# [DELETE THE FOLLOWING AFTER ADDED TO PROJECT SCRS]{.mark}

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

LIBRARY OF SPECIFICATIONS (LOS)

TO

FP-03

\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

# [INCLUDE THE FOLLOWING]{.mark}

\$\$000.00A

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

SPECIAL CONTRACT REQUIREMENTS

Project *[INSERT PROJECT NAME AND NUMBER]{.mark}*

*[INSERT PARK, FOREST, OR PARTNER AGENCY NAME]{.mark}*

The following Special Contract Requirements amend and supplement the
*Standard Specifications for Construction of Roads and Bridges on
Federal Highway Projects (FP-03) U. S. Customary [(Metric)]{.mark}
Units*, U. S. Department of Transportation, Federal Highway
Administration.

\$\$101.00A

######### Section 101.---TERMS, FORMAT, AND DEFINITIONS

Revised 2 October 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$101.01A

101.01. Delete the last paragraph.

# [INCLUDE THE FOLLOWING FOR LOOP DETECTORS]{.mark}

\$\$101.03A

101.03(a). Add the following:

> IPCEA - Insulated Power Cable Engineers Association

[]{.mark}

*[INCLUDE THE FOLLOWING WHEN THE FP DEFINITION IS INADEQUATE]{.mark}*

\$\$101.04A

101.04. Delete the definition for \"Substantial Completion\" and
substitute the following:

> **Substantial Completion** \-- For conventional bridge and highway
> work, the point at which all bridge deck and parapet work is
> completed, all pavement structure and shoulder work is completed, and
> all permanent signing and striping is in place. In addition, all
> guardrail, guardwalls, and safety appurtenances within *[[(insert
> distance)]{.underline}]{.mark}* feet [(meters)]{.mark} of the traveled
> way is completed. For all other work, the point at which the CO
> determines the project can be safely and effectively used by the
> public without further delays, disruption, or other impediments.

\$\$102.00A

######### Section 102.---BID, AWARD, AND EXECUTION OF CONTRACT

Revised 25 January 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$102.04A

102.04. Add the following:

Furnish documentary evidence as to the ownership and value of the assets
pledged in support of the bond and details of the security interest in
the assets by the individual sureties for the apparent low bidder within
14 calendar days after the opening of bids. Failure to submit evidence
within the time required will be grounds for declaring the surety
unacceptable.

In addition, the CO may, after reviewing the Affidavit of Individual
Surety and documentary information on the security interest and the
assets pledged, by certified mail to the surety\'s business or residence
address (as shown on the bond), request the surety to provide further
information and/or documents with respect to any of the documents
provided. The CO may require such information to be furnished under
oath. Failure of the surety to accept such mail, or failure of the
surety to respond with the requested information or documents within 7
business days of receipt of the request, will be cause for rejection of
the surety.

These requirements are in addition to the requirements in FAR Subpart
28.203, except where in conflict with the requirements in the FAR, in
which case the FAR controls.

\$\$102.06A

102.06. Add the following after the last paragraph:

Submit the documentary evidence for individual sureties at the same time
as the Affidavit of Individual Surety and security interest in assets
pledged. A Contractor submitting an unacceptable individual surety in
satisfaction of a performance or payment bond before the issuance of the
Notice to Proceed will be permitted one opportunity to substitute an
acceptable surety or sureties within 7 business days of receipt of
notification that the surety is unacceptable.

The Government\'s right to direct the substitution of sureties to ensure
the continuing acceptability of the bonds during the performance of the
Contract according to FAR Clause 52.228-2, Additional Bond Security, is
not restricted.

These requirements are in addition to the requirements in FAR Subpart
28.203, except where in conflict with the requirements in the FAR, in
which case the FAR controls.

\$\$104.00A

######### Section 104. --- CONTROL OF WORK

Revised 1 November 2007

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$104.03A

104.03(a). Add the following to the third paragraph:

Drawings will be reviewed in the order they are received.

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$104.03B

104.03(b). Add the following after 104.03(b):

> **(c) As-built working drawings.** Furnish 2 sets of as-built working
> drawings. The Government will provide 2 sets of contract drawings to
> be used exclusively for recording the as-built details of the project.
>
> Keep the as-built working drawings current on a weekly basis and have
> at least 1 set available on the jobsite at all times. Accurately and
> neatly record changes from the contract plans, which are made in the
> work, or additional information, which might be uncovered in the
> course of construction, as they occur by means of details and notes.
> Maintain a log of all changes made to the as-built working drawings,
> and monthly, at the estimate cutoff date, make the as-built working
> drawings and log available for review by the CO.
>
> Note all additions or revisions to the location, character, and
> dimensions of the prescribed work shown on the contract drawings. Line
> out all details shown that are not applicable to the completed work.
> Use the red-line process (red pencil or red ink) to record on the
> as-built working drawings and final as-built drawings, as a minimum,
> but not limited to, the information described below:

(1) Typical section(s)

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(a) Revisions in dimensions; and

(b) Revisions in materials.

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(2) Plan and profile

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(a) Plan

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(1) Revisions to the alignment;

(2) Changes in the construction limits;

(3) Revisions in location, type, and grade of road approaches;

(4) Location and type of utilities;

(5) Location, size, and type of underdrains;

(6) Skew of culverts;

(7) Channel changes;

(8) Location of monuments and permanent references;

(9) Elevations for all aerial and underground crossings of utilities;
    and

(10) Location, length, and type of fencing.

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(b) Profile

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(1) Revisions to grades, elevations, and stationing of intersection PIs;

(2) Equations;

(3) Culvert diameter, length, type, and stationing;

(4) Length of culvert extension, and length of existing culvert;

(5) Location, length, stationing, and type of retaining walls; and

(6) Location, length, stationing, and end treatment of guardrail.

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(3) Bridge

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(a) Stationing of bridge ends;

(b) Elevations including footing, bearing pads, deck, and top of walls;

(c) Pile driving record with pile length, size, type, and tip elevation;

(d) Post-tensioning records including stressing sequence, jacking force,
    and duct size and layout;

(e) Construction and concrete placement sequences;

(f) Bearing details with orientation;

(g) Expansion joints including actual clearance with atmospheric
    temperature; and

(h) Any changes in plan or dimensions including any major changes in
    reinforcing.

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(4) Miscellaneous

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(a) Revisions to parking areas or turnouts;

(b) Final location, type and length of curbs, sidewalks, etc.;

(c) Fencing type and limits; and

(d) Landscaping and planting.

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(5) Special Contract Procedures

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(a) Method of excavation, concrete placement, girder erection, structure
    repairs, etc.

> Prepare final as-built drawings after the completion of each definable
> feature of work as listed in the Contractor Quality Control Plan
> (Foundations, Utilities, Structural Steel, etc., as appropriate for
> the project). The as-built working drawings and final as-built
> drawings will be jointly reviewed for accuracy and completeness by the
> CO and the Contractor prior to submission of each monthly pay
> estimate.
>
> If the monthly review finds that the Contractor is not maintaining the
> as-built working drawings, payment of the Contractor's invoice will be
> withheld until the as-built working drawings are brought up to date.
>
> Furnish the as-built working drawings to the CO before the final
> inspection. Correct all details found during the final inspection that
> are not shown on the as-built working drawings and return to the CO
> within 5 working days for approval.
>
> Once final as-built working drawings have been approved by the CO,
> provide final as-built drawings in the latest version of Adobe Acrobat
> (PDF) format (at the time of submission) on two sets of CD-R or DVD-R.
> Include the latest version Adobe Acrobat reader on the CD-R or DVD-R.
> Provide the final as-built drawings with a resolution quality such
> that the redlined drawings and notations are clearly discernable.
> Final payment per Subsection 109.09 will not be made until the CD-R or
> DVD-R of the final as-built drawings have been reviewed and approved
> by the CO.
>
> No direct payment will be made for maintaining and furnishing as-built
> working drawings.

*[INCLUDE THE FOLLOWING ON NPS PROJECTS]{.mark}*

\$\$104.05A

104.05. Add the following:

When hauling on National Park Service roads, do not exceed the following
load restrictions:

+--------------------+---------+--------------------------------------+
| > [Single          |         | [Gross Vehicle Weight -- pounds      |
| >                  |         | [(kilograms)]{.mark}]{.underline}    |
| Units]{.underline} |         |                                      |
+--------------------+---------+--------------------------------------+
| > 2 axles          |         | 40,000 [(18,100)]{.mark}             |
+--------------------+---------+--------------------------------------+
| > 3 axles          |         | 48,000 [(21,800)]{.mark}             |
+--------------------+---------+--------------------------------------+
| > 4 or more axles  |         | 52,000 [(23,600)]{.mark}             |
+--------------------+---------+--------------------------------------+
|                    |         |                                      |
+--------------------+---------+--------------------------------------+
| > [Combination     |         |                                      |
| >                  |         |                                      |
| Units]{.underline} |         |                                      |
+--------------------+---------+--------------------------------------+
| > 3 axles          |         | 57,000 [(25,900)]{.mark}             |
+--------------------+---------+--------------------------------------+
| > 4 axles          |         | 62,000 [(28,100)]{.mark}             |
+--------------------+---------+--------------------------------------+
| > 5 or more axles  |         | 66,000 [(29,900)]{.mark}             |
+--------------------+---------+--------------------------------------+

Where the ground is saturated with water or during periods of freezing
and thawing, the CO may impose further load restrictions or suspend
hauling.

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$104.05B

104.05. Add the following:

Operate loaded vehicles hauling material at speeds not exceeding 40
miles per hour [(65 kilometers per hour)]{.mark}, or the posted speed
limit whichever is lower, and spaced at 500-foot [(150-meter)]{.mark}
minimum intervals. Do not exceed 25 miles per hour [(40 kilometers per
hour)]{.mark}, or the posted speed limit whichever is lower, or operate
more than 1 loaded hauling vehicle at a time on a bridge.

\$\$105.00A

######### Section 105.---CONTROL OF MATERIAL

Revised 25 January 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$105.02A

105.02(b). Add the following:

> If any material is to be excavated from any material source outside
> the construction limits, other than commercially operated sites,
> before work begins provide a certification from the State Historic
> Preservation Officer or Indian Tribal Council, if applicable, stating:

1.  That a cultural resource survey (a survey for historical sites and
    archeological remains) has been performed at the proposed site, and

2.  That no sig­nificant cultural resources exist in the area that will
    be disturbed by the Contractor.

\$\$106.00A

######### Section 106.---ACCEPTANCE OF WORK

Revised 2 October 2005

###### [INCLUDE THE FOLLOWING]{.mark}

\$\$106.03A

106.03. Delete the first sentence of the second paragraph and substitute
the following:

Other than references in or to the FAR or Federal Law, when these
Standard Specifications or Supplemental Contract Requirements reference
certifications; certificates; or certified documents, equipment, or
individuals, these references are not certifications under Section 4301
of Public Law 104‑106, National Defense Authorization Act for Fiscal
Year 1996.

*[INCLUDE THE FOLLOWING WHEN STATISTICAL SPECIFICATIONS (A.K.A. MATERIAL
INCENTIVES) ARE USED]{.mark}*

\$\$106.05A

106.05(a) Add the following:

> At the Preconstruction Conference, the Government will provide a copy
> of the computer program \"QL-PAY,\" along with instructions. QL-Pay is
> a Windows based program that computes the quality levels and pay
> factors as described in this Subsection.

\$\$107.00A

######### Section 107.---LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

Revised 2 October 2005

[INCLUDE THE FOLLOWING. ADD ANY SPECIAL PERMITS REQUIRED BY THE
PARTNERING AGENCY TO THE LIST.]{.mark}

\$\$107.01A

107.01. Add the following:

The following permits may be required for this project:

> **(a)** *[(list only those permits required by the partnering
> agencies)]{.mark}*

This list of permits may not be all inclusive of those required for
construction. No time or damages, including impact damages, will be
allowed for failure to obtain necessary permits or agreements. Provide
copies of these permits and agreements upon request.

107.01. Delete the second sentence of the third paragraph and substitute
the following:

Obtain all additional permits or agreements and modifications to
Government-obtained permits or agreements that are required.

*[INCLUDE THE FOLLOWING ON ALL NPS PROJECTS]{.mark}*

\$\$107.02A

107.02. Add the following after the third paragraph:

For the full duration of construction, protect the existing trees that
are tagged by the CO in the following manner:

> **(a)** Install and maintain a 4-foot [(1.2-meter)]{.mark} high wood
> slat fence with steel posts around the perimeter of the root
> protection area, per Subsection 619.06. The root protection area is
> defined as an area equal to 10 feet [(3 meters)]{.mark} outside the
> dripline.
>
> **(b)** All construction which takes place within the root protection
> area must be approved by the CO. Do not store or locate construction
> materials, vehicles, staging areas, topsoil, disposal areas, or
> trailers within the root protection area. Protect the area from
> flooding, erosion, sedimentation, and potentially harmful materials
> through run-off or spillage.
>
> **(c)** Remove all tree protection prior to final acceptance.

\$\$107.02B

107.02. Add the following after the sixth paragraph:

Notify the CO in writing at least 48 hours in advance of any scheduled
utility shutdown, investigation, and /or related work.

[INCLUDE THE FOLLOWING WHEN THERE IS RAILROAD WORK]{.mark}

\$\$107.04A

107.04. Add the following after the third paragraph:

The Railroad will, at all times, have jurisdiction over the safety of
railroad operations, and the decision as to procedures which may affect
the safety of railroad operations shall be final.

\$\$107.04B

107.04(a)(4). Add the following:

> The Railroad Protective Policy shall name the Railroad as the insured
> and contain an endorsement in the form prescribed for State or Federal
> highway projects for Railroad Protective Liability.
>
> Title 23 CFR, paragraph 646, subpart A, as amended, is hereby
> incorporated by reference. Form of policy shall be in accordance with
> that specified in Appendix A to Title 23 CFR, paragraph 646.
>
> Furnish to the Railroad the Railroad Protective Policy and
> certificates evidencing the other insurance coverage required. The
> Railroad Protective Policy and all insurance certificates will be
> subject to the Railroad\'s approval before any work can begin on the
> Railroad\'s property. In addition, furnish evidence of commitment by
> the Insurance Company to notify the Railroad and the CO in writing of
> any material change, expiration, or cancellation of the policy not
> less than 30 calendar days before such change, expiration, or
> cancellation is effective. Railroad Protective Liability and Property
> Damage Liability Insurance shall conform to the Federal-Aid Policy
> Guide, Chapter 1, Subchapter G, Part 646, issued by the U.S.
> Department of Transportation, FHWA, dated December 9, 1991, as
> supplemented and amended.

\$\$107.04C

107.04(e). Add the following:

> The current approximate wage rate is \$*[(insert rate)]{.mark}* per
> hour. In addition, a surcharge of *[(insert percentage]{.mark})*
> percent computed on the actual payroll, will be included to cover the
> cost of overhead and fringe benefits.

[]{.mark}

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$107.05A

107.05. Add the following after the second paragraph:

Submit all claims to the insurance company for investigation, regardless
of deductible, unless the Contractor has chosen to pay the claim
directly. Provide the results of any investigations and subsequent
actions to the CO within 1 week of receipt from the insurance company or
of action. Determination by the insurance company that the claim is not
covered by the policy is not an adequate basis for the Contractor to
fail to meet its obligations under the requirements of this Section.

\$\$108.00A

######### Section 108.---PROSECUTION AND PROGRESS

Revised 6 October 2006

*[INCLUDE THE FOLLOWING AS APPLICABLE]{.mark}*

\$\$108.01A

108.01. Add the following:

\$\$108.01B

Construction operations are limited as follows:

\$\$108.01C

No work will be permitted on Sundays or National legal holidays.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR VIRGIN ISLANDS ONLY, THAT ARE NON-NPS &
EFLHD ADMINISTERED]{.mark}*

\$\$108.02A

108.02. Add the following:

#### 108.02A Disadvantaged Business Enterprise (DBE) Subcontracting Requirements.

# **SELECTED DBE PROGRAM PROVISIONS FOR THE VIRGIN ISLANDS --**

**DISADVANTAGED BUSINESS ENTERPRISE (DBE) PARTICIPATION IN USDOT
ASSISTED CONTRACTS**

**(EFLHD -- ADMINISTERED CONTRACTS)**

**Policy.** It is the policy of the United States that small business
concerns, including small disadvantaged business concerns, shall have
the maximum practicable opportunity to participate in performing
contracts. It is further the policy of the United States that its prime
contractors establish procedures to ensure the timely payment of amounts
due pursuant to the terms of their subcontracts with small business
concerns, including small disadvantaged business concerns.

The Contractor hereby agrees, by signature on this Contract, to carry
out this policy in the awarding of subcontracts to the fullest extent
consistent with efficient contract performance. The Contractor further
agrees to cooperate in any studies or surveys as may be conducted by the
United States Small Business Administration, the Federal Highway
Administration (FHWA), or the Virgin Islands, as may be necessary to
determine the extent of the Contractor's compliance with this policy.

**DBE Participation/Contract Goal And Good Faith Efforts.** For purposes
of this Contract, the DBE subcontracting goal is [(*obtain percentage
from PSERT*)]{.mark} percent of the total contract amount, as determined
by the Virgin Islands Department of Public Works with the concurrence of
the Contracting Officer. When the contract goal DBE participation is 0
percent, the contractor, if not an approved DBE, must still submit a
small business subcontracting plan prior to award identifying all DBE's
which the contractor intends to use on the project.

This Contract will be awarded only to the low responsive and responsible
bidder who meets this goal or who demonstrates good faith efforts to do
so. Failure to make a good faith effort is defined as willful or
intentional failure to perform in accordance with the requirements of
this Contract, or willful or intentional action to frustrate the
achievement of the Subcontracting Plan, if applicable. Guidance on what
constitutes good faith efforts is described in the Virgin Islands
Department of Public Works' (VIDPW) approved DBE Program. Bidders are
required to obtain a current copy of the Disadvantaged Business
Enterprise Program, Directory of Contractors from the VIDPW's Civil
Rights Program Manager.

All Business Concerns. Prior to award, the successful bidder must submit
a Subcontracting Plan, which shows a commitment to meet the goal. All
DBEs must be certified by the VIDPW prior to submission of the
Subcontracting Plan. If the successful bidder is unable to meet the
goal/DBE participation, it must demonstrate the good faith effort
exerted to do so. It is the Contracting Officer's discretion to
determine whether the good faith efforts exerted are acceptable. The
following information must be included in the Subcontracting Plan:

> **(a)** The names and addresses of DBE subcontractors and suppliers
> that will participate in the contract;
>
> **(b)** A description of the work that each DBE will perform;
>
> **(c)** The dollar amount of the participation of each DBE firm
> listed;
>
> **(d)** Written documentation of the bidder's commitment to use a DBE
> subcontractor/supplier whose participation it submits to meet the DBE
> contract goal; and
>
> **(e)** Written confirmation from the DBE that it is participating in
> the contract. The written confirmation shall describe the work to be
> performed and the dollar amount contracted consistent with **(b)** and
> **(c)** above.

The DBE contract goal/DBE participation committed to by the large
business concern will become the established DBE subcontracting goal for
the project as a contract requirement. Compliance with the established
goal will be determined by reviewing the required submissions, including
Standard Form 1413 and FHWA Form 1775. If, at the completion of the
project, the prime contractor fails to meet its commitment, it will be
required to document and justify why it failed to meet this commitment.
The Liquidated Damage Provision as stated below will apply if the
contractor fails to meet the goal or demonstrate good faith efforts.

## **Termination / Substitution / Replacement Of Listed DBE Firms.** The Prime contractor may not terminate for convenience a DBE subcontractor without the Contracting Officer's prior written consent. The prime contractor will be expected to identify an acceptable certified DBE subcontractor replacement in that event, or demonstrate good faith efforts to do so. This restriction does not prohibit termination for default or for failure to perform adequately. If a DBE subcontractor is unwilling or unable to perform the work of the commitment made to the prime contractor, the prime contractor shall immediately notify in writing the Contracting Officer, and request to be relieved of the commitment to use the named DBE.

### **Counting DBE Participation.** When a DBE participates in a contract, only the value of the work actually performed by the DBE will be counted toward performance of the goal. The entire amount of that portion of a construction contract or other contract that is performed by the DBE's own forces will be credited. Included are the costs of supplies and materials obtained by the DBE for the work of the contract (DBE manufacturer 100 percent of the cost of the materials or supplies may be counted & DBE regular dealer 60 percent of the cost of the materials or supplies), including supplies purchased or equipment leased by the DBE (except supplies and equipment the DBE subcontractor purchases or leases from the prime contractor or its affiliate). Credit will be allowed for the entire amount of fees or commissions charged by a DBE firm for providing a bona fide service, such as professional, technical, consultant, or managerial services, or for providing bonds or insurance specifically required for the performance of a USDOT-assisted contract. Credit will be allowed for fees considered reasonable and not excessive as compared with fees customarily allowed for similar services.

