed expansion joint filler shall conform to the requirements of Material Specification 536,
Sealing Compound for Joints in Concrete and Concrete Pipe.
Filter fabric shall conform to Material Specification 592, Geotextile.

3. Laying the pipe
The pipe shall be set to the specified line and grade and temporarily supported on precast concrete blocks
or wedges. Concrete blocks and wedges used to temporarily support the pipe during placement of
concrete bedding or cradle, or both, shall be a class of concrete equal to or stronger than the concrete used
to construct the bedding or cradle. Bell and spigot pipe shall be laid with the bells or grooves facing
upstream unless otherwise specified in section 7 or shown on the drawings. Pipe may be installed byinitially placing the upstream section of pipe and progressing with placement of the remaining sections ofpipe in the downstream direction; however, care must be taken to avoid contaminating the joint with soil
or bedding as the bell end is slid over the spigot of the adjoining pipe.
Just before each joint is connected, the connecting surface of the bell and spigot or spigots and sleeveshall be thoroughly cleaned and dried. Also, the rubber gasket and the inside surface of the bell or sleeveshall be lubricated with a light film of soft vegetable soap compound (flax soap). The rubber gasket shallbe stretched uniformly as it is placed in the spigot groove to ensure a uniform volume of rubber aroundthe circumference of the pipe.
Method 1—The joint shall be connected by sliding the bell over the spigot or by sliding the spigot into
the bell and applying a pulling or jacking force in a manner that will allow the spigot to enter squarely
into the bell.
Method 2—The joint shall be connected in accordance with the manufacturer's instructions.
Use with either method—When the spigot has been seated to within 0.5 inch of its final position, theposition of the gasket in the joint shall be checked around the entire circumference of the pipe by meansof a metal feeler gauge. In any case where the gasket is found to be displaced, the joint shall bedisengaged and properly reconnected. After the position of the gasket has been checked, the spigot shallbe completely pulled into the bell and the section of pipe shall be adjusted to line and grade.

4. Filling joints
Before the placement of the bedding or cradle, the exterior annular space between the ends of the pipe
sections shall be cleaned and completely filled with joint sealing compound. Before the compound isapplied, the surface against which it is to be placed shall be cleaned of all dust, lubricant, and other(210-VI-NEH, January 2014)41–1

substances that would interfere with a bond between the compound and the pipe. If recommended by the
manufacturer of the compound, the concrete surface shall be coated with a primer in accordance with the
manufacturer's recommendations. Primers shall be applied to the concrete surface only and shall not comein contact with the gasket or gasket sealing surface. Unless the compound or primer is specifically
recommended for use on moist concrete, the surface shall be dry when the compound or primer is applied.
The joint sealing compound shall be allowed to cure until it is sufficiently firm to prevent the entry ofconcrete or earth into the joint. Unless otherwise specified in section 7 of this specification, before placing
bedding or earth backfill (excluding concrete) containing particles larger than 0.25 inch in maximum
dimension within 6 inches of the joint sealing compound, the compound shall be covered with a strip of
16-gauge to 24-gauge metal at least 2-inches wider than the space between the ends of the pipe sections.
Instead of metal strips, the joints shall be covered by a minimum of 2-foot-wide, 4-ply thick filter fabric.
Filter fabric shall be wrapped completely around the joint and overlapped a minimum of 12 inches at the
top of the pipe. Lap shall be securely fastened to ensure filter fabric fits snugly during backfill operations.
Filter fabric is centered on the joint. It shall conform to Material Specification 592, table 2, Nonwoven,class II.

5. Pressure testing
Method 1—Pressure testing of the completed conduit is not required.
Method 2—Before placing any concrete or earthfill around the conduit or filling the pipe joints, theconduit shall be tested for leaks in the following manner:
The ends of the conduits shall be plugged and a standpipe with a minimum diameter of 2 inches shall be
attached to the upstream plug. The conduit shall be braced at each end to prevent slippage. The conduitand the standpipe shall be filled with water. The water level in the standpipe shall be maintained at least
10 feet above the invert of the upstream end of the conduit for at least 2 hours. Any leaks shall be
repaired, and the conduit shall be tested again as described. The procedure shall be repeated until the
conduit is watertight.
The pipe joints shall show no leakage. Damp spots developing on the surface of the pipe are notconsidered as leakage.
Method 3—Before placing any concrete or earthfill around the conduit or filling the pipe joints, theconduit shall be air tested in accordance with ASTM C924. The conduit shall be braced on each end toprevent slippage. All end plugs used for the air test shall be capable of resisting the internal pressure andmust be securely braced.
All testing equipment to be used shall be furnished by the contractor and shall be inspected and approvedby the engineer. The pressure gauges used shall be graduated to read in increments of 0.1 pounds per
square inch and calibrated to provide accuracy within 10 percent plus or minus of the standard gauge. The
contractor has the option of prewetting the conduit or line before testing. Any conduit that fails to passthis test must be repaired by a method satisfactory to the engineer. After the repairs are made, the conduit
shall be retested until it passes the test requirements.
Method 4—Before placing concrete or earth backfill around the conduit joint to be tested or filling thepipe joints, the joint shall be tested in accordance to ASTM C 1103, Standard Practice for Joint
Acceptance Testing of Installed Precast Concrete Sewer Line. The test pressure shall be as specified in
section 7 of this specification. Any joints showing leaks shall be relaid or repaired, and the joint shall beretested. The procedure shall be repeated until the joint passes the test.

6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofeach size, type, and class of pipe is determined to the nearest 0.l foot by measurement of the laid length of(210-VI-NEH, January 2014)41–2

pipe along the invert centerline of the conduit. Payment for each size, type, and class of reinforced
concrete pressure pipe is made at the contract unit price for that size, type, and class of pipe. Such
payment constitutes full compensation for furnishing, transporting, and installing the pipe complete inplace. This includes accessories, such as wall fittings, joint gaskets, coupling bands, sleeves, or collars,
and all other items necessary and incidental to the completion of the work except the special fittings andappurtenances listed separately in the bid schedule. Payment for each special fitting and appurtenance ismade at the contract price for that type and size of fitting or appurtenance.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofeach size, type, and class of pipe is determined as the sum of the nominal laying lengths of the pipe
sections used. Payment for each size, type, and class of reinforced concrete pressure pipe is made at thecontract unit price for that size, type, and class of pipe. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe complete in place. This includes accessories, such as wall
fittings, joint gaskets, coupling bands, sleeves or collars, and all other items necessary and incidental tothe completion of the work except the special fittings and appurtenances listed separately in the bidschedule. Payment for each special fitting and appurtenance is made at the contract price for that type andsize of fitting and appurtenance.
All Methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 7 of this specification.

7. Items of work and construction details(210-VI-NEH, January 2014)

41–3

7.

Items of work and construction details
In Section 3, Laying the pipe, Method 1 shall apply.
In Section 5, Pressure testing, Method 1 shall apply.
In Section 6, Measurement and payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 24, Concrete Pipe, Pressure 30” I.D.
(1)

This item shall consist of furnishing and installing the 30” I.D. conduit for the
new principal spillway as shown on the drawings.

(2)

The drawings are presented for conduit assembly consisting of basic pipe
sections, 20’ in length, except for the most upstream and downstream sections.
Pipe sections of other lengths shall not be used unless approved by the Engineer.
Where the length of the pipe sections furnished differs from the lengths shown on
the drawings, the resulting total length of the principal spillway conduit shall not
be less than that specified on the drawings.

(3)

Each section of pipe shall be supported at minimum of (2) locations along its
length. The supports should be located no further than 2 feet from each end of asection. Methods of support which allow the weight of the pipe to bear on thepipe joint will not be permitted. Supports shall be support blocks or opposing
wedges as shown on drawing.

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41–4

Construction Specification 45—Plastic Pipe
1. Scope
The work consists of furnishing and installing plastic pipe (except corrugated polyethylene pipe) and thenecessary fittings and appurtenances as shown on the drawings or as specified herein.
2. Material
Pipe, fittings, and gaskets shall conform to the requirements of Material Specification 547, Plastic Pipe,and as specified in section 14 of this specification or as shown on the drawings.
Perforated pipe shall conform to the requirements of Material Specification 547, Plastic Pipe, and as
specified in section 14 of this specification or as shown on the drawings.
Unless otherwise specified, concrete shall conform to the requirements of Construction Specification 32,
Structure Concrete, and section 8 of this specification.
Unless otherwise specified, earth backfill shall conform to the requirements of Construction Specification
23, Earthfill.
Unless otherwise specified, drainfill shall conform to the requirements of Construction Specification 24,
Drainfill.

3. Handling and storage
Pipe shall be delivered to the job site and handled by means that provide adequate support to the pipe anddo not subject it to undue stresses or damage. When handling and placing plastic pipe, care shall be taken
to prevent impact blows, abrasion damage, and gouging or cutting (by metal edges and/or surface orrocks). The manufacturer's special handling requirements shall be strictly observed. Special care shall betaken to avoid impact when the pipe must be handled at a temperature of 40 degrees Fahrenheit or less.
Pipe shall be stored on a relatively flat surface so that the barrels are evenly supported. Unless the pipe is
specifically manufactured to withstand exposure to ultraviolet radiation, it shall be covered with an
opaque material when stored outdoors for 15 days or longer.

4. Excavation
Excavation shall be in accordance with Construction Specification 21, Excavation, and section 14 of thisspecification or as shown on the drawings.
The pipe foundation shall be excavated a minimum of 4 inches lower than the pipe grade shown on thedrawings or staked in the field whenever bedrock, boulders, cobbles, or other material that may cause
pipe damage is encountered at planned pipe grade.

5. Laying the pipe
Plastic pipe conduits complete with fittings and other related appurtenances shall be installed to the linesand grades shown on the drawings or specified in section 14 of this specification. The pipe shall be
installed so that there is no reversal of grade between joints unless otherwise shown on the drawings. The
pipe shall not be dropped or dumped on the bedding or into the pipe trench. The ground surface near thepipe trench shall be free of loose rocks and stones greater than 1 inch in diameter. This ensures that rock
will not be displaced and impact the pipe.
Just before placement, each pipe section shall be inspected to ensure that all foreign material is removed
from inside the pipe. The pipe ends and the couplings shall be free of foreign material when assembled.
At the completion of a work shift, all open ends of the pipeline shall be temporarily closed off using asuitable cover or plug.
Care shall be taken to prevent distortion and damage during hot or cold weather. During unusually hot
weather (daytime high temperature of more than 90 °F), the pipe assembled in the trench shall be lightly(210-VI-NEH, January 2009)45–1

backfilled or shaded to keep it as near to ground temperature as possible until final backfill is placed.
Backfill operations should be performed during daily construction periods when the ground temperatureand the temperature of the pipe do not vary more than 40 degrees Fahrenheit.
Perforated pipe shall be installed with the perforations down and oriented symmetrically about the verticalcenterline. Perforations shall be clear of any obstructions on the inside and outside of the pipe when thepipe is approved by the engineer for backfill.
During installation, the pipe shall be firmly and uniformly bedded throughout its entire length, to thedepth and in the manner specified in section 14 of this specification or as shown on the drawings. Bellholes shall be placed in bedding material under bells, couplings, and other fittings to assure the pipe isuniformly supported throughout its entire length. Blocking or mounding beneath the pipe to bring the pipe
to final grade is not permitted.

6. Pipe embedment
Earth bedding—The pipe shall be firmly and uniformly placed on compacted earthfill bedding or an
inplace earth material bedding of ample bearing strength to support the pipe without noticeable
settlement. The earth material on which the pipe is placed shall be of uniform density to prevent
differential settlement.
Unless otherwise specified, a groove that closely conforms to the outside surface of the pipe shall beformed in the bedding. The depth of the groove shall be equal to or greater than 0.3 of the pipe diameter.
Earth bedding shall be compacted to a density not less than adjacent undisturbed inplace earth material or
be compacted earth backfill. Earthfill material used for compacted earth bedding shall be free of rocks orstones greater than 1 inch in diameter and earth clods greater than 2 inches in diameter. The pipe shall be
loaded sufficiently during the compaction of bedding under the haunches and around the sides of the pipe
to prevent displacement from its final approved placement.
Sand, gravel, or crushed rock bedding—When sand, gravel, or crushed rock bedding is specified, thepipe shall be firmly and uniformly placed on the bedding material. Material for bedding shall not exceed 1
inch in diameter. Unless otherwise specified in section 14 of this specification or shown on the drawings,
the coarse-grained bedding material shall be carefully placed and compacted to a depth equal to or greaterthan 0.3 of the diameter of the pipe above the bottom of the pipe. The pipe shall be loaded sufficiently
during backfilling and compaction around the sides to prevent displacement of the pipe from its final
approved placement.
Pipe encased in drainfill—The pipe shall be firmly and uniformly placed on bedding of specified
drainfill. Drainfill shall be placed and compacted as specified in section 14 of this specification or as
shown on the drawings to form a continuous uniform support around the entire circumference of the pipe.
The pipe shall be loaded sufficiently during backfilling around the sides and during compaction to prevent
displacement of the pipe.

7. Backfill
Initial backfill—Unless otherwise specified, initial backfill to 6 inches above the top of the conduit isrequired. Earth haunching and initial backfill material shall consist of soil material that is free of rocks,
stones, or hard clods more than 1 inch in diameter. Coarse backfill material shall be the specified sand,gravel, crushed rock, or drainfill material.
Initial backfill shall be placed in two stages. In the first stage (haunching), backfill is placed to the pipe
spring line (center of pipe). In the second stage, it is placed to 6 inches above the top of the pipe.
The first stage material shall be worked carefully under the haunches of the pipe to provide continuous
support throughout the entire pipe length. The haunching backfill material shall be placed in layers thathave a maximum thickness of about 6 inches and are compacted as specified in section 14 of thisspecification or as shown on the drawings. During compaction operations, care shall be taken to ensure(210-VI-NEH, January 2009)45–2

that the tamping or vibratory equipment does not come in contact with the pipe and the pipe is notdeformed or displaced.
When pressure testing is not specified, the pipe shall be covered with a minimum of 6 inches of backfill
material as soon as possible following assembling of the pipe in the trench, but not later than within thesame day that placement has occurred. When pressure testing is specified, sufficient backfill material
shall be placed over the pipe to anchor the conduit against movement during pressure testing activities.
Final backfill—Final backfill shall consist of placing the remaining material required to complete thebackfill from the top of the initial backfill to the ground surface, including mounding at the top of thetrench. Final backfill material within 2 feet of the top of the pipe shall be free of debris or rocks larger
than 3 inches nominal diameter. Coarse backfill material shall be the specified sand, gravel, crushed rock,or drainfill. Final backfill shall be placed in approximately uniform, compacted layers. Final backfill
compaction requirements shall be as specified in section 14 of this specification or as shown on thedrawings.
Vehicles or construction equipment shall not be allowed to cross the pipe until the minimum earth coverand required density as specified in section 14 of this specification has been obtained.

8. Pipe encasement in concrete
Concrete encasement shall be carefully placed to form a continuous uniform support around the entire
circumference of the pipe as specified in section 14 of this specification or as shown on the drawings.
Pipes encased in concrete shall be securely anchored to prevent movement of the pipe during concrete
placement. A clear distance of 1.5 inch shall be maintained between the pipe and the reinforcing steel.
The concrete for the encasement shall conform to the requirements of Construction Specification 32,
Structure Concrete, for Class 3000M concrete unless otherwise specified.

9. Joints
Unless otherwise specified in section 14 of this specification or shown on the drawings, joints shall beeither bell and spigot type with elastomeric gaskets, coupling type, solvent cement bell and spigot, or
jointed by butt heat fusion. When a lubricant is required to facilitate joint assembly, it shall be a type
having no deleterious affect on the gasket or pipe material.
Pipe joints shall be watertight at the pressures specified except where unsealed joints are indicated.
Pipe shall be installed and joined in accordance with the manufacturer's recommendations. Laying
deflections and joint fitting or stab depths shall be within the manufacturer's recommended tolerances.
When solvent cement joints are specified for PVC or ABS pipe and fittings, they shall be made inaccordance with the following ASTMs and the related appendix of each ASTM; D 2855 for PVC pipeand fittings and D 2235 for ABS pipe and fittings.
Flanged, banded, heat-fusion, or elastomeric-sealed mechanical joints shall be used when joining
polyethylene (PE) and high density polyethylene (HDPE) pipe and fittings unless otherwise specified in
section 14 of this specification or as shown on the drawings.
Pipe ends shall be cut square and be deburred to provide a uniform, smooth surface for the jointing
process. Reference marks shall be placed on the spigot ends to assist in determining when proper seating
depth has been achieved within the joint.

10. Fittings
Unless otherwise specified, steel fittings, valves, and bolted connections shall be painted or coated asrecommended by the manufacturer.
Fittings for nonpressure pipe shall be of the same or similar material as the pipe and shall provide thesame durability, watertightness, and strength as the pipe unless otherwise specified.

(210-VI-NEH, January 2009)45–3

11. Thrust blocks and anchors
When specified, concrete thrust blocks and anchors shall be installed as shown on the drawings or
specified in section 14 of this specification.
The concrete for the thrust blocks and anchors shall conform to the requirements of Construction
Specification 32, Structure Concrete, for Class 3000M concrete unless otherwise specified in section 14of this specification.
The thrust block cavity shall be hand dug into undisturbed soil or previously placed compacted backfill.
The cavity shall be formed with soil or wood to hold the freshly placed concrete without displacement
until an initial set has occurred.
When excavation beyond the designated trench widths and depths as shown on the drawings or specified
in section 14 of this specification occurs at locations where installation of concrete thrust blocks isrequired, the contractor shall install an alternative thrust block provision. The concrete thrust block shallhave a thickness of one pipe diameter and a contact face area that shall be formed against the pipe asshown on the drawings or specified in section 14 of this specification. Backfill shall be placed on all sidesof the thrust block and to the sides of the excavation. It shall be compacted as specified for initial backfill.

12. Pressure testing
Method 1—Pressure testing of the completed conduit is not required.
Method 2—The conduit shall be tested for leaks in the following manner:a. Before pressure testing:(1) Joints of the assembled pipeline shall be allowed to cure as recommended by the
manufacturer.
(2) Pipeline shall be flushed and cleaned.
(3) All concrete anchors and thrust blocks shall be in place and allowed to cure for a minimum of
3 days.
(4) Earth backfill shall be sufficient to anchor the conduit against movement during the pressure
testing and shall be compacted as specified in Section 14 of this specification or as shown on
the drawings.
(5) The conduit shall be braced, anchored, or both, at each end to restrict all potential pipe
movement.
(6) The ends of the conduit shall be plugged. The upstream plug shall have a standpipe installedvertically having a minimum diameter of 2 inches and shall be equipped with a shutoff valve.
All high points in the line shall be vented to evacuate air pockets. The conduit and thestandpipe shall be slowly filled with water such that no air is entrapped during the filling
operation. After filling is complete, all vents shall be closed.
b. During pressure testing, the water level in the standpipe shall be continuously maintained at aminimum of 10 feet above the highest invert elevation of the conduit for no less than 2 hours
unless otherwise specified in section 14 of this specification or as shown on the drawings.
The volume of water leakage in the 2-hour test period shall be recorded. The maximum allowableleakage (L) in gallons per hour shall not exceed 0.02 times the nominal pipe diameter (D) in inches
for each 1,000 feet of pipe line, which is about 50 pipe joints (L = 0.02 x D).
c. When observed leakage exceeds the allowable, leaks shall be sealed by replacement of pipe andfittings as necessary. The conduit shall be retested as described above. This procedure shall be
repeated until the conduit leakage does not exceed the allowable specified above.