Credit to a DBE contractor will be allowed only if the DBE is performing
a commercially useful function on the contract. A DBE performs a
commercially useful function when it is responsible for execution of the
work of the contract and is carrying out its responsibilities by
actually performing, managing, and supervising the work involved.

When a DBE subcontracts part of the work of its contract to another
firm, the value of the subcontracted work may be counted only if the
DBE's subcontractor is itself a certified DBE. Work that a DBE
subcontracts to a non-DBE firm does not count**.**

When a DBE performs as a participant in a joint venture, credit for a
portion of the total dollar value of the contract equal to the distinct,
clearly defined portion of the work of the contract that the DBE
performs with its own forces will be allowed.

The Prime Contractor may not count the participation of a DBE
subcontractor toward its DBE achievements or the overall goal until the
amount being counted toward the goal has been paid to the DBE.

**Prompt Payment.** This Contract includes Prompt Payment for
Construction Contracts, which requires payment to the subcontractor for
satisfactory performance under its subcontract not later than 7 days
from receipt of payment from the United States for work performed by the
subcontractor. If retainage is withheld the prime contractor shall be
required to release such retainage to subcontractors within 30 calendar
days of satisfactory completion, i.e. according to the specifications,
of the entire subcontractor's work.

### **Liquidated Damages.** If at the completion of the project, the prime contractor has failed to meet the established goal/commitment, or has not demonstrated good faith efforts to do so, the prime contractor shall be assessed liquidated damages for the difference between the established goal/commitment and the actual DBE participation achieved.

### **Record Keeping Requirements.** The Prime Contractor shall keep such records as necessary to ensure compliance with its DBE utilization obligations. The Prime contractor must retain all such records for at least 3 years after project acceptance by the Contracting Officer following the completion of the contract. These records shall be available for inspection by the Virgin Islands Department of Public Works, the FHWA, the USDOT, or other appropriately sanctioned Virgin Islands State Agencies or Federal Agencies or Departments, to determine the Prime Contractor's good faith effort to meet the established DBE subcontracting goal. The prime contractor's DBE liaison officer or designee shall complete the top half of Form A-644, Monthly Contractor DBE Participation, and submit the form or its facsimile to the Contracting Officer monthly.

### **Compliance Procedures.** Whenever it appears that the Prime Contractor or any subcontractor or supplier may not be operating in compliance with the terms, conditions or requirements of this Contract, including but not limited to, encouraging fronting, brokering or the circumstance of a DBE not performing a commercially useful function as defined, an investigation will be conducted. If it is found that the contractor or any subcontractor or supplier is not in compliance with these Special Provisions, the party in non-compliance will be notified in writing.

If the deficiencies are not corrected, the Contracting Officer reserves
the right to initiate administrative action against the party or parties
in non-compliance, which may include but not be limited to:

> **(a)** Termination of the contract for Default, which is a part of
> this Contract.
>
> **(b)** Withholding an appropriate percentage of partial payments
> pursuant to Section 109 of the Standard Specifications for Highway and
> Bridge Construction. This appropriate percentage may be the amount of
> any proposed monetary sanction.
>
> **(c)** Initiation of appropriate debarment proceedings.
>
> **(d)** Referral of any unlawful actions to the appropriate
> enforcement agencies.
>
> **(e)** Other actions as appropriate, at the discretion of the
> Contracting Officer.

*[INCLUDE THE FOLLOWING FOR INCENTIVE / DISINCENTIVE CLAUSES]{.mark}*

\$\$108.04A

108.04. Delete the second and third paragraphs and substitute the
following:

It is anticipated that multiple work shifts, weekend, and holiday work,
will be required to complete the work within the contract time.
There­fore, because time is of the essence in completing the contract
work, a monetary incentive is offered for early completion of the work
as well as a disincentive assessment and/or liquidated damages for work
being completed late.

> **(a)** For each calendar day prior to [*[(insert
> date)]{.mark}*]{.underline} by which Contract work is substantially
> complete, payment to the Contractor will be increased by an incentive
> of \$ [*[(insert I/D amount)]{.mark}*]{.underline} per day up to a
> maximum of \$ *[[(insert amount)]{.underline}]{.mark}*
>
> **(b)** For each calendar day beyond [*[(insert same
> date)]{.mark}*]{.underline} which is required to achieve substantial
> completion, payment to the Contractor will be decreased by a
> disincentive of \$ [*[(insert I/D amount)]{.mark}*]{.underline} per
> day beginning the day after that date and ending with the day of
> substantial completion.
>
> **(c)** For each calendar day beyond [*[(insert same
> date)]{.mark}*]{.underline} which is required to achieve final
> completion and acceptance by the Government, payment to the Contractor
> will be decreased by liquidated damages of 20 percent of the amount
> specified in Table 108-1, beginning on the day after that date or the
> day after substantial completion, whichever occurs later, and ending
> with the day of final completion and acceptance by the Government.

\$\$109.00A

######### Section 109.---MEASUREMENT AND PAYMENT

Revised 2 October 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$109.08A

109.08(b). Add the following:

> Submit invoices by the 7th day after the closing date. Invoices
> received after the 16th day following the closing date will not be
> accepted for payment processing that month. Include late, unprocessed
> invoice submittals in the following month's invoice.

109.08(c). Add the following:

> The government's designated billing office is:

Federal Highway Administration

Eastern Federal Lands Highway Division

Loudoun Tech Center

21400 Ridgetop Circle

Room 200

Sterling, Virginia 20166-6511

ATTN: CONSTRUCTION DIVISION

\$\$152.00A

######### Section 152.---CONSTRUCTION SURVEY AND STAKING

Revised 6 May 2005

*[INCLUDE THE FOLLOWING. DELETE PARAGRAPHS THAT ARE NOT
APPLICABLE]{.mark}*

\$\$152.03A

152.03. Delete the text of paragraphs [**(\_)**, **(\_)**, and
**(\_)**]{.mark}.

*[INCLUDE THE FOLLOWING AS APPLICABLE]{.mark}*

\$\$152.03B

152.03**(a)**. Add the following:

Set benchmarks (at least every 1,000 feet [(300 meters)]{.mark} of
roadway). Replace any missing control points.

*[INCLUDE THE FOLLOWING FOR MONUMENTATION ALONG PRIVATE
PROPERTY.]{.mark}*

\$\$152.03C

152.03**(k)**. Add the following:

> Perform the portion of the survey work required to establish permanent
> monuments and markers by a land surveyor registered in the State,
> Commonwealth, or Territory of [*[(insert name)]{.underline}*.]{.mark}

[]{.mark}

*[INCLUDE THE FOLLOWING, IF APPLICABLE, & RENUMBER AS NECESSARY]{.mark}*

\$\$152.03D

152.03(**l**)(**9**) and (**10**). Delete the subsections and replace
with the following:

> **(9)** Traffic control (both permanent and temporary) signs, signals,
> markings, delineators, object markers, etc.

\$\$152.03E

152.03**(l)**. Add the following:

\$\$152.03F

> **(10)** Excavation limits for various drainage, walls, structures,
> and other pertinent items.

\$\$152.03G

> **(11)** Landscaping work.

\$\$154.00A

######### Section 154.---CONTRACTOR SAMPLING AND TESTING

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR CONTRACTOR TESTING]{.mark}*

\$\$154.03A

154.03. Add the following:

Furnish test results to the CO immediately after completing the test.
The requirements for furnishing test results do not include sample aging
or curing time; therefore, reporting times will be extended accordingly.

Submit proposals for using alternate AASHTO or State approved test
methods in writing for approval. Alternate methods may be allowed based
on documented equivalence to the method specified.

\$\$154.04A

154.04. Add the following:

On a weekly basis, submit a copy of all current Contractor test results
and pay factor calculations based on those tests for items accepted
under Subsection 106.05. When large quantities are produced, calculate
pay factors as soon as possible. Use this information to make any
necessary adjustments to operations to achieve acceptable pay factors.
The Government may use the Contractor\'s test results to determine final
pay factors for acceptance according to Subsection 154.05.

\$\$155.00A

######### Section 155.---SCHEDULES FOR CONSTRUCTION CONTRACTS

Revised 6 May 2005

*[INCLUDE THE FOLLOWING WHEN EE LESS THAN \$3 MILLION, UNLESS LONG CPM
CLAUSE APPLIES, SEE BELOW]{.mark}*

\$\$155.02A

155.02. Add the following after the third paragraph:

**155.02A Weather Delays.**

> **(a) Weather Delay Definitions.**
>
> **(1) Reasonably Predictable Weather.** The number of workdays that
> can expected to be lost in any month due to rainfall based on 10-year
> historical weather data.
>
> **(2) Rain Day.** A potentially lost workday on which rainfall is
> equal to or greater than 0.10 inches [(2.5 millimeters)]{.mark}.
>
> **(3) Drying Day.** A work day(s) immediately following a rainfall
> equal to or greater than 1.00 inch [(2.5 centimeters)]{.mark} which is
> potentially lost because of wet ground conditions.
>
> **(4) Workday.** A day not excluded from work by Section 108 of the
> Special Contract Requirements.
>
> **(5) Unusually Severe Weather.** When the number of Actual Workdays
> Lost is greater than the calculated Total Lost Days for the month in
> question.
>
> **(b) Reasonably Predictable Weather.** Determine Reasonably
> Predictable Weather for this contract by completing Table 155-1.
> Calculate data for Table 155-1 as follows:
>
> **(1)** Using the last 10 years of historical weather data from the
> nearest NOAA weather data collection station, compute the average
> number of workdays lost (rain days plus drying days) for each month
> and the standard deviation from the average. Add the average number of
> workdays lost to the standard deviation.
>
> **(2)** The Total number of Lost Days (Average Workdays Lost plus 1
> Standard Deviation, rounded to whole days) will be considered normal
> for each month.
>
> **(3)** Submit a completed Table 155-1 with the initial construction
> schedule.
>
> **(c) Unusually Severe Weather** Under FAR Clause 52.249-10, Default
> (Fixed‑Price Construction), the Contractor can request time for a
> delay due to Unusually Severe Weather.
>
> The number of Actual Workdays Lost is calculated by first totaling the
> actual Rain Days plus the actual Drying Days occurring in the month in
> question. From this total, deduct any workdays meeting the following
> conditions:
>
> **(1)** The Rain Day or Drying Day occurred on a non-work weekday such
> as a holiday.
>
> **(2)** Rainfall occurred at a time when no weather dependent work was
> in progress or occurred during planned or unplanned shutdowns due to
> other circumstances such as equipment failure, strikes, material
> supplies, delays, etc.
>
> **(3)** The Contractor was still working or able to work on weather
> dependent activities to the extent that less than 50 percent of the
> workday was lost due to weather.
>
> If the net number of Actual Workdays Lost is greater than the Total
> Lost Days, then Unusually Severe Weather occurred during the month in
> question.
>
> **(d) Time Adjustments for Rain Delays.** If the net number of Actual
> Workdays Lost to rain is less than the Total Lost Days for the month
> in question, no time adjustments will be made. If the net number of
> Actual Workdays Lost is more, then an excusable time extension may be
> granted. The Contractor must submit a Weather Time Impact Analysis
> supporting any alleged delays due to Unusually Severe Weather.
>
> **(e) Delays Due To Other Weather Conditions.** Delays due to other
> unusually severe weather conditions (snow, extreme cold or heat, high
> winds, etc.) must be supported with a Weather Time Impact Analysis
> using historical weather data.

\$\$155.02B

155.02. Delete the last paragraph and substitute the following:

The Construction Contract Time shown on the construction schedule for
contract completion or for any interim completion dates shall be the
calendar dates established in the contract.

\$\$155.04A

155.04. Add the following to the first paragraph:

For a computer-generated CPM, use Primavera software or software that is
file-compatible with Primavera.

*[INCLUDE THE FOLLOWING (LONG CPM CLAUSE) WHEN EE EXCEEDS \$3 MILLION OR
THE PROJECT IS SENSITIVE (COMPLEX CONSTRUCTION OR POLITICALLY) TO THE
TIMING OF CONSTRUCTION ACTIVITIES. ALSO INCLUDE THE 15501-0000
CONSTRUCTION SCHEDULE IN THE EE.]{.mark}*

\$\$155.02C

155.02 through 155.09. Delete the Subsections and substitute the
following:

## **Construction Requirements**

**155.02 General**

**(a) General format and purpose of the project schedule.**

> **(1)** Develop a network plan and schedule, demonstrating fulfillment
> of the contract requirements. Keep the network up to date and utilize
> the plan for scheduling, coordinating, and monitoring work under this
> contract. The network schedule shall be computer-generated using
> Primavera software or software that is file compatible with Primavera.
> The schedule shall be called the Critical Path Method - Project
> Schedule (CPM-PS).
>
> Use the principles and definitions of the terms in The Association of
> General Contractors in America (AGC) publication \"Construction
> Planning & Scheduling\", copyright January 1994, except that this
> specification shall govern in the case of conflicts.
>
> **(2)** Use the CPM-PS for coordination and monitoring of all work
> under this contract, including all subcontractors and suppliers. If a
> subcontract has not yet been awarded for a certain portion of the
> work, develop the schedule for that work. After any subsequent
> subcontract award, propose a revision to the CPM-PS to reflect any
> changes resulting from this new contractual arrangement.
>
> **(3)** No construction work on the project (other than mobilization
> and traffic control) is allowed without an approved 60-day Preliminary
> Activity Schedule (PAS).
>
> **(4)** No progress payments will be made until the Initial CPM
> Progress Schedule (Initial CPM-PS) has been approved.
>
> **(b) Contractor\'s Representative.** At or before the Preconstruction
> Conference, designate an individual in the Contractor\'s organization
> who shall be the Contractor\'s authorized representative responsible
> for the preparation, updating, and revision of the Project Schedule
> and who shall review and report progress of the project with and to
> the CO. This person shall be skilled in the application of computer
> network scheduling techniques on construction projects of the
> magnitude and complexity of this project.
>
> **(c) Weather Delays.**
>
> **(1) Weather Delay Definitions.**
>
> *(a)* Reasonably Predictable Weather. The number of workdays that can
> expected to be lost in any month due to rainfall based on 10-year
> historical weather data.
>
> *(b)* Rain Day. A potentially lost workday on which rainfall is equal
> to or greater than 0.10 inches [(2.5 millimeters)]{.mark}.
>
> *(c)* Drying Day. A work day(s) immediately following a rainfall equal
> to or greater than 1.00 inch [(2.5 centimeters)]{.mark} which is
> potentially lost because of wet ground conditions.
>
> *(d)* Workday. A day not excluded from work by Section 108 of the
> Special Contract Requirements.
>
> *(e)* Unusually Severe Weather. When the number of Actual Workdays
> Lost is greater than the calculated Total Lost Days for the month in
> question.
>
> **(2) Reasonably Predictable Weather.** Determine Reasonably
> Predictable Weather for this contract by completing Table 155-1.
> Calculate data for Table 155-1 as follows:
>
> *(a)* Using the last 10 years of historical weather data from the
> nearest NOAA weather data collection station, compute the average
> number of workdays lost (rain days plus drying days) for each month
> and the standard deviation from the average. Add the average number of
> workdays lost to the standard deviation.
>
> *(b)* The Total number of Lost Days (Average Workdays Lost plus one
> Standard Deviation, rounded to whole days) will be considered normal
> for each month.
>
> *(c)* Submit a completed Table 155-1 with the initial construction
> schedule.
>
> **(3) Unusually Severe Weather** Under FAR Clause 52.249-10, Default
> (Fixed‑Price Construction), the Contractor can request time for a
> delay due to Unusually Severe Weather.

The number of Actual Workdays Lost is calculated by first totaling the
actual Rain Days plus the actual Drying Days occurring in the month in
question. From this total, deduct any workdays meeting the following
conditions:

> *(a)* The Rain Day or Drying Day occurred on a non-work weekday such
> as a holiday.
>
> *(b)* Rainfall occurred at a time when no weather dependent work was
> in progress or occurred during planned or unplanned shutdowns due to
> other circumstances such as equipment failure, strikes, material
> supplies, delays, etc.
>
> *(c)* The Contractor was still working or able to work on weather
> dependent activities to the extent that less than 50 percent of the
> workday was lost due to weather.

If the net number of Actual Workdays Lost is greater than the Total Lost
Days, then Unusually Severe Weather occurred during the month in
question.

> **(4) Time Adjustments for Rain Delays.** If the net number of Actual
> Workdays Lost to rain is less than the Total Lost Days for the month
> in question, no time adjustments will be made. If the net number of
> Actual Workdays Lost is more, then an excusable time extension may be
> granted. The Contractor must submit a Weather Time Impact Analysis
> supporting any alleged delays due to Unusually Severe Weather.
>
> **(5) Delays Due To Other Weather Conditions.** Delays due to other
> unusually severe weather conditions (snow, extreme cold or heat, high
> winds, etc.) must be supported with a Weather Time Impact Analysis
> using historical weather data.

**155.03 60-DAY PRELIMINARY ACTIVITY SCHEDULE (PAS)**

> **(a) Requirement to Submit.** At least 5 working days before the
> Preconstruction Conference, submit 5 copies of a 60-Day Preliminary
> Activity Schedule (PAS) to the CO for review and approval.
>
> **(b) Form.** Submit the PAS in written narrative form and include a
> detailed breakdown of all contract activities scheduled for the first
> 60 calendar days after Notice to Proceed.
>
> Include an overall description of site mobilization, all shop drawing
> and sample submittals, and the fabrication and delivery of key and
> long-lead procurement activities. Indicate intended submittal dates
> and realistic delivery dates for fabrication and delivery items.
> Provide sufficient time, in accordance with Subsection 155.03(c) for
> the CO to review, approve and dispatch each shop drawing or submittal
> after its receipt with the required information.
>
> **(c) Review and Approval of the PAS.** The CO will respond in 14
> calendar days to the PAS submission and either approve the PAS or
> request revisions. Provide the requested revisions in 7 calendar days.
>
> **(d) Effect of the PAS.** Submission and use of an approved PAS does
> not relieve the Contractor from the requirement to provide and
> implement an approved Initial CPM-PS.

**155.04 Initial (Baseline) CPM Project Schedule (Initial CPM-PS)**

> **(a) Submission.** Within 30 calendar days after the Notice to
> Proceed, develop a proposed initial CPM-PS and submit 5 hard copies of
> all CPM-PS documents and 2 copies of 3.5-inch high density computer
> diskettes containing the Primavera compatible files to the CO for
> review. The initial baseline CPM-PS shall reflect the Contractor\'s
> planned performance of the contract work including all contractual
> requirements (e.g. construction or traffic staging) and any physical
> constraints on the project. The initial baseline CPM-PS will be the
> basis on which any impacts from future contract modifications are
> determined. Proposed changes to the contractual requirements must be
> submitted, approved, and then may be included in revisions to the
> CPM-PS.
>
> **(b) Form and Requirements of the CPM-PS.** The CPM-PS shall consist
> of a schedule diagram and supporting documents. The initial CPM-PS
> shall conform to the following:
>
> **(1)** Prepare the schedule diagram using the activity-on-arrow
> diagram method (ADM) or the precedence diagram method (PDM). Depict
> the order and interdependence of all activities and the sequence of
> the work that will be accomplished by the Contractor in coordination
> with its subcontractors. Show how the completion of predecessor
> activities restricts the start of successor activities.
>
> **(2)** Cover all activities required by the contract, including both
> construction and non-construction. To the extent feasible, define and
> relate an activity (or groups of activities) to contract pay items.
>
> **(3)** The CO may require that unreflected items, or components of
> work within an item, be added to the diagram as separate activities,
> based on what the CO considers to be reasonable for a project of this
> scope and complexity.
>
> **(4)** Failure to include in the CPM-PS any elements of work required
> for performance of the contract will not excuse the Contractor from
> completing all work required by the contract by the contract
> completion date.
>
> **(5)** The CPM-PS shall begin with the date of issuance of the Notice
> to Proceed and conclude with the contract completion date established
> in the contract. Float or slack time within the CPM-PS is not for use
> or benefit of either party, but is a jointly owned, expiring project
> resource available to both parties as needed to meet the completion
> date established in the contract. No time extensions will be granted
> nor delay damages paid until a delay occurs which impacts the
> project\'s critical path, consumes all available float, and extends
> the work beyond the contract completion date.
>
> **(6)** Supporting documents shall include a submittal list, written
> narrative, tabulated schedule, and weather Table 155-1.

(c) A Time-Scaled Network Logic Diagram shall be submitted for the
    initial CPM-PS. Include the following on the schedule diagram:

    1.  All activities including those covered by the PAS. Include
        activities for correcting punchlist items and general cleanup.

    2.  Show all activity nodes or boxes, activity IDs, activity
        descriptions, and durations.

**(3)** Group the activities independently by area (i.e. separate
distinct bridges or roadways) and by type of work (e.g. submittals,
utilities, roadway, bridge).

> **(4)** Include a concise description of the work represented by each
> activity, which shall be placed at or near the event node or box for
> each activity. If the project is of sufficient complexity that the
> concise description cannot be legibly placed on the diagram, submit a
> tabulation of all activities by their event node or box numbering and
> description.
>
> **(5)** Code each subcontractors\' activities so that their activities
> can be shown separately as well as cumulatively.
>
> **(6)** Construction activities shall have durations of whole working
> days, with a maximum duration of 25 working days each. Divide
> activities with longer durations into subgroups of activities not
> exceeding 25 working days in duration. Indicate logical start and end
> points (e.g. stationing, staging, etc.) for each subgroup.
>
> **(7)** Non-construction activities may have durations exceeding 25
> working days consistent with the contract. Non-construction activities
> include mobilization, all shop drawing and sample submittals, and the
> fabrication and delivery of key materials. Indicate intended submittal
> dates and realistic delivery dates for fabrication and delivery
> activities. Provide the required times for CO review, approval, and
> dispatch of each submittal and resubmittals. Where no times are
> specified, provide 14 calendar days for the review, approval, and
> dispatch of each submittal and resubmittals after receipt by the CO.
>
> **(8)** Indicate the total number of anticipated working days to
> complete each activity of work.
>
> **(9)** Identify the critical path on the diagram.

(d) **Supporting documents**

**(1) Submittal List.** Submit a list of all drawing and sample
submittals required for the entire contract period. Include:

> *(a)* Contractor Quality Control Plan;
>
> *(b)* Asphalt Mix Designs;
>
> *(c)* Concrete Mix Designs;
>
> *(d)* Bridge Falsework and Formwork Designs;
>
> *(e)* Manufactured Items;
>
> *(f)* Test Panels;
>
> *(g)* Contract Specialty Items.

(2) Include the following information for each submittal:

> *(a)* Bid Item Number;
>
> *(b)* Item Description;
>
> *(c)* Related Activity ID Number and Description from the CPM-PS;
>
> *(d)* Planned Date of Initial Submittal;
>
> *(e)* Planned Date of CO\'s Initial Response;
>
> *(f)* Comments.
>
> **(3) Written Narrative.** Provide a written narrative describing the
> rationale and assumptions utilized in the development of the proposed
> CPM‑PS schedule. The narrative will serve, in conjunction with the
> diagram, as the basis for the CO\'s review and approval of the CPM-PS.
> This narrative should use the schedule diagram as the basis of all
> schedule-related comments, referencing specific activities by number
> and description. Include the following in the written narrative:
>
> *(a)* A description of the planned critical path and the general
> sequence of work.
>
> *(b)* Information and references to adequately define the scope of
> work included in each major activity type (e.g. roadway excavation,
> aggregate base course). This would include such information as station
> numbers, location, etc.
>
> *(c)* A description of the resource loading planned for use in the
> performance of the work for each major activity. The Contractor\'s
> determination of major activities is subject to approval by the CO.
> The description should include manpower allocation by types of labor
> and crew size, types and number of equipment and any special
> equipment, materials, and subcontractors involved.
>
> *(d)* A description of the basis (including the resource loading
> above) for the calculation of the duration for all major activities,
> to be stated as quantity production rates (e.g. cubic feet of
> excavation per day, etc).
>
> *(e)* A description of planned workdays per week (Monday through
> Friday, or Saturday), number of shifts per day, and number of hours
> per shift.
>
> *(f)* A description of the assumptions used in converting working days
> to calendar dates; including anticipated holidays, non-work (idle)
> days, Contractor scheduled winter shutdowns, contract constraints, and
> weather constraints as determined in Subsection 155.02(c).
>
> *(g)* Identify the subcontractor or supplier performing an activity
> and identify their activity codes used on the schedule diagram. State
> all assumptions made in the scheduling of the subcontractor\'s or
> supplier\'s work.
>
> *(h)* Describe expected and critical delivery dates for equipment or
> mate­rial that can affect timely completion of the project.
>
> *(i)* Describe critical completion dates for maintaining the
> construction sche­dule.
>
> *(j)* A description of any organizational limitations such as resource
> constraints or subcontractor commitments, which limit scheduling
> flexibility.
>
> *(k)* Ensure that there is no conflict between the diagram and the
> narrative. The CO\'s approval of the CPM‑PS does not waive this
> responsibility.
>
> **(4) Tabular schedule.** Provide a computer generated tabular
> schedule using the Classic Schedule Report format sorted by early
> start and total float. The tabular schedule shall include the
> following data: activity ID, original and remaining duration, activity
> percent complete, subcontractors codes, activity description, early
> and late schedule dates, and total float. Two copies of the computer
> diskettes containing this data shall be submitted with the CPM-PS
> along with the hard copy printouts of this tabular schedule.
>
> Other tabular schedule report formats may be requested to analyze
> CPM-PS revisions or time impacts.
>
> **(5) Reasonably Predictable Weather.** Submit a completed Table 155-1
> using 10-year historical weather data from the nearest NOAA weather
> data collection station (see Subsection 155.02(c)).
>
> **(e) Review and Approval of the Initial CPM-PS**

(1) Within 21 calendar days of receipt of the proposed CPM‑PS, the CO
    will either approve the proposed CPM‑PS or convene a Joint Review
    Conference at which the CO and the Contractor will discuss
    corrections and adjustments to the proposed CPM-PS. If any
    corrections or adjustments to the proposed CPM-PS are agreed upon or
    directed by the CO based on this review, adjust the CPM-PS and
    submit to the CO for review and approval within 14 calendar days
    after the date of this meeting. No progress payment will be made
    until an initial baseline CPM-PS is approved.

> **(2)** When an initial baseline CPM-PS is approved, the CO will
> return an approved copy of the CPM-PS to the Contractor. This approved
> CPM-PS with its supporting documents becomes the CPM‑PS of Record.
> Thereafter, implement and execute the work under the contract in
> accordance with this schedule, unless, a revision to this schedule is
> approved by the CO. An approved updated or revised CPM-PS becomes the
> current CPM-PS of Record. The current CPM-PS of Record will be
> considered the Contractor\'s work plan for completing the entire
> contract.

**155.05 CPM-PS Updates**

> **(a) Definition of a CPM-PS Update.** A CPM-PS Update is a normal
> monthly updating of the current CPM-PS of Record with no changes in
> the schedule logic or activities and no changes to the critical path.
> An Update shall reflect work completed to date, as well as the
> Contractor\'s projection of work yet to be completed. A normal Update
> should show the project being completed by the Contract Completion
> Date.

An Update may show negative float in the schedule (i.e. the actual
completion occurs later than the Contract Completion Date). Receipt of
an Update with negative float does not constitute agreement by the
Government with the revised completion schedule. The reason for late
completion (Government, weather, or Contractor caused delay) must be
clearly explained in the written narrative. Any change to the CPM-PS of
Record regarding work that is still to be completed, can only be
effected by a CPM-PS Revision, including a Time Impact Analysis.

> Negative float due to Contractor caused delay may result in the
> following actions by the CO: a request for a revision to the schedule
> to meet the Contract Completion Date; retent withheld from progress
> payments; assessment of liquidated damages; issuance of a cure notice;
> or termination.
>
> **(b) Timing of Updates.** Monthly job site meetings to review
> progress and payment quantities will be held on a date mutually agreed
> to by the CO and the Contractor. Submit a CPM-PS Update to the CO 3
> working days before the meeting date.
>
> **(c) Form and Requirements of the CPM-PS Update.** Submit the
> following:

**(1)** Tabular Schedule (Classic Schedule Report), updated as follows:

> *(a)* Actual finish dates for completed activities;

(b) Remaining duration required to complete each activity started, or
    scheduled to start, but not completed;

(c) Float remaining for each activity;

(d) Percentages for completed and partially completed activities;

(e) The CO may request additional tabular schedules using different sort
    parameters.

**(2)** The Submittal List updated as follows:

> *(a)* Actual date(s) of initial (and all subsequent) submittal(s);

(b) Actual date(s) of CO\'s initial (and subsequent) response(s);

(c) Status of CO\'s initial (and subsequent) response(s) (i.e. Approved,
    Rejected, Approved As Noted, etc.)

(d) Comments.

> **(3) Written narrative.** Identify all changes made to the schedule
> since the last update. Describe any issues that occurred in the
> previous month impacting the schedule (e.g. delaying factors and their
> estimated impact on performance of other activities and completion
> dates; weather delays; and an explanation of corrective action taken
> or proposed). Describe any changes in the resource loading.
>
> **(4)** Provide an updated Time-Scaled Logic Diagram when requested by
> the CO.
>
> **(d) Review and Approval of the CPM-PS Update**
>
> **(1)** The CO will review and approve the CPM-PS Update within 7
> calendar days or return it for corrections. The approved CPM-PS Update
> shall become the current CPM-PS of Record.
>
> **(2)** No monthly progress payment will be made until a CPM-PS Update
> is approved.

**155.06 CPM-PS Revisions**

> **(a) Definition of a CPM-PS Revision.** A CPM-PS Revision reflects a
> significant change to the schedule logic, schedule activities,
> activity durations or some other modification to the schedule of
> planned work. Activities performed out of sequence from the CPM-PS of
> Record affecting the critical path will require a CPM-PS Revision.
>
> **(b) Timing of a Revision.** Submit proposed revisions to the CPM-PS
> in writing, as they are determined necessary by either party. A
> revision shall be submitted in conjunction with any contract
> modification that affects the CPM-PS of Record. Submission of a
> proposed CPM-PS Revision will not in itself be considered to be Notice
> to the CO of a delay or disruption, or of any other basis for a change
> under the Contract. Refer to the notice requirements in other sections
> of the Contract. Continue to submit monthly CPM-PS Updates to the
> current CPM-PS of Record until a CPM-PS Revision is approved.
>
> **(c) Form and Requirements for Submitting a Proposed CPM-PS
> Revision.** Submit the following:

(1) **Written narrative.** All proposals to revise the CPM-PS shall
    include a written narrative describing the changes to the critical
    path and any logic revisions or modifications to the schedule,
    including, but not limited to, changes in the resource loading, in
    durations, in specifications, in subcontractors, the addition or
    deletion of work, increased or decreased quantities, defective work,
    and acceleration of the work.

> Delays and disruptions, which are ongoing and of uncertain duration as
> of the date of the proposed revision, shall be identified. When any
> delays or disruptions have occurred which are the contractual
> responsibility of the Contractor (i.e. which do not entitle the
> Contractor to a time extension under the terms of the Contract),
> advise the CO of the proposed efforts to return the project to a
> schedule consistent with the terms of the Contract\--including the
> commitment of additional resources or other appropriate action. If
> this is not possible, advise the CO of the extent to which completion
> dates or other terms of the Contract will not be met so the Government
> may evaluate its options under the terms of the Contract.
>
> **(2) Time Impact Analysis.** Submit a Time Impact Analysis according
> to Subsection 155.07.

**(d) Execution of a Proposed CPM-PS Revision.** When the parties agree
to a proposed CPM-PS Revision, submit 5 hard copies of the revised
CPM-PS and 2 copies of the computer file diskettes within 7 calendar
days after the parties reach agreement. The revised CPM-PS shall include
all of the items required by Subsection 155.04(b), plus a narrative
description of the basis for the approved revisions to the CPM-PS. The
approved CPM-PS Revision shall become the current CPM-PS of Record.

**155.07 Time Impact Analysis**

> **(a) General.** A Time Impact Analysis is the procedure by which the
> Contractor demonstrates the effect of specific time impacts on the
> overall project CPM-PS. Time impacts may result in an increase or
> decrease in contract time.

If the Contractor does not submit a Time Impact Analysis, it is mutually
agreed that the particular event does not require an extension of time
to the Contract Completion Date, and the Contractor waives its right to
subsequently request a time extension.

Once any Time Impact Analysis is approved by the CO, both parties agree
to waive any rights to re-evaluate the impacts, evaluated therein, at a
later date.

> **(b) Situations Requiring a Time Impact Analysis**
>
> **(1) CO Requested Contract Modifications.** When requested by the CO
> in connection with a proposed contract modification, prepare a
> proposed revision to the CPM-PS of Record with a Time Impact Analysis
> reflecting, in detail, the anticipated impact of the contract
> modification. This revised CPM‑PS will be used as a basis to modify
> the contract time resulting from the contract modification.
>
> **(2) Time Impacts of a Contractor Proposed Contract Modification.**
> When notification of a Contractor proposed contract modification is
> given which may result in a time impact under the terms of the
> contract, (see Subsection 155.07(d)), identify the events and provide
> written notice to the CO within 7 calendar days after the commencement
> of the alleged time impact. This notice shall detail the contractual
> basis for the time impact.

Within 14 calendar days after the end of the time impact event, for
which the Contractor has given notice, submit a Time Impact Analysis
which reflects and analyzes the alleged event or contract modification.

> **(3) Weather Delays.** Submit a Weather Time Impact Analysis for
> alleged weather delays according to Subsection 155.02(c).
>
> **(c) Form and Requirements of a Time Impact Analysis.** Consecutively
> number each Time Impact Analysis. Include in each Time Impact
> Analysis, the following documents or information:
>
> **(1)** The CPM-PS of Record at the time of the alleged impact
> (Affected CPM-PS).

(2) **Narrative Impact Analysis.** Provide a detailed narrative
    description of each alleged impact event. The alleged impact to each
    and every specifically affected activity in the Affected CPM‑PS
    shall be described in detail, including how each activity referenced
    in the Time Impact Analysis reflects the alleged impact. This
    narrative shall describe:

    a.  The cause of the impact;

    b.  The start date of the impact;

    c.  The duration of the impact, specifically describing how
        Contractor caused delays were deleted from the analysis;

    d.  The activities affected; and

    e.  Whatever methods the Contractor can employ, at no or minimal
        cost to the Government, to re-sequence or reschedule the work to
        mitigate the delay.

> **(3) As-Properly Impacted Schedule.** Revise the Affected CPM-PS to
> show the impact of the activities identified in Subsection 155.07(b),
> including any re-sequencing which would mitigate the delay. If the
> contract completion date is delayed, note the amount of the requested
> time extension as a request for a delay to that date.
>
> **(d) Analysis of a Time Impact**
>
> **(1) General.**

(a) Any request for an extension of the contract time will be determined
    by the CO\'s review of the Time Impact Analysis\' effect on the
    Affected CPM-PS;

(b) Activity delays will not automatically mean that an extension of the
    Final Contract Completion Date is warranted or due. A Contract
    Modification or delay may not affect existing critical activities or
    cause non-critical activities to become critical, but may result in
    only absorbing a part of the available total float that may exist
    within an activity chain of the Network, thereby not causing any
    effect on the Final Contract Completion Date.

(c) Only delays to activities which affect the Contract Completion Date
    will be considered for a time extension. The extension of the
    specified completion date will be based upon the actual number of
    calendar days the Contract Completion Date is adjusted.

(d) Extensions of time to the Contract Completion Date under the FAR
    Clauses 52.243-4, Changes; 52.236.2, Differing Site Conditions; or
    52.212‑12, Suspension of Work, will be granted only if requested in
    writing by the Contractor within the applicable notice period.

> **(2) Float.** No extension to the Contract Completion Date will be
> issued for work performed on activities with available float. Float is
> defined as the amount of time between when an activity \"can start\"
> (the early start) and when an activity \"must start\" (the late
> start). Float is a shared commodity, not for the exclusive use or
> benefit of either party. Either party has the full use of the float
> until it is depleted. Float may be consumed by the Contractor through
> routine operational considerations; by the Government through contract
> modifications, or other actions, which are its responsibility; or by
> unusually severe weather, strikes or other actions which are the
> responsibility of neither the Contractor nor the Government. Each
> updated or revised CPM-PS shall depict float as it is currently
> projected. Once all or part of this float has been consumed, it will
> no longer be an issue with respect to subsequent events.
>
> **(3) Contractor\'s Duty to Mitigate.** It is the Contractor\'s duty
> to attempt to mitigate delay. Analyze and discuss what measures the
> Contractor plans to take to mitigate delay. Include as a minimum those
> items of no cost to the Government. Accompany any measures which are
> alleged to increase cost, such as additional staffing or equipment, by
> corresponding rationale and assumptions which analyze the additional
> requirements. In addition, any Time Impact Analysis which does not
> include a discussion of the feasibility of re-sequencing future work
> to mitigate delay at no cost to the Government will be rejected.
>
> **(e) Extensions to Contract Dates.** The Government desires all
> contract work (including all work associated with an approved time
> impact analysis) to be completed by the Contract Completion Date.
> Therefore, any time extensions to the Contract Completion Date will
> require a contract modification. In addition, no increased cost will
> be paid to the contractor to accelerate the work unless the Contractor
> has expressly notified the Government under FAR Clause 52.243-4,
> Changes, and a contract modification has been issued.

**(f) Execution of the Time Impact Analysis.** Incorporate approved
logic changes or time extensions into the CPM-PS by or before the next
monthly meeting.

**155.08 Failure to Maintain Sufficient Progress.** The Contractor shall
furnish sufficient forces, offices, facilities, and equipment, and work
such hours, including multiple shift and overtime operations, as is
necessary to ensure progress consistent with the requirements of the
contract and the current CPM-PS of Record.

The currently approved CPM-PS of Record will be used to evaluate
progress as required by FAR Clause 52.232-5, Payments Under Fixed‑Price
Construction Contracts. If the Contractor\'s actual progress is less
than that required by the currently approved CPM-PS of Record for
completion by the Contract Completion Date, 10 percent of the amount of
all progress payments will be withheld until completion, or until
progress is improved for completion by the Contract Completion Date.

If the Contractor fails to improve progress for completion by the
Contract Completion Date, the Government may exercise its rights and
options pursuant to FAR Clause 52.249-10, Default (Fixed-Price
Construction), including the issuance of a Termination for Default.

# **Measurement**

**155.09** Measure the Section 155 items listed in the bid schedule
according to Subsection 109.02.

# **Payment**

**155.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 155 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for construction schedule will be paid as follows:

**(a)** 25 percent of the unit bid price will be paid upon approval of
the Initial CPM-PS, not to exceed 0.25 percent of the original contract
bid amount.

**(b)** The remaining portion will be paid in increments equal to the
progress of the work, not to exceed 0.5 percent of the original contract
bid amount.

**(c)** Any portion of the lump sum in excess of 0.5 percent of the
original contract amount will be paid after final acceptance.

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$155.00B

Add the following at the end of the Subsection:

[TABLE 155-1]{.underline}

Project Number\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

Location of NOAA Data Collection
Station\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

Data Years (10-year history): 19\_\_\_ through 20\_\_\_

[REASONABLY PREDICTABLE WEATHER]{.underline}

  ------------- --------------------- ----------------- -----------------
  MONTH         AVERAGE WORKDAYS LOST STANDARD          TOTAL LOST DAYS
                                      DEVIATION         

  JANUARY                                               

  FEBRUARY                                              

  MARCH                                                 

  APRIL                                                 

  MAY                                                   

  JUNE                                                  

  JULY                                                  

  AUGUST                                                

  SEPTEMBER                                             

  OCTOBER                                               

  NOVEMBER                                              

  DECEMBER                                              
  ------------- --------------------- ----------------- -----------------

\$\$156.00A

######### Section 156.---PUBLIC TRAFFIC

Revised 6 May 2005

*[INCLUDE THE FOLLOWING FOR RUSH HOUR RESTRICTIONS]{.mark}*

\$\$156.03A

156.03. Add the following:

Rush hours are defined as:

*[(insert rush hours)]{.mark}*

Perform the work during the time periods specified. Schedule and perform
the work so as not to interfere with traffic during rush hours.
Installing traffic control devices before a rush hour is over, or
failing to complete work and remove traffic control devices before a
rush hour begins, will be considered Contractor noncompliance.
Noncompliance will result in a reduction in payment to the Contractor
equal to \$[(*insert amount*)]{.mark} per hour, for each hour or portion
thereof. This reduction in payment will be subtracted from the
Contractor\'s progress payments and will be unrecoverable.

The CO reserves the right to review the Contractor\'s progress before
rush hour begins. The CO may direct the Contractor to stop operations to
ensure the Contractor completes all work, including the removal of all
lane restriction traffic control devices and installation of rush hour
traffic control devices before rush hour begins.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR HIGH ADT OR URBAN AREAS]{.mark}*

\$\$156.03B

156.03. Add the following:

Comply with all of the requirements of the Traffic Control Plan and
adequately maintain all of the devices required. Clean, service, and
replace all traffic control devices when they become inoperative,
damaged, or when the specified reflectivity of the device is reduced by
50 percent. The Contractor will be given written notice of those traffic
control items not in compliance with the Contract. Revise the identified
items into compliance within 24 hours. If the Contractor fails to bring
the specified items into compliance within the 24-hour period, the CO
may assess a daily reduction in payment to the Contractor of \$[(*insert
amount, typically ½ of the liquidated damages amount*)]{.mark} per day.
The CO may continue to assess the daily reduction in payment for each
additional 24-hour period until the items are corrected. This reduction
in payment will be subtracted from the Contractor\'s progress payments
and will be unrecoverable. Use of this reduction in payment does not
waive the CO\'s right to suspend the work in whole or in part according
to Subsection 108.05.