(210-VI-NEH, January 2009)45–4

The contractor shall be fully responsible for any and all work required to correct leakage
exceeding the amount specified.
Method 3—The conduit shall be tested for leaks in the following manner:a. Before pressure testing:(1) Joints of the assembled pipeline shall be allowed to cure as recommended by the
manufacturer.
(2) Pipeline shall be flushed and cleaned.
(3) All concrete anchor and thrust blocks shall be in place and allowed to cure for at least 3 days.
(4) Earth backfill shall be sufficient to anchor the conduit against movement during the pressure
testing and compacted as specified in section 14 of this specification or as shown on thedrawings.
(5) The conduit shall be braced and/or anchored at each end to prevent all potential pipe
movement.
(6) The ends of the conduit shall be plugged, and a pressure gauge shall be attached to the
upstream and downstream ends. All high points along the pipeline shall be vented to permit
the complete removal of all air within the pipeline. The conduit shall be slowly filled withwater such that no air is entrapped during the filling operations.
b. The testing pressure specified in section 14 of this specification shall be continuously maintainedat the upstream gauge for a minimum of 2 hours. The pressure at the downstream gauge shall not
exceed the pressure rating of the pipe.
c. The volume of water leakage for the 2-hour test period shall be recorded. Maximum allowableleakage shall be in accordance with the following:
Allowable leakage for plastic pipe
(gal/hr/1,000 feet, or 50 pipe joints) 1/(210-VI-NEH, January 2009)45–5

Nominal
pipe size(in)Test pressure in the pipeline (lb/in2)
50
100
150
200
- - - - - - - - Allowable leakage - - - - - - -

4
6
8
10
12
14
15
16
18

.19
.29
.38
.48
.57
.67
.72
.76
.86

1/

.27
.41
.54
.68
.81
.95
1.02
1.07
1.22

.33
.50
.66
.83
.99
1.16
1.25
1.32
1.49

.38
.57
.76
.96
1.15
1.34
1.44
1.52
1.72

Computation basis

L=

ND P
7,400

where:
L = allowable leakage in gallons per hour
N = number of joints (pipe and fittings)
D = nominal diameter of pipe in inches
P = test pressure in pounds per square inchd. When observed leakage exceeds the allowable, leaks shall be sealed by replacement of pipe andfittings as necessary. The conduit shall be retested as described in this section. The procedure shallbe repeated until the conduit leakage does not exceed the allowable specified above.
The contractor shall be fully responsible for any and all work required to correct leakage
exceeding the amount specified.

13. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined to the nearest foot by measurement of the laid length
along the crown centerline of the conduit. Payment for each kind, size, and class of pipe is made at thecontract unit price for that kind, size, and class. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe including excavation, shoring, backfill, bedding, thrust
blocks, and all fittings, appurtenances, and other items necessary and incidental to the completion of thework. Payment for appurtenances listed separately in the bid schedule is made at the contract prices for
those items.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined as the sum of the nominal laying lengths of the sections
used. Payment for each kind, size, and class of pipe is made at the contract unit price for the kind, size,and class. Such payment constitutes full compensation for furnishing, transporting, and installing the pipe
including excavation, shoring, backfill, bedding, thrust blocks, and all fittings, appurtenances, and otheritems necessary and incidental to the completion of the work. Payment for appurtenances listed separately
in the bid schedule is made at the contract prices for those items.

(210-VI-NEH, January 2009)

45–6

Method 3—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined to the nearest foot by measurement of the laid length
along the crown centerline of the conduit. Payment for each kind, size, and class of pipe is made at thecontract unit price for the kind, size, and class. Such payment constitutes full compensation for
furnishing, transporting, and installing the pipe including shoring, all fittings, thrust blocks,
appurtenances, and other items necessary and incidental to the completion of the work. Payment forappurtenances listed separately in the bid schedule is made at the contract prices for those items.
Method 4—For items of work for which specific unit prices are established in the contract, the quantity ofeach kind, size, and class of pipe is determined as the sum of the nominal laying lengths of the pipe
sections used. Payment for each kind, size, and class of pipe is made at the contract unit price for thatkind, size, and class. Such payment constitutes full compensation for furnishing, transporting, andinstalling the pipe including shoring, all fittings, thrust blocks, appurtenances, and other items necessary
and incidental to the completion of the work. Payment for appurtenances listed separately in the bidschedule is made at the contract prices for those items.
Methods 3 and 4—Excavation, backfill, and bedding is paid separately under their respective bid items.
All measurement and payment methods—Compensation for any items of work described in the contract,
but not listed in the bid schedule, is included in the payment for the item of work to which it is madesubsidiary. Such items and items to which they are made subsidiary are identified in section 14 of thisspecification.

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14.

Items of work and construction details
In Section 2, Material, pipe material shall be Poly Vinyl Chloride (PVC) plastic pipe and shall be
Schedule 80.
In Section 6, Pipe embedment, earth bedding and pipe encased in drainfill shall apply. In
addition to the details stated in Section 6 for bedding of PVC pipe, the bedding shall be as shownon the drawings.
In Section 7, Backfill:a.

Initial backfill of PVC pipe shall be as shown on the drawings and as specified in
Section 6, Pipe embedment.

b.

Final backfill of PVC pipe shall be as shown on the drawings and as specified in
Section 6, Pipe embedment.

c.

Compaction of the initial and final backfill shall be as specified in Construction
Specification 24 for drainfill and Construction Specification 23 for earth backfill.

In Section 10, Fittings, fittings shall be PVC and shall be Schedule 80 for PVC pressure pipe.
PVC fittings shall be one-piece injection molded or fabricated from PVC pipe and one-piece
injection molded PVC fittings. The fitting shall have a design pressure rating and external loadcarrying capacity equal to or exceeding that specified for the pipe to which it is attached. Fittings
that are fabricated from one-piece injection molded PVC manufactured for solvent weld
construction shall have a maximum 2’-0” stub of spigot or bell, as appropriate, solvent welded inplace to permit installation of elastomeric gasket bell and spigot pipe to maintain articulation. The
stubs shall be selected to permit the bell to face upstream.
In Section 12, Pressure testing, Method 1 shall apply.
In Section 13, Measurement and payment, Method 3 shall apply.
In Material Specification 547, Section 3, Perforations, item c. shall not apply. Slotted pipe shallbe used. Slot dimensions and geometry shall be as shown on the drawings.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 25, Plastic Pipe, PVC 6” I.D.
(1)

This item shall consist of furnishing and installing the 6-inch diameter slotted andnon-slotted PVC pipe for the impact basin, filter diaphragm, foundation drain
systems, and RCC drain systems including all necessary fittings, couplings,
cleanout covers, concrete for the cleanouts and all other items and appurtenances
necessary and incidental to completion of the work as shown on the drawings.

(2)

The PVC pipe shall have a minimum of 2 feet of cover before traversing wheeled
equipment over the pipe.

(3)

Six (6) inch Jet Filters or other equivalent devices with backflow restrictions as
approved by the Engineer shall be installed over the pipe outlets as shown on thedrawings.

(4)

Items of work subsidiary to this bid item are:(a)Concrete, Metal Cleanout Covers as specified in Construction
Specification 31.

(b)

Ductile Iron Pipe as specified in Construction Specification 53.

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(c)

Metal Cleanout Cover as specified in Construction Specification 81.

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Construction Specification 53—Ductile-Iron Pipe

1. Scope
The work consists of furnishing and installing ductile-iron pipe, fittings, and appurtenances as specified in
section 9 of this specification and as shown on the drawings.
2. Material
Ductile-iron pipe and fittings shall conform to the requirements of Material Specification 553, DuctileIron Pipe. Thickness class of pipe and rated working pressure shall be as specified in section 9 of thisspecification or as shown on the drawings.
Unless otherwise specified, special fittings and appurtenances shall be the same material as the pipe.

3. Laying and bedding the pipe
Pipe shall be installed to the lines and grades shown on the drawings with bell socket ends aligned
upstream unless otherwise specified. The pipe shall be installed in accordance with the manufacturer's
recommendations, unless otherwise specified. Two copies of the pipe manufacturer's installation
instructions shall be provided to the engineer before any pipe placement. The pipe shall be firmly anduniformly bedded within the trench throughout the entire length of the pipe section to the depth and in themanner specified. Bell holes for flanged, push-on, or mechanical joint pipe shall be provided as necessary
to allow space for joint assembly and to permit the pipe barrel to be uniformly supported on the bedding.
4. Joints and connections
Pipe joints shall conform to the details shown on the drawings and shall be sound and watertight at thepressures specified in section 9 of this specification.
5. Handling the pipe
The contractor shall furnish all equipment and facilities needed to handle, store, and place the pipe
without damaging the pipe, lining, encasement, or coating. Pipe coating, encasement, or lining that isdamaged shall be repaired using methods recommended by the manufacturer unless otherwise specified in
section 9 of this specification.
6. Pressure testing
Pressure testing of the conduit, when specified, shall be conducted as follows:a. Placement of backfill before pressure testing shall be as specified in section 7 of this specification.
b. Before pressure testing, the pipeline shall be flushed and free of all foreign material.
c. The pipeline shall not be pressure tested until concrete for anchor and thrust blocks has attained theminimum specified compressive strength unless other specified methods of thrust restraint are provided.
d. The total conduit or continuous section of conduit to be tested shall be filled with clean water at a rate not toexceed the maximum specified and tested at the pressure(s) specified in section 9 of this specification.
e. The section of conduit being tested shall be allowed to stand full of water for a minimum of 24 hours before
the start of pressure and leakage tests. Test pressures shall be held constant for 2 hours. When the amount ofwater loss exceeds the maximum allowable loss specified in section 9 of this specification, the leak(s) shallbe repaired or otherwise corrected and the conduit shall be re-tested. The testing procedure shall be repeateduntil the requirements of the specifications are met.

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7. Backfill
Method 1—Backfill in accordance with section 9 of this specification shall be accomplished only insufficient amount to hold the conduit in place during testing, with the following exceptions:a. Compacted backfill shall be placed to its final depth as shown on the drawings at vertical and horizontal
deflection points, road crossings, and thrust blocks. Backfill shall be placed so that conduit and joint
displacement does not occur.
b. All joints and connections shall be completely exposed for visual observation during testing, except at
locations described in the exception above.

Method 2—Backfill in accordance with section 9 of this specification shall be to the final depth as shownon the drawings for the section of conduit being tested.
Use with either method—The contractor shall be fully responsible for any and all work required tocorrect any leakage when the leakage test results in water loss that exceeds the amount specified in
section 9 of this specification.

8. Measurement and payment
For items of work for which specific unit prices are established in the contract, the quantity of each size,
and thickness class of pipe is determined to the nearest foot by measurement of the installed length ofpipe along the crown centerline of the conduit. Payment for each size and thickness class of pipe is madeat the contract unit price for that size and thickness class of pipe. Such payment constitutes fullcompensation for furnishing, transporting, handling, and installing the pipe and necessary fittings andappurtenances complete in place.
Compensation for any item of work described in the contract, but not listed, is included in the payment for
the item of work to which it is made subsidiary. Such items and the items to which they are madesubsidiary are identified in section 9 of this specification.

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9.

Items of work and construction details
In Section 7, Backfill, no method shall apply. The ductile iron pipe will be placed in rock riprap
and no compaction is required. Contractor shall hand place all required rock riprap to ensure
there is no damage to the ductile iron pipe. Any damages occurred by construction activities shallbe the financial responsibility of the contractor.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Subsidiary Item, Ductile Iron Pipe(1)

This item shall consist of furnishing and installing the one, ten (10) feet long, 6-inch
I.D. ductile iron pipe as the termination joint for the 6-inch I.D. P.V.C. foundation
trench drain outfall line as described in the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for this item
will be included in the payment for Pipe, PVC, Plastic, 6” I.D.

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Construction Specification 61-—Rock Riprap
1. Scope
The work consists of the construction of rock riprap revetments and blankets, including filter or bedding
where specified.
2. Material
Rock riprap must conform to the requirements of Material Specification 523, Rock for Riprap, or if so
specified, must be obtained from designated sources. It must be free from dirt, clay, sand, rock fines, andother material not meeting the required gradation limits.
At least 30 days before rock is delivered from other than designated sources, the contractor mustdesignate in writing the source from which rock material will be obtained and provide information
satisfactory to the contracting officer that the material meets contract requirements. The contractor must
provide the responsible engineer free access to the source for the purpose of obtaining samples for testing.
The size and grading of the rock must be as specified in section 8.
Rock from approved sources must be excavated, selected, and processed to meet the specified quality andgrading requirements at the time the rock is installed.
Based on a specific gravity of 2.65 (typical of limestone and dolomite) and assuming the individual rockis shaped midway between a sphere and a cube, typical size/weight relationships are:Sieve sizeof rock

Approx.
weightof rock

Weight of test pile

16 inches

300 pounds

6,000 pounds

11 inches

100 pounds

2,000 pounds

6 inches

15 pounds

300 pounds

When specified in section 8 or when it is necessary to verify the gradation of the rock riprap, a particle
size analysis must be performed in accordance with ASTM D5519, Test Method A or B. The analysis
must be performed at the work site on a test pile of representative rock. The mass of the test pile must be
at least 20 times the mass of the largest rock in the pile. The results of the test are compared to thegradation required for the project. Test pile results that do not meet the construction specifications must
be cause for the rock to be rejected. The test pile that meets contract requirements must be left on the jobsite as a sample for visual comparison. The test pile must be used as part of the last rock riprap to beplaced.
Filter or bedding aggregates when required must conform to Material Specification 521, Aggregates for
Drainfill and Filters, unless otherwise specified. Geotextiles must conform to Material Specification 592,
Geotextile.

3. Subgrade preparation
The subgrade surface on which the rock riprap, filter, bedding, or geotextile is to be placed must be cut orfilled and graded to the lines and grades shown on the drawings. When fill to subgrade lines is required, it
must consist of approved material and must conform to the requirements of the specified class of earthfill.
Rock riprap, filter, bedding, or geotextile must not be placed until the foundation preparation is completed
and the subgrade surface has been inspected and approved.

(210-VI-NEH, Amend. 2, Sept. 2018)61–1

4. Equipment-placed rock riprap
The rock riprap must be placed by equipment on the surface and to the depth specified. It must be
installed to the full course thickness in one operation and in such a manner as to avoid serious
displacement of the underlying material. The rock for riprap must be delivered and placed in a mannerthat ensures the riprap in place is reasonably homogeneous with the larger rocks uniformly distributed andfirmly in contact one to another with the smaller rocks and spalls filling the voids between the larger
rocks. Some hand placing may be required to provide a neat and uniform surface.
Rock riprap must be placed in a manner to prevent damage to structures. Hand placing is required asnecessary to prevent damage to any new and existing structures.

5. Hand placed rock riprap
The rock riprap must be placed by hand on the surface and to the depth specified. It must be securely
bedded with the larger rocks firmly in contact one to another without bridging. Spaces between the larger
rocks must be filled with smaller rocks and spalls. Smaller rocks must not be grouped as a substitute forlarger rock. Flat slab rock must be laid on its vertical edge except where it is laid like paving stone and thethickness of the rock equals the specified depth of the riprap course.
6. Filter or bedding
When the contract specifies filter, bedding, or geotextile beneath the rock riprap, the designated materialmust be placed on the prepared subgrade surface as specified. Compaction of filter or bedding aggregate
is not required, but the surface of such material must be finished reasonably smooth and free of mounds,
dips, or windrows.
7. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofeach type of rock riprap placed within the specified limits is computed to the nearest ton by actual weight.
The volume of each type of filter or bedding aggregate is measured within the specified limits andcomputed to the nearest cubic yard by the method of average cross-sectional end areas. For each load ofrock riprap placed as specified, the contractor must furnish to the responsible engineer a statement-ofdelivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price for each type of rock riprap, filter, or bedding. Such payment is
considered full compensation for completion of the work.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofeach type of rock riprap placed within the specified limits is computed to the nearest 0.1 ton by actual
weight. The quantity of each type of filter or bedding aggregate delivered and placed within the specified
limits is computed to the nearest 0.1 ton. For each load of rock riprap placed as specified, the contractor
must furnish to the engineer a statement-of-delivery ticket showing the weight to the nearest 0.1 ton. For
each load of filter or bedding aggregate, the contractor must furnish to the responsible engineer astatement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price for each type of rock riprap, filter, or bedding. Such payment is
considered full compensation for completion of the work.
Method 3—For items of work for which specific unit prices are established by the contract, the volume ofeach type of rock riprap and filter or bedding aggregate is measured within the specified limits andcomputed to the nearest cubic yard by the method of average cross-sectional end areas.
Payment is made at the contract unit price for each type of rock riprap, filter, or bedding. Such payment is
considered full compensation for completion of the work.
Method 4—For items of work for which specific unit prices are established by the contract, the volume ofeach type of rock riprap, including filter and bedding aggregate, is measured within the specified limits(210-VI-NEH, Amend. 2, Sept. 2018)

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and computed to the nearest cubic yard by the method of average cross-sectional end areas.
Payment is made at the contract unit price for each type of rock riprap, including filter and bedding. Such
payment is considered full compensation for completion of the work.
Method 5—For items of work for which specific unit prices are established by the contract, the quantityof each type of rock riprap placed within the specified limits is computed to the nearest ton by actual
weight. For each load of rock for riprap placed as specified, the contractor must furnish to the responsible
engineer a statement-of-delivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price for each type of rock riprap, and includes compensation for any
aggregate or geotextile installed as specified for filter or bedding. Such payment is considered fullcompensation for completion of the work.
Method 6—For items of work for which specific unit prices are established by the contract, the volume ofeach type of rock riprap is measured within the specified limits and computed to the nearest cubic yard by
the method of average cross-sectional end areas.
Payment is made at the contract unit price for each type of rock riprap and includes compensation for any
aggregate or geotextile installed as specified for filter or bedding. Such payment is considered fullcompensation for completion of the work.
All methods—The following provision applies to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 8.
No separate payment is made for testing the gradation of the test pile. Compensation for testing is
included in the appropriate bid item for riprap.

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8.

Items of work and construction details
In Section 7, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 26, Rock Riprap(1)This item shall include furnishing and placing the rock riprap to construct the
impact basin, embankment upstream rock blanket, rock lined outlet, and rockscour pads as shown on the drawings.