*[INCLUDE THE FOLLOWING, IF APPROPRIATE]{.mark}*

\$\$156.03C

156.03. Add the following:

Hauling will only be permitted from the nearest point of public access
to the work site. Minimize hauling over completed pavement.

\$\$156.04A

156.04. Add the following:

> **(f)** Ensure that all drains and inlets within the project limits
> are fully functional throughout the duration of the project.

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$156.06A

156.06(b). Delete the second sentence and substitute the following:

> For shoulder drop-offs in excess of 3 inches [(7.5
> centimeters)]{.mark}, provide a 1V:3H fillet with "*Low Shoulder*"
> warning signs.

*[INCLUDE THE FOLLOWING FOR URBAN AREAS]{.mark}*

\$\$156.06B

156.06**(i)** Delete the text and substitute the following:

> (**i**) Limit construction caused delays to public traffic to a
> maximum of 15 minutes per passage through the project.

*[INCLUDE THE FOLLOWING IF NIGHT OPERATIONS ARE NOT PERMITTED]{.mark}*

\$\$156.07A

156.07. Delete the Subsection and substitute the following:

**156.07 Nighttime Operations.** Nighttime operations are not permitted.
Perform construction operations during the hours of daylight (½ hour
after sunrise to ½ hour before sunset).

*[INCLUDE THE FOLLOWING FOR COMPLEX URBAN PROJECTS]{.mark}*

\$\$156.08A

156.08. Add the following:

Employ a full-time Traffic Safety Supervisor, exclusively for this
project, and designate the person in writing to the CO at the
preconstruction conference. The Traffic Safety Supervisor will be on the
site at all times when work is being performed and available during
non-work hours.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR RURAL OR UNCOMPLICATED PROJECTS]{.mark}*

\$\$156.08B

156.08. Delete the second sentence of the first paragraph and substitute
the following:

The traffic safety supervisor may be the superintendent.

\$\$201.00A

######### Section 201.---CLEARING AND GRUBBING

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR USFS PROJECTS]{.mark}*

\$\$201.03A

201.03. Add the following:

Pay to the Forest Service within 30 calendar days after contract award
or before the start of clearing and grubbing operations, the lump sum
price of [*[(obtain \$ value from USFS)]{.mark}*]{.underline} as payment
in full for all merchan­table timber involved in clearing and grubbing
and individual removal of trees.

\$\$203.00A

######### Section 203.---REMOVAL OF STRUCTURES AND OBSTRUCTIONS

Revised 6 May 2005

# [INCLUDE THE FOLLOWING FOR BRIDGE CONCRETE REMOVAL]{.mark}

\$\$203.04A

4.  Add the following:

> **(a) Concrete Removal by Mechanical Impact Methods**. Furnish
> equipment that complies with the following:
>
> **(1)** Use power-driven hand tools for removal of existing concrete
> with the following restrictions:
>
> *(a)* Do not use jackhammers heavier than 30 pounds [(13.6
> kilograms)]{.mark}.
>
> *(b)* Do not operate 30-pound [(13.6 kilogram)]{.mark} jackhammers and
> mechanical chipping tools at an angle in excess of 45 degrees measured
> from the surface of the slab.
>
> *(c)* Do not use chipping hammers heavier than a nominal 15-pound
> [(6.8-kilogram)]{.mark} class to remove concrete from beneath any
> reinforcing bar.
>
> **(2)** Use hand tools (hammers and chisels) for removal of final
> particles of concrete or to achieve the required depth.
>
> **(b) Reinforcing Steel.** Clean all reinforcing steel that is to
> remain in place and has been exposed by removal operations. Remove all
> rust and corrosive products, including oil, dirt, concrete fragments,
> laitance, loose scale, and other coating of any character that would
> destroy or inhibit the bond with the new concrete.

When cleaned reinforcing steel will be exposed for more than 7 calendar
days before placing the concrete, protect the steel from corrosion and
contamination. Clean and/or replace all reinforcing steel corroded or
contaminated because of the Contractor\'s failure to protect the steel.

> Prevent cutting or damaging reinforcing steel designated to remain in
> place. Repair or replace any damaged bars.

[]{.mark}

*[INCLUDE THE FOLLOWING, IF APPLICABLE]{.mark}*

\$\$203.05A

203.05(b). Delete the Subsection and substitute the following:

> **(b) Burn.** Burning is prohibited. Dispose of material according to
> Subsection 203.05(a).

\$\$203.05B

203.05(c). Add the following after the first sentence of the first
paragraph:

Bury debris beyond the toes of fills in areas authorized by the CO.

\$\$203.05C

203.05(c). Delete the Subsection and substitute the following:

> **(c) Bury.** Burying debris is prohibited. Dispose of material
> according to Subsection 203.05(a).

\$\$204.00A

######### Section 204.---EXCAVATION AND EMBANKMENT

Revised 25 January 2005

# [INCLUDE THE FOLLOWING]{.mark}

\$\$204.13A

204.13(d). Add the following:

Flush the exposed faces of rock embankment with soil conserved from the
excavation.

\$\$205.00A

######### Section 205.---ROCK BLASTING

Revised 6 May 2005

*[INCLUDE THE FOLLOWING FOR NPS PROJECTS]{.mark}*

\$\$205.08A

205.08(c) Delete the first sentence of the sixth paragraph and
substitute the following:

> Allow a 2-foot [(0.6-meter)]{.mark} offset for a working bench at the
> bottom of each lift for drilling the next lower controlled blasting
> hole pattern.

\$\$205.08B

205.08(c). Delete the ninth paragraph and substitute the following:

Presplitting is not permitted.

\$\$212.00A

######### Section 212.---LINEAR GRADING

Revised 25 January 2005

# [INCLUDE THE FOLLOWING]{.mark}

\$\$212.03A

212.03. Delete the Subsection and substitute the following:

Construct the roadbeds according to Section 204.

\$\$212.04A

212.04. Add the following after the second sentence:

Submit any deviations from the established vertical or horizontal
alignment shown in the plans for approval.

\$\$253.00A

######### Section 253.\--GABIONS AND REVET MATTRESSES

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR NPS PROJECTS AND OTHERS IF
APPLICABLE]{.mark}*

\$\$253.06A

253.06 Add the following after the second paragraph:

Hand place the rock for the visible faces of exterior basket cells to
ensure an attractive appearance as directed by the CO. Rock in other
sections of baskets may be placed by mechanical equipment.

\$\$257.00A

######### Section 257.---ALTERNATE RETAINING WALLS

Revised 16 May 2005

*[INCLUDE THE FOLLOWING FOR ALTERNATE RETAINING WALLS]{.mark}*

\$\$257.04A

257.04**(i)**. Add the following:

> **Design Criteria.** Consider the internal and the external stability
> of the wall. For internal stability, the wall system must be coherent
> and self‑supporting mass under the action of its own weight and any
> externally applied forces. For external stability the wall system must
> be stable against sliding, overturning, foundation failure, and
> overall slope failure including failure of temporary construction
> slopes.

The CO will provide the angle of internal friction used for the
computations of earth pressures in the reinforced and retained soil
backfill.

The CO may reject any proposed wall alternate should the alternate
present unreasonable slope stability risks at any individual site.

\$\$257.04B

Add the following after Subsection 257.04:

**257.04A Mechanically Stabilized Embankment Walls.** Construct
mechanically stabilized embankment walls using either or both extensible
and inextensible reinforcements conforming to Section 255 and to the
following design criteria:

> **(a) Structure Dimensions.** Dimension structures to satisfy the
> following minimum Factors of Safety:
>
> **(1)** Sliding \> 1.5
>
> **(2)** Overturning \> 2.0
>
> **(3)** Bearing Capacity \> 2.5
>
> **(4)** Pullout Resistance \> 1.5
>
> **(5)** Overall Stability \> 1.3 (1.2 for temporary construction
> slopes)

Design the minimum reinforcement length to be 70 percent of the wall
height (as measured from the back of the wall) and not less than 8 feet
[(2.4 meters)]{.mark} for wall heights up to 20 feet [(6.1
meters)]{.mark}. For wall heights over 20 feet [(6.1 meters)]{.mark},
design the minimum reinforcement length to be 70 percent of the wall
height (as measured from the back of the wall) and not less than 15 feet
[(4.6 meters)]{.mark}, unless substantiating evidence is presented to
indicate that shorter lengths are satisfactory. Consider rock intrusion
into the design of the embedment length design. Include a minimum
embedment length of 70 percent of the wall height (as measured from the
back of the wall) if the design embedment length cannot be reached
because of bedrock intrusion. In addition, the reinforcement length must
be sufficient to satisfy all external and internal stability
considerations.

> **(b) Wall Embedment Depth.** Design structures for the following
> minimum embedment unless constructed on rock foundations. The minimum
> embedment is determined as a function of the height of structure (H)
> above the base of the wall.

  ------------------------ ------------ ------- -------------------------------
  [Slope in Front of                            [Minimum Embedment]{.underline}
  Structure]{.underline}                        

  Horizontal               walls                H/20

  3H:1V                    walls                H/10

  2H:1V                    walls                H/7

  3H:2V                    walls                H/5
  ------------------------ ------------ ------- -------------------------------

Design the minimum embedment depth to the top of leveling pad to be 2
feet [(0.6 meters)]{.mark} or below the prevailing depth of frost
penetration.

[]{.mark}

*[INSERT THE FIGURE NUMBERS AND EARTH PRESSURE DIAGRAMS FROM
GEOTECH]{.mark}*

> **(c) External Stability Computations.** Assume the stabilized earth
> mass to be a rigid body for stability computations. Compute the
> coefficient of active earth pressure (K~a~), used to compute the
> horizontal force resulting from the random backfill and other loads,
> based on the friction angle of the random backfill.

Compute the active earth pressure coefficients for random backfill as
follows:

$\text{Ka} = \text{cos}B\left\lbrack \frac{\text{cos}B - \sqrt{(\text{cos}^{2}B - \text{cos}^{2}\phi}}{\text{cos}B + \sqrt{(\text{cos}^{2}B - \text{cos}^{2}\phi}} \right\rbrack$

> Where: *B* = Slope angle above wall

*ϕ* = Internal angle of friction of random backfill

> Figures *[[(insert figure number)]{.underline}]{.mark}* and *[[(insert
> figure number)]{.underline}]{.mark}* illustrate external stability
> equations for walls with horizontal backslope and inclined backslope
> respectively. The resultant force acting on the base lies within the
> middle third of the base width.
>
> **(d) Internal Stability.** Perform internal stability analyses to
> verify that the reinforcing material is not over-stressed and that the
> reinforcement embedment length beyond the failure surface is
> sufficient to prevent pullout.
>
> **(1) Reinforcement Tension.** Use the tie-back wedge method of
> analysis for analysis of retaining walls reinforced with extensible
> reinforcement.
>
> The required reinforcement tension to prevent rupture, T~r~,
> calculated using the tie-back wedge method, is less than or equal to
> the allowable reinforcement tension, T~a~, determined as outlined in
> Subsection 257.04A(f).
>
> **(2) Reinforcement Length.** Design the reinforcement length to be
> the longer of the length required for external stability or internal
> stability. Design the length required for external stability according
> to Subsection 257.04A(c). Determine the length required for internal
> stability as follows:
>
> At each reinforcement level, design the reinforcement length for a
> minimum factor of safety of 1.5 against pullout failure (i.e., at each
> reinforcement level the pullout resistance, T~p~, is at least 1.5
> times the required reinforcement tension, T~r~). Use only the
> effective pullout length extending beyond the Rankine failure surface
> into the resistant zone in the computation of the required pullout
> resistance.

The minimum reinforcement length in the resistant zone shall be 3 feet
[(0.9 meters)]{.mark}. The total reinforcement length at any level is
equal to the sum of the lengths in the active and resistant zones.
Provide uniform reinforcement length throughout any section of the
structure.

> **(e) Reinforcement Pullout Resistance.** Evaluate the pullout
> resistance from the results of pullout tests. The use of direct shear
> tests to determine the pullout resistance of reinforcement is not
> acceptable. Base pullout resistance for design on a maximum elongation
> of the embedded reinforcement of ¾ inch [(19 millimeters)]{.mark} as
> measured at the leading edge of the compressive zone within the soil
> mass and not the ultimate pullout capacity.
>
> For geogrids, where insufficient data exists to evaluate pullout
> resistance as a function of soil type, pullout tests will be required
> on a project specific basis until such time that the engineering
> behavior of the soil‑reinforcement system is clearly defined. Perform
> the pullout tests using vertical stress (~v~) variations and
> reinforcement element configurations simulating the actual project
> conditions.
>
> Perform the pullout tests on samples with a minimum embedded length of
> 2 feet [(0.6 meters)]{.mark}. Perform the tests on samples with a
> minimum width of 1 foot [(0.3 meters)]{.mark} or a width equal to a
> 4 longitudinal reinforcement element, whichever is greater. Conduct
> tests at 70±2 ^o^F [(21±1 ^o^C)]{.mark} at constant strain rates of
> 0.02 inches [(0.5 millimeters)]{.mark} per minute.

Evaluate the pullout resistance for geogrids by the following relation:

T~p~ = 2 tan  ~v~ A~s~ fd

where:

T~p~ = Ultimate pullout capacity of tensile reinforcement (pounds
[(kilograms)]{.mark})

~v~ = Vertical stress (pounds per square foot [(kilograms per square
meter)]{.mark})

A~s~ = Total plan area of geogrid beyond failure plans (square feet
[(square meters)]{.mark})

 = Internal angle of friction of backfill

fd = Equivalent coefficient of direct sliding derived from pullout tests

The equivalent coefficient of direct sliding is a function of the open
area of the grid. For preliminary analysis estimate from the following
in the absence of product specific data tested with site-specific
granular backfills:

+-----------+-----------------------+--------------+--------------------+
| [% Open   |                       | Equivalent   |                    |
| Area of   |                       | Coefficient  |                    |
| Grid]{.u  |                       |              |                    |
| nderline} |                       | [of Direct   |                    |
|           |                       | Sliding]     |                    |
|           |                       | {.underline} |                    |
+-----------+-----------------------+--------------+--------------------+
|           | 80 or more            |              | 0.5                |
+-----------+-----------------------+--------------+--------------------+
|           | 51 to 79              |              | 0.7                |
+-----------+-----------------------+--------------+--------------------+
|           | 50 or less            |              | 0.6                |
+-----------+-----------------------+--------------+--------------------+

> **(f) Reinforcement Properties and Allowable Stress.**
>
> **(1) General.** The long‑term tension‑strain characteristics of
> extensible reinforcements are influenced by:
>
> *(a)* Long‑term polymer creep,
>
> *(b)* Long‑term polymer degradation, and
>
> *(c)* Construction induced reinforcement damage as well as variations
> in the manufacturing process.

Account for and verify these factors by testing to determine the
allowable long‑term reinforcement tensions for design.

> **(2) Creep.** Determine the long-term tension-strain-time behavior of
> polymeric reinforcement from results of controlled laboratory creep
> tests conducted for a minimum duration of 10,000 hours for a range of
> load levels on samples of the finished product to be used on the
> project. Test samples in the direction in which the load will be
> applied in use in either a confined or unconfined mode. Extrapolate
> results using a minimum design life of 100 years.

Determine the following from these tests:

> *(a)* The highest tension level at which the accumulative creep
> strain-rate continues to decrease with Log-time within the required
> design lifetime and which would preclude brittle or ductile failures.
> Term this value of load the limit state reinforcement tensile load and
> designate as T~1~.
>
> *(b)* The tension level at which total strain is not expected to
> exceed 5 percent within the design lifetime. Term this value of load
> the serviceability state reinforcement tension, and designate as T~w~.
>
> **(3) Polymer Durability.** Perform product specific studies to assess
> the effects on the reinforcement\'s durability in differing
> environments. Include the effect on short‑term and long‑term
> mechanical properties as well as changes to the reinforcement
> microstructure, dimensional changes, changes in mass, oxidation,
> environmental stress cracking, hydrolysis, temperature, and
> plasticization in the studies. Provide the test results for
> verification of product durability. Investigate the full range of soil
> environments to which the reinforcements may be potentially exposed
> and the site-specific environment. As a minimum include the following:

(a) The pH in the range of 3 to 9 - ASTM D 2165;

(b) Diesel oil - ASTM D 975;

(c) Fungi and Bacteria;

(d) U.V. exposure 500 hours. - ASTM D 4355;

(e) Solvents and agents that are site-specific.

> Incorporate the results from these studies into durability reduction
> factors, (FD) and apply to the limit state tensile load T~1~.
> Extrapolate results from short-term tests to the required design life
> of 100 years.

In the absence of site-specific product durability information, take FD
as 2.0. In no case shall FD be less than 1.10.

> **(4) Construction Induced Damage.** Determine the effect of
> construction damage on the reinforcement from the results of
> full‑scale construction damage tests on representative fill materials
> to be used in the construction of the reinforced backfill and
> according to construction procedures. Incorporate the effect of
> construction damage tests into the construction damage factor (FC)
> that is applied to the limit and serviceability state reinforcement
> tensions. In the absence of product specific construction damage tests
> on site-specific materials, take FC as 3.0. Substantiate lower values
> by construction damage tests for the selected product with the
> specific backfill source from the project.
>
> **(5) Allowable Reinforcement Tension.** The allowable reinforcement
> tension T~a~, will be the lesser of the following 2 determinations:
>
> *(a)* Limit state determination. The allowable long-term reinforcement
> tension based on a limit state criterion is given by:

$T_{\text{al}} = \frac{T_{1}}{\text{FD} \times \text{FC} \times \text{FS}}$

where: FS is an overall factor of safety to account for uncertainties in
structure geometry, fill properties, reinforcement properties, and
externally applied loads. For permanent, vertically faced mechanically
stabilized earth walls the minimum FS shall be 1.5 for overall
stability.

> *(b)* Serviceability state determination. The allowable long-term
> reinforcement tension based on a serviceability state criterion is
> given by:

$T_{\text{as}} = \frac{T_{w}}{\text{FC} \times \text{FD}}$

> For the serviceability state determination no overall factor of safety
> is required.
>
> The allowable reinforcement tension, T~a~, determined in this section
> shall be greater than the required reinforcement tension, T~r~,
> calculated in Subsection 257.04A(d).
>
> **(6) Geogrid Junction Strength.** For geogrids the summation of the
> shear strengths of the joints occurring in a 1-foot
> [(0.3-meter)]{.mark} length of the grid sample shall be greater than
> the ultimate tensile strength of the grid element to which they are
> attached. Otherwise, reduce the allowable reinforcement tensions in
> Subsection 257.04A(f)(5) by the ratio of the shear strengths to the
> ultimate strength. Determine the ultimate tensile strength from the
> wide width tensile test, ASTM D 4595, and translate into an ultimate
> strength per element by dividing by the number of elements per foot
> [(meter)]{.mark} of width. Junction strength may be measured in
> accordance with Geosynthetic Research Institute (G.R.I.)
> Method GG-2-87.
>
> **(g) Backfill Requirements.** Furnish backfill for embankments using
> inextensible metallic reinforcements meeting Subsection 255.06.

Furnish backfill for extensible reinforcements that has a nominal
maximum particle size of 4 inches [(10 centimeters)]{.mark}, be
reasonably free from organic or other deleterious materials, and have a
pH between 3 and 9. The shear strength parameters used for the
computations of earth pressures in the reinforced and retained soil
backfill will be provided on the plans.

> **(h) Facing Connection Design.** Base the size of all structural
> facing elements so the design load stresses do not exceed the
> allowable stresses found in the AASHTO Standard Specifications for
> Highway Bridges. Design extensible reinforcement connections to the
> facing to carry 100 percent of the maximum design tensile load at all
> levels. Load test representative section of connection type with
> vertical stresses, ranging from minimum to maximum, to determine the
> allowable connection working load. The reinforcement allowable
> strength may be no greater than the connection strength.

Conduct the load-test on samples at least 8 inches [(20
centimeters)]{.mark} wide and at a rate of elongation not exceeding
0.5 inches [(14 millimeters)]{.mark} per minute.

> **(i) Corrosion Life.** The corrosion life of any metal components
> which are exposed to soil shall be 100 years. Submit calculations
> concerning corrosion life to the CO for approval.
>
> **(j) Miscellaneous.** If the wall designer/supplier needs additional
> information to complete its design, obtain the information. Calculate
> the maximum bearing pressure under the stabilized mass using the
> Meyerhoff formula and clearly indicate on the plans. Assume passive
> pressure in front of the wall mass to be 0 for design purposes.

Account for all appurtenances behind, in front of, under, mounted upon,
or passing through the wall (such as the drainage structures, or other
items shown on the plans) in the stability design of the wall.