(2)

Rock for use as riprap shall comply with the requirements of Material
Specification 523, Rock Type 1.

(3)

Rock gradation requirements are shown on the drawings. Prior to delivery ofrock to the construction site, the Contractor shall provide a certified gradation
analysis from the rock quarry and other evidence satisfactory to the Engineer
showing the rock to be supplied complies with the specified gradation(s). Any
difference of opinion between the Engineer, Contracting Officer and theContractor concerning gradation of the riprap being delivered to the site shall be
resolved by dumping and checking the gradation of one random truck load of
rock.

(4)

In the event such additional checking procedure becomes necessary, themechanical equipment, scales, preparation of a sorting site, and labor needed toprove the gradation by weighing shall be provided by the Contractor at no
additional cost.

(5)

Rock will be subject to additional testing beyond ASTM’s listed in Material
Specification 523 when, in the judgement of the Engineer, delivered rock has
defects that may not have been detected by the specified laboratory tests. These
defects may result in accelerated weathering. Any rock delivered that experiences
degradation when selected samples are placed in water for a time of 7 days will
not comply with this specification.

(6)

If, at any time after the rock is delivered to the construction site separation orsegregation of the smaller rock fraction from the larger rock fraction has
occurred, the rock shall be reworked as necessary to insure a reasonably uniform
distribution of the various rock sizes prior to placement of the rock. Due careshall be exercised during this rework operation (if required) to prevent inclusionof earth or other undesirable materials in the riprap.

(7)

The contractor shall have the various layers in the source rock quarry tested inaccordance with ASTM D5240 if the rock quality is in question as determined by
the Engineer.

(8)

Riprap delivery shall be made only during scheduled working hours and delivery
tickets shall be furnished to the Engineer.

(9)

Riprap shall be equipment placed. Equipment shall not be allowed on the rockduring or after placement.

(10)

The item of work subsidiary to this bid item is Excavation, Common, Rock
Riprap as specified in Construction Specification 21.

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Construction Specification 71—Water Control Gates
1. Scope
The work consists of furnishing and installing water control gates including gate stems, hoists, lifts, andother appurtenances.
2. Material
The gates furnished shall conform to the requirements of Material Specifications 571, 572, and 573, asappropriate, and as specified in section 8 of this specification and on the drawings. All gates shall befurnished complete with hoisting equipment and other specified appurtenances.
3. Installing gates
The contractor shall install the gates in a manner that prevents leakage around the seats and binding of thegates during normal operation.
Surfaces of metal against which concrete will be placed shall be free from oil, grease, loose mill scale,loose paint, surface rust, and other debris or objectionable coatings.
Anchor bolts, thimbles, and spigot frames shall be secured in true position within the concrete forms andmaintained in alignment during concrete placement.
Concrete surfaces against which rubber seals will bear or against which flat frames or plates are to beinstalled shall be finished to provide a smooth and uniform contact surface.
When a flat frame is installed against concrete, a layer of concrete mortar shall be placed between the gate
frame and the concrete.
When a gate is attached to a wall thimble, a mastic or resilient gasket shall be applied between the gate
frame and the thimble in accordance with the recommendations of the gate manufacturer.
Wall plates, sills, and pin brackets for radial gates shall be adjusted and fastened by grouting and bolting
after the gates have been completely assembled in place.

4. Installing hoists and lifts
Gate stems, stem guides, and gate lifts shall be carefully aligned so that the stem shall be parallel to theguide bars or angles on the gate frame following installation.
5. Radial gate seals
The rubber seals for radial gates shall be installed so that the seals contact the walls or wall plates
throughout the entire gate length when the gate is in the closed position.
6. Operational tests
After the gate(s) and hoist(s) (or lifts) have been installed, they shall be cleaned, lubricated, and otherwise
serviced by the contractor in accordance with the manufacturer's instructions. The contractor shall test thegate and hoist by operating the system several times throughout its full range of operation. The contractor
shall make any changes or adjustments necessary to ensure satisfactory operation of the complete gate
system.

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7. Measurement and payment
The number of each type, size, and class of gate is counted. Payment for furnishing and installing each
type, size, and class of gate shall be made at the contract unit price for that type, size, and class of gate.
Such payment constitutes full compensation for all labor, equipment, material, and all other items
necessary and incidental to the completion of the work including furnishing and installing anchor bolts
and all specified appurtenances and fittings.
Compensation for any item of work described in the contract, but not listed in the bid schedule is includedin the payment for the item of work to which it is made subsidiary. Such items and items to which they
are made subsidiary are identified in section 8 of this specification.

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8.

Items of work and construction details
In Section 2, Material Specifications 572 and 573 shall not apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 27, Slide Gate, 12" x 12"(1)This item shall consist of furnishing and installing the 12” x 12” slide gate on theprincipal spillway inlet including the wall thimble, gate, stem, stem guides, lift
pedestal, and associated appurtenances.

(2)

The gate shall conform to the requirements of Material Specification 571 for
Type MHS-2, and shall be Class 55-20, Square Opening.

(3)

Anchor bolts shall be stainless steel.

(4)

The gate frame shall be of the flat back or flange back type.

(5)

The gate stem shall be the rising type and shall be stainless steel and be of
sufficient diameter as recommended by the manufacturer to withstand the thrusts
encountered in operation of the specified type and class gate.

(6)

Stem guides shall be adequately spaced and of sufficient number asrecommended by the manufacturer to properly support the stem during operationof the gate.

(7)

The wall bracket shall be as recommended by the manufacturer.

(8)

Hoist or lift shall be of the handwheel type as recommended by the manufacturer.

(9)

The gate shall be designed to operate satisfactorily at any degree of opening.

(10)

The wall thimble shall be of cast iron and shall be Type F, twelve (12) inches inlength and shall have a square opening.

(11)

All bolts shall be furnished with flat washers and lock washers or with flat
washers and double nuts for lock nuts. All washers and nuts shall be of the samematerials and have the same coatings as the bolts on which applied.

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Construction Specification 81—Metal Fabrication and Installation
1. Scope
The work consists of furnishing, fabricating, and erecting metalwork, including the metal parts andfasteners of the composite structures.
2. Material
Unless otherwise specified, material shall conform to the requirements of Material Specification 581,
Metal. Steel shall be structural quality unless otherwise specified. Castings shall be thoroughly cleaned
and subjected to careful inspection before installation. Finished surfaces shall be smooth and true toassure proper fit. Galvanizing shall conform to the requirements of Material Specification 582,
Galvanizing.
3. Fabrication
Fabrication of structural steel shall conform to the requirements of Specification for the Design,
Fabrication and Erection of Structural Steel for Buildings (Riveted, Bolted and Arc-Welded
Construction), American Institute of Steel Construction.
Fabrication of structural aluminum shall conform to the requirements in the Aluminum Design Manual
available from The Aluminum Association.

4. Erection
The frame of metal structures shall be installed true and plumb. Temporary bracing shall be placed
wherever necessary to resist all loads to which the structure may be subjected, including those applied by
the installation and operation of equipment. Such bracing shall be left in place as long as may benecessary for safety.
As erection progresses the work shall be securely bolted up, or welded, to resist all dead load, wind, anderection stresses. The contractor shall furnish such installation assisting bolts, nuts, and washers as may
be required.
No riveting or welding shall be performed until the structure is stiffened and properly aligned.
Rivets driven in the field shall be heated and driven with the same care as those driven in the shop.
All field welding shall be performed in conformance to the requirements for shop fabrication except thosethat expressly apply to shop conditions only.

5. Protective coatings
Items specified to be galvanized shall be completely fabricated for field assembly before the applicationof the zinc coatings. Galvanized items shall not be cut, welded, or drilled after the zinc coating is applied.
Items specified to be painted shall be painted in conformance to the requirements of Construction
Specification 82 for the specified paint systems.

6. Measurement and payment
Method 1—The work is not measured. Payment for metal fabrication and installation is made at thecontract lump sum price in the contract. Such payment constitutes full compensation for all labor,
equipment, material, and all other items necessary and incidental to the completion of the work including
connectors and appurtenances, such as rivets, bolts, nuts, pins, studs, washers, hangers, and weld metal.
Method 2—The weight of metal installed complete in place shall be determined to the nearest pound.
Unless otherwise specified, the weight of metal shall be computed by the method specified in section 3 of
the Code of Standard Practice for Steel Buildings and Bridges, American Institute of Steel Construction,
except that the following unit weights shall also be used, as appropriate, as the basis of computation:(210-VI-NEH, May 2001)

81–1

Material

Aluminum alloy
Bronze or copper alloy
Iron, malleable
Iron, wrought

Unit weight(lb/ft3)

173
536
470
487

Payment for furnishing, fabricating, and installing metalwork is made at the contract unit price for the
specified types of labor, material, equipment, and all other items necessary and incidental to thecompletion of the work.
Method 3—The work is not measured. Payment for furnishing, fabricating, and installing each item ofmetalwork is made at the contract price for that item. Such payment constitutes full compensation for alllabor, equipment, material, and all other items necessary and incidental to the completion of the work
including connectors and appurtenances, such as rivets, bolts, nuts, pins, studs, washers, hangers, andweld metal.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 7 of this specification.

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7.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
therefore are:
In Section 5, reference to Construction Specification 82 does not apply.
a.

b.

c.

d.

e.

Bid Item 28, Principal Spillways Metal Work
(1)This item shall consist of furnishing, fabricating and installing metal works forthe existing principal spillway trash rack, manhole ring and manhole cover.

(2)

In Section 6, Measurement and payment, Method 3 shall apply.

(3)

All metal parts, except for the manhole frame and cover shall be galvanized after
fabrication.

Subsidiary Item, 6” Pipe Rodent Guard(1)

This item shall consist of furnishing, fabricating, galvanizing, and installing thepipe rodent guard on the right side foundation trench drain that empties into the
RCC rock outlet as shown on the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Plastic Pipe, PVC 6” I.D.

Subsidiary Item, Metal Cleanout Cover(1)

This item shall consist of furnishing, fabricating, galvanizing, and installing themetal cleanout cover as shown on the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Plastic Pipe, PVC 6” I.D.

Subsidiary Item, Post Mounting Brackets(1)This item shall consist of furnishing, fabricating, galvanizing, and installing thepost mounting brackets for the RCC chute spillway chain link fence as shown on
the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Fence, Chain Link.

Subsidiary Item, Stiles(1)This item shall consist of furnishing, fabricating, galvanizing, and installing thefence stiles as shown on the drawings.

(2)

Separate payment will not be made for this item of work. Compensation for thisitem will be included in the payment for the bid item for Fence, Barbed Wire.

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Construction Specification 91—Chain Link Fence
1. Scope
The work consists of furnishing and installing chain link fencing complete with all posts, braces, gates,
and all other appurtenances.
2. Material
The material for the chain link fence must be as follows:
Galvanized
Chain link fence fabric must conform to the requirements of ASTM A392, 2-inch mesh and 9-gauge
galvanized steel wire. Zinc coating must be class 2.
Posts and fence framework must conform to the requirements of ASTM F1043 Group 1A, for Heavy
Industrial Fence. Coatings must be a type A galvanized coating for internal and external surfaces. Steelpipe posts must conform to the requirements of ASTM F1043 and F1083.
Fence fittings must conform to the requirements of ASTM F626. Fittings must be galvanized steel. Wireties and clips must be 9 gauge.
Gates, gateposts, and gate accessories must conform to the requirements of ASTM F900. Coating must be
the same as selected for adjoining fence and framework.
Barbed wire must be 12.5 gauge and must conform to the requirements of ASTM A121, chain link fence
grade.
Galvanized and PVC coated
Chain link fence fabric must conform to the requirements of ASTM F668 for class 2a or 2b, 2-inch mesh,and 9-gauge galvanized steel wire. The fabric must have a polymer top coating of the color specified in
section 6.
Posts and fence framework must conform to the requirements of ASTM F1043 Group 1A, for Heavy
Industrial Fence. Coatings must be a type-A galvanized coating for internal and external surfaces andcovered with a polymer top coating of color as specified in section 6.
Fence fittings must conform to the requirements of ASTM F626. Fittings must be galvanized steel with apolymer top coating of color as specified in section 6.
Any damage to the coating must be repaired in accordance with the manufacturer’s recommendations, orthe damaged fencing material must be replaced. The contractor must provide the engineer a copy of the
manufacturer’s recommended repair procedure and materials before correcting damaged coatings.

3. Installing fence posts
Unless otherwise specified, line posts must be placed at intervals of 10 feet measured from center tocenter of adjacent posts. In determining the post spacing, measurement is made parallel with the groundsurface.
Posts must be set in concrete backfill in the manner shown on the drawings.
Posts set in the tops of concrete walls must be grouted into preformed holes to a depth of 12 inches.
Posts may be attached to base plates that are bolted to the concrete. Bolts must be epoxied into drilledholes to a depth recommended by the bracket manufacturer. Alternatively, the base plates may have astem that is epoxied into a hole in the concrete or a saddle that is bolted with a minimum of two bolts thatpass from side to side through the wall. Bolts must be stainless steel with stainless steel lock washers andnuts.

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All corner posts, end posts, gateposts, and pull posts must be embedded, braced, and trussed as shown on
the drawings or in accordance with appropriate industry practice if not otherwise shown or specified.

4. Installing wire fabric
Fencing fabric must not be stretched until at least 4 days after the posts are grouted into walls or 7 days
after the posts are set in the concrete backfill.
Fencing fabric must be installed on the side of the posts designated on the drawings.
The fabric must be stretched taut and securely fastened by means of tie clips to the posts at intervals notexceeding 15 inches and to the top rails or tension wires at intervals not exceeding 2 feet. Care must be
taken to equalize the fabric tension on each side of each post.
Barbed wire must be installed as shown on the drawings and must be pulled taut and fastened to each postor arm with the tie wires or metal tie clips.

5. Measurement and payment
Method 1—The length of fence is measured to the nearest 0.1 foot along the fence, including gates.
Payment is made at the contract unit price for the specified height of fence. Such payment constitutes fullcompensation for all labor, material, equipment, and all other items necessary and incidental to thecompletion of the work.
Method 2—The length of fence is measured to the nearest 0.1 foot along the fence, excluding gate
openings. Payment is made at the contract unit price for the specified height of fence. The number of eachsize and type of gate installed is determined. Payment is made at the contract unit price for that type andsize of gate. Such payment constitutes full compensation for all labor, material, equipment, and all otheritems necessary and incidental to the completion of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 6 of this specification.

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6.

Items of work and construction details
In Section 2, Material, Galvanized and PVC coated shall apply. The PVC coating shall be black.
In Section 5, Measurement and Payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 29, Fence, Chain Link
(1)

This item shall consist of furnishing all materials required and all work necessary
for installation of the chain link safety fence on top of the impact basin and RCC
chute spillway as shown on the drawings.
(a)

Item of work subsidiary to this bid item is Post Mounting Brackets as
specified in Construction Specification 81.

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Construction Specification 92—Field Fence
1. Scope
The work shall consist of furnishing and installing field fence, including gates and fittings.
2. Material
Material for field fence shall conform to the requirements of Material Specification 591. All wooden posts
shall be of the same species, when available.
Unless otherwise specified, surfacing, cutting, and boring of preservative treated wooden posts and braces
shall be completed before treatment. If field cutting or field repair of treated material is approved, all cuts
and abrasions shall be carefully trimmed and coated with copper naphthenate preservative containing aminimum of 2.0 percent copper metal. The treatment preservative shall be applied according to the
product label. Any excess preservative not absorbed by the wood member shall be cleaned from thesurface prior to the use of the member. Bored holes for connectors or bolts may be treated by pumping
coal-tar roofing cement meeting ASTM D5643 into the holes using a caulk gun or similar device. Afterassembly, any unfilled holes shall be plugged with tightly fitting wooden plugs that have been treatedwith preservative as specified.

3. Setting posts
Concrete or wood posts shall be set in holes and backfilled with earth except where otherwise specified.
Wood posts may be driven when approved by the engineer. Steel posts shall be driven unless otherwise
specified.
Holes for installing fence posts shall be at least 6 inches larger than the diameter or side dimension of theposts.
Earth backfill around posts shall be thoroughly tamped in layers not thicker than 4 inches and shallcompletely fill the posthole up to the ground surface. Concrete backfill around posts shall be rodded into
place in layers not thicker than 12 inches and shall completely fill the posthole to the surface of theground. Backfill, either earth or concrete, shall be crowned-up around posts at the ground surface.
No stress shall be applied to posts set in concrete for a period of not less than 24 hours following thedevelopment of a firm set of the concrete.

4. Corner assembly
Unless otherwise specified in section 11, corner assemblies shall be installed at all points where the fencealignment changes 15 degrees or more.
5. End panels
End panels shall be built at gates and fence ends.
6. Pull post assembly
Pull post assembly (bracing within a section of straight fence) shall be installed at the following locations:a. In straight fence sections, at intervals not to exceed 660 feet.
b. At any point where the vertical angle described by two adjacent reaches of wire is upward andexceeds 10 degrees (except as provided in section 11 of this specification).
c. At the beginning and end of each curved fence section.

7. Attaching fencing to posts
The fencing shall be stretched and attached to posts as follows:a. The fencing wire or netting shall be placed on the side of the post opposite the area being protected
except for installation along curved sections.

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b. The fencing wire or netting shall be placed on the outside for installation along curved sections.
c. The fencing wire or netting shall be fastened to each end post, corner post, and pull post by
wrapping each horizontal strand around the post and tying it back on itself with not less than threetightly wound wraps.
d. The fencing wire or netting shall be fastened to wooden line posts by means of steel staples.
Woven-wire fencing shall be attached at alternate horizontal strands. Each strand of barbed wire
shall be attached to each post. Steel staples shall be driven diagonally with the grain of wood andat a slight downward angle and shall not be driven so tightly as to bind the wire against the post.
e. The fencing wire or netting shall be fastened to steel or concrete line posts with either two turns of
14 gauge galvanized steel or iron wire or in accordance with recommendations provided by the
post's manufacturer.
f. Wire shall be spliced by means of a Western Union splice or by suitable splice sleeves appliedwith a tool designed for that purpose. The Western Union splice shall have no less than eightwraps of each end about the other. All wraps shall be tightly wound and closely spaced. Splices
made with splice sleeves shall have a tensile strength no less than 80 percent of the strength of thewire being spliced.

8. Stays
Stays shall be attached to the fencing at the spacing outlined in section 11 or as shown on the drawings toensure maintenance of the proper spacing of the fence wire strands.
9. Crossings at depressions and watercourses
Where fencing is installed parallel to the ground surface, the line posts subject to upward pull shall beanchored.
a. If the fence wire or netting is installed parallel to the ground surface, the line posts subject to upliftshall be anchored by means of extra embedment or by special anchors as detailed on the drawings.
b. If the fence wire is installed with the top wire straight and parallel to the ground surface on eitherside of the depression, extra length posts shall be used to allow normal post embedment. Unlessotherwise specified, excess space between the bottom of the fence and the ground shall be closedwith extra strands of barbed wire or with netting.

10. Measurement and payment
Method 1—The length of each type and kind of fence is measured to the nearest foot along the profile ofthe fence, including gate openings. Payment for each type and kind of fence is made at the contract unit
price for that type and kind of fence. Such payment constitutes full compensation for completion of thework, including fabricating and installing gates.
Method 2—The length of each type and kind of fence is measured to the nearest foot along the profile ofthe fence, excluding gate openings. Payment is made at the contract unit price for the specified height offence. The number of each size and type of gate installed is determined. Payment is made at the contract
unit price for that type and size of gate. Such payment constitutes full compensation for all labor,material, equipment, and all other items necessary and incidental to the completion of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 11 of this specification.

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11.

Items of work and construction details
In Section 10, Measurement and payment, Method 1 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 30, Fence, Barbed Wire
(1)

This item shall consist of furnishing all materials, equipment, and labor requiredand constructing fences of the type designated on the drawings.

(2)

The approximate location of the fences to be constructed are shown on theconstruction drawings. The final location of the fences (including corners, gates,pull and brace panels, stiles and special anchorage) shall be as staked by theEngineer.

(3)

The item of work subsidiary to this bid item is Stiles as specified in Construction
Specification 81.

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Construction Specification 94—Contractor Quality Control
1. Scope
The work consists of developing, implementing, and maintaining a quality control system to ensure thatthe specified quality is achieved for all materials and work performed.
2. Equipment and materials
Equipment and material used for quality control shall be of the quality and condition required to meet thetest specifications cited in the contract. Testing equipment shall be properly adjusted and calibrated at thestart of operations and the calibration maintained at the frequency specified. Records of equipment
calibration tests shall be available to the engineer at all times. Equipment shall be operated andmaintained by qualified operators as prescribed in the manufacturer's operating instructions, thereferences specified, and as specified in section 10 of this specification. All equipment and materials usedin performing quality control testing shall be as prescribed by the test standards referenced in the contract
or in section 10.
All equipment and materials shall be handled and operated in a safe and proper manner and shall comply
with all applicable regulations pertaining to their use, operation, handling, storage, and transportation.

3. Quality control system
Method 1—The contractor shall develop, implement, and maintain a system of quality control to provide
the specified material testing and verification of material quality before use. The system activities shall
include procedures to verify adequacy of completed work, initiate corrective action to be taken, anddocument the final results. The identification of the quality control personnel and their duties andauthorities shall be submitted to the contracting officer in writing within 15 calendar days after notice ofaward.
Method 2—The contractor shall develop, implement, and maintain a system adequate to achieve thespecified quality of all work performed, material incorporated, and equipment furnished before use. The
system established shall be documented in a written plan developed by the contractor and approved by thecontracting officer. The system activities shall include the material testing and inspection needed to verify
the adequacy of completed work and procedures to be followed when corrective action is required. Daily
records to substantiate the conduct of the system shall be maintained by the contractor. The quality
control plan shall cover all aspects of quality control and shall address, as a minimum, all specified testingand inspection requirements. The plan provided shall be consistent with the planned performance in thecontractor's approved construction schedule. The plan shall identify the contractor's onsite quality control
manager and provide an organizational listing of all quality control personnel and their specific duties.
The written plan shall be submitted to the contracting officer within 15 calendar days after notice ofaward. The contractor shall not proceed with any construction activity that requires inspection until thewritten plan is approved by the contracting officer.
All methods—The quality control system shall include, but not be limited to, a rigorous examination of
construction material, processes, and operation, including testing of material and examination of
manufacturer's certifications as required, to verify that work meets contract requirements and is
performed in a competent manner.

4. Quality control personnel
Method 1—Quality control activities shall be accomplished by competent personnel. A competent person
is: One who is experienced and capable of identifying, evaluating, and documenting that materials andprocesses being used will result in work that complies with the contract; and, who has authority to takeprompt action to remove, replace, or correct such work or products not in compliance. Off-site testing(210-VI-NEH, January 2009)94–1

laboratories shall be certified or inspected by a nationally recognized entity. The Contractor shall submit
to the Contracting Officer, for approval, laboratory certification or inspection information. The Contractor
shall submit to the Contracting Officer, for approval, the names, qualifications, authorities, certifications,and availability of the competent personnel who will perform the quality control activities.
Method 2—Quality control activities shall be accomplished by competent personnel who are separate andapart from line supervision and who report directly to management. A competent person is one who isexperienced and capable of identifying, evaluating, and documenting that material and processes being
used will result in work that complies with the contract, and who has authorization to take prompt action
to remove, replace, or correct such work or products not in compliance. Offsite testing laboratories shallbe certified or inspected by a nationally recognized entity. The Contractor shall submit to the Contracting
Officer, for approval, laboratory certification or inspection information. The contractor shall submit to thecontracting officer, for approval, the names, qualifications, authorities, certifications, and availability of
the competent personnel who will perform the quality control activities.

5. Post-award conference
The contractor shall meet with the contracting officer before any work begins and discuss the contractor'squality control system. The contracting officer and the contractor shall develop a mutual understanding
regarding the quality control system, including procedures for correcting quality control issues.
6. Records
The contractor's quality control records shall document both acceptable and deficient features of the workand corrective actions taken. All records shall be on forms approved by the contracting officer, be legible,
and be dated and signed by the competent person creating the record.
Unless otherwise specified in section 10 of this specification, records shall include:
a. Documentation of shop drawings including date submitted to and date approved by the contracting
officer, results of examinations, any need for changes or modifications, manufacturer's
recommendations and certifications, if any, and signature of the authorized examiner.
b. Documentation of material delivered including quantity, storage location, and results of quality
control examinations and tests.
c. Type, number, date, time, and name of individual performing quality control activities.
d. The material or item inspected and tested, the location and extent of such material or item, and a
description of conditions observed and test results obtained during the quality control activity.
e. The determination that the material or item met the contract provisions and documentation that theengineer was notified.
f. For deficient work, the nature of the defects, specifications not met, corrective action taken, andresults of quality control activities on the corrected material or item.

7. Reporting results
The results of contractor quality control inspections and tests shall be communicated to the engineer
immediately upon completion of the inspection or test. Unless otherwise specified in section 10, theoriginal plus one copy of all records, inspections, tests performed, and material testing reports shall be
submitted to the engineer within one working day of completion. The original plus one copy of
documentation of material delivered shall be submitted to the engineer before the material is used.
8. Access
The contracting officer and the engineer shall be given free access to all testing equipment, facilities,
sites, and related records for the duration of the contract.
9.

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Method 1—For items of work for which lump sum prices are established in the contract, payment is madeas the work proceeds, after presentation by the contractor of invoices showing related costs and evidenceof charges by suppliers, subcontractors, and others for furnishing supplies and work performed. If thetotal of such payments is less than the lump sum contract price for this item, the remaining balance isincluded in the final contract payment. Payment of the lump sum contract price constitutes fullcompensation for completion of the work.
Payment is not made under this item for the purchase cost of material and equipment having a residual
value.
Method 2—For items of work for which lump sum prices are established in the contract, payment isprorated and paid in equal amounts on each monthly estimate. The number of months used for prorating
shall be the number estimated to complete the work. The final month's prorate amount is made with thefinal payment. Payment as described above constitutes full compensation for completion of the work.
Payment is not made under this item for the purchase cost of material and equipment having a residual
value.
All methods—Compensation for any item of work described in the contract, but not listed in the bidschedule, is included in the payment for the item of work to which it is made subsidiary. Such items andthe items to which they are made subsidiary are identified in section 10.

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10.

Items of work and construction details
In Section 3, Quality control system, Method 2 shall apply, except that the written plan shall be
submitted to the Contracting Officer within 10 calendar days after notice of award.
In Section 4, Quality control personnel, Method 2 shall apply.
In Section 9, Payment, Method 2 shall apply.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

Bid Item 31, Contractor Quality Control(1)This item shall consist of furnishing all equipment, tools, materials, and labor andperforming all work to accomplish the work defined in Section 1 of thisspecification.

(2)

The burden of proof that work performed meets contract requirements rests upon
the Contractor. Quality assurance inspections and tests by the Government arefor the sole benefit of the Contracting Local Organization (CLO). The use ofsuch words as "as approved by the Engineer or Contracting Officer" and words oflike import in the specifications or drawings which refer to approval by theContracting Officer are considered to be a part of the Government's Quality
Assurance program and do not relieve the Contractor in any part for theContractor's Quality Control Responsibilities as specified.

(3)

Quality Control is defined as a rigorous examination and inspection of
construction materials, processes and operations to verify that the work being
performed meets contract requirements and shall be performed by theContractor’s Quality Control personnel.

(4)

The Contractor's quality control system shall be approved and operational before
commencement of work. The Contractor’s Quality Control Personnel shallsubmit to the Quality Assurance Inspector a Daily Quality Control Report foreach day the Contractor is on site performing work.

(5)

Quality control tests shall be conducted in accordance with the standard test
methods identified in the specifications. The Contractor shall provide all
equipment required to perform all quality control tests. Testing equipment shallmeet the requirements as specified by ASTM test methods and be properly
calibrated and serviced.

(6)

All mention of inspection or Inspector in (7) and (8) below is referring to work
performed by the Contractor's Quality Control Personnel unless otherwise noted.

(7)

The degree of quality control specified shall be defined as:(a)

Periodic review or inspection is defined as the intermittent presence of
the Inspector to observe construction operations and/or perform tests andtake measurements as needed to determine and document that the work
being performed complies with the specifications.

(b)Full time inspection is defined as the full time presence of the Inspector
to observe one or more construction operations and/or perform tests andtake measurements at critical points in various operations to determineand document that the work being performed complies with the

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specifications and to be available for consultation in case of emergency
or changes in work conditions.
(c)

(8)

Continuous inspection is defined as the continuous presence of theInspector to observe one construction operation and/or perform tests andtake measurements at critical points in the operation to determine anddocument that the work being performed complies with thespecifications and to be immediately available for consultation in case of
emergency or changes in work conditions.

The Contractor's inspection system shall include the following items of work thatwill require the Contractor's quality control. Any item of work not listed below
shall be performed or constructed as shown on the drawings and as specified in
the construction and material specifications.
(a)

The Contractor's inspection on all items not listed in (b) through (n)below shall consist of periodic review of those items to assure that allcontract specifications are being met and that the items are being
properly installed or carried out.

(b)

Seeding, Sprigging, and Mulching - Quality control shall consist ofdetermining that the vegetative materials supplied comply with thespecifications; that the areas to be vegetated are properly prepared,smoothed and graded; and that sprigging is performed as specified. Fulltime inspection shall be required.

(c)

Excavation - Quality control shall consist of full-time inspection todetermine that all excavation is being accomplished as specified and thatthe specified excavation has removed all required or unsuitable materials
and that grades are properly documented. The Inspector shall determinethat all materials selected for use in backfill of the specified works arefree of undesirable materials and that all materials are placed in thedesignated waste, stockpile or fill areas.

(d)Earthfill – The Inspector shall select materials from the required
excavations, stockpiles, and/or borrow area(s) to ensure the completed
fills are constructed in accordance with the drawings and specifications.
The Inspector shall ensure that the foundation conditions are satisfactory
prior to placement of fill materials, free of undesirable materials, at the
specified moisture content, and properly compacted.
Degree of inspection
Continuous inspection is required at the following times:•

Fills being placed adjacent to conduits and concrete structures•

Moisture and density are not being achieved,•

Fill materials are being compacted with hand-operated compactors.

Full-time inspection shall be required at all other times.
Class A Compaction – The Inspector shall select and obtainrepresentative samples of the materials and have moisture-density curves
made (according to ASTM D698 test procedures) of each Unified Soil
Classification material to be placed in the specified fills using Class A
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compaction. Moisture-density curves shall be completed as necessary toprovide data needed when fill operations begin and may be needed as fillprogresses to insure correct selection and specified compaction of fillmaterials. A “One-Point Family of Curves Method” (hereafter referred toas the one-point method) shall be employed to determine the optimum
moisture and maximum density values for all fill materials. The
procedure for performing the one-point method is as follows:
•
•
•
•
•

construct a family of curves using compaction test data compiled
on soil samples tested in accordance with the procedure set forth in
ASTM D698,
make a one-point compaction test specimen from soil material
representing the fill material that is being placed (moisture content
shall be on the dry side of optimum),plot the one-point moisture-density values, obtained from the test,on the family of curves,using the curves above and below the plotted point as a guide,
draw a new compaction curve through the plotted point,
use this curve as the control for the moisture and density of thematerial being placed. Unless otherwise directed by the Engineer,at least one one-point test shall be conducted for every three inplace moisture density tests that are taken.

Unless otherwise directed by the Engineer, at least one one-point test
shall be conducted for every three in-place moisture density tests made.
More frequent tests shall be required if compaction requirements are notbeing met and when fills are being placed in critical locations, such as,
conduit and concrete backfills. In these instances, continuous inspection
shall be required.
Class C Compaction – The Inspector shall determine that Class C
compaction is being performed as specified; that the minimum required
passes of hauling equipment or other approved equivalent methods ofcompaction being performed as specified; that in place moisture content
of the earthfill material is in the specified range and moisture adjustment
are made as necessary to meet the requirements; that lift thickness does
not exceed the maximum allowed; that the maximum allowable particle
size is not exceeded.
Lime Processing – The Inspector shall ensure that proper amount of lime
is uniformly applied and mixed into the soil materials, moisture content
of the lime treated materials is correct, lime treated fill lift thickness is
uniform and within the specification limits, and properly compacted
within the time limits for the material. Nuclear Gage shall be used tomeasure wet density only. Moisture content shall be measuring by
weighing the wet weigh and dry weight after drying with a microwave or
hot plate. Dry density shall be calculated using the following formula:
Dry Density = Wet Density/(1+water content/100)(e)

Drainfill - Quality control shall consist of full-time inspection of drainfill
placement. It shall include testing of the gradation of drainfill material;
determining that the material complies with specified qualities and thatthe specified compaction is accomplished, and the grades are properly

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documented. The Inspector shall have at least one sieve analysis
prepared for each type of drainfill placed. These analyses shall be madefrom materials as delivered to the job site. If changes in gradation ofdrainfill appear to develop additional sieve analysis shall be made.
The lower limits of excavations for the chimney filter/drain shall bethoroughly investigated for fissures and or gravel in the subgrade. If
either is discovered or encountered, the Engineer shall be notified todetermine if modification of the design is needed for the chimney
filter/drain.
(f)Furnishing and Handling Lime, Quicklime - Quality control shall consistof continuous inspection during handling and processing the lime. The
Inspector shall assure that the proper amount and type of lime isdelivered to the site. The inspector shall ensure precautions are taken toprotect workers from dangers associated with handling lime and toensure the lime remains dry until applied and incorporated into the soil
being treated.

(g)

Reinforced Concrete - Quality control shall consist of continuous
inspection during the placement of concrete. In addition, the Inspector
shall assure that the concrete design mix meets contract requirements andthat proper certifications are provided. The Inspector shall inspect all
formwork prior to concrete placement to assure integrity of the forms
and compliance with design detail with proper documentation. Slump,time of cement induction, and temperature and air content measurements
shall be determined on each mixer load of concrete prior to placement toassure compliance with specifications. Three sets of compressive
strength cylinders (4 cylinders each) will be taken from each pour. One
cylinder from each set shall be tested at 7 days and the other two tested at
28 days. The remaining cylinder shall be tested, if necessary, to verify
results of a suspect cylinder. The Inspector shall also assure that theconcrete is cured according to specifications, the forms removed as
specified and the concrete is repaired and finished as required.

(h)

Steel Reinforcement - Quality control shall consist of continuous
inspection during concrete placement. The Inspector shall also
determine that the steel reinforcement complies with the specified quality
and is placed in accordance with the drawings and specifications withproper documentation. The Inspector shall check to determine that it isadequately secured to prevent its displacement during concrete
placement and that it has not been displaced during concrete placement.
These inspections shall also take place immediately before and during
placement of the concrete.

(i)Roller Compacted Concrete (RCC) – Quality control shall consist ofcontinuous inspection during the installation of the RCC. The Inspector
shall ensure that the cement and pozzolan meet temperature and storage
requirements. The Inspector shall ensure that the mix produced meetsthe job mix and proper documentation is furnished. The Inspector shallperform the uniformity tests as specified in Construction Specification 36
and measure and record temperature of RCC. The inspector shalldetermine the average maximum density on the test fills and check

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density on the fill. The Inspector shall also ensure the RCC is cured
according to specifications.

(9)

(j)

Reinforced Concrete Pressure Pipe Spillway Conduits - Quality control
shall consist of continuous inspection while the pipe is being installed.
The Inspector shall also determine and document that the pipe meets the
specified requirements, that the pipe has not been damaged in shipment
and delivery, that the pipe is properly bedded and laid at specified grade
and alignment and that all joints are fully closed and properly sealed.

(k)

PVC Plastic Pipe - Quality control shall consist of continuous inspection
during the installation of the PVC plastic pipe. The Inspector shalldetermine and document that the PVC plastic pipe and fittings comply
with the specifications, that the perforations are to the size andorientation specified, that the pipe is installed at the lines and grades
shown on the drawings and as specified and that the pipe is properly
bedded and carefully backfilled.

(l)Rock Riprap - Quality control shall consist of full-time inspection during
the placement of the rock riprap. The Inspector shall also determine thatthe rock riprap complies with the specified quality and gradation limits;that proper certifications are provided; that the rock is placed in a manner
to prevent damage to the geotextile; that the rock is placed as shown on
the drawings and as specified and that segregation of particle sizes has
not occurred during delivery or placement. At least one onsite gradation
test will be made by the Contractor.

(m)

Metal Fabrication - Quality control shall consist of periodic inspection
during installation of metalwork. The Inspector shall determine anddocument the fabricated metal work meets material specifications anddimensions, coatings are applied according to specifications and theerected work is to the lines and grades specified.

(n)

Geotextile - Quality control shall consist of continuous inspection during
the installation of the geotextile. The Inspector shall determine anddocument that the geotextile complies with the specifications, that the
subgrade has been excavated and smoothed to grade, that the geotextile
is installed in accordance with the plans and specifications and that thegeotextile is not punctured, damaged or caked with mud during
installation.

(o)Conduit Abandonment - Quality control shall consist of continuous
inspection during the placement of grout inside the conduit. In addition,
the Inspector shall assure that the grout design mix meets contract
requirements, that conduit is properly prepared, and that the grout isproperly placed to prevent voids or air pockets.

The skills, knowledge, abilities and experience needed by the Contractor's quality
control personnel to perform the quality control shall be as follows:(a)Ability to maintain communications with the landowners, theContracting Officer and the Contractor.

(b)Knowledge of cut and grade staking and earthwork installations.

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(c)

Knowledge of soils, including foundation conditions, density andclassifications.

(d)Knowledge of sampling of soils and determination of density of in-placesoils.