\$\$257.04C

**257.04B Permanent Anchored Walls.** Design permanent anchored walls to
conform to Sections 256, 551, 557, 601, and the following design
criteria:

> **(a)** Design rock and soil anchors to conform to Section 256.
>
> **(b)** Design lagging by sound engineering principles.
>
> **(c)** Furnish a 1-foot [(0.3-meter)]{.mark} reinforced concrete
> facing, designed according to AASHTO Standard and Interim
> Specifications for Highway Bridges. Use Class A concrete, tested
> according to Subsection 552.19(a). Extend the facing 2 feet [(0.6
> meters)]{.mark} below the gutter line or, if applicable, the ground
> line adjacent to the wall. Finish concrete according to Subsection
> 552.16(a).
>
> **(d)** Design soldier piles for shear, bending, and axial stresses.
> Design according to the latest AASHTO design criteria. Soldier piles
> may be steel or concrete with a minimum yield strength for steel of
> 50,000 pounds per square inch [(345 MegaPascals)]{.mark} and the
> minimum compressive strength of concrete of 3,000 pounds per square
> inch [(20.7 MegaPascals)]{.mark}, 28-day strength.
>
> **(e)** Design permanent drainage systems behind the wall. Connect
> drainage systems to the nearest drop inlet by pipe or by free
> drainage.

[]{.mark}

*[INSERT THE FIGURE NUMBERS AND EARTH PRESSURE DIAGRAMS FROM
GEOTECH]{.mark}*

> **(f)** Show loading conditions for soldier piles, lagging, and
> anchors at critical stages of construction as indicated on Figures
> *[(insert figure numbers)]{.mark}*.
>
> **(g)** Ensure that the wall is compatible with horizontal and
> vertical alignment criteria indicated on the plans.
>
> **(h)** Size the tendon such that the design load does not exceed 53
> percent of the guaranteed ultimate tensile strength of the tendon.
>
> **(i)** Analyze the anchor structure system to ensure long-term
> stability of both the anchors and the earth mass being retained.
> Extend the free stressing length at least 5 feet [(1.5 meters)]{.mark}
> beyond any critical failure surface but not less than 15 feet [(4.6
> meters)]{.mark} in soil or 10 feet [(3 meters)]{.mark} in rock.
> Account for the type of foundation, nearness, and susceptibility to
> movement of adjacent facilities in the design.

\$\$260.00A

######### Section 260.---ROCKBOLTS

Revised 25 January 2005

[SECTION TO BE REVISED SHORTLY CONTACT PS&E REVIEW ENGINEER FOR FURTHER
DETAILS]{.mark}

\$\$261.00A

######### Section 261.---ROCK DOWELS

Revised 25 January 2005

[SECTION TO BE REVISED SHORTLY CONTACT PS&E REVIEW ENGINEER FOR FURTHER
DETAILS]{.mark}

[]{.mark}

\$\$301.00A

######### Section 301.---UNTREATED AGGREGATE COURSES

Revised 6 May 2005

*[INCLUDE THE FOLLOWING FOR NEW OR RECONSTRUCTED CONCRETE PAVEMENT
SLABS]{.mark}*

\$\$301.01A

301.01. Add the following:

Crushed recycled concrete may be used for aggregate courses under
concrete pavements.

\$\$301.02A

301.02 Add the following:

> Crushed recycled concrete 703.20

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$301.03A

301.03. Add the following after the second paragraph:

Submit the representative 300-pound [(150-kilogram)]{.mark} sample to
the EFLHD Central Laboratory in Sevierville, Tennessee.

[]{.mark}

*[INCLUDE THE FOLLOWING IF ALLOWING AN ALTERNATE STATE GRADATION AND THE
ALTERNATE STATE GRADATION INCLUDES SPECIFIED ALLOWABLE DEVIATIONS. ALSO
INCLUDE APPLICABLE SCRS FROM SUBSECTION 703.05.]{.mark}*

\$\$301.03B

301.03. Add the following:

If an alternate State gradation is produced as provided in Subsection
703.05, notify the CO in writing. If the target values with respect to
the State gradation are not identified, they will be the midpoint of the
allowable State specification band.

*[INCLUDE THE FOLLOWING IF ALLOWING AN ALTERNATE STATE GRADATION AND THE
ALTERNATE STATE GRADATION DOES NOT INCLUDE SPECIFIED ALLOWABLE
DEVIATIONS. ALSO INCLUDE APPLICABLE SCRS FROM SUBSECTION
703.05.]{.mark}*

\$\$301.03C

301.03. Add the following:

If an alternate State gradation is produced as provided in Subsection
703.05, notify the CO in writing. The target values with respect to the
State gradation will be the midpoint of the allowable State
specification band. The allowable deviation (D) will be ½ the State
specification band width, and the maximum allowable pay factor under
subsection 301.08 will be 1.0.

*[INCLUDE THE FOLLOWING FOR NEW OR RECONSTRUCTED CONCRETE PAVEMENT
SLABS]{.mark}*

\$\$301.04A

301.04. Add the following:

Remove and replace any layer of crushed recycled concrete material that
exhibits heaving, pumping, rutting, or shearing under construction
equipment even if the layer meets the density requirements in Subsection
301.05.

\$\$301.08A

301.08 Add the following:

Crushed recycled concrete for aggregate courses under concrete pavements
will be evaluated under Subsections 106.02 and 106.04.

\$\$303.00A

######### Section 303.---ROAD RECONDITIONING

Revised 6 May 2005

*[INCLUDE THE FOLLOWING WHEN STATIONING IS DONE OTHER THAN AT CL. REVISE
AS APPROPRIATE]{.mark}*

\$\$303.10A

303.10. Delete the second paragraph and substitute the following:

Measure ditch and shoulder reconditioning by the [linear foot or
mile]{.mark} [(meter or kilometer)]{.mark}, measured along the edge of
pavement.

\$\$308.00A

######### Section 308.---MINOR CRUSHED AGGREGATE

Revised 6 May 2005

*[INCLUDE THE FOLLOWING WHEN CRUSHED RECYCLED CONCRETE IS PERMITTED IN
TEMPORARY PAVEMENTS]{.mark}*

\$\$308.02A

308.02. Add the following:

> Crushed recycled concrete 703.20

\$\$308.02B

Crushed recycled concrete may be used for aggregate courses in temporary
pavements.

\$\$308.04A

308.04(a). Add the following:

Remove and replace any layer of crushed recycled concrete material that
exhibits heaving, pumping, rutting, or shearing under construction
equipment even if the layer meets the density requirements in Subsection
308.05(a).

\$\$308.06A

308.06. Add the following:

Crushed recycled concrete will be evaluated under Subsections 106.02 and
106.04.

*[INCLUDE THE FOLLOWING FOR A SMALL QUANTITY OF AGGREGATE FOR MINOR
ROADS, PARKING LOTS AND FOR TEMPORARY PAVEMENTS (Quantity to be
determined during the design and review process)]{.mark}*

\$\$308.06B

6.  Delete Table 308-1 and substitute the following:

**Table 308-1**

**Sampling and Testing Requirements**

  ------------ ---------------- ------------------ ------------------ ------------- ------------ ---------- -------------
  **Material   **Type of        **Property or      **Test Methods     **Sampling    **Point of   **Split    **Reporting
  or Product** Acceptance       Characteristic**   Specifications**   Frequency**   Sampling**   Sample**   Time**
               (Subsection)**                                                                               

  Crushed      Measured and     Moisture-Density   AASHTO T 180       1 for each    Production   \-\--      Before using
  aggregate    tested for                          method D^(2)^      aggregate     output or               in work
  for roadway  conformance                                            supplied      stockpile               
               (106.04)                                                                                     

                                Gradation^(1)^     AASHTO T 11 and T  1 for each    From windrow \-\--      Before
                                                   27                 1000 tons     or roadbed              placing next
                                                                                    after                   layer
                                                                                    processing              

                                In-place density   AASHTO T 310 or    1 for each    In-place     \-\--      Before
                                and moisture       other approved     500 tons                              placing next
                                content            procedures                                               layer

  Crushed      Measured and     Moisture-Density   AASHTO T 99 method 1 for each    Production   \-\--      Before using
  aggregate    tested for                          C^(2)^             aggregate     output or               in work
  for bedding  conformance                                            supplied      stockpile               
  and backfill (106.04)                                                                                     

                                In-place density   AASHTO T 310 or    2 per lift    In-place     \-\--      Before
                                and moisture       other approved                                           placing next
                                content            procedures                                               layer
  ------------ ---------------- ------------------ ------------------ ------------- ------------ ---------- -------------

^(1)^Use only sieves indicated for the specified gradation.

^(2)^Minimum of 5 points per proctor.

\$\$308.06C

6.  Delete the third and fourth paragraphs and substitute the following:

Construction of roadway aggregate courses, and bedding and backfill
aggregate will be evaluated under Subsections 106.02 and 106.04. Method
2 compaction will be evaluated under Section 106.04. Sample crushed
aggregate for roadway according to Table 308-1. Submit crushed aggregate
for roadway samples to the CO for verification. Materials that do not
meet the approved certification will be considered unacceptable.

*[INCLUDE THE FOLLOWING WHEN CRUSHED RECYCLED CONCRETE IS PERMITTED IN
TEMPORARY PAVEMENTS]{.mark}*

\$\$308.07A

308.07. Add the following:

Measure crushed recycled concrete by the cubic yard [(meter)]{.mark} in
the hauling vehicle.

[DO NOT USE WHERE THE CONSTRUCTION WILL BE ADMINISTERED BY THE FOREST
SERVICE. FS DOES NOT DO STATISTICAL ACCEPTANCE. USE 403]{.mark}

\$\$401.00A

######### Section 401.---SUPERPAVE HOT ASPHALT CONCRETE PAVE­MENT

Revised 2 October 2005

### *[INCLUDE THE FOLLOWING]{.mark}*

\$\$401.01A

401.01. Add the following:

Asphalt binder is designated as performance grade PG *[(ASK MATERIALS
ENGINEER FOR SPECIFIC GRADE)]{.mark}*.

[]{.mark}

[INCLUDE THE FOLLOWING FOR PROJECTS IN STATES THAT HAVE CHANGED THE
NATIONAL SUPERPAVE SPECIFICATION (CHECK WITH THE MATERIALS
ENGINEER)]{.mark}

\$\$401.03A

401.03. Add the following:

At the option of the contractor, a State Highway Department Superpave
Hot Asphalt Concrete mixture may be submitted for approval that has the
same nominal maximum size aggregate, traffic level (design ESAL), and
asphalt binder grade as specified.

*[INCLUDE THE FOLLOWING FOR 401 AND 402 ITEMS]{.mark}*

\$\$401.03B

401.03(a). Delete the first sentence and substitute the following:

> Do not use mixes with over 15 percent recycled asphalt pavement in the
> top lift.

\$\$401.03C

401.03(b). Add the following:

> For State Department of Transportation mixes, submit a job-mix formula
> that is currently approved and has been tested by the State within a
> year of the date of intended use. Include documentation from a State
> highway official certifying that it is an approved State mix.

###### [INCLUDE THE FOLLOWING]{.mark}

\$\$401.03D

401.03(b). Add the following:

> For percentages of recycled asphalt pavement greater than 15 percent,
> the contractor must submit a quality control plan showing sufficient
> control of the recycled asphalt pavement.
>
> Submit all materials and information to the EFLHD Central Laboratory
> in Sevierville, Tennessee.

\$\$401.03E

401.03(c). Add the following:

> Allow a minimum of 21 calendar days for verification of each job-mix
> formula after receipt of all materials and information at the EFLHD
> Central Laboratory.

[INCLUDE THE FOLLOWING FOR 401 OR 402 ITEMS]{.mark}

\$\$401.13A

401.13. Add the following:

Begin paving operations at the furthest location from the asphalt plant
and proceed towards the plant.

*[DO NOT USE WHERE THE CONSTRUCTION WILL BE ADMINISTERED BY THE FOREST
SERVICE. FS DOES NOT DO STATISTICAL ACCEPTANCE. USE 403]{.mark}*

\$\$402.00A

######### Section 402.---HOT ASPHALT CONCRETE PAVEMENT BY HVEEM OR MARSHALL MIX DESIGN METHOD

Revised 2 October 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$402.01A

402.01. Add the following:

Asphalt binder is designated as performance grade PG *[(ASK MATERIALS
ENGINEER FOR SPECIFIC GRADE)]{.mark}*.

\$\$402.03B

402.03(b). Add the following:

> For percentages of recycled asphalt pavement greater than 15 percent,
> the contractor must submit a quality control plan showing sufficient
> control of the recycled asphalt pavement.
>
> Submit all materials and information to the EFLHD Central Laboratory
> in Sevierville, Tennessee.

\$\$402.03C

402.03(c). Add the following:

> Allow a minimum of 21 calendar days for verification of each job-mix
> formula after receipt of all materials and information at the EFLHD
> Central Laboratory.

\$\$402.00B

######### THE FOLLOWING SPECIAL CONTRACT REQUIREMENTS ARE APPLICABLE TO 

**THOSE 402 PAY ITEMS WITH BID SCHEDULE QUANTITIES**

**GREATER THAN OR EQUAL TO 4000 TONS**

Revised 25 January 2005

[INCLUDE THE FOLLOWING WHEN THE PROJECT IS LOCATED IN A STATE WITH
SIMILAR HACP SPECIFICATIONS. GRADING C AND E SHOULD BE SPECIFIED IF
ALLOWING A STATE OPTION (CHECK WITH THE MATERIALS ENGINEER)]{.mark}

\$\$402.03E

402.03. Add the following:

At the option of the Contractor, a State Department of Transportation
mixture gradation may be submitted which has the same maximum size
aggregate as the specified grading and conforms to the aggregate quality
requirements in Subsection 703.07, and design parameters (b); (c)(2) or
(d); and (e) in Table 402-1 for the specified mix Class and the
requirements of Table 402-2.

The allowable deviations for an optional State Department of
Transportation gradation will be the allowable deviations as shown in
Table 703-4 for the gradation specified.

\$\$402.03F

402.03(b). Add the following:

> For State Department of Transportation mixes, submit a job-mix formula
> that is currently approved and has been tested by the State within a
> year of the date of intended use. Include documentation from a State
> highway official certifying that it is an approved State mix.

[USE FOR PAVEMENTS THAT ARE NOT STATISTICAL (\< 4000 TONS), SUCH AS
DRIVEWAYS, PULL-OFFS, AND PARKING AREAS BUT AREN'T MINOR AS IN SECTION
404. ALSO USE WHERE THE CONSTRUCTION WILL BE ADMINISTERED BY THE FOREST
SERVICE. FS DOES NOT DO STATISTICAL ACCEPTANCE DO NOT USE 401 OR
402.]{.mark}

\$\$403.00A

######### Section 403.---HOT ASPHALT CONCRETE PAVEMENT

Revised 25 January 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$403.01A

403.01. Add the following:

Asphalt binder is designated as performance grade PG *[(ASK MATERIALS
ENGINEER FOR SPECIFIC GRADE)]{.mark}*.

*[INCLUDE THE FOLLOWING FOR SUPERPAVE]{.mark}*

\$\$403.03A

403.03. Delete the second and third bullet item and substitute the
following:

> • State Department of Transportation Superpave Hot Asphalt Concrete
> mixture with the same nominal maximum size aggregate, traffic level
> (design ESAL), and asphalt binder grade as specified. Meet the
> requirements for the location and type of facility being constructed
> as designated by the current State Department of Transportation
> specification. Submit the aggregate quality, gradation requirements,
> and mixture criteria for the asphalt concrete mix.

*[INCLUDE THE FOLLOWING FOR HACP BY HVEEM OR MARSHALL]{.mark}*

\$\$403.03B

403.03. Delete the first and third bullet item and substitute the
following:

> • State Department of Transportation Hveem or Marshall designed
> mixture with the same maximum size aggregate as the specified grading.
> Meet the requirements for the location and type of facility being
> constructed as designated by the current State Department of
> Transportation specification. Submit the aggregate quality, gradation
> requirements, and mixture criteria for the asphalt concrete mix.

###### [INCLUDE THE FOLLOWING]{.mark}

\$\$403.03C

403.03(b). Add the following:

> For State Department of Transportation mixes, submit a job-mix formula
> that is currently approved and has been tested by the State within a
> year of the date of intended use. Include documentation from a State
> highway official certifying that it is an approved State mix.

\$\$403.03D

403.03(b). Add the following:

> Submit all materials and information to the EFLHD Central Laboratory
> in Sevierville, Tennessee.

\$\$403.03E

403.03(c). Add the following:

> Allow a minimum of 21 calendar days for verification of each job-mix
> formula after receipt of all materials and information at the EFLHD
> Central Laboratory.

\$\$409.00A

######### Section 409.---ASPHALT SURFACE TREATMENT

Revised 2 October 2005

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$409.07A

7.  Delete the subsection.

\$\$409.14A

409.14. Delete the second paragraph and substitute the following:

Measure asphalt surface treatment (including both asphalt and aggregate)
by the square yard [(square meter)]{.mark}.

\$\$412.00A

######### Section 412.---ASPHALT TACK COAT

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR CUT-BACKS]{.mark}*

\$\$412.01A

412.01. Add the following:

Tack coat rapid-curing cut-back asphalt grade is designated as shown in
AASHTO M 81.

\$\$412.02A

412.02. Add the following:

> Cut-back asphalt 702.02

\$\$412.02B

412.02. Add the following:

*[INCLUDE THE FOLLOWING FOR EMULSIFIEDS]{.mark}*

\$\$412.02C

Tack coat emulsified asphalt grade is designated as *[(ASK MATERIALS
ENGINEER FOR SPECIFIC GRADE)]{.mark}*

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CUT-BACKS]{.mark}*

\$\$412.02D

Tack coat rapid-curing cut-back asphalt grade is designated as *[(ASK
MATERIALS ENGINEER FOR SPECIFIC GRADE)]{.mark}*

[]{.mark}

\$\$501.00A

######### Section 501.---RIGID PAVEMENT

Revised 8 May 2005

*[INCLUDE THE FOLLOWING FOR COLORED SEALANT, AS APPROPRIATE]{.mark}*

\$\$501.02A

501.02. Add the following:

\$\$501.02B

> Furnish joint sealant material conforming to Subsection 712.01(e) that
> is a [(*insert color)*]{.mark} color matching the color of the
> existing pavement.

\$\$501.02C

> Furnish joint sealant material conforming to Subsection 712.01(f) that
> is a [(*insert color)*]{.mark} color matching the color of the
> existing pavement.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR STEEL PLATES, \$\$501.14B IS USED]{.mark}*

\$\$501.02D

> Furnish steel plates and keep available on the project for emergency
> use.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR ACCELERATED FULL-DEPTH REPLACEMENT]{.mark}*

\$\$501.03A

501.03. Add the following:

**Accelerated Full-depth Patching**. Design the concrete mix according
to Subsection 552.03 and conform to Table 501-1a. Make test specimens
according to AASHTO T 23, except that specimens shall remain in molds
until tests are conducted after a 7-hour cure.

**Table 501-1a**

**Rigid Pavement Composition**

+-----------+-----------+----------+-----------+-----------+-----------+
| Wat       | Te        | Slump    | Air       | Aggregate | 7-Hour    |
| er/Cement | mperature |          | Content   | Size      | Minimum   |
| Ratio     |           |          |           |           |           |
|           | of        |          | (%)       | (AASHTO M | Co        |
| (maximum) |           |          |           | 43)       | mpressive |
|           | Concrete  |          |           |           |           |
|           |           |          |           |           | Strength  |
+-----------+-----------+----------+-----------+-----------+-----------+
| 0.42      | 70±20     | 5.0±0.75 | 5½±1½     | No. 57    | 1,200 psi |
|           | ^o^F      | inches   |           |           |           |
|           |           |          |           |           | [(8       |
|           | [(20±10   | [(120±20 |           |           | Mpa       |
|           | ^o^C      | mm)      |           |           | )]{.mark} |
|           | )]{.mark} | ]{.mark} |           |           |           |
+-----------+-----------+----------+-----------+-----------+-----------+

*[INCLUDE THE FOLLOWING FOR COLORED PAVEMENT]{.mark}*

\$\$501.03B

501.03 Add the following:

**Pavement Containing Color**. Prepare 6-foot by 6-foot by 4-inch [(2 by
2-meter by 10 centimeter)]{.mark} test panels at an area near the
project designated by the CO. Do not begin concrete pavement work until
the CO inspects and approves the appearance of the test panels and the
concrete mix design 28 calendar days after the test panels are
constructed. The use of high range water reducer or accelerator in the
test panel is prohibited.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR FULL-DEPTH REPLACEMENT OR SMALL QUANTITY OF
RIGID PAVEMENT (SEE \$\$501.12A)]{.mark}*

\$\$501.11A

501.11. Add the following to the first paragraph:

Seal joints within 5 calendar days after patching to prevent spalling.

\$\$501.12A

501.12. Add the following:

For full depth replacement or small individual areas of rigid pavement
(less than *[(insert quantity, to be determined during design &
review)]{.mark}* square yards [(square meters)]{.mark}), meet the
requirements of (c) below.