(e)Knowledge of working with Quicklime, lime processing and lime treatedearthfill.

(f)Knowledge of acceptable moisture-density test methods and the ability tosatisfactorily perform the tests.

(g)Ability to interpret survey notes and to prepare quantity computations.

(h)Ability to maintain adequate files and records of construction inspection
work.

(i)

Ability to interpret construction drawings and specifications.

(j)Knowledge of placing geotextile and rock riprap.

(k)Knowledge of tests required for placement of acceptable concrete and theprocedures required for satisfactory placement.

(l)Knowledge and ability to perform concrete tests that include slump tests,
air contents and temperature measurements, and preparation ofcompressive strength cylinders.

(m)Knowledge of steel placement details and the ability to interpret steel
requirements from construction drawings.

(n)Knowledge of form construction and bracing for construction of concrete
structures.

(o)Knowledge of the United Soil Classification System and the ability tointerpret soil classification requirements from the construction drawings.

(p)Knowledge of tests required for placement of acceptable RCC and theprocedures required for satisfactory placement.

(q)Concrete Laboratory Testing Technicians – Must have certification fromthe American Concrete Institute (ACI) for Concrete Laboratory Testing
Technician.

(r)

Quality control personnel shall also be responsible for maintaining arecord of progress with Quality control personnel shall also be
responsible for maintaining a record of progress with photographs.
Construction activities shall be documented with 3 megapixels or greater
digital photography in a JPEG file format. Photographs of daily
construction work, problems encountered, and unique construction
practices shall be taken to ensure full coverage of all work performed.
The photographs shall be numbered, date and time imprinted, indexedwith documentation explaining construction activities, and must be
submitted with the request for final payment.

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Construction Specification 95—Geotextile
1. Scope
This work consists of furnishing all material, equipment, and labor necessary for the installation of
geotextiles.
2. Quality
Geotextiles shall conform to the requirements of Material Specification 592 and this specification.
3. Storage
Before use, the geotextile shall be stored in a clean, dry location out of direct sunlight, not subject toextremes of either hot or cold temperatures, and with the manufacturer's protective cover undisturbed.
Receiving, storage, and handling at the job site shall be in accordance with the requirements listed in
ASTM D 4873.
4. Surface preparation
The surface on which the geotextile is to be placed shall be graded to the neat lines and grades as shownon the drawings. It shall be reasonably smooth and free of loose rock and clods, holes, depressions,projections, muddy conditions, and standing or flowing water (unless otherwise specified in section 7 ofthis specification).
5. Placement
Before the geotextile is placed, the soil surface will be reviewed for quality assurance of the design andconstruction. The geotextile shall be placed on the approved prepared surface at the locations and inaccordance with the details shown on the drawings and specified in section 7 of this specification. It shallbe unrolled along the placement area and loosely laid, without stretching, in such a manner that itconforms to the surface irregularities when material or gabions are placed on or against it. The geotextile
may be folded and overlapped to permit proper placement in designated area(s).
Method 1—The geotextile shall be joined by machine sewing using thread material meeting the chemical
requirements for the geotextile fibers or yarn. Thread shall be polypropylene, polyester, or KevlarTM
aramid thread, unless a specific thread type is specified. The thread shall be consist of two parallel
stitched rows at a spacing of about 1 inch and shall not cross (except for any required re-stitching). The
stitching shall be a lock-type stitch. Each row of stitching shall be located a minimum of 2 inches fromthe geotextile edge. Unless otherwise specified, the seam tensile strength as measured according to ASTM
D4884 shall be a minimum of 90 percent of the geotextile tensile strength in the weakest principal
direction as measured according to ASTM D4632.
The geotextile shall be temporarily secured during placement of overlying material to prevent slippage,folding, wrinkling, or other displacement of the geotextile. Unless otherwise specified, methods of
securing shall not cause punctures, tears, or other openings to be formed in the geotextile.
Method 2—The geotextile shall be joined by overlapping a minimum of 18 inches (unless otherwise
specified) and secured against the underlying foundation material. Securing pins, approved and provided
by the geotextile manufacturer, shall be placed along the edge of the panel or roll material to adequately
hold it in place during installation. Pins shall be steel or fiberglass formed as a U, L, or T shape or contain"ears" to prevent total penetration through the geotextile. Steel washers shall be provided on all but the Ushaped pins. The upstream or upslope geotextile shall overlap the abutting downslope geotextile. At
vertical laps, securing pins shall be inserted through the bottom layers along a line through approximately
the mid-point of the overlap. At horizontal laps and across slope labs, securing shall be inserted throughthe bottom layer only. Securing pins shall be placed along a line about 2 inches in from the edge of theplaced geotextile at intervals not to exceed 12 feet unless otherwise specified. Additional pins shall be
installed as necessary and where appropriate to prevent any undue slippage or movement of the(210-VI-NEH, January 2014)95–1

geotextile. The use of securing pins will be held to the minimum necessary. Pins are to remain in place
unless otherwise specified.
Should the geotextile be torn or punctured, or the overlaps or sewn joint disturbed, as evidenced byvisible geotextile damage, subgrade pumping, intrusion, or grade distortion, the backfill around thedamaged or displaced area shall be removed and restored to the original approved condition. The repair
shall consist of a patch of the same type of geotextile being used and overlaying the existing geotextile.
When the geotextile seams are required to be sewn, the overlay patch shall extend a minimum of 1 footbeyond the edge of any damaged area and joined by sewing as required for the original geotextile exceptthat the sewing shall be a minimum of 6 inches from the edge of the damaged geotextile. Geotextile
panels joined by overlap shall have the patch extend a minimum of 2 feet from the edge of any damaged
area.
Geotextile shall be placed in accordance with the following applicable specification according to the use
indicated in section 7:
Slope protection—The geotextile shall not be placed until it can be anchored and protected withthe specified covering within 48 hours or protected from exposure to ultraviolet light. In no caseshall material be dropped on uncovered geotextile from a height of more than 3 feet.
Subsurface drains—The geotextile shall not be placed until drainfill or other material can be used
to provide cover within the same working day. Drainfill material shall be placed in a manner thatprevents damage to the geotextile. In no case shall material be dropped on uncovered geotextile
from a height of more than 5 feet.
Road stabilization—The geotextile shall be unrolled in a direction parallel to the roadway
centerline in a loose manner permitting conformation to the surface irregularities when the
roadway fill material is placed on its surface. In no case shall material be dropped on uncovered
geotextile from a height of more than 5 feet. Unless otherwise specified, the minimum overlap ofgeotextile panels joined without sewing shall be 24 inches. The geotextile may be temporarily
secured with pins recommended or provided by the manufacturer, but they shall be removed
before the permanent covering material is placed.

6. Measurement and payment
Method 1—For items of work for which specific unit prices are established in the contract, the quantity ofgeotextile for each type placed within the specified limits is determined to the nearest specified unit bymeasurements of the covered surfaces only, disregarding that required for anchorage, seams, andoverlaps. Payment is made at the contract unit price. Such payment constitutes full compensation for thecompletion of the work.
Method 2—For items of work for which specific unit prices are established in the contract, the quantity ofgeotextile for each type placed with the specified limits is determined to the nearest specified unit bycomputing the area of the actual roll size or partial roll size installed. The computed area will include theamount required for overlap, seams, and anchorage as specified. Payment is made at the contract unit
price. Such payment constitutes full compensation for the completion of the work.
Method 3—For items of work for which specific lump sum prices are established in the contract, thequantity of geotextile is not measured for payment. Payment for geotextiles is made at the contract lumpsum price and constitutes full compensation for the completion of the work.
All methods—The following provisions apply to all methods of measurement and payment.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 7 of this specification.

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7.

Items of work and construction details
In Section 5, Placement, Method 2 shall apply.
In Section 6, Measurement and payment, Method 1 shall apply.
Geotextiles shall be non-woven Class I and meet Material Specification 592.
Items of work to be performed in conformance with this specification and the construction details
therefore are:a.

b.

Bid Item 32, Geotextile(1)

This item shall consist of furnishing and placing the geotextile for embankment
upstream rock blanket, rock around the impact basin, RCC chute spillway, androck lined outlet as shown on the drawings.

(2)

Placing the geotextile for the rock riprap includes all excavation, fill and backfill
required for keying geotextile into the slope, as shown on the drawings.

(3)

The geotextile shall be placed immediately prior to the placement of rock riprap.
Geotextile placement must be approved by the Engineer before rock placement.

Subsidiary, Geotextile, Crushed Stone Pad(1)

This item shall consist of furnishing and placing the geotextile for the crushedstone pad as shown on the drawings.

(2)

The geotextile shall be placed on the sides and bottom of the pad.

(3)

Separate payment will not be made for this item. Compensation for this item will
be included in the payment for the bid item for Concrete, Structural.

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Construction Specification 99—Conduit Abandonment
1. Scope
The work consists of furnishing and installing cellular concrete to fill a conduit.
2. Material
Admixtures must conform to the requirements of Material Specification 533, Chemical Admixtures forConcrete. If air-entraining cement is used, any additional air-entraining admixture must be of the same
type as that in the cement.
Fly ash must conform to the requirements of Material Specification 532, Supplementary Cementitious
Materials, for the specified class.
Foaming agents must conform to the requirements of ASTM C869.
Portland cement must conform to the requirements of Material Specification 531, Portland Cement, forthe specified type.
Water reducing and/or retarding admixtures must conform to the requirements of Material
Specification 533, Chemical Admixtures for Concrete.
Water used for the job mix must be clean and free from injurious amounts of oil, salt, acid, alkali,organic matter or other deleterious substances. Potable water may be used without testing. Nonpotablewater must conform to the requirements of ASTM C1602.

3. Terminology
For the purpose of this specification the following definitions and terms apply:
bulkhead – A form, seal, or other apparatus installed to contain cellular concrete in the abandoned
conduit.
cellular concrete – A lightweight concrete having a homogeneous void or cell structure made with afoaming agent, which may contain typical concrete admixtures or supplementary cementitious
materials, such as fly ash; synonymous with grout.
cold weather – The condition that exists when the average daily ambient temperature is less than 40
degrees Fahrenheit for 3 consecutive days and the temperature is less than 50 degrees Fahrenheit for
more than one-half of any 24-hour period.
engineer – The person responsible to the contracting officer or owner for verifying the technicaladequacy of the work.
gauge saver – A device installed between a grout line and a pressure gauge to prevent grout fromentering the pressure gauge.
grout line – Equipment through which the cellular concrete is pumped to the point of deployment.
hot weather – Any combination of high temperatures, low relative humidity, high winds, and solar
radiation that impairs the quality of freshly mixed or hardened concrete or grout by accelerating the rateof moisture loss and rate of cement hydration or otherwise causes detrimental results.
inline rotor-stator mixer – A type of high-shear mixer that can be installed in a grout line and used to
combine foam or a foaming additive with neat-cement grout.
job mix – A cellular concrete mix that has been designed to comply with this specification and has theengineer’s concurrence for its specified use.
neat-cement grout – A mixture of Portland cement and water that may contain admixtures or a
supplementary cementitious material such as fly ash.
prefoamed grout – A mixture of Portland cement, water, and a foaming agent that may contain(210-VI-NEH, February 2015)99-1

additives or a supplementary cementitious material such as fly ash.
pumped cellular concrete – Cellular concrete sampled at or beyond the point of grout line discharge.
prepumped cellular concrete – Cellular concrete sampled at the mixer before it is pumped through the
grout line.
slick line – Tubing that is used to deliver cellular concrete to a point within the abandoned conduit.
4. Submittals
At least 14 days before filling the conduit, furnish the engineer a written plan for the operation. Include
evidence satisfactory to the engineer that the cellular concrete will be installed by a contractor having
completed a minimum of 10 cellular concrete installations that are similar in nature to that specified.
Include a cellular concrete mix design report with a statement of all materials to be incorporated into
the mix, the mix proportions, and evidence that the materials and the mix meet specification
requirements. Provide results of ASTM C232 for bleeding, ASTM C495 for compressive strength, andwet density as specified in section 9. Include a detailed description of the mechanisms that will be used
for producing and conveying the job mix into the conduit. Address the installation of bulkheads, vents,
grout nipples, slick lines, and any other materials and equipment necessary to maintain pressure andflow of the mix. Once approved by the engineer, the statement of materials and proportions will
constitute the job mix. Any change to the job mix must be approved by the engineer.
Include any materials and methods proposed to seal holes and separated joints. A description of bonding
surface preparation and adhesives must be included.
When applicable, include a plan for confined space entry or permit-required confined space entry, as
applicable, as defined in OSHA 1910.
After approval of the plan, it must not change without prior written notice and the engineer’s
concurrence with the change.
During the grouting operation, the contractor must furnish the engineer a record of the mix ingredientsand proportions. Any materials batched offsite shall must include the time of batching and the time theload was discharged.
Report the results of onsite testing to determine that cellular concrete density and temperature comply
with specification requirements at the time of determination.
Submit a final written report to the engineer including all test results. Include location, date, and time ofsampling and testing with all density values. Described corrective actions including, but not limited to,mix proportion adjustments, adjustments in foam generation, and pumping pressure adjustments.
Include the results of oven-dry density and 28-day compressive strength tests made and reported inaccordance with ASTM C495.

5. Design of Job Mix
Proportion the mix according to recommendations of the manufacturer of the foaming admixture.
Use Portland cement and a pozzolan such as fly ash with the amount of pozzolan ranging from 25 to 50
percent of the volume of cementitious materials.
Control the water/cementitious materials ratio so that bleeding does not occur.
The job mix must have a wet density ranging from 40 to 70 pounds per cubic foot.
The job mix 28-day compressive strength must equal or exceed 200 pounds per square inch.

(210-VI-NEH, February 2015)99-2

6. Preparing the Conduit
Remove all sediment and debris from the conduit, and flush it with water prior to installing the carrier
pipe. The quality of the water must be such that no residue remains in the conduit after flushing.
Remove all standing water from within the conduit prior to filling with cellular concrete.
Holes in the conduit or separated joints must be sealed unless otherwise specified in section 11.

7. Mixers and Mixing
Cellular concrete production must comply with requirements set forth by the manufacturer of the foaming
admixture and this specification.
Neat-cement grout to be used in the production of the job mix may be batched and mixed on site orbatched and mixed elsewhere and transported to the site. Use a high-speed paddle or high-shear mixer tomix the foaming agent or prefoamed grout with the neat-cement grout. A concrete drum mixer must not
be used for adding foam or a foaming agent to the job mix.
If an inline rotor-stator mixer is used for incorporating prefoamed grout into the neat-cement grout, installa point of discharge with a valve just beyond the inline mixer for the purpose of sampling and measuring
the prepumped wet density of the job mix.
The prepumped wet density of the job mix must not vary more than 2 pounds per cubic foot throughout
the grouting operation.

8. Grouting
Convey and pump the job mix into the conduit within 90 minutes after the introduction of the cement to
the mix. The mix shall must be conveyed and pumped as rapidly as practical at pressures at or below thespecified maximum.
Pump the job mix with progressive cavity pumps, positive displacement pumps, eccentric screw pumps,
eccentric cavity pumps, peristaltic pumps, or other nonpulsing pumps. Piston pumps and other pumps
which subject the mix to pulsing pressures shall must not be used.
The pumped wet density must not vary more than 5 pounds per cubic foot and must be maintained,
throughout the grouting operation, within 5 pounds per cubic foot of the prepumped density.
Pumping—Pumping pressure must be controlled and provisions made to guard against sudden failure ofpump lines, and bulkheads, or and pressure-induced separation of the conduit.
With both vents open, pump the job mix into a grout nipple in the downstream bulkhead. Close thedownstream vent when cellular concrete begins flowing from the vent.
Cellular concrete may be conveyed the entire length of the pipe from the bulkhead provided the whole
conduit is filled and the pressure at the point of discharge does not exceed the maximum pressure
specified in section 11.
Discharge the job mix at multiple points in the abandoned conduit if the job mix cannot be deployedthroughout the conduit without exceeding the specified maximum pressure or damaging the bulkheads orconduit. When discharging at multiple points is necessary, begin pumping into the shortest slick line andproceeding to the next shortest slick line, repeating the process to completely fill the abandoned conduit.
Hold period—With all vents, slick lines, and all unconnected grout nipples closed, maintain 2 to 4
pounds per square inch pressure on the closed system for a minimum of 5 minutes. After the holdperiod, close the connected grout nipple and disconnect the grout line. Leave the bulkheads in place fora minimum period of 24 hours after the hold period or until the job mix is set as determined.

(210-VI-NEH, February 2015)99-3

Determining if the job mix has set—Fill a container having a minimum volume of 0.2 cubic foot withcellular concrete discharged from the grout line. Seal the container to prevent drying or evaporation andstore it away from sunlight. The mix will have set when it will not flow from the open container.
Cold weather—The job mix must not be conveyed and pumped into the conduit during cold weather
unless it is insulated or otherwise prevented from freezing for a period of 24 hours after setting. The
temperature of the mix must equal or exceed 40 degrees Fahrenheit at the time of pumping into the
conduit.
Hot weather—In hot weather or under conditions contributing to quick stiffening of the mix, the time
between the introduction of the water into the mix and pumping must not exceed 45 minutes. The
engineer may allow a longer time, provided the setting time of the mix is increased a corresponding
amount by the addition of an approved set-retarding admixture. The temperature of mix must not exceed
90 degrees Fahrenheit at the time of pumping into the annular space.

9. Monitoring and testing
Monitor wet density of prepumped and pumped cellular concrete throughout the grouting operationand make adjustments to comply with this specification.
Use a cylindrical container of known weight and volume to monitor the wet density of prepumped andpumped cellular concrete. The container must be at least 0.2 cubic foot in volume and made of
nonabsorbent material. Tap the sides of the container by hand or rubber mallet while collecting a
representative sample of cellular concrete. Overfill the container and screed excess concrete with a sawing
motion using a glass, acrylic, or metal strike-off plate. Clean excess concrete from the container exterior
and weigh the sample with a scale accurate to 0.1 pounds. Compute and record the wet density to thenearest 0.5 pound per cubic foot.
Test prepumped wet density at the beginning of cellular concrete production and test pumped wet density
prior to connecting the grout line to the grout nipple entering the conduit. Test prepumped and pumped
wet density at least every 30 minutes during the grouting operation, when there are visually noticeablechanges in the cellular concrete, and after corrective actions to adjust the density.
Test the mix for bleeding according to ASTM C232.
Prepare strength test specimens according to ASTM C495. Obtain six initial strength specimens fromthe grout line discharge immediately prior to making the first grout nipple connection. Obtain six final
strength test specimens immediately prior to making the last grout nipple connection. Test specimens
for 28-day compressive strength and oven-dry density according to ASTM C495.

10. Measurement and payment
Payment for conduit abandonment will be made at the contract lump sum price and will constitute fullcompensation for all labor, equipment, materials, and all other items necessary and incidental to thecompletion of the work.
Compensation for any item of work described in the contract, but not listed in the bid schedule, is
included in the payment for the item of work to which it is made subsidiary. Such items and the items towhich they are made subsidiary are identified in section 11 of this specification.