# [INCLUDE THE FOLLOWING IF APPLICABLE]{.mark}

\$\$501.13A

501.13. Add the following:

Schedule the patching operation so that all areas where the pavement has
been removed are repaired during the same work period and the roadway
opened to traffic according to Section 156. Complete all concrete
operations sufficiently before opening the lane to traffic to allow the
concrete to have attained sufficient strength to support traffic
according to Subsection 501.14. In case of emergency, temporarily fill
and plate the repair areas according to Subsection 501.14.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR ACCELERATED FULL-DEPTH REPLACEMENT]{.mark}*

\$\$501.14A

501.14. Add the following:

For accelerated full-depth patches, do not allow traffic on new pavement
until the minimum compressive strength has reached 1,200 pounds per
square inch [(8 MegaPascals)]{.mark} according to AASHTO T 22.

[]{.mark}

*[INCLUDE THE FOLLOWING, IF APPLICABLE]{.mark}*

\$\$501.14B

501.14 Add the following:

If an emergency or unforeseen circumstance prevents the completion of a
pavement patch before opening the roadway, backfill and compact the
excavation with aggregate base and cover with a steel plate so that the
lane can be immediately opened to traffic. At the beginning of the next
day\'s work, completely remove the aggregate, in a manner which will not
disturb the subgrade or any dowels, load transfer tie bars, or load
transfer assemblies which may have been previously placed.

Place steel plates over concrete patches only if the concrete has not
developed sufficient strength as determined by the CO.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR ACCELERATED FULL-DEPTH REPLACEMENT]{.mark}*

\$\$501.15A

501.15. Add the following:

**Field Control for Accelerated Full-Depth Patching**. Conduct tests for
concrete compressive strength, and gradation and moisture control of
coarse and fine aggregate. Should the mix be of a questionable nature or
the previous patches show poor performance, the CO may require that test
cylinders be made, cured according to Subsection 552.15, and tested for
a 7-hour minimum compressive strength of 1,200 pounds per square inch
[(8 MegaPascals)]{.mark}. The minimum test frequency for slump and air
content will be 1 per 20 cubic yards [(15 cubic meters)]{.mark}. Conduct
compressive strength tests as required by the CO. Conduct tests for
gradation and moisture content daily before production. Concrete
compressive strength will be evaluated under Subsection 106.05. The
maximum pay factor for concrete compressive strength will be 1.0.

[]{.mark}

*[INCLUDE THE FOLLOWING IF CONCRETE QUANTITY \< 250 YD^3^ (190
m^3^)]{.mark}*

\$\$501.15B

501.15. Delete the third paragraph, the last sentence in both (a) and
(b), and all of (c). Substitute the following for the third paragraph:

Concrete compressive strength, pavement thickness, and pavement
smoothness, will be evaluated under Subsection 106.04. Determine
pavement smoothness according to Subsection 501.12. See Table 501-3 for
minimum sampling and testing requirements for compressive strength and
pavement thickness.

\$\$502.00A

######### Section 502.---RIGID PAVEMENT RESTORATION

Revised 8 May 2005

\$\$502.02A

502.02. Add the following:

*[INCLUDE ONE OF THE FOLLOWING FOR COLORED SEALANT, AS
APPROPRIATE]{.mark}*

\$\$502.02B

> Furnish joint sealant material conforming to Subsection 712.01(e) that
> is a *[insert color]{.mark}* color matching the color of the existing
> pavement.

\$\$502.02C

> Furnish joint sealant material conforming to Subsection 712.01(f) that
> is a *[insert color]{.mark}* color matching the color of the existing
> pavement.

*[INCLUDE THE FOLLOWING IF PLATES ARE NEEDED]{.mark}*

\$\$502.02D

Furnish steel plates and keep available on the project for emergency
use.

\$\$502.05A

502.05. Add the following:

Schedule the patching operation so that all areas where the pavement has
been removed are repaired during the same work period and the roadway
opened to traffic according to Section 156. Complete all concrete
operations sufficiently before opening the lane to traffic to allow the
concrete to have attained sufficient strength to support traffic
according to Subsection 502.11. In case of emergency, temporarily plate
the repair areas.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CRACK SEALING]{.mark}*

\$\$502.06A

502.06(a). Delete the first two sentences and substitute the following:

The CO will inspect joints in the existing concrete pavement after
removal of the existing asphalt overlay and will designate those joints
or cracks to be cleaned and sealed.

Clean expansion joints to a depth of 2 inches [(5 centimeters)]{.mark}.
Clean longitudinal joints and transverse joints to a depth of 1.5 inches
[(4 centimeters)]{.mark}.

Fill designated joints and cracks 0.75 inches [(2 centimeters)]{.mark}
or less in width with a poured joint filler. Fill joints and cracks over
0.75 inches [(2 centimeters)]{.mark} in width with a sand-asphalt
mixture. Reseal joints immediately after cleaning.

[]{.mark}

*[INCLUDE THE FOLLOWING, IF APPLICABLE]{.mark}*

\$\$502.11A

502.11 Add the following:

If an emergency or unforeseen circumstance prevents the completion of a
pavement patch before opening the roadway, backfill and compact the
excavation with aggregate base and cover with a steel plate so that the
lane can be immediately opened to traffic. At the beginning of the next
day\'s work, completely remove the aggregate, in a manner which will not
disturb the subgrade or any dowels, load transfer tie bars, or load
transfer assemblies which may have been previously placed.

Place steel plates over concrete patches only if the concrete has not
developed sufficient strength as determined by the CO.

\$\$551.00A

######### Section 551.---DRIVEN PILES

Revised 25 January 2005

*[INCLUDE THE FOLLOWING IF REQUIRED BY GEOTECH (ASK GEOTECH)]{.mark}*

\$\$551.05A

551.05. Add the following:

After completing the static load test, install instruments on the pile.
Strike the pile 50 to 100 blows with the driving hammer while the
dynamic measurement is made. Operate the pile hammer at normal operating
temperature before it is used to restrike the pile. After the dynamic
measurement of pile capacity, the CO will remove the instruments from
the pile.

\$\$551.08A

551.08. Add the following:

Drive permanent piles a minimum of 40 calendar days after completion of
the approach fills at the following locations:

> [1.
> \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_]{.mark}
>
> [2.
> \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_]{.mark}
>
> [3.
> \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_]{.mark}

\$\$551.11A

551.11. Delete the first paragraph and substitute the following:

**Pile Load Tests**. Dynamic load testing is required.

\$\$552.00A

######### Section 552.---STRUCTURAL CONCRETE

Revised 2 October 2005

*[INCLUDE THE FOLLOWING FOR COLORED CONCRETE]{.mark}*

\$\$552.02A

552.02. Add the following:

> Concrete coloring agents 711.05

\$\$552.03A

552.03. Add the following:

All concrete in *[\[insert item description\]]{.mark}* will be
integrally colored by adding a concrete coloring agent. The colored
concrete after curing shall match as closely as practicable to Standard
Color Chart Number *[\[insert #\]]{.mark}* of Federal Specification
595B.

Prepare 5 square textured test panels with each panel being 1-foot [(0.3
meters)]{.mark} square. Determine coloring agent batch amounts by
weight. The maximum amount of coloring agent is not to exceed 10 percent
of the weight of the cement. Use coarse and fine aggregates and cement
as delivered on the project at the job mix rates with variable
quantities of coloring agent as directed by the CO. Provide additional
mixing time as recommended by the manufacturer. Give the test panels a
*[\[insert type\]]{.mark}* finish in accordance with the contract
requirements.

After the test panels have had at least 2 weeks exposure to sun, the CO
will select a test panel to serve as a guide for the colored concrete.
Use the same rate of coloring agent used in the selected panel on all
relative subsequent work. Include the approved amount of coloring agent
in the concrete mix design submittal.

Use an approved form release agent which will produce a minimum of
staining, air holes, and hydration discoloration.

*[INCLUDE THE FOLLOWING IF APPLICABLE]{.mark}*

\$\$552.03B

552.03(g). Add the following:

\$\$552.03C

> Use Type I or II portland cement in all concrete.

\$\$552.03D

> Use Type I, II, or III portland cement in all Class P concrete.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR BRIDGE DECK CONCRETE, EXCEPT WHEN REASONS
ARE NOTED FOR EXCLUDING HIGH RANGE WATER REDUCERS]{.mark}*

\$\$552.03F

552.03(v). Add the following:

> Provide Class *[(insert class)]{.mark}* concrete with a minimum 28-day
> compressive strength of *[(insert strength)]{.mark}* pounds per square
> inch [(MegaPascals)]{.mark}.

*[INCLUDE THE FOLLOWING IF APPLICABLE]{.mark}*

\$\$552.09A

552.09(b)(4). Add the following:

Provide for compressive strength testing of the concrete cylinders by an
independent laboratory, qualified to perform the testing, and as
approved by the CO.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CONCRETE REPAIRS]{.mark}*

\$\$552.11A

552.11(a). Add the following to the third paragraph:

> Dispose of mortar, debris, foreign material and excess concrete
> according to Section 203.

552.11(a). Add the following:

> Before placing new concrete, clean the existing concrete surface and
> any exposed reinforcement of all loose material, dust, etc., by
> shotblasting and thoroughly flushing with clean water under pressure
> or compressed air. If compressed air is used provide a filter in the
> air line to ensure that the air is oil‑free.
>
> If there is an interval of more than 24 hours between cleaning of the
> sound concrete surface and placement of new concrete, or there are
> previously prepared concrete surfaces that have been contaminated by
> any substance detrimental to good bonding, clean or remove the
> concrete.
>
> Saw cut approximately 0.75 inches [(2 centimeters)]{.mark} deep along
> all boundaries of the repair areas. Point saw cuts, extending beyond
> the limits of repair areas, flush with the surface with portland
> cement or epoxy mortar.
>
> Where the bond between existing concrete and reinforcing steel has
> been destroyed, remove the concrete adjacent to the steel to a depth
> that will permit new concrete to bond to the entire periphery of the
> exposed steel. Provide a minimum of 0.75 inches [(2
> centimeters)]{.mark} clearance behind the steel.
>
> Remove and replace all badly deteriorated reinforcing steel.
>
> After removal of deteriorated or unsound concrete, shotblast exposed
> structural steel, reinforcing steel, and any concrete surfaces which
> will be in contact with repair material until free of rust and foreign
> material. Clean the sound concrete surface by flushing with clean
> water from a high pressure water jet or compressed air.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CONCRETE REPAIRS PATCHES \< 5 inches (12.5
centimeters) DEEP]{.mark}*

\$\$552.11B

> For all vertical and overhead concrete repairs, and those horizontal
> repairs to areas less than 5 inches [(12.5 centimeters)]{.mark} in
> depth, use a high strength concrete patching compound placed according
> to the manufacturer\'s recommendations.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CONCRETE REPAIRS PATCHES [\>]{.underline} 5
inches (12.5 centimeters) DEEP, MUST SPECIFY CLASS]{.mark}*

\$\$552.11C

> For all other repairs, apply a bonding coat of a 2-component epoxy
> resin binder to the surfaces of the sound existing concrete
> immediately before placing new concrete against it. Follow the
> manufacturer\'s recommendations for the epoxy resin binder. Repair
> areas using Class *[(insert class)]{.mark}* concrete.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CONCRETE CURBS ON THE STRUCTURE]{.mark}*

\$\$552.11D

552.11(f). Delete the first sentence and substitute the following:

> **(f) Concrete railings, parapets, and curbs.**

[]{.mark}

*[INCLUDE THE FOLLOWING FOR CONCRETE REPAIRS]{.mark}*

\$\$552.19A

552.19. Add the following:

Materials used for concrete repair will be evaluated under Subsection
106.03.

[]{.mark}

[]{.mark}

\$\$554.00A

######### Section 554.---REINFORCING STEEL

Revised 8 May 2005

*[INCLUDE THE FOLLOWING FOR REINFORCING STEEL]{.mark}*

\$\$554.08A

554.08. Delete the first sentence of the first paragraph and substitute
the following:

Place, fasten, and support the bars according to the CRSI *Manual of
Standard Practice*. Use precast concrete blocks or metal supports.

######## [INCLUDE THE FOLLOWING FOR MECHANICAL REBAR SPLICES]{.mark}

\$\$554.09A

554.09. Add the following:

Mechanical splices, where allowed, may be made using the following
coupler devices: "**Bar-Lock MBT**" coupler, the "**OS Splice Clip**" as
produced by Splice Sleeve North America, the "**Bar-Grip System**" by
AFC Dayton Barsplice, or the "**Quick-Wedge**" as produced by Erico
Concrete Construction Products, or an approved alternative. Approval by
the CO of an alternate coupler design will be based upon technical data,
including test results, and other necessary proof of satisfactory
performance submitted by the manufacturer.

The criteria for acceptance of alternate coupler design is as follows:
the total slip of the reinforcing bars within the splice sleeve after
loading in tension to 30 pounds per square inch [(MegaPascals)]{.mark}
and relaxing to 3 pounds per square inch [(MegaPascals)]{.mark} shall
not exceed 0.01 inches [(millimeters)]{.mark} for reinforcing bars
No. 14 [(43)]{.mark} or smaller as measured between gage points clear of
the splice sleeve. Mechanical couplers used in the superstructure slab
must be butt type splices only.

Use only epoxy coated mechanical couplers for joining epoxy coated
reinforcing. Splice sleeves shall have a clear coverage of not less than
1.75 inches [(centimeters)]{.mark} measured from the surface of the
concrete to the outside face of the sleeve. Do not place slab bar
mechanical splices adjacent to each other.

All splicing procedures shall be in accordance with the manufacturer=s
standard equipment, jigs, clamps, and other required accessories. Use
procedures in making mechanical butt splices as recommended by the
manufacturer and approved by the CO.

\$\$555.00A

######### Section 555.---STEEL STRUCTURES

Revised 25 January 2005

[]{.mark}

[INCLUDE THE FOLLOWING IF BEARINGS ARE PAID FOR SEPARATELY]{.mark}

\$\$555.21A

555.21. Delete the second sentence and substitute the following:

The quantity of structural steel will include metal items incidental to
the structure and required by the contract such as castings, steel
plates, anchor bolts and nuts, pins and nuts, expansion dams, roadway
drains and scuppers, weld metal, bolts embedded in concrete, cradles and
brackets, posts, conduits and ducts, and structural shapes.

\$\$560.00A

######### Section 560.---REMOVAL OF CONCRETE BY HYDRODEMOLITION

Revised 8 May 2005

\$\$560.03A

560.03. Add the following:

Lay out a grid and take elevations at each grid point according to
Subsection 552.20.

\$\$560.09A

560.09. Add the following:

Determine the volume of concrete required to overlay areas where
hydrodemolition is used to remove the concrete as follows:

> **(a)** Establish a grid, measuring 3 feet [(1 meter)]{.mark} on each
> side, over the entire area. Lay out the grid as follows:
>
> **(1)** Establish transverse grid lines by placing the first grid line
> transverse to the structure centerline and placing the remaining
> transverse grid lines parallel to the first at a 3-foot
> [(1-meter)]{.mark} spacing.
>
> **(2)** Establish longitudinal grid lines by placing the first
> longitudinal grid line parallel to the curb line and 1.5 feet [(0.5
> meters)]{.mark} from the face of the curb. Place the remaining
> longitudinal grid lines parallel to the first line at 3-foot
> [(1-meter)]{.mark} intervals.
>
> **(b)** Following concrete surface preparation, take elevations at
> each grid point in the presence of the CO.
>
> **(c)** Following concrete curing, reproduce the same grid and take
> elevations at each grid point.
>
> **(d)** The quantity of concrete will be determined from the following
> formula:

V = A~T~d in cubic yards [(meters)]{.mark}, where:

> V = Quantity of concrete in cubic yards [(meters)]{.mark}.
>
> A~T~ = Total deck area in square yards [(meters)]{.mark}.
>
> d = Average depth, in yards [(meters)]{.mark}, of removal determined
> by calculating the difference in elevation at each grid point in the
> deck surface area.

\$\$562.00A

######### Section 562.---TEMPORARY WORKS

Revised 8 May 2005

[INCLUDE THE FOLLOWING]{.mark}

\$\$562.02A

562.02. Delete the second sentence and substitute the following:

> Furnish factory fabricated components of vertical shoring towers
> complying with the *Certification Program for Bridge Temporary Works*
> (FHWA-RD-93-033).

\$\$562.03A

562.03. Delete the third from the last paragraph and substitute the
following:

Do not use deck overhang form brackets for girder bridges that require
holes to be cast or drilled into the girder webs.

*[INCLUDE THE FOLLOWING IF STAY-IN-PLACE DECK FORMS ARE ALLOWED]{.mark}*

\$\$562.06A

562.06. Add the following:

**Stay-in-place deck forms.** The use of metal stay-in-place deck forms
is permitted. Fabricate permanent steel bridge deck forms and supports
from steel conforming to ASTM A 653 coating designation G165.

When metal stay-in-place forms are used to construct the deck slab,
remove 2-foot by 2-foot [(0.6 by 0.6-meter)]{.mark} sections of the
metal forms to create inspection ports. Locate the inspection ports in
accordance with the following or as directed by the CO:

> **(a)** Locate inspection ports transversely as close to the exterior
> beam as practical on the low side of the superelevation or on each
> side of a crown;

(b) Locate inspection ports longitudinally near each abutment, near each
    pier, and near the middle of each span.

[INCLUDE THE FOLLOWING]{.mark}

\$\$562.07A

562.07. Delete this Subsection and substitute the following:

**562.07 Maintenance and Inspection.** Inspect and maintain temporary
works in an acceptable condition throughout the period of use.

In the presence of the CO, perform an in-depth inspection of temporary
works not more than 24 hours before beginning each concrete placement or
before allowing people to enter a cofferdam or excavation support
structure. Inspect other temporary works at least once a month to ensure
they are functioning properly. Use a registered professional engineer to
inspect cofferdams, shoring, support of excavation structures, and
support systems for load tests before loading.

Furnish written results of the inspections to the CO before placing
concrete, allowing people to enter a cofferdam or excavation support
structure, or loading temporary works. Include a certification that the
system meets the requirements of the contract and drawings.

Clearly mark the capacity of factory fabricated components of vertical
shoring towers according to *the Certification Program for Bridge
Temporary Works* (FHWA-RD-93-033). Make inspections and certifications
for factory fabricated components of vertical shoring towers according
to the *Certification Program for Bridge Temporary Works*
(FHWA-RD-93-033).

\$\$563.00A

######### Section 563. -- PAINTING

Revised 18 January 2006

\$\$563.03A

563.03. Add the following:

**SSPC Painting Contractor Certification Program (PCCP) Requirements.**
All contractors and subcontractors that perform surface preparation,
paint application, and any related work involving containment and
collection of surface preparation debris, disposal of surface
preparation debris, and a worker health protection program (including
decontamination facilities) shall be certified by the Society for
Protective Coatings (formerly Steel Structures Painting Council (SSPC))
to the requirements of SSPC-QP 1. In addition, all contractors and
subcontractors engaged in lead paint removal and any other related work
shall be certified by the SSPC to the requirements of SSPC-QP 2.
Contractors and subcontractors shall be certified at time of bid, must
remain certified for the respective work for the duration of the project
and submit documentation of certification at time of bid. If a
contractor's certification expires, the company will not be allowed to
perform any work until the certification is reissued. Requests for
extension of time for any delay to the completion of the project due to
inactive certification will not be considered and liquidated damages
will apply. Notify the CO of any change in contractor certification
status.

\$\$601.00A

######### Section 601.---MINOR CONCRETE STRUCTURES

Revised 25 January 2005

*[INCLUDE THE FOLLOWING IF STATE MIXES ARE ALLOWED]{.mark}*

\$\$601.03A

601.03. Delete the first sentence and substitute the following:

Conform to Table 601-1 or furnish a concrete mix used locally by either
a Federal or State agency for the construction of minor concrete
structures, that also meets the minimum 28‑day compressive strength
requirement of Table 601-1.

\$\$602.00A

######### Section 602.---CULVERTS AND DRAINS

Revised 2 October 2005

*[INCLUDE THE FOLLOWING IF FLH PIPE POLICY, PDDM 7.3.C.14, REGARDING
CORROSION AND ABRASION APPLIES. DELETE PIPE MATERIALS THAT DO NOT MEET
REQUIREMENTS FOR CORROSION AND ABRASION.]{.mark}*

\$\$602.03A

602.03. Add the following:

Furnish culvert pipe from the following groups:

> Aluminum-alloy corrugated pipe, Type I or II, *[(insert gage from
> fill/height tables)]{.mark}* gage minimum
>
> Aluminum-alloy spiral rib pipe, Type I or II, *[(insert gage from
> fill/height tables)]{.mark}* gage minimum
>
> Asphalt--coated pipe (steel)
>
> Concrete-lined corrugated steel pipe
>
> Fiber-bonded asphalt coated steel pipe
>
> Invert-paved corrugated steel pipe
>
> Metallic coated corrugated steel pipe, Type I or II, *[(insert gage
> from fill/height tables)]{.mark}* gage minimum
>
> Metallic coated spiral rib pipe, Type I or II, *[(insert gage from
> fill/height tables)]{.mark}* gage minimum
>
> Polymer-coated steel pipe
>
> Plastic pipe
>
> Reinforced concrete pipe, Class *[(insert class]{.mark}* *[from
> fill/height tables, Class II minimum)]{.mark}*

[]{.mark}

*[INCLUDE THE FOLLOWING FOR BOX CULVERTS]{.mark}*

\$\$602.03B

602.03. Add the following:

Construct either cast-in-place or precast concrete box culverts.
Construct cast-in-place box culverts according to Section 552. Submit
design drawings and details with supporting calculations for precast
concrete box culverts to the CO according to Subsection 104.03.