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11.

Items of work and construction details
Items of work to be performed in conformance with this specification and the construction details
are:a.

Bid Item 33, Conduit Abandonment(1)This item consists of filling the existing principal spillway conduit designated to
be abandoned with the job mix as specified in Section 5.

(2)

Pipe shall be cleaned and flushed with water prior to placing grout.

(3)

The upstream and downstream ends of the abandoned, grouted pipe shall becovered with a minimum of 3 feet of earthfill and blended into adjacent surfaces.

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Material Specification 303—Lime
1. Scope
This specification covers the quality of hydrated lime and quicklime used in the treatment of clayey soils.
2. Quality
a. Hydrated Lime
(1) Hydrated lime shall meet the following requirements when tested in accordance with ASTM
C 25 or ASSHTO T 219.
Minimum available lime, reported as Ca(OH)2 = 90%
Maximum carbon dioxide (as-received basis) – 7%(2) The physical gradation of hydrated lime when tested in accordance with ASTM C 110 shallmeet the requirements of ASTM C 977.
b. Quicklime(1) Quicklime shall be in the granular, pebble or palletized form only if notapplied as a slurry. Maximum particle size in any dimension shall be ¾ inch.
Quicklime shall meet the following requirements when tested in accordancewith ASTM C 25:
Minimum available lime index, reported as CaO – 90%.
Maximum carbon dioxide (as-received basis) – 5%.
(2) Quicklime shall have a minimum slaking temperature rise of 40° C in threeminutes when tested in accordance with ASTM C 110.

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Material Specification 521—Aggregates for Drainfill and Filters
1. Scope
This specification covers the quality of mineral aggregates for the construction of drainfill and filters.
2. Quality
Drainfill and filter aggregates shall be sand, gravel, or crushed stone or mixtures thereof. Aggregates shallbe composed of clean, hard, durable, mineral particles free from organic matter, clay balls, soft particles,or other substances that would interfere with the free-draining properties of the aggregates.
Coarse aggregate may be crushed limestone or other material that has limestone particles included.
Aggregates from crushed limestone shall be thoroughly washed and screened to remove limestone dust,
limestone fines, and fine soil particles. Limestone shall not be used for fine aggregates except in
combination with other material, such that not more than 5 percent of the portion finer than the No. 4
sieve shall be limestone.
Aggregates shall be tested for soundness according to ASTM Method C88 and shall have a weighted
average loss in 5 cycles of not more than 12 percent when sodium sulfate is used or 18 percent whenmagnesium sulfate is used.

3. Grading
Drainfill and filter aggregates shall conform to the specified grading limits after being placed or after
being compacted when compaction is specified. Grading shall be determined by ASTM Method C136.
The percentage of material finer than the No. 200 sieve shall be determined by the method in ASTM
Designation C117.
4. Storing and handling
Drainfill and filter aggregates shall be stored and handled by methods that prevent segregation of particle
sizes or contamination by mixing with other material.

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Material Specification 522—Aggregates for Portland Cement Concrete
1. Scope
This specification covers the quality of fine aggregate and coarse aggregate for use in the manufacture ofPortland cement concrete.
2. Quality
Aggregate shall conform to the requirements of ASTM Specification C 33 for the specified sizes.
Aggregates that fail to meet any requirement may be accepted only when either:a. The specified alternate conditions of acceptance can be proven before the aggregates are used on
the job and within a period such that no work under the contract will be delayed by therequirements of such proof,orb. The specification for concrete expressly contains a provision of special mix requirements tocompensate for the effects of the deficiencies.
3. Reactivity with alkalies
The potential reactivity of aggregates with the alkalies in cement shall be evaluated by petrographic
examination and, where applicable, the chemical method of test, ASTM Designation C 289, or by the
results of previous tests or service records of concrete made from similar aggregates from the same
source. The standards for evaluating potential reactivity shall be as described in ASTM Specification C
33, appendix A1.
Aggregates indicated by any of the above to be potentially reactive shall not be used except under one of
the following conditions: a. Applicable test results of mortar bar tests made according to ASTM Method
C 227 are available which indicate an expansion of less than 0.10 percent at 6 months in mortar bars madewith cement containing not less than 0.8 percent alkalies expressed as sodium oxide; or b. Concrete madefrom similar aggregates from the same source has been demonstrated to be sound after 3 years or more ofservice under conditions of exposure to moisture and weather similar to those anticipated for the concrete
under these specifications.
Aggregates indicated to be potentially reactive, but within acceptable limits as determined by mortar bar
test results or service records, shall be used only with low alkali cement, containing less than 0.60 percent
alkalies expressed as sodium oxide.
4. Storing and handling
Aggregates of each class and size shall be stored and handled by methods that prevent segregation ofparticles sizes or contamination by intermixing with other material.

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Material Specification 523—Rock for Riprap
1. Scope
This specification covers the quality of rock to be used in the construction of rock riprap.
2. Quality
Individual rock fragments shall be dense, sound, and free from cracks, seams, and other defects conduciveto accelerated weathering. Except as otherwise specified, the rock fragments shall be angular to
subrounded. The least dimension of an individual rock fragment must be not less than one-third thegreatest dimension of the fragment. ASTM D4992 provides guidance on selecting rock.
Except as otherwise provided, the rock must be tested and must have the following properties:
Rock type 1• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.5 when tested in accordancewith ASTM D6473 on samples prepared as described for soundness testing.
• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473 on samples
prepared as described for soundness testing.
• Soundness—The weight loss in five cycles must not be more than 10 percent when sodium
sulfate is used or more than 15 percent when magnesium sulfate is used.
Rock type 2• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.5 when tested in accordancewith ASTM D6473 on samples prepared as described for soundness testing.
• Absorption—Not more than 2 percent when tested in accordance with ASTM D6473 on samples
prepared as described for soundness testing.
• Soundness—The weight loss in five cycles must be not more than 20 percent when sodium
sulfate is used or more than 25 percent when magnesium sulfate is used.
Rock type 3• Bulk specific gravity (saturated surface-dry basis)—Not less than 2.3 when tested in accordancewith ASTM D6473 on samples prepared as described for soundness testing.
• Absorption—Not more than 4 percent when tested in accordance with ASTM D6473 on samples
prepared as described for soundness testing.
• Soundness—The weight loss in five cycles must be not more than 20 percent when sodium
sulfate is used or more than 25 percent when magnesium sulfate is used.

3. Methods of soundness testing
Rock cube soundness—The sodium or magnesium sulfate soundness test for all rock types (1, 2, or 3)
must be performed on a test sample of 5,000 ± 300 grams of rock fragments, reasonably uniform in sizeand cubical in shape, and weighing, after sampling, about 100 grams each. They must be obtained fromrock samples that are representative of the total rock mass, as noted in ASTM D4992, and that have been
sawed into slabs as described in ASTM D5121. The samples shall further be reduced in size by sawing
the slabs into cubical blocks. The thickness of the slabs and the size of the sawed fragments must be
determined by the size of the available test apparatus and as necessary to provide, after sawing, theapproximate 100-gram samples. The cubes shall undergo five cycles of soundness testing in accordancewith ASTM C88.

(210–642–H, Amend.2, Sept. 2018)523-1

Internal defects may cause some of the cubes to break during the sawing process or during the initialsoaking period. Do not test any of the cubes that break during this preparatory process. Such breakage,
including an approximation of the percentage of cubes that break, must be noted in the test report.
After the sample has been dried following completion of the final test cycle and washed to remove thesodium sulfate or magnesium sulfate, the loss of weight shall be determined by subtracting from theoriginal weight of the sample the final weight of all fragments that have not broken into three or more
fragments.
The test report shall show the percentage loss of the weight and the results of the qualitative
examination.
Rock slab soundness—When specified, the rock shall also be tested in accordance with ASTM D5240.
Deterioration of more than 25 percent of the number of blocks is cause for rejection of rock from thissource. Rock must also meet the requirements for average percent weight loss stated below.
• For projects located north of the Number 20 Freeze-Thaw Severity Index Isoline (fig. 523–1),
unless otherwise specified, the average percent weight loss for Rock Type 1 must not exceed 20
percent when sodium sulfate is used or 25 percent when magnesium sulfate is used. For Rock Types
2 and 3, the average percent weight loss must not exceed 25 percent for sodium sulfate soundness or
30 percent for magnesium sulfate soundness.
• For projects located south of the Number 20 Freeze-Thaw Severity Index Isoline, unlessotherwise specified, the average percent weight loss for Rock Type 1 must not exceed 30 percent
when sodium sulfate is used or 38 percent when magnesium sulfate is used. For Rock Types 2 and3, the average percent weight loss must not exceed 38 percent for sodium sulfate soundness or 45
percent for magnesium sulfate soundness.
Figure 523-1
D5312)

Number 20 freeze-thaw severity index isoline (map approximates the map in ASTM

(210–642–H, Amend.2, Sept. 2018)523-2

4. Field durability inspection
Rock that fails to meet the material requirements stated above (if specified), may be accepted only if
similar rock from the same source has been demonstrated to be sound after 5 years or more of service
under conditions of weather, wetting and drying, and erosive forces similar to those anticipated for therock to be installed under this specification.
A rock source may be rejected if the rock from that source deteriorates in less than 5 years under similar
use and exposure conditions expected for the rock to be installed under this specification, even though itmeets the testing requirements stated above.
Deterioration is defined as the loss of more than one-quarter of the original rock volume, or severe
cracking that would cause a block to split. Measurements of deterioration are taken from linear or surface
area particle counts to determine the percentage of deteriorated blocks. Deterioration of more than 25
percent of the pieces is cause for rejection of rock from the source.

5. Grading
The rock must conform to the specified grading limits after it has been placed within the matrix of therock riprap. Grading tests must be performed, as necessary, according to ASTM D5519, Method A, B, or
C, as applicable.

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Material Specification 524—Aggregates for Roller Compacted Concrete
5. Scope
This specification covers the quality of mineral aggregates for the construction of roller compacted
concrete (RCC).
6. Quality
Aggregate shall conform to the quality requirements of ASTM Specification C33.
7. Grading
Aggregate gradation shall be within the limits provided below for the total aggregate weight in a unit
volume of RCC. For the sieve sizes shown below that are larger than #4, no more than 20 percent of thetotal aggregate shall be retained on an individual sieve. For sieve sizes smaller than 3/8 inch, at least 3
percent of the total aggregate shall be retained on each sieve.
Sieve size

Percent passing

2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200

100
85–10070–100
60–84
50–70
40–60
32–50
26–42
20–35
14–28
8–22
4–15
0–7

Unless otherwise specified, the fines (material passing the #200 sieve) shall have a plasticity index lessthan four.
Particle shape—The amount of flat and elongated particles with a length-to-width or width-to-thickness
ratio greater than 3:1, as determined by ASTM D4791, shall not exceed 25 percent on any individual
sieve size group nor a weighted average of 20 percent for all of the sieve sizes in the total gradation.

8. Reactivity with alkalies
The potential reactivity of aggregates with the alkalies in cement shall be evaluated by petrographic
examination and, where applicable, the chemical method of test, ASTM C289, or by the results ofprevious tests or service records of RCC or concrete made from similar aggregates from the same source.
The standards for evaluating potential reactivity shall be as described in ASTM C33, appendix A1.
Aggregates indicated by any of the above to be potentially reactive shall not be used unless applicable test
results of mortar bar tests made according to ASTM Method C227 are available and indicate an expansionof less than 0.10 percent at 6 months in mortar bars made with cement containing not less than 0.8 percent
alkalies expressed as sodium oxide.

(210–VI–NEH, January 2014)524-1

Aggregates indicated to be potentially reactive, but within acceptable limits as determined by mortar bar
test results or service records, shall be used only with low alkali cement, containing less than 0.60 percent
alkalies expressed as sodium oxide

9. AcceptanceAggregates that fail to meet any requirement may be accepted only when the specification for RCC
expressly contains either:a. Special provisions for acceptance that can be proven before the aggregates are used on the job
and within a period such that no work under the contract will be delayed by the requirements ofsuch proof, orb. Special provisions for specific mix requirements to compensate for the effects of the deficiencies.

10. Storing and handling
Aggregates shall be stored in stockpiles at specified storage areas. Separators, such as timbers, boards, orpre-cast concrete panels, shall be used between adjacent stockpiles to prevent the contamination andintermixing of dissimilar materials. The contractor shall be responsible for providing a system that
reliably and consistently stockpiles the aggregates and allows the withdrawal of the aggregates from thestockpiles without contamination or segregation. Segregated or contaminated aggregates will not beallowed in production of RCC(210–VI–NEH, January 2014)524-2

Material Specification 531—Portland Cement
1. Scope
This specification covers the quality of Portland cement
2. Quality
Portland cement shall conform to the requirements of ASTM Specification C 150 for the specific types of
cement. When Type I Portland cement is specified, Type IS Portland blast-furnace slag cement or Type IP
portland-pozzolan cement conforming to the requirements of ASTM Specification C 595 may be used
unless prohibited by the specifications.
When air-entraining cement is required, the contractor shall furnish the manufacturer's written statement
providing the source, amount, and brand name of the air-entraining component.

3. Storing and handling
Cement shall be stored and protected at all times from weather, dampness, or other destructive elements.
Cement that is partly hydrated or otherwise damaged will not be accepted.

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Material Specification 532—Supplementary Cementitious Materials
1. Scope
This specification covers the quality of supplementary cementitious materials for concrete.
2. Quality
Fly ash used as a partial substitution of Portland cement shall conform to the requirements of ASTM
C618, Class Cor F except the loss on ignition shall not exceed 3 percent, unless otherwise specified. Lotto-lot variation in the loss on ignition shall not exceed 1 percent. When specified, fly ash shall conform to
one or more of the supplementary optional physical requirements listed in ASTM C618.
Blast-furnace slag used as a partial substitution of Portland cement shall conform to ASTM Standard
C989 for ground granulated blast-furnace slag.
Silica fume used as a partial substitution of Portland Cement shall conform to ASTM C1240.

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Material Specification 533—Chemical Admixtures for Concrete
1. Scope
This specification covers the quality of chemical admixtures for manufacturer of Portland cement
concrete
2. Quality
Air-entraining admixtures shall conform to the requirements of ASTM Specification C 260.

Water-reducing and/or retarding admixtures shall conform to the requirements of ASTM Specification C
494, Types A, B, D, F, or G.
Plasticizing or plasticizing and retarding admixtures shall conform to ASTM C 494, Types F or G, or C
1017 as applicable.
Accelerating or water-reducing and accelerating admixtures shall be noncorrosive and conform to therequirements of ASTM Specification C 494, Types C and E. The manufacturer shall provide long-term
test data results from an independent laboratory verifying that the product is noncorrosive when used inconcrete exposed to continuously moist conditions.

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Material Specification 534—Concrete Curing Compound
1. Scope
This specification covers the quality of liquid membrane-forming compounds suitable for spraying on
concrete surfaces to retard the loss of water during the concrete curing process.
2. Quality
The curing compound shall meet the requirements of either ASTM Specification C 309 or C 1315. If
Type 1 is specified, a fugitive dye shall be used.
3. Delivery and storage
All curing compounds shall be delivered to the site of the work in the original container bearing the nameof the manufacturer and the brand name. The compound shall be stored in a manner that prevents damage
to the container and protects water-emulsion types from freezing.

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Material Specification 535—Preformed Expansion Joint Filler
1. Scope
This specification covers the quality of preformed expansion joint fillers for concrete.
2. Quality
Preformed expansion joint filler shall conform to the requirements of ASTM Specification D 1752, TypeI, Type II, or Type III, unless bituminous type is specified. Bituminous type preformed expansion joint
filler shall conform to the requirements of ASTM Specification D 994, or D 1751.

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Material Specification 536—Sealing Compound for Joints for Concrete
and Concrete Pipe
1. Scope
This specification covers the quality of sealing compound for filling joints in concrete pipe and concrete
structures.
2. Type
The compound must be a cold-application material unless otherwise specified.
3. Quality
The sealing compound must conform to the requirements of one of the following specifications:•

ASTM Specification C990—Joints for concrete pipe, manholes, and precast box sections using
preformed flexible joint sealants.

•

ASTM Specification C877—External sealing bands for concrete pipe, manholes, and precast box
sections.

•

ASTM Specification D6690—Standard Specification for Joint and Crack Sealants, Hot Applied,for Concrete and Asphalt Pavements.

•

ASTM Specification C920—Elastomeric joint sealants for cold applied sealing and caulking of
joints on mortar and concrete structures not subject to fuel spills. Use type S or M, grade NS for
vertical joints; use type S or M, grade P or NS for horizontal joints. For class 25, use type M.

The sealing compound if used with other joint material, such as fillers or gaskets, must becompatible.

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Material Specification 539—Steel Reinforcement (for concrete)
1. Scope
This specification covers the quality of steel reinforcement for reinforced concrete.
2. Quality
All reinforcement shall be free from loose or flaky rust, soil, oil, grease, paint, or other deleterious matter.
Steel bars for concrete reinforcement shall be grade 40, 50, or 60 deformed bars conforming to one of thefollowing specifications:•Deformed and plain billet-steel bars for concrete reinforcement—ASTM A 615•

Rail-steel deformed bars for concrete reinforcement—ASTM A 996•

Axle-steel deformed bars for concrete reinforcement—ASTM A 996

Dowels shall be plain round bars conforming to the same specifications listed above for steel bars.
Fabricated deformed steel bar mats for concrete reinforcement shall conform to the requirements of
ASTM A 184.
Plain steel welded wire reinforcement for concrete reinforcement shall conform to the requirements of
ASTM A 185.
Deformed steel welded wire reinforcement for concrete reinforcement shall conform to the requirementsof ASTM A 497.
Epoxy-coated steel bars for concrete reinforcement shall conform to the requirements of ASTM A 775.

3. Dimensions of welded wire reinforcement
Gauges, diameters, spacing, and arrangement of wires for welded steel wire fabric shall be as defined forthe specified style designations.
4. Storage
Steel reinforcement inventories at the site of the work shall be stored above the ground surface on
platforms, skids, or other supports and shall be kept clean and protected from mechanical injury andcorrosion.

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Material Specification 541—Reinforced Concrete Pressure Pipe
1. Scope
This specification covers the quality of reinforced concrete pressure pipe and fittings.

2. Manufacture and fabrication
The pipe, the material used in its manufacture, and the methods of fabrication shall conform to therequirements of the following specifications applicable to the specified type of pipe.
Steel cylinder type, pre-stressed—AWWA Standard C301 for Pre-stressed Concrete Pressure Pipe, Steel
Cylinder Type, for Water and Other Liquids.
Steel cylinder type, not pre-stressed—AWWA Standard C300 for Reinforced Concrete Pressure Pipe,
Steel Cylinder Type, for Water and Other Liquids.
Noncylinder type, not pre-stressed—AWWA Standard C302 for Reinforced Concrete Pressure Pipe, NonCylinder Type, for Water and Other Liquids.
Steel cylinder type, pre-tensioned—AWWA Standard C303 for Concrete Pressure Pipe, BarWrapped,
Steel Cylinder Type for Water and Other Liquids.
Low head pressure pipe—ASTM Specification C 361.
The following specification sections shall not apply:
a. AWWA C300 and C301, sections 1.5 and 1.6.
b. AWWA C302 and C303, sections 4.2 and 4.3.

3. Design
The actual pipe and fittings shall be designed by the manufacturer to withstand the specified externalloads and internal pressures. Designs shall be by either of the following methods as applicable to the typeof pipe specified:
Indirect design—ASTM C497 for Standard Test
Method for Concrete Pipe, Manhole Sections, or Tile. Pipe design shall be based on the results of external
crushing strength tests on a minimum 2-foot length of pipe or a specimen of equivalent size, design, andmaterial. The test shall demonstrate the following bearing loads: • For pipe manufactured according to
ASTM C361, AWWA C300, or AWWA C302, the load required to produce a 0.01-inch crack 1 footlong. • For pipe manufactured according to AWWA C301, the load required to produce a 0.001inch crack
1 foot long or the load 10 percent greater than the specified three-edge bearing strength, whichever occurs
first.
In lieu of actual testing for this contract, pipe design may be based on design curve previously approved
and published by the Natural Resources Conservation Service.
Direct design—AWWA C304 for Design of PreStressed Concrete Cylinder Pipe or AWWA Manual M9for Concrete Pressure Pipe. Pipe design shall be based on structural analysis and design calculations.
Standard design—ASTM C361 for Reinforced Concrete Low Head Pressure Pipe. Pipe design shall be as
published in the standard.

4. Steel reinforcement
The steel reinforcements shall conform to the requirements of the specifications cited in section 2 for the
specified type of pipe except that elliptical reinforcing cages or other reinforcements that require special
orientation of the pipe during placement are not allowed.

(210–VI-NEH, May 2001)541-1

5. Joints
The pipe joints shall conform to the requirements of the applicable specification for the pipe. They shallbe bell-and-spigot type or double-spigot-and-sleeve type and shall have a positive groove in the spigot to
contain the rubber gasket. The size and shape of the groove shall be such that it prevents displacement of
the gasket by either internal or external water pressure when the joint is in any position within therequired range of movement capability. Joint sleeves, also referred to as collars or coupling bands, shallconform to the requirements for bell rings in the applicable pipe specification.
The joints shall be constructed to permit relative movement of the adjoining pipe sections with no
reduction of watertightness. The joint length and the limiting angle defining the required capability ofrelative movement at each joint shall be no less than specified.
Joint length refers to the permissible axial movement in the joint. It is defined as the maximum distancethrough which the spigot can move, relative to the bell or sleeve, from the fully engaged to the fully
extended condition of the joint when the adjoining pipe sections are in parallel, concentric alignment. The
joint is considered to be fully engaged when the spigot is inserted as far as it will go into the bell or sleeveand is fully extended when it is inserted the least amount that will ensure full confinement of the gasket
and complete watertightness.
Joint length specified for double-spigot joints refers to the permissible movement in each of the spigottosleeve connections, not the sum of the two.
The limiting angle of the joint is defined as the maximum deflection angle between adjoining pipe
sections the joint will permit before the outer surface of the spigot comes into direct contact with inside of
the mating bell or sleeve. If both spigot-to-sleeve connections of a double-spigot joint permit angularmovement, the limiting angle of the joint is the sum of the two deflection angles permitted by the twoconnections.

6. Gaskets
The pipe joint gaskets shall conform to the requirements of the specifications cited in section 2 of thisspecification. They shall be endless rubber gaskets having circular cross section. The crosssectional
diameter of the gaskets shall conform to the pipe manufacturer's recommendation for the typeand size of pipe furnished.

7. Marking
All pipe sections and special fittings shall be marked by the manufacturer with the manufacturer's nameor trademark, the date of manufacture, the nominal size, design head, design external load, and thestructure site for which it was designed and manufactured.
8. Certification
All component material and actual pipe fabrication shall be tested, inspected, and documented asprescribed in the manufacturing specifications for the type of pipe specified. All documentation as notedin the manufacturing specifications shall be submitted to the engineer. Documentation shall include
current test reports on steel and steel wire reinforcing and compression tests of concrete used in the
manufacture of the furnished pipe. Current tests are those that have been conducted within the last year.
For pipe design based on actual external crushing strength tests, the engineer shall witness the actual test.
For pipe design based on published design curves, a copy of the appropriate design curve marked to show
the resultant concrete core stress and corresponding three-edge bearing load and a specification sheet
showing all data and dimensions necessary to calculate the resultant core stress for the pipe furnishedshall be submitted to the engineer.

(210–VI-NEH, May 2001)

541-2

For pipe design based on structural analysis and calculations, such analysis and calculations shall be
submitted to the engineer. Printouts of such calculations by computer programs shall be sufficiently
detailed to enable comparison with standardized procedures and methods.
Drawings, details, and descriptions of the pipe joints as necessary to show that the joint conforms to thespecified requirements shall also be submitted.

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Material Specification 547— Plastic Pipe
1. Scope
This specification covers the quality of poly vinyl chloride (PVC), polyethylene (PE), high-density
polyethylene (HDPE), and acrylonitrile-butadiene-styrene (ABS) plastic pipe, fittings, and joint materials.
2. Material
Pipe —The pipe must be as uniform as commercially practicable in color, opaqueness, density, and otherspecified physical properties. It must be free from visible cracks, holes, foreign inclusions, or otherdefects. The dimensions of the pipe must be measured as prescribed in ASTM D2122.
Unless otherwise specified, the pipe must conform to the requirements listed in this specification and theapplicable reference specifications in table 547–2, the requirements specified in Construction
Specification 45, Plastic Pipe, and the requirements shown on the drawings.
Fittings and joints —Fittings and joints must be of a schedule, SDR or DR, pressure class, external load
carrying capacity, or pipe stiffness that equals or exceeds that of the plastic pipe. The dimensions offittings and joints must be compatible with the pipe and measured in accordance with ASTM D2122.
Joint and fitting material must be compatible with the pipe material. The joints and fittings must be as
uniform as commercially practicable in color, opaqueness, density, and other specified physicalproperties. They must be free from visible cracks, holes, foreign inclusions, or other defects.
Fittings and joints must conform to the requirements listed in this specification, the requirements of theapplicable specification referenced in the ASTM or AWWA specification for the pipe, the requirements
specified in Construction Specification 45, and the requirements shown on the drawings.
Solvents —Solvents for solvent welded pipe joints must be compatible with the plastic pipe used andmust conform to the requirements of the applicable specification referenced in the ASTM or AWWA
specification for the pipe, fitting, or joint.
Gaskets —Rubber gaskets for pipe joints must conform to the requirements of ASTM F477, Elastomeric
Seals (Gaskets) for Jointing Plastic Pipe.

3. Perforations
When perforated pipe is specified, perforations must conform to the following requirements unlessotherwise specified in Construction Specification 45 or shown on the drawings:
a. Perforations must be either circular or slots.
b. Circular perforations must be 1/4 ± 1/16-inch diameter holes arranged in rows parallel to the axisof the pipe.
c. Perforations must be evenly spaced along each row such that the center-to-center distance
between perforations is not less than eight times the perforation diameter. Perforations may
appear at the ends of short and random lengths. The minimum perforation opening per foot ofpipe must be as shown in table 547–1.

(210–642-H, _Ed., Amend, Oct 2017)547-1

Table 547–1

Perforations

Nominalpipe size

Minimum number of rows
circular
slot

(in)

Minimum
opening/foot
(in2)

4

4

2

0.22

6

4

2

0.44

8

4

2

0.44

10

4

2

0.44

12

6

2

0.66

d. Rows must be arranged in two equal groups at equal distance from the bottom on each side of thevertical centerline of the pipe. The lower-most rows of perforations must be separated by an arcof not less than 60 degrees or more than 125 degrees. The uppermost rows of perforations must
be separated by an arc not to exceed 166 degrees. The spacing of rows between these limits must
be uniform. The minimum number of rows must be as shown in table 547–1.
e. Slot perforations must be symmetrically located in two rows, one on each side of the pipe
centerline. Slot perforations must be located within the lower quadrants of the pipe with slots nowider than 1/8 inch and spaced not to exceed 11 times the perforation width. Minimum
perforation opening per lineal foot of pipe must be as shown in table 547–1.
f. On both the inside and outside of the pipe, perforations must be free of cuttings or frayed edges
and of any material that would reduce the effective opening.

(210–642-H, _Ed., Amend, Oct 2017)547-2

Table 547–2

Pipe specification

Pipe

Specification

Poly vinyl chloride (PVC) pipe
Plastic pipe - Schedules 40, 80, 120

Plastic drain, waste, and vent pipe and fittings
Joints for IPS PVC pipe using solvent weld cement
Composite sewer pipe
Type PSM PVC sewer pipe and fittings
Large-diameter gravity sewer pipe and fittings
Smooth-wall underdrain systems for highway, airport, and similar drainage
Profile gravity sewer pipe and fittings based on controlled inside diameter
Corrugated sewer pipe with a smooth interior and fittings
Pressure pipe, 4-inch through 12-inch for water distribution
Water transmission pipe, nominal diameters 14-inch through 36-inch

ASTM D1785
ASTM D2466
AWWA C900
ASTM D2241
ASTM D2665
ASTM D2672
ASTM D2680
ASTM D3034
ASTM F679
ASTM F758
ASTM F794
ASTM F949
AWWA C900
AWWA C905

Polyethylene (PE) plastic pipe
Schedule 40
12 to 60-inch annular corrugated profile-wall polyethylene (PE) pipe and fittings
SIDR-PR based on controlled inside diameter
Schedules 40 and 80 based on outside diameter
SDR-PR based on controlled outside diameter

ASTM D2104
ASTM F2306
ASTM D2239
ASTM D2447
ASTM 3035

High-density polyethylene (HDPE) plastic pipe
Plastic pipe and fittings
SDR-PR based on controlled outside diameter
Heat joining polyolefin pipe and fittings

ASTM D3350
ASTM F714
ASTM D2657

Acrylonitrile-butadiene-styrene (ABS) pipe
Plastic pipe, schedules 40 and 80
Composite sewer pipe

ASTM D1527
ASTM D2680

Pressure rated pipe - SDR Series(210–642-H, _Ed., Amend, Oct 2017)547-3

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Material Specification 553—Ductile-Iron Pipe
1. Scope
This specification covers the quality of ductile-iron pipe and fittings.
2. Pipe
Ductile-Iron Pipe shall conform to the requirements of ANSI/AWWA C151/A21.51, Ductile-Iron Pipe,
Centrifugally Cast in Metal Molds or Sand-Lined Molds for Water or Other Liquids, and ANSI/AWWA
C115/A21.15, Flanged Ductile Iron Pipe with Threaded Flanges.
3. Fittings
Ductile-iron pipe fittings shall conform to the requirements of ANSI/AWWA C110/A21.10, Ductile-Ironand Gray Iron Fittings, 3 through 48 inch, for Water and Other Liquids, and ANSI/AWWA C153/A21.53,
Ductile-Iron Compact Fittings, 3 through 12 inch, for Water and Other Liquids.
4. Joints
Rubber-gasket joints for ductile-iron pipe and fittings where either mechanical or push-on joints
are used shall conform to the requirements of ANSI/AWWA C111/A21.11, Rubber Gasket
Joints for Ductile Iron and Gray Iron Pressure Pipe and Fittings.
5. Lining
Interior lining for ductile-iron pipe and fittings shall conform to the requirements of
ANSI/AWWA C104/A21.4, Cement Mortar Lining for Ductile Iron Pipe and Fittings for Water.
6. Encasement
Encasement for ductile iron pipe and fittings shall conform to the requirements of ANSI/AWWA
C105/A21.5, Polyethylene Encasement for Ductile Iron Pipe for Water and Other Liquids.

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Material Specification 571—Slide Gates
1. Scope
This specification covers the quality of metal slide gates for water control.

2. Class and type of gate
The class of gate is expressed as a numerical symbol composed of the seating head and unseating head.
The two numbers are separated by a hyphen with the seating head listed first. For this purpose, the heads
must be expressed in terms of feet of water. Gates must be of the specified types as defined below:
Light dutyType MLS-1

Cast iron with cast iron seat facings

Type MLS-2

Fabricated metal

Moderate dutyType MMS-1 Cast iron with bronze seat facings, cast iron or galvanized structural steel guides, andgalvanized steel, bronze, or stainless steel fasteners.
Type MMS-2 Cast iron with bronze seat facings, cast iron or stainless steel guides, and bronze or stainlesssteel fasteners. Guides and fasteners are stainless steel, when specified.
Heavy-dutyType MHS-1 Gray cast iron slides, frames, guides, and yokes, fitted with bronze seat facings, bronze
wedges and wedge blocks or wedge seat facings, and bronze stem blocks or thrust nuts, bronze or stainlesssteel fasteners, and cold-rolled steel stems except where stainless steel stems are specified.
Type MHS-2 Gray cast iron slides, frame, guides, and yokes, fitted with stainless steel seat facings,
wedges, wedge seat facings, stems and fasteners and austenitic cast iron stem blocks or thrust nuts.
Type MHS-3 Austenitic gray cast iron slides, frames, guides, and yokes, fitted with nickel-copper alloy
seat facings, wedges, wedge seat facings, stems and fasteners and austenitic cast iron stem blocks or thrustnuts.
3. Quality of material
Material for slide gates and appurtenances must conform to the requirements of the applicablespecifications listed below for the alloy, grade, type, or class of material and the condition and finish
appropriate to the structural and operational requirements.
Material

ASTM specification

Cast iron and gray cast iron...............................................A48, Class 30 A126, Class B
Austenitic cast iron.............................................................A436
Structural steel shapes, plates...........................................A36 and bars
Cold rolled steel...................................................................A108
Carbon steel bars.................................................................A108 or A575
Stainless steel......................................................................A167, A276, A582; Type 302, 303, 304, or 304L
Castings, nickel and nickel alloy........................................A494
Carbon steel sheets and strips...........................................A1011
Zinc-coated carbon steel sheets..........................................A653 or A924

(210–642–H, Amend.2, Sept. 2018)571-1

Bronze bar, rods, shapes.....................................................B21 or B98
Naval bronze........................................................................B21
Phosphor bronze..................................................................B103 or B139
Manganese bronze...............................................................B138 or B584
Silicon bronze.......................................................................B98 or B584
Cast bronze..........................................................................B584
Nickel-copper alloy plate, sheet..........................................B127 strip
Nickel-copper alloy rod or bar.............................................B164
Rubber for gaskets and seals..............................................D395, D412, D471, D572, or D2240
Galvanizing (zinc coating) must conform to the requirements of Material Specification 582.

4. Fabricated metal gates (light-duty gates)
Fabricated metal gates must be built to withstand the seating head expressed by the gate class designation.
Unless otherwise specified, the gates must be galvanized steel with flat-back frames.
5. Cast iron gates (light-duty gates)
The frame must be cast iron of the specified type. The front face must be machined to receive the gate
guides.
The gate slide must be cast iron and be fabricated to withstand the seating and unseating heads expressedby the gate class designation as defined in section 2 of this specification.
Grooves must be cast on the vertical sides of the slide to match the guide angles.
The gate guides must be galvanized structural steel and be fabricated to withstand the total thrust of thegate slide from water pressure and wedge action under maximum operating conditions.
Wedges and wedge seats must have smooth bearing surfaces. Wedges may be cast as integral parts of theslide. Removable wedges and wedge seats must be fastened to the slide, frame, or guides by means ofsuitable studs, screws, or bolts and be firmly locked in place after final adjustment. Each interacting set ofwedge and wedge seat must be adjustable as needed to ensure accurate and effective contact. Adjustingbolts or screws must be bronze or galvanized steel.
Seat facings must be machined to a smooth finish to ensure proper watertight contact.
6. Frame or seat (moderate- and heavy-duty gates)
The frame must be cast iron and of the specified type. The front face must be machined to receive thegates guides, and the rear face must be machined as required to match the specified attaching means. For
heavy-duty gates, a dovetailed groove must be machined on the perimeter of the front face to receive theseat facing.
7. Gate slide (moderate- and heavy-duty gates)
The gate slide must be cast iron, rectangular in shape, and have horizontal and vertical stiffening ribs ofsufficient section to withstand the seating and unseating heads expressed by the gate class designation as
defined in section 2 of this specification. For heavy-duty gates, a dovetailed groove must be machined on
the perimeter of the slide face to receive the seat facing.
Tongues must be machined on the vertical sides of the slide along its entire height to match the guidegrooves and angles with a maximum clearance of 1/16 inch for gates smaller than 54 inches by 54 inches,and 1/8 inch for larger gates.
A nut pocket with reinforcing ribs must be integrally cast on the vertical centerline and above thehorizontal centerline of the slide. The pocket must be of a shape adequate to receive a flat-backed thrustnut or stem block and be built to withstand the opening and closing thrust of the stem.