[]{.mark}

[]{.mark}

\$\$604.00A

######### Section 604.---MANHOLES, INLETS, AND CATCH BASINS

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR INLET MODIFICATION]{.mark}*

\$\$604.01A

604.01. Add the following:

This work includes modifying existing inlets.

\$\$604.03A

604.03. Add the following:

Adjusting is defined as raising, lowering or shifting the item to meet a
new pavement elevation. Modifying an item is defined as adding
additional openings, partial reconstruction, or other structural
modifications.

\$\$605.00A

######### Section 605.---UNDERDRAINS, SHEET DRAINS, AND PAVEMENT EDGE DRAINS

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR UNDERDRAIN]{.mark}*

\$\$605.02A

605.02. Delete the first and sixth materials and substitute the
following:

> Aluminum alloy corrugated pipe, Type III 707.03
>
> Metallic coated corrugated steel pipe, Type III 707.02

\$\$605.02B

605.02. Add the following:

> Polymer-coated steel pipe 707.08

\$\$607.00A

######### Section 607.---CLEANING, RECONDITIONING, AND REPAIRING EXISTING DRAINAGE STRUCTURES

Revised 8 May 2005

# [INCLUDE THE FOLLOWING FOR PIPE LINERS]{.mark}

\$\$607.01A

607.01. Add the following:

This work includes of lining existing culverts.

# [INCLUDE THE FOLLOWING FOR PIPE LINER MATERIALS]{.mark}

\$\$607.01B

607.01. Add the following after Subsection 607.01:

**607.01A. Materials.** Conform to the following Sections and
Subsections:

*[INCLUDE THE FOLLOWING FOR CEMENT MORTAR PIPE LINERS]{.mark}*

\$\$607.01C

> Portland cement 701.01
>
> Water 725.01

# [INCLUDE THE FOLLOWING FOR POLYURETHANE PIPE LINERS]{.mark}

\$\$607.01D

> Furnish a polyurethane pipe liner conforming to:

[]{.mark}

###### [INSERT THE SPECIFICATIONS FOR THE PIPE LINER]{.mark}

*[INCLUDE THE FOLLOWING FOR CEMENT MORTAR PIPE LINERS]{.mark}*

\$\$607.01E

> Furnish a cement mortar pipe lining conforming to AWWA C 602.
>
> Furnish sand meeting the following gradation:

  -------------------- ---------------------- -----------------------------------
  [Sieve                                      [Percentage Passing]{.underline}
  Sizes]{.underline}                          

                       14 [(1.18 mm)]{.mark}  100

                       20 [(850 m)]{.mark}   95-100

                       30 [(600 m)]{.mark}   85-95

                       40 [(300 m)]{.mark}   15-35

                       100 [(150 m)]{.mark}  1.5-5

                       200 [(75 m)]{.mark}   1-3

                       37.5µm                 0
  -------------------- ---------------------- -----------------------------------

\$\$607.02A

607.02. Add the following:

The dry components of the cement mortar shall be 50 percent sand and 50
percent portland cement by weight.

After addition of the water, provide a mortar that is well mixed and
will provide a dense, homogeneous lining that will hold firmly against
the pipe surface. Carefully control and keep the water-cement ratio to a
minimum. Allow for any existing moisture on the walls of the pipe.
Premix the mortar by machine for a sufficient length of time to obtain
maximum plasticity, or 3 minutes minimum.

# [INCLUDE THE FOLLOWING WHEN WATER IS BEING USED]{.mark}

\$\$607.02B

607.02. Add the following:

Provide for the control and disposal of any accumulation of water that
interferes with construction.

# [INCLUDE THE FOLLOWING FOR PIPE LINERS]{.mark}

\$\$607.06A

607.06. Add the following after Subsection 607.06:

**607.06A. Pipe Lining.** Remove and dispose all silt, sand, debris,
detritus, or other sedimentation or foreign material from within pipe to
be lined, and from inlet and outlet areas. Remove all dirt, rust,
tubercles, scale, loose or deteriorated remnants of old lining
materials, accumulated water, and all other foreign materials from the
interior surface of the pipe before lining. After cleaning, the interior
of the pipe shall present a surface free of all foreign material except
nondeteriorated original coating.

Install pipe lining according to the manufacturer\'s recommendations.
Hand-place cement mortar lining only at sharp bends and special
locations where machine placing is impracticable.

Patch holes in the existing pipe with cement mortar before the
application of the lining.

Pave existing culvert inverts with cement mortar if they are
deteriorated to the extent that an acceptable lining would not be
achieved before centrifugal application of linings. Fill cavities
beneath badly deteriorated inverts with concrete, grout, or other method
acceptable to the CO.

Close the pipe at both ends to prevent the circulation of air. After the
final pass with the machine, introduce water into the closed section to
create a moist atmosphere and keep the lining damp. Maintain curing for
a minimum of 3 calendar days.

\$\$607.07A

607.07. Add the following:

Lining materials will be evaluated under Subsection 106.03. Lining
construction will be evaluated under Subsection 106.04. After curing,
drill holes (1 per 50 feet [(15 meters)]{.mark}) to verify lining
thickness at random locations selected by the CO. Patch the hole after
thickness verification.

\$\$608.00A

######### Section 608.---PAVED WATERWAYS

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR DRAINAGE CHUTES]{.mark}*

\$\$608.11A

608.11. Add the following:

Measure drainage chutes by the foot from the front face of the curb
along the flow line of the chute.

\$\$609.00A

######### Section 609.---CURB AND GUTTER

Revised 8 May 2005

# [INCLUDE THE FOLLOWING FOR GRANITE BRIDGE CURB]{.mark}

\$\$609.02A

609.02. Add the following:

> Granite bridge curb 620.01(a)
>
> Masonry anchors for bridge curb 717.18

[]{.mark}

*[INCLUDE THE FOLLOWING FOR STONE CURB ON DC PROJECTS]{.mark}*

\$\$609.03A

609.03. Add the following:

Furnish an air-entrained, portland cement concrete dry mix of 1 part
cement, 2 parts sand, and 4 parts crushed stone, with just enough water
added to the mix to make the mix adhesive.

\$\$609.04A

609.04. Delete the second sentence of the first paragraph and substitute
the following:

Set stone curb in dry-pack concrete so the curb face and top, are to
line and grade.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR GRANITE BRIDGE CURB]{.mark}*

\$\$609.04B

609.04. Add the following after Subsection 609.04:

**609.04A. Granite bridge curb.** On bridges, after the concrete base
has set and before the concrete in back of the curb is placed, set the
granite bridge curb to line and grade in full mortar beds and full
mortar end joints with the anchors in the stone grouted in place.

Grout 2 0.5-inch [(1.25-centimeter)]{.mark} diameter, stainless steel
anchors into the back of each stone curb. Pitch the anchor holes
downward at approximately 45 degrees, and locate approximately 3 inches
[(7.5 centimeters)]{.mark} below the top and 12 inches [(30
centimeters)]{.mark} from each end. Furnish anchors with a 3-inch
[(7.5-centimeter)]{.mark} square hook on one end and a 3--inch
[(7.5-centimeter)]{.mark} 45 degree bend on the other end, both pointing
downward and separated by a minimum 6-inch [(15-centimeter)]{.mark}
straight shank.

Brush each stone curb clean and free from loose particles, and
thoroughly wetted with clean water before setting. Carefully lay the
stone in a full bed of mortar. Do not slide the stone on the mortar bed.
Set the curb with full mortar joints and leave all joints smooth and
flush. Hold each stone securely in position by 2 steel anchors.
Carefully place the concrete in back of the curb to avoid disturbing the
line or grade of the curb. Keep exposed faces of the curb free of mortar
and cement stains. Joints in granite bridge curb shall be raked out to a
depth of 0.5 inches [(1.25 centimeters)]{.mark} and sealed flush with
the sealing material.

If a construction joint is required in the curb or sidewalk over a pier
or bent, lay out the curb so that a joint in the curb will be opposite
the joint in the sidewalk.

\$\$611.00A

######### Section 611.---WATER SYSTEMS

Revised 25 January 2005

# [INCLUDE THE FOLLOWING FOR ADJUSTING VALVES]{.mark}

\$\$611.03A

611.03. Add the following:

Adjust existing valves to the proposed grade.

\$\$612.00A

######### Section 612.---SANITARY SEWER SYSTEMS

Revised 25 January 2005

# [INCLUDE THE FOLLOWING FOR ADJUSTING VALVES]{.mark}

\$\$612.03A

612.03. Add the following:

Adjust existing valves to the proposed grade.

\$\$617.00A

######### Section 617.---GUARDRAIL

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR GUARDRAIL POSTS. SELECT APPROPRIATE
MATERIAL]{.mark}*

\$\$617.03A

617.03. Add the following:

> Furnish [steel or wood]{.mark} guardrail posts for use with W-beam
> type guardrail.

*[INCLUDE THE FOLLOWING FOR B-W PARKWAY GUARDWALLS]{.mark}*

\$\$618.00A

######### Section 618.---CONCRETE BARRIERS AND PRECAST GUARDWALLS

Revised 8 May 2005

[]{.mark}

618.02. Delete the text and substitute the following:

> **(a)** Portland cement according to Subsection 701.01, except that
> cement shall be Type I or Type III, AASHTO M85, both white and gray or
> mixtures of white and gray, including pure mineral oxide pigments for
> coloring.
>
> **(b)** Furnish fine and coarse aggregates according to Subsections
> 703.01 and 703.02, except that facing aggregates, including both fine
> and coarse aggregates of the artificial stone facing, shall consist of
> limestone, quartz, and mica, including silicious stones according to
> ASTM C 33.
>
> **(c)** Furnish a cold applied gray polyurethane sealant meeting the
> requirements of ASTM C 920, Type S, Grade NS, Class 25. The joint
> sealants shall match the color of the false joints. Furnish backer rod
> conforming to Subsection 712.01(g).
>
> **(d)** Furnish reinforcing steel conforming to Subsection 709.01,
> AASHTO 31 M, Grade 60 [(AASHTO M 31M, Grade 420)]{.mark}. Reinforcing
> steel bars located less than 2 inches [(5 centimeters)]{.mark} from an
> exposed face, shall be either epoxy coated or galvanized. Furnish
> galvanized welded wire fabric.
>
> **(e)** Furnish Class A(AE) concrete with air entrained in the mix 6
> percent ± 2 percent by volume. In mixes containing coarse aggregates
> 0.4 inches or less in size, air entrained shall be 7 percent ± 2
> percent by volume. All concrete shall attain a 28-day minimum
> compressive strength of 4,000 pounds per square inch [(27.6
> MegaPascals)]{.mark} according to AASHTO T 22. Take a sufficient
> number of concrete cylinder samples for 7, 14, and 28-day compressive
> strength tests.
>
> **(f)** Furnish non-corrosive (galvanized or epoxy coated) bolts,
> inserts, and ties.
>
> **(g)** Furnish bedding material conforming to Subsection 703.03 for
> AASHTO M 43, size No. 57.

618.05. Add the following before the first paragraph:

Furnish a guardwall with a simulated stone surface on both sides and
ends of the guardwall and with an integral coping.

Submit the supplier\'s qualifications and certifications according to
Subsection 104.03. Furnish a certification from the supplier stating
that they have experienced personnel, physical facilities, established
quality control procedures, and management capability to produce the
required segments without delay to the project. The precast guardwall
supplier shall have a minimum of 5 years experience in manufacturing
architectural and structural precast concrete units.

Construct precast concrete mowing strips and false joints that are
uniform gray in color.

Provide capstones that span the entire width of the wall.

618.05(a). Delete the first sentence and substitute the following:

> A full size sample guardwall is located at *[(insert guardwall
> location)]{.mark}*.

618.05(c). Delete the fourth sentence and substitute the following:

> Prepare the foundation, compacting the bedding material with a minimum
> of 3 passes of a vibratory roller to ensure maximum consolidation, and
> place the sections.

618.08. Add the following:

The CO will accept precast segments on the basis of material tests on
the quality of the concrete and the CO\'s visual inspection. Perform all
necessary sampling and testing.

\$\$619.00A

######### Section 619.---FENCES, GATES, AND CATTLE GUARDS

Revised 8 May 2005

*[INCLUDE THE FOLLOWING FOR TEMPORARY FENCE]{.mark}*

\$\$619.06A

619.06. Delete the first paragraph and substitute the following:

When necessary, construct temporary fence to keep livestock, pedestrians
and traffic off the road being constructed or away from trees requiring
protection. Temporary fence is intended to remain in place only during
the construction of the project or until the fence is directed to be
removed. At the completion of the project, remove fence and dispose of
legally off Government property.

619.06. Add the following after the first paragraph:

Install fence as shown on the drawings or as directed by the CO. Use a
conventional metal \"T\" or \"U\" post spaced every 7 to 10 feet [(2 to
3 meters)]{.mark}. Drive posts 12 to 18 inches [(30 to 45
centimeters)]{.mark} into the ground. Secure the fence to the post using
3 wire ties.

\$\$620.00A

######### Section 620.---STONE MASONRY

Revised 25 January 2005

# [INCLUDE THE FOLLOWING FOR STONE MASONRY]{.mark}

\$\$620.03A

620.03. Add the following:

Masonry is designated as Class *[(select from 620.01)]{.mark}* masonry
with a *[(select a finish)]{.mark}* RF finish for stone masonry *[(item
description)]{.mark}*.

\$\$622.00A

######### Section 622.---RENTAL EQUIPMENT

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR MOWING ON MAJOR GRADING PROJECTS]{.mark}*

\$\$622.01A

622.01. Add the following:

This work includes providing and operating equipment for mowing.

\$\$622.02A

622.02. Add the following after the first paragraph:

Furnish mowers with a minimum rating of 12 Horsepower [(9
kilowatts)]{.mark} and equipped with necessary accessories for mowing.

\$\$624.00A

######### Section 624.---TOPSOIL

Revised 25 January 2005

*[INCLUDE THE FOLLOWING ON NPS PROJECTS]{.mark}*

\$\$624.04A

624.04. Add the following after the second paragraph:

Where topsoil will be placed on slopes on which the character of the
subsoil will not blend with the topsoil, work the topsoil into the
subsoil to eliminate any slip-plane between the 2 materials and leave a
sufficient cover of topsoil to ensure germination of the seed.

\$\$625.00A

######### Section 625.---TURF ESTABLISHMENT

Revised 8 May 2005

# [INCLUDE THE FOLLOWING]{.mark}

\$\$625.01A

625.01. Add the following:

The work does not include areas previously protected by soil erosion
control measures according to Section 157, and upon which permanent
suitable vegetation has started growth.

[]{.mark}

*[INCLUDE THE FOLLOWING ON NATCHEZ TRACE PROJECTS AND OTHER PROJECTS
ONLY IF APPLICABLE. ALSO INCLUDE SCRS FOR 713.19]{.mark}*

\$\$625.02A

625.02. Add the following:

> Pesticide 713.19

[]{.mark}

*[INCLUDE THE FOLLOWING. REVISE RATES]{.mark}*

\$\$625.06A

625.06. Add the following:

Apply limestone and fertilizer at the following rates:

> [Item]{.underline} [Rate (pounds per acre)
> [(kilograms/hectare)]{.mark}]{.underline}
>
> Agricultural Limestone (85 percent CaCO~3~) [704]{.mark}
> [(3470)]{.mark}
>
> Fertilizer [3094]{.mark} [(790)]{.mark}

[]{.mark}

*[INCLUDE THE FOLLOWING FOR SEEDING. REVISE SEED, AMOUNT AND
SEASONS]{.mark}*

\$\$625.07A

625.07. Add the following:

Apply seed at the rates for each season as follows:

> Seeding Seasons and
>
> [Name of Seed]{.underline} [Rates (pounds per acre)
> [(kilograms/hectare)]{.mark}]{.underline}
>
> [[March and April]{.underline}]{.mark}
>
> [Ryegrass, Italian, perennial 15 (16.8)]{.mark}
>
> [Bermuda grass, common (hulled) 10 (11.2)]{.mark}
>
> [Fescue, Tall, Kentucky 31 [25 (28)]{.underline}]{.mark}
>
> [Total Seed 50 (56)]{.mark}

[]{.mark}

> [[May through August]{.underline}]{.mark}
>
> [Ryegrass, Italian, perennial 25 (28)]{.mark}
>
> [Bermuda grass, common (hulled) [15 (16.8)]{.underline}]{.mark}
>
> [Total Seed 40 (44.8)]{.mark}

[]{.mark}

> [[September and October]{.underline}]{.mark}
>
> [Ryegrass, Italian, perennial 10 (11.2)]{.mark}
>
> [Fescue, Tall, Kentucky 31 25 (28)]{.mark}
>
> [Clover, Crimson, inoculate [15 (16.8)]{.underline}]{.mark}
>
> [Total Seed 50 (56)]{.mark}

[]{.mark}

> [[November through February]{.underline}]{.mark}
>
> [Ryegrass, Italian, perennial 21 (23.5)]{.mark}
>
> [Bermuda grass, common (hulled) 21 (23.5)]{.mark}
>
> [Fescue, Tall, Kentucky 31 25 (28)]{.mark}
>
> [Clover, Crimson, inoculated [15 (16.8)]{.underline}]{.mark}
>
> [Total Seed 82 (91.8)]{.mark}

[]{.mark}

*[INCLUDE THE FOLLOWING IF SPECIFIC MULCH TYPES ARE REQUIRED]{.mark}*

\$\$625.08A

8.  Add the following:

Use *[(insert type from 713.05)]{.mark}* mulch.

[]{.mark}

*[INCLUDE THE FOLLOWING IF MULCH RATES OTHER THAN THE FP ARE REQUIRED.
REVISE MULCH TYPE AND RATES]{.mark}*

\$\$625.08B

625.08. Add the following:

Apply mulch at the following rates:

> [Mulch]{.underline} [Rate (pounds per acre)
> [(kilograms/hectare)]{.mark}]{.underline}
>
> Straw [4992 (5595)]{.mark} ([1 to 2]{.mark} inch [(2.5 to 5
> centimeter)]{.mark} mat)

[]{.mark}

*[INCLUDE THE FOLLOWING FOR SUPPLEMENTAL FERTILIZER APPLICATIONS. REVISE
THE FERTILIZER RATE AS DICTATED BY THE MANUFACTURER OR REQUIRED BY SOIL
ANALYSIS]{.mark}*

\$\$625.09A

625.09. Delete the last sentence and substitute the following:

Apply supplemental fertilizer at a rate of [401]{.mark} pounds per acre
[(kilograms/hectare)]{.mark}. Apply supplemental seed at the same rate
as the initial seeding. Apply supplemental mulch at the same rate as the
initial mulching and hold in place with a stabilizing emulsion
tackifier.

*[INCLUDE THE FOLLOWING FOR PESTICIDE]{.mark}*

\$\$625.09B

625.09. Add the following:

Apply pesticide at the first sign of armyworm infestation. Apply
pesticide at the rate specified by the manufacturer by spraying with
sufficient water for complete coverage. Agitate the mixture while
spraying. Repeat application to control armyworms that reappear.

\$\$626.00A

######### Section 626.---PLANTS, TREES, SHRUBS, VINES, AND GROUND COVERS

Revised 8 May 2005

*[INCLUDE THE FOLLOWING IF REQUIRED]{.mark}*

\$\$626.02A

626.02. Add the following:

> Agricultural limestone 713.02
>
> Backfill 704.03

*[INCLUDE THE FOLLOWING FOR PLANTING SEASONS. REVISE SEASONS]{.mark}*

\$\$626.03A

626.03. Add the following:

Plant material during the following planting seasons:

Deciduous Material: [October 15 to April 30]{.mark}

Evergreen Material: [Spring - March 15 to May 15]{.mark}

[Fall - August 15 to November 15]{.mark}

The CO may extend or reduce the above periods according to weather and
soil conditions.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR PLANTS/TREES ON NPS PROJECTS]{.mark}*

\$\$626.04A

626.04. Add the following:

Submit the following for approval:

> **(a) Fertilizer.** 1 sample packet of each type;
>
> **(c) Backfill.** 1-cubic foot [(0.03 cubic meter)]{.mark} sample,
> with testing certification that the material is weed free.

The CO may substitute or delete specified material subject to the soil
conditions encountered.

\$\$626.06A

626.06(b). Delete the text and substitute the following:

> Excavate planting pits to a depth such that the rootball rests on an
> undisturbed soil pedestal as shown on the plans and set so that the
> rootball is 2 to 3 inches [(5 to 7.5 centimeters)]{.mark} above the
> grade for trees and 1 to 2 inches [(2.5 to 5 centimeters)]{.mark}
> above grade for shrubs. Crown the bottom so that the bottom slopes
> away from the roots in all directions.
>
> Loosen soil at the sidewalls and bottom of the plant pit to a depth of
> 6 inches [(15 centimeters)]{.mark} before setting the plant.
>
> Do not leave any planting holes open overnight.