(210–642–H, Amend.2, Sept. 2018)571-2

8. Gate guides (moderate- and heavy-duty gates)
The gate guides must be built to withstand the total thrust of the gate slide from water pressure and wedge
action. The gate guides must be cast iron for heavy-duty gates.
Grooves must be machined-in cast iron guides to receive the tongue on the gate slide throughout the entire
length of the guide.
The guides must be of adequate length to retain a minimum of one-half the height of the gate slide when
the gate is fully opened.
9. Wedges and wedge seats (moderate- and heavy-duty gates)
Pads for supporting wedges, wedge seats (or blocks), and wedge loops (or stirrups) must be cast as
integral parts of the gate frame, slide, or guides and be accurately machined to receive those parts.
Wedges and wedge seats must have smooth bearing surfaces for moderate-duty gates and have machine
finish bearing surfaces for heavy-duty gates. Removable wedges may be cast as integral parts of the slide
for moderate-duty gates. Wedges must be fastened to the gate slide, frame, or guides with suitable studs,
screws, or bolts and be firmly locked in place after final adjustment. Each interacting set of wedge andwedge seat must be adjustable as needed to ensure accurate and effective contact.
10. Seat facing
Moderate-duty gates—Seat facings must be machined to a smooth finish to ensure proper watertightcontact. Bronze facings must be securely attached by welding or other approved methods.
Heavy-duty gates—Seat facings must be pressed or impacted into the machined dovetailed grooves on thegate slide and frame and machined to a smooth finish to ensure proper watertight contact.
11. Yoke
When a self-contained gate is specified, the yoke must be of such design as to withstand the loads
resulting from normal operation of the gate. For moderate- and heavy-duty gates, cast iron yokes must be
provided with machined pads for connecting to the ends of gate guides and to receive the stem thrust capor hand-wheel lift.
12. Flush bottom seal (heavy-duty gate)
When a flush bottom sealing gate is specified, a solid, square-corner type rubber seal must be provided at
the bottom of the gate opening. It must be securely attached either to the bottom of the slide or to theframe. Metal surfaces bearing on the rubber seal must be smooth and rounded as necessary to prevent
damage to the seal during gate operation.
13. Gate stem and lift (or hoist)
The gate stem and lift or hoist must be of the specified type, size, and capacity. If hand operated, it must
be capable of moving the gate slide under normal conditions with the specified seating and/or unseatinghead of water against the gate, following unseating from the wedging device, with a pull on the handwheel or crank of not more than 25 pounds.
Unless otherwise specified, the stem must be carbon steel and be furnished in sections as necessary topermit reasonable ease of installation. Couplings must be bolted, pinned, or keyed to the stem. The stemmust be furnished with rolled or machine-cut 29-degree Acme threads of sufficient length to completely
open the gate. The threads must be smooth and of uniform lead and cross-section, such that the nut can
travel the full length without binding or excessive friction. For moderate- and heavy-duty gates, the stemmust be threaded for connection to the stem block or thrust nut on the gate slide.
The lift must be compatible with the type of stem furnished. Unless otherwise specified, the lift nut must
be cast bronze for light- and moderate-duty gates and cast manganese bronze for heavy-duty gates and be
fitted with ball or roller thrust bearings designed to withstand the normal thrust developed during opening
and closing of the gate at the maximum operating heads. All gears, sprockets, and pinions must be(210–642–H, Amend.2, Sept. 2018)571-3

machine-cut, with ratios and strength adequate to withstand expected operating loads. Sufficient grease
fittings must be provided to allow lubrication of all moving parts. An arrow and the word "open" must be
cast on the rim of the hand-wheel or on the lift housing to indicate the direction of gate opening. Unlessotherwise specified, the lift for the nonrising-stem gate must be provided with an indicator capable ofshowing both when the gate is fully open and when it is fully closed for the moderate- and heavy-duty
gates.
Provisions must be made to prevent stem rotation within the stem block or thrust nut or at the connectionof the gate slide.
Stop collars must be provided to prevent over-travel in opening and closing the gate.
14. Stem guides
Unless otherwise specified, stem guides must be cast iron for light-duty gates and cast iron with bronze
bushed collars for moderate- and heavy-duty gates. They must be fully adjustable in two directions.
Wall thimble (moderate- and heavy-duty gates)
When a wall thimble is specified, it must be of the same cast iron used in the gate frame and of thesection, type, and depth specified. The front flange must be machined to match the gate frame and drilled
and tapped to accurately receive the gate attachment studs.
Gaskets or mastic to be installed between the thimble and the gate frame must conform to therecommendations of the gate manufacturer and be furnished with the thimble.
15. Fasteners
Unless otherwise specified, all anchor bolts and other fasteners must be galvanized steel or bronze forlight-duty gates, galvanized steel or stainless steel or bronze for moderate-duty gates, and of the quality
and size recommended by the gate manufacturer for heavy-duty gates. All anchor bolts, assembly bolts,
screws, nuts, and other fasteners must be of ample section to withstand the forces created by operation of
the gate while subjected to the specified seating and unseating heads. Anchor bolts must be furnished with
two nuts to facilitate installation.
16. Installation instructions
Before installation, provide the engineer with the manufacturer's complete installation data, instructions
for adjustments, and drawings or templates showing the location of all anchor bolts for each gate.
17. Painting
When specified, gates and accessories must be painted by the designated paint system.
18. Certification
The supporting data submitted to the engineer must include the name of the manufacturer, themanufacturer's model number (for standard catalogue items), or the seating and unseating heads for which
the gate is designed. Include any drawings and specifications necessary to show that the gate conforms to
the requirements of this specification.

(210–642–H, Amend.2, Sept. 2018)571-4

Material Specification 581—Metal
1. Scope
This specification covers the quality of steel and aluminum alloys.
2. Structural steel• Structural steel shall conform to the requirements of ASTM A 36.
• High-strength low-alloy structural steel shall conform to ASTM A 242 or A 588.
• Carbon steel plates of structural quality to be bent, formed, or shaped cold shall conform the ASTM
A 283, Grade C.
• Carbon steel sheets of structural quality shall conform to ASTM Standard A 1011, Grade 40, or A
1008, Grade 40.
• Carbon steel strip of structural quality shall conform to ASTM Standard A 1011, Grade 36.
3. Commercial or merchant quality steel
Commercial or merchant quality steel shall conform to the requirements of the applicable ASTM listed
below:
Product
Carbon steel bars
Carbon steel sheets
Carbon steel strips
Zinc-coated carbon steel sheets

ASTM standards
A 575, Grade M 1015
to Grade M 1031
A 1011
A 1011
A 653 or A 924

4. Aluminum alloy
Aluminum alloy products shall conform to the requirements of the applicable ASTM standard listed
below. Unless otherwise specified, alloy 6061-T6 shall be used.
Product
ASTM standards
Standard structural shape
B 308
Extruded structural pipe and tube
B 429
Extruded bars, rods, shapes, and tubes
B 221
Drawn seamless tubes
B 210
Rolled or cold-finished bars, rods, and wire
B 211
Sheet and plate
B 209
5. Bolts
Steel bolts shall conform to the requirements of ASTM Standard A 307. If high-strength bolts are
specified, they shall conform to the requirements of ASTM A 325.
When galvanized or zinc-coated bolts are specified, the zinc coating shall conform to the requirements of
ASTM Standard A 153 except that bolts 0.5 inch or less in diameter may be coated with electro-depositedzinc or cadmium coating conforming to the requirements of ASTM Standard B 633, Service Condition
SC 3, or ASTM B 766, unless otherwise specified.
6. Rivets
Unless otherwise specified, steel rivets shall conform to the requirements of ASTM Specification A 31,
Grade B. Unless otherwise specified, aluminum alloy rivets shall be Alloy 6061 conforming to therequirements of ASTM Standard B 316.
7. Welding electrodes(210-VI-NEH, November 2005)

581-1

Steel welding electrodes shall conform to the requirements of American Welding Society SpecificationAWS A5.1, "Specification for Mild Steel Covered Arc-Welding Electrodes," except that they shall be
uniformly and heavily coated (not washed) and shall be of such a nature that the coating does not chip or
peel while being used with the maximum amperage specified by the manufacturer.
Aluminum welding electrodes shall conform to the requirements of American Welding Society
Specification AWS A5.10, "Specification for Aluminum and Aluminum-Alloy Welding Rods and Bare
Electrodes."(210-VI-NEH, November 2005)

581-2

Material Specification 582—Galvanizing
1. Scope
This specification covers the quality of zinc coatings applied to iron and steel productions
2. Quality
Zinc coatings shall conform to the requirements of ASTM A 123 for Zinc (Hot-Dip Galvanized) Coatings
on Iron and Steel Products or as otherwise specified in the items of work and construction details of theConstruction Specification.
ASTM A 123 covers both fabricated and nonfabricated products; e.g., assembled steel products, structuralsteel fabrications, large tubes already bent or welded before galvanizing, and wire work fabricated fromnoncoated steel wire. It also covers steel forgings and iron castings incorporated into pieces fabricatedbefore galvanizing or which are too large to be centrifuged (or otherwise handled to remove excess
galvanizing bath metal).
Items to be centrifuged or otherwise handled to remove excess zinc shall meet the requirements of ASTM
A 153, except bolts, screws, and other fasteners 0.5 inch or less in diameter may be coated with electrodeposited zinc or cadmium coating conforming to the requirements of ASTM B 766, coating thickness
Class 5, Type III, or ASTM B 633, Service Condition SC-3, unless otherwise specified..

(210–VI-NEH, May 2001)

582-1

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582-2

Material Specification 591—Field Fencing Material
1.
ScopeThis specification provides the minimum quality requirements for the material used in the constructionof field fences.

2. Wire gauge
When the size of steel wire is designated by gage number, the diameter must be as defined for U.S.
Steel Wire Gauge.
3. Fencing
Fencing material must conform to the requirements of ASTM A121 for barbed wire, ASTM A16 forwoven wire, ASTM A390 for poultry fence or netting, and ASTM A854 for high-tensile wire1. Barbed
wire and woven wire must be class-3 zinc coated as specified in ASTM A641 unless otherwise
specified. High-tensile wire must have type-I zinc coating unless otherwise specified.
4. Stays, fasteners, and tension wire
Stays and fasteners must conform to the requirements of the specified ASTM for the fencing material.
Tension wires must have a tensile strength not less than 58,000 pounds per square inch. Stays,
fasteners, and tension wire must have class-3 zinc coating as specified in ASTM A641 unless otherwise
specified.
5. Wood fence posts and braces
Unless otherwise specified, wood posts must be naturally rot resistant, preservative-treated, or otherwood of equal life and strength. At least half the diameter or diagonal dimension of naturally rot
resistant posts must be in heartwood. Provide new wood posts that are sound, free from decay with alllimbs trimmed substantially flush with the body. All posts must be substantially straight throughout
their full length.
Make tops convex rounded or inclined. Provide posts free of ring shake, season cracks more than ¼inch wide, splits in the end, and unsound knots. Pine must be pressure treated in conformance with
Material Specification 585, Wood Preservatives and Treatment. Wood braces must be of wood material
equal to or better than construction grade Douglas fir. Wood braces must be pressure treated inconformance with Material Specification 585.

6. Steel fence posts and braces
Steel fence posts must conform to the requirements of ASTM A702. Posts with punched tabs forfastening the wires must not be installed. Bracing pipes must conform to the requirements of ASTM
A53 except that the A53 requirements for hydrostatic test will not apply.
7. Concrete fence posts
Concrete fence posts must be manufactured to the specified requirements of size, shape, and strength.
8. Panel gates
Panel gates must be the specified types, sizes, and quality and include the necessary fittings requiredfor installation. Gates must be of rigid construction free from sag or twist. The fittings must consist of
not less than two hinges and one latch or galvanized chain for fastening. Latches must be of suchdesign that a padlock may be used for locking. All fittings must be of equal or greater quality than thegate manufacturer's standard.
9. Wire gates
Wire gates must be the type shown on the drawings, constructed in accordance with specifications, atthe locations, and to the dimensions shown on the drawings. The material must conform to the kinds,
grades, and sizes specified for new fence, and must include the necessary fittings and stays.

(210–642–H, Amend.2, Sept. 2018)591-1

10. Staples
Staples required to secure the fence wire to wood posts must be 9-gauge galvanized wire with aminimum length of 1.5 inches for soft woods and a minimum length of 1 inch for close-grain
hardwoods.
11. Galvanizing
All iron and steel fencing material, except as otherwise specified, must be zinc coated by the hot dip
process meeting the requirements of Material Specification 582. Clips, bolts, and other small hardware
must be protected by hot-dipped galvanizing, electro-deposited zinc, or cadmium coating.

(210–642–H, Amend.2, Sept. 2018)591-2

Material Specification 592—Geotextile
1. Scope
This specification covers the quality of geotextile, including geotextile for temporary silt fence.
2. General Requirements
Fiber (thread and yarn) used in the manufacture of geotextile must consist of synthetic polymer
composed of a minimum of 85 percent by weight polypropylene, polyester, polyamide, polyethylene,
polyolefin, or polyvinylchloride. The fiber must be formed into a stable network of filaments
retaining dimensional stability relative to each other. The geotextile must be free of defects such asholes, tears, and abrasions. The geotextile must be free of any chemical treatment or coating thatsignificantly reduces its porosity. Fibers must contain stabilizers, inhibitors, or both to enhance
resistance to ultraviolet light. Geotextile, other than that used for temporary silt fence, must conformto the requirements in tables 592–1 or 592–2, as applicable. Geotextile used for temporary silt fence
must conform to ASTM D6461.
Thread used for factory or field sewing must be of a color contrasting to the color of the fabric andmade of high-strength polypropylene, polyester, or polyamide material. It must be as resistant toultraviolet light as the geotextile being sewn.
3. Classification
There are two geotextile classifications, woven and nonwoven. Geotextile for temporary silt fence
may be either woven or nonwoven. Slit film woven geotextile may not be used except for temporary
silt fence.
Woven geotextiles are made from fabric that is formed by the uniform and regular interweaving of thethreads or yarns in two directions. Woven fabrics must be manufactured from monofilament yarn
formed into a uniform pattern with distinct and measurable openings, retaining their position relative
to each other. The fabric must have a selvedge edge or otherwise be finished to prevent unraveling.
Nonwoven geotextiles are made from fabric that is formed by a random placement of threads in a matand bonded by needle punching, heat bonding, or resin bonding. Nonwoven geotextile must havedistinct but variable small openings, retaining their position relative to each other when bonded. The
use of heat- or resin-bonded nonwovens is restricted as specified in note 2 of table 592-2.
4. Sampling and Testing
The geotextile must conform to tables 592–1, 592–2, or ASTM D6461 as applicable for the producttype shown on the label. Documentation described in either a. or b. below is required to verify the
product meets the specified requirements:
Product properties as listed in the latest edition of the "Specifiers Guide," Geosynthetics (Industrial
Fabrics Association International, 1801 County Road B, West Roseville, MN 55113-4061 or at
http://www.geosindex.com), and that represent average roll values, are acceptable.
Test data from the geotextile production run for each of the specified tests listed in tables 592–1, 592–
2, or ASTM D6461, as applicable.
5. Shipping and Storage
Each roll of geotextile must be labeled or tagged to clearly identify the brand, class, and the individual
production run in accordance with ASTM D4873. The geotextile must be shipped and transported inrolls wrapped with a cover for protection from moisture, dust, dirt, debris, and ultraviolet light. The covermust be maintained undisturbed to the maximum extent possible before placement.

(210–642–H, Amend.2, Sept. 2018)592-1

Material Specification 592 Geotextile (continued)

Table 592–1

Requirements for woven geotextiles

1/

Property

Test method

Class IClass IIClass IIIClass IV

Grab tensile strength(lb)

ASTM D4632

247 minimum

180 minimum

180 minimum

315

Elongation at failure(%)

ASTM D4632

<50

<50

<50

<50

Trapezoidal tearstrength (lb)

ASTM D4533

90 minimum

67 minimum

67 minimum

112 minimum

Puncture strength(lb)

ASTM D6241

495 minimum

371 minimum

371 minimum

618 minimum

Ultraviolet stability(% retained strength)

ASTM D4355

50 minimum

50 minimum

50 minimum

70 minimum

Permittivity sec–1

ASTM D4491

as specified

Apparent opening
2/
Size (AOS)

ASTM D4751

as specified

Percent open area
(POA) (%)

USACE
3/
CWO-02215-86

as specified

1/
2/
3/

All values are minimum average roll values (MARV) in the weakest principal direction, unless otherwise noted.
Maximum average roll value.
Note: CWO is a USACE reference.

(210–642–H, Amend.2, Sept. 2018)592-2

Material Specification 592
Table 592–2

Geotextile (continued)

Requirements for nonwoven geotextiles

1/

2/

2/

2/

2/

Property

Test method

Class I

Grab tensile strength(lb)

ASTM D4632
grab test

202 minimum

157 minimum

112 minimum

202 minimum

Elongation at failure(%)

ASTM D4632

50 minimum

50 minimum

50 minimum

50 minimum

Trapezoidal tearstrength (lb)

ASTM D4533

79 minimum

56 minimum

40 minimum

79 minimum

Puncture strength (lb)

ASTM D6241

433 minimum

309 minimum

223 minimum

433 minimum

Ultraviolet light

ASTM D4355

50 minimum

50 minimum

50 minimum

50 minimum

Class IIClass IIIClass IV

(retained strength) (%)
Permittivity sec–1

ASTM D4491

0.70 minimum or as specified

Apparent opening
3/
size (AOS) (mm)

ASTM D4751

0.22 maximum or as specified

1/
2/
3/

All values are minimum average roll values (MARV) in the weakest principal direction, unless otherwise noted.
Needle punched geotextiles may be used for all classes. Heat-bonded or resin-bonded geotextiles may be used forclass IV only.
Maximum average roll value.

(210–642–H, Amend.2, Sept. 2018)592-3

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592-4

IFB No. PCCD-21-PCW10Rehab-02

PART VI - Divider SheetPART VI

PREVAILING WAGE RATESDETERMINATIONPer PART III – Supplemental Conditions
Article 8 – Wages / Benefits

IFB No. PCCD-21-PCW10Rehab-02

PART VI - Page 1 of 1

PART VI
PREVAILING WAGE RATES DETERMINATION[Per PART III – Supplemental Conditions, Article 8 – Wages / Benefits]
Heavy & Highway Construction (includes Hays County, Texas)
Occupation

Rate

Cement Mason/Concrete Finisher(Paving and Structures)$12.56

Electrician

Occupation

Rate

POWER EQUIPMENT OPERATOR
Front End Loader, 3 CY or less$13.04

26.35

Front End Loader, over 3 CY

13.21

Form Builder/Setter (Paving & Curb)

12.94

Loader / Backhoe

14.12

Form Builder/Setter (Structures)

12.87

Mechanic

17.10

Laborer: Asphalt Raker

12.12

Milling Machine

14.18

Laborer: Flagger* 9.45Motor Grader, Fine Grade

18.51

Laborer: Common*10.50Motor Grader, Rough

14.63

Laborer: Utility

12.27

Pavement Marking Machine

19.17

Laborer: Pipelayer

12.79

Reclaimer / Pulverizer

12.88

Laborer: Work Zone Barricade Servicer

11.85

Roller, Asphalt

12.78

Painter (Structures)

18.34

Roller, Other*10.50

Scraper

12.27

POWER EQUIPMENT OPERATOR
Agricultural Tractor

12.69

Spreader Box

14.04

Asphalt Distributor

15.55

Trenching Machine, Heavy

18.48

Asphalt Paving Machine

14.36

Servicer

14.51

Boom Truck

18.36

STEEL WORKER

Broom or Sweeper

11.04

Reinforcing

14.00

Concrete Pavement Finishing Machine

15.48

Structural

19.29

Crane, Hydraulic 80 tons or less

18.36

TRAFFIC SIGNAL INSTALLER

Crane, Lattice Boom 80 tons or less

15.87

Traffic Signal/Light Pole Worker

Crane, Lattice Boom over 80 tons

19.38

TRUCK DRIVER

Crawler Tractor

15.67

Lowboy-Float

15.66

Directional Drilling Locator

11.67

Off Road Hauler

11.88

Directional Drilling Operator

17.24

Single Axle

11.79

Excavator 50,000 lbs. or less

12.88

Single or Tandem Axel Dump Truck

11.68

Excavator over 50,000 lbs.

17.71

Tandem Axel Trailer w/Semi Trailer

12.81

Foundation Drill, Truck Mounted

16.93

Welder

15.97

Notes:* Per Executive Order 13658, hourly minimum wage for calendar year 2021 is $10.95 per hour.
Welders receive rate prescribed for craft performing operation to which welding is incidental.

16.00