\$\$626.07A

626.07(b). Delete the fourth and fifth sentences and substitute the
following:

> Backfill around the plant ball to half the depth of the ball, tamping
> at 6-inch [(15-centimeter)]{.mark} intervals to fill voids around the
> ball and thoroughly water.

626.07(b). Delete the last sentence and substitute the following:

> Do not remove or pull the burlap and twine out from under the ball.
> Backfill the remainder of the pit and tamp around the root ball.

626.07(c) Add the following after the first sentence:

> Score the rootball to a depth of 1 inch [(2.5 centimeters)]{.mark}
> along the entire side equally on 4 sides.

\$\$626.08A

626.08. Delete the Subsection and substitute the following:

**626.08 Fertilizing.**

Apply fertilizer at the following rates:

> Trees 34 cubic inches [(550 cubic centimeters)]{.mark} per tree
>
> Shrubs 17 cubic inches [(275 cubic centimeters)]{.mark}per shrub
>
> Vine and Groundcovers 1.84 cubic inches [(330 cubic
> centimeters)]{.mark} dry fertilizer per square foot [(meter)]{.mark}
> of ground

When the pit is ½ full, place fertilizer according to the manufacturer's
recommendations.

\$\$626.09A

626.09. Delete the first paragraph and substitute the following:

Saucer shape the backfill 3 inches [(7.5 centimeters)]{.mark} above the
existing grade for shrubs and 6 inches [(15 centimeters)]{.mark} for
trees, for a diameter equal to that of the planting pit, to catch and
retain water. Build up the backfill in holes on a slope on the lower
side only to catch and hold water. Do not cover the tops of the
rootballs with backfill.

626.09. Delete the last sentence of the first paragraph and substitute
the following:

Saturate all backfill material in the pits at each watering.

Apply water only by open-end hose at a very low pressure to avoid
creating air pockets in the soil and injuring the roots.

\$\$626.10A

626.10. Delete the first sentence and substitute the following:

Support trees with stakes driven at equal spaces around the outside
perimeter of the tree pit and to sufficient depth to hold trees firmly.
Do not drive stakes through the rootball.

Cut pieces of hose long enough to extend 2 inches [(5
centimeters)]{.mark} past the trunk of the tree when wrapped around.
Place the hose around the trunk just below the first lateral branch for
deciduous trees and halfway up the height of evergreen trees as shown on
the plans. Thread a double strand of wire through the hose and pull both
ends horizontally beyond each stake by 3 feet [(1 meter)]{.mark}.

Provide approximately a 1 to 3-inches [(2.5 to 7.5-centimeters)]{.mark}
sway in the tree with the stakes in the vertical position after the
guying is attached.

Stake trees no later than 48 hours after planting.

\$\$626.11A

626.11. Delete the fourth sentence and substitute the following:

Do not cut the main leader. All cuts to side branches are to be just
outside the branch collar (the swollen base of the branch) to encourage
wound closure. Do not use tree wound dressing.

\$\$626.12A

626.12. Add the following:

Apply mulch to cover the limits of the individual saucer areas of each
individual plant to a loose measurement depth of 4 to 6 inches [(10 to
15 centimeters)]{.mark} at the limits of the saucer area. Feather the
depth back to 0 inches [(centimeters)]{.mark} at the trunk.

\$\$626.14A

626.14. Add the following:

Replace plants that have died back in the crown 25 percent beyond the
normal pruning line, or where the main leader has died back, with the
same size and species as the original.

Final acceptance for trees and shrubs will be given by the CO at the end
of the establishment period once the following items are completed:

> **(a)** All plant materials that have died or are determined to be
> unacceptable are replaced.
>
> **(b)** All deficiencies in work, and damage to structures and
> grounds, are corrected.
>
> **(c)** All stakes and guys are removed.

\$\$627.00A

######### Section 627.---SOD

Revised 8 May 2005

*[INCLUDE THE FOLLOWING. SELECT ONE SOD TYPE OR INSERT TYPE REQUIRED.
ALSO \$\$713.10A OR B]{.mark}*

\$\$627.03A

627.03. Add the following:

\$\$627.03B

> Furnish [Bermuda grass or Tall Fescue, Kentucky 31]{.mark} sod.

# [INCLUDE THE FOLLOWING. REVISE SOD SEASONS]{.mark}

\$\$627.03C

Lay sod between [April 1 and September 30]{.mark}.

[]{.mark}

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$627.05A

627.05. Delete the last sentence of the first paragraph and substitute
the following:

Grade the finished surface of the sod bed to a smoothness comparable to
results obtained by hand raking, leaving it clean and free of stones
over 1 inch [(2.5 centimeters)]{.mark} in size, sticks, stumps, other
debris and depressions that might interfere with proper placement or
subsequent growth.

Apply fertilizer and agricultural limestone at the same rates specified
in Section 625.

\$\$627.06A

627.06. Add the following:

Thoroughly water the sod, immediately after installation, to a depth of
4 inches [(10 centimeters)]{.mark}.

\$\$628.00A

######### Section 628.---SPRIGGING

Revised 25 January 2005

# [INCLUDE THE FOLLOWING. REVISE THE SPRIG TYPE & SEASONS AS REQUIRED]{.mark}

\$\$628.03A

628.03. Add the following:

Furnish [Bermuda grass]{.mark} sprigs.

\$\$628.03B

Sprig between [April 1 and August 31.]{.mark}

\$\$628.05A

628.05. Add the following:

Apply fertilizer, mulch, and agricultural limestone at the same rates
specified in Section 625.

\$\$633.00A

######### Section 633.---PERMANENT TRAFFIC CONTROL

Revised 8 January 2008

[]{.mark}

[INCLUDE THE FOLLOWING FOR SIGN PANELS]{.mark}

\$\$633.01A

633.01. Delete the second paragraph and substitute the following:

Sign panels are designated as plywood, aluminum, extruded aluminum,
steel, plastic, or fiberglass reinforced plastic.

*[INCLUDE THE FOLLOWING FOR SIGNS ON NPS PROJECTS]{.mark}*

\$\$633.03A

633.03. Add the following after the first sentence:

Furnish signs also meeting the requirements of the National Park Service
UniGuide Sign System Manual (see
[[http://www.nps.gov/hfc/acquisition/uniguide.htm]{.underline}](http://www.nps.gov/hfc/acquisition/uniguide.htm)).

# []{.mark}

# [INCLUDE THE FOLLOWING FOR SIGNS OR POSTS]{.mark}

\$\$633.03B

633.03. Add the following:

# [INCLUDE THE FOLLOWING FOR SIGN PANELS ON NPS PROJECTS]{.mark}

\$\$633.03C

Paint supports, backs and edges of sign panels with Benjamin Moore,
Moorgard, exterior latex low luster paint, Federal Standard 595B Color
No. 20059 (brown), or approved equal.

[INCLUDE THE FOLLOWING FOR SIGN PANELS IF A SPECIFIC SIGN PANEL MSTERIAL
IS REWUIRED. DELETE THE HIGHLIGHTED MATERIAL TYPES THAT ARE NOT
ACCEPTABLE]{.mark}

\$\$633.03D

Furnish [plywood, aluminum, extruded aluminum, steel, plastic, or
fiberglass reinforced plastic]{.mark} sign panels.

[INCLUDE THE FOLLOWING FOR POSTS IF A SPECIFIC POST MATERIAL IS
REQUIRED. DELETE THE HIGHLIGHTED MATERIAL TYPES THAT ARE NOT
ACCEPTABLE]{.mark}

\$\$633.03E

Furnish [wood, aluminum, galvanized steel, or corrosion resistant
steel]{.mark} posts.

\$\$633.05A

633.05. Add the following after the first sentence of the first
paragraph:

For all legends on guide signs, use ASTM Type VIII, IX, X, or 3M DG3
retroreflective sheeting.

\$\$634.00A

######### Section 634.---PERMANENT PAVEMENT MARKINGS

Revised 25 January 2005

# [INCLUDE THE FOLLOWING]{.mark}

\$\$634.03A

634.03. Add the following to the first paragraph:

Place traffic markings before a winter suspension of paving operations.

\$\$635.00A

######### Section 635.---TEMPORARY TRAFFIC CONTROL

Revised 7 March 2008

[]{.mark}

Revised 7 January 2008

[]{.mark}

*[INCLUDE THE FOLLOWING]{.mark}*

\$\$635.02A

635.02. Delete the Construction sign panels Section reference and
substitute the following:

Construction sign panels 633.02

\$\$635.03A

635.03. Add the following:

For all signs and other devices requiring orange color, use fluorescent
orange, fluorescent red-orange or fluorescent yellow-orange color.

\$\$635.03B

635.03(i). Add the following:

> Submit a certification that the devices have been successfully crash
> tested to meet the requirements of NCHRP 350 and/or have been accepted
> by the FHWA.

# [WHEN CONSTRUCTION SIGNS ARE REQUIRED, INCLUDE THE FOLLOWING]{.mark}

\$\$635.07D

635.07. Delete the last sentence of the first paragraph and substitute
the following:

Remove or completely cover all unnecessary signs, or signs that conflict
with the construction signing or Traffic Control Plan. Cover signs that
are not removed so that no part of the covered sign is visible to
traffic. Provide sign covers for temporary signs meeting the following
requirements:

a)  Large enough to completely cover the sign.

b)  Easy to attach to and remove from the sign without damaging the sign
    face. Do not use adhesives, glues, tapes, or mechanical fasteners
    that mar the sign face.

c)  Black, non-reflective, and opaque.

d)  Made of plywood (minimum of 3/8-inches [(10 millimeters)]{.mark}
    thick), aluminum (minimum of 0.040 inches [(1 millimeter)]{.mark}
    thick), or sheet metal of a sufficient thickness that the covering
    will not be lifted, bent or damaged by wind.

e)  Durable enough to resist deterioration due to weathering and
    atmospheric conditions for the duration of the project.

*[INCLUDE THE FOLLOWING FOR HIGH LEVEL WARNING]{.mark}*

\$\$635.07A

635.07. Add the following:

Furnish 16-inch by 16-inch [(40-centimeter by 40-centimeter)]{.mark}
flags for high level warning devices that are orange or fluorescent red
orange in color.

# []{.mark}

*[INCLUDE THE FOLLOWING FOR CONCRETE BARRIERS]{.mark}*

\$\$635.11B

635.11. Add the following after the second sentence of the first
paragraph:

Use temporary barriers that meet test level *[(select appropriate test
level -- use TL-2 for speeds less than or equal to 45 mph, and use TL-3
for speeds greater that 45 mph)]{.mark}* criteria, per NCHRP Report 350
for crashworthiness standards.

\$\$635.11A

635.11. Delete the second paragraph and substitute the following:

Mount flexible plastic 6-inch by 6-inch [(15-centimeter by
15-centimeter)]{.mark} delineators with Type III or IV retroreflective
sheeting to the top of concrete barriers on 25-foot [(7.5-meter)]{.mark}
centers. Furnish white sheeting when the delineator is to the right of
traffic and yellow when to the left.

\$\$635.16A

635.16. Delete the first sentence of the first paragraph and substitute
the following:

Use a shadow vehicle (17,600 to 19,800 pound gross vehicle mass)
[(8000kg to 9000kg gross vehicle mass)]{.mark} equipped with a
truck-mounted attenuator (crash cushion) attached to the rear of the
vehicle, exterior flashing yellow dome light, and an advance warning
arrow panel.

\$\$635.17A

635.17. Add the following:

Patch the travelway after milling to provide a smooth, uniform traveling
surface before reopening travel lanes to traffic as directed by the CO.

\$\$635.19A

635.19.  Delete the first sentence of the first paragraph and substitute
the following:

Install an FHWA-approved temporary crash cushion conforming to test
level *[(select appropriate test level -- use TL-2 for speeds less than
or equal to 45 mph, and use TL-3 for speeds greater that 45
mph)]{.mark}* criteria, per NCHRP Report 350 for crashworthiness
standards.

*[INCLUDE THE FOLLOWING & 636.04A FOR TEMPORARY SIGNALS]{.mark}*

\$\$635.20A

635.20. Add the following:

Time the temporary signal system in accordance with the operating modes
listed in Subsection 636.04.

\$\$636.00A

######### Section 636.---SIGNAL, LIGHTING, AND ELECTRICAL SYSTEMS

Revised 8 May 2005

*[INCLUDE THE FOLLOWING FOR TRAFFIC DETECTOR DEVICES]{.mark}*

\$\$636.01A

636.01. Add the following:

This work includes the installation of traffic detector systems.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR LIGHTING AND MISCELLANEOUS ELECTRICAL
SYSTEMS, IF APPLICABLE]{.mark}*

\$\$636.02A

636.02. Add the following:

> Conduits under the traveled way. 721.01(a)(2)

*[INCLUDE THE FOLLOWING FOR TRAFFIC DETECTOR DEVICES]{.mark}*

\$\$636.02C

> Granular Backfill 703.03

\$\$636.02G

> Furnish type THWN Class B #14 AWG minimum, 600 Volt stranded single
> copper conductor, IPCEA Standard 861-401 with UL label. Furnish wire
> with a uniform thickness of insulation which is moisture and heat
> resistant to 250 ^o^F [(120 ^o^C)]{.mark}.

\$\$636.02H

> Furnish shielded twisted pair, size No. 14 minimum, lead-in cable.

\$\$636.02I

> Furnish a traffic counter with the following characteristics:

[]{.mark}

> *[OBTAIN SPECIFICS FROM DENVER SERVICE CENTER AND APPROVAL FROM
> DIRECTOR OF PROJECT DELIVERY, IF PRODUCT IS SOLE SOURCE]{.mark}*

[INCLUDE THE FOLLOWING FOR LIGHT POLES. SELECT THE APPROPRIATE
HIGHLIGHTED MATERIAL TYPE]{.mark}

\$\$636.04A

636.04. Add the following:

Furnish [steel or aluminum]{.mark} poles.

*[INCLUDE THE FOLLOWING AND \$\$635.20A FOR TEMPORARY SIGNAL
SYSTEMS]{.mark}*

\$\$636.04B

636.04. Add the following:

Design and place the temporary signal system according to the MUTCD,
Part IV.

Furnish a signal controller capable of operating in the following 3
modes:

  ------------------ ---------------------- -------------------- ---------------------- ---------------------
                     Signal Facing                                                      

                     [Westbound                                  [Eastbound             
                     Traffic]{.underline}                        Traffic]{.underline}   

  1\. Morning Rush                          solid Red                                   solid Green

  2\. Evening Rush                          solid Green                                 solid Red

  3\. Non-Rush                              Red/Yellow/Green                            Red/Yellow/Green
  ------------------ ---------------------- -------------------- ---------------------- ---------------------

[]{.mark}

*[INCLUDE ONE OF THE FOLLOWING CONCERNING COMMERCIAL
ELECTRICITY]{.mark}*

\$\$636.04C

Commercial electricity is available to power the temporary signal system
at the *[[(insert location)]{.underline}]{.mark}*. Coordinate with the
local electric company according to Subsection 107.02.

\$\$636.04D

Commercial electricity is not available at the project site. Furnish a
power source to operate the signal system.

# [INCLUDE THE FOLLOWING FOR ALL CONDUIT PLACEMENTS]{.mark}

\$\$636.05A

636.05. Add the following:

Install conduits a minimum of 3 feet [(1 meter)]{.mark} below finished
grade. Replace pavement structure removed to install conduit in kind.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR TRAFFIC DETECTOR DEVICES]{.mark}*

\$\$636.05B

636.05. Add the following:

Install pull boxes flush with the shoulder surface. Restore the
disturbed area around the pull box and conduit installations.

Complete the installation of all loops, conduits, and pull boxes at 1
location before moving to another location.

Install 1-inch [(25-millimeter)]{.mark} conduit under the shoulder from
the end of the saw cut to the pull box. Do not drill or cut the part of
the concrete encasement between the edge of the pavement and the pull
box for conduit installation. Install a bushing on the conduit stubout
to prevent damage to loop lead-in wires.

Install the conduit in a direct line with the loop saw cut so that the
wires entering the conduit will not be bent. Construct the hole in the
curb, if applicable, at a depth that will permit a minimum of 2 inches
[(5 centimeters)]{.mark} of cover on top of the conduit when installed.
The cover over the conduit shall be the same material used to seal the
sawcut.

\$\$636.07A

636.07. Add the following:

Furnish and install the lead-in cable in the conduit from the pull box
with sufficient length to reach the future counter cabinet. Secure the
lead-in cable and cap the T-section end. Splice each loop to an
individual lead-in cable.

Install traffic counters and connect to loops according to the
manufacturer\'s recommendations.

\$\$637.00A

######### Section 637. --- FACILITIES AND SERVICES

Revised 26 October 2007

*[INCLUDE THE FOLLOWING FOR A FIELD OFFICE PROVIDED BY THE
CONTRACTOR]{.mark}*

\$\$637.02A

637.02. Add the following:

*[SELECT ONE OF THE FOLLOWING CLAUSES FOR THE FIELD OFFICE
LOCATION]{.mark}*

\$\$637.02B

Locate the Government field office at *[(insert location)]{.mark}*, as
directed by the CO. Provide high-speed Internet access, as described in
Subsection 637.03(a)(7).

\$\$637.02C

Locate the Government field office where high-speed Internet access, as
described in Subsection 637.03(a)(7), is available. For urban projects
locate the field office within 5 miles [(8 kilometers)]{.mark} of the
project site. For rural projects locate the field office within 15 miles
[(24 kilometers)]{.mark} of the project site. In remote locations where
high-speed Internet service is not available, the field office distance
range may be extended or waived by the CO. All field office locations
are subject to approval by the CO.

\$\$637.03A

637.03. Delete the third and fourth sentences of the first paragraph and
substitute the following:

Provide local and long distance telephone services. The Government will
be responsible for the cost of long distance calls made by Government
employees for Government business and charged against this phone
service. Bill the Government separately for these charges.

637.03(a). Add the following:

> Divide the field office into 3 areas by permanent walls with hinged
> doors. If window air conditioning is provided, provide a separate unit
> for each room.
>
> Clean the field office weekly to the approval of the CO.
>
> Supply the following equipment in the field office:

(1) **Copy machine.** One self-feeding plain paper photo copying machine
    with the following minimum capabilities:

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```
(a) Automatic document feeder capable of making at least 8 copies per
    minute;

(b) Reproducing copies at standard sizes up to and including 11 x 17
    inches [(297 x 420 millimeters)]{.mark}; and

(c) Reducing 11 x 17 inches [(297 x 420 millimeters)]{.mark} plan sheets
    to 8 ½ x 14 inches [(210 x 358 millimeters)]{.mark} legal size and
    to 8 ½ x 11 inches [(210 x 297 millimeters)]{.mark} letter size.

> Furnish all necessary supplies, except paper. Paper will be supplied
> by the Government.

(2) **Printer.** One plain paper printing machine with printing
    capabilities of standard sizes up to and including 11 x 17 inches
    [(297 x 420 millimeters)]{.mark}. The printer must be capable of
    printing from direct personal computer (PC) and local area network
    (LAN) hookups. The printer may be one machine in combination with
    the copy machine. Furnish all necessary supplies, except paper.
    Paper will be supplied by the Government.

(3) **Facsimile (FAX) machine.** One FAX machine with the following
    minimum capabilities:

```{=html}
<!-- -->
```
(a) Automatic document feeder with a minimum capacity of 20 pages;

(b) Sending standard size documents up to and including 11 x 17 inches
    [(297 x 420 millimeters)]{.mark};

(c) Printing on plain paper; and

(d) Automatic dial/redial.

> The FAX machine may be one machine in combination with the copy
> machine. Furnish all necessary supplies, except paper. Paper will be
> supplied by the Government.

(4) **Telephone.** Two dual line telephones (touch tone, hold button,
    intercom, and conference calling capabilities) with 2 separate
    lines, for the exclusive use of the CO.

(5) **Answering machine.** One digital answering device capable of
    answering, recording, storing, and playing back messages at least 30
    minutes in length.

(6) **Cellular telephone.** *[(Specify number of phones as per the
    contract needs)]{.mark}* durable, hand held digital/cellular
    wireless telephone(s), manufactured by Motorola/Nextel, or approved
    equal, for the use of the CO. Furnish cellular telephone(s) that are
    similar or compatible with the Contractor's key field personnel
    (Project Superintendent, and Traffic Control Supervisor) to enable
    the direct communication between the CO and the Contractor's key
    field personnel. Furnish each cellular telephone(s) with the
    following minimum capabilities:

```{=html}
<!-- -->
```
(a) Direct Connect feature, or equivalent, to communicate onsite with
    Contractor's key field personnel;

(b) Voicemail capable of answering, recording, storing, and playing back
    messages at least 30 minutes in length;

(c) Hands free device that can be used safely and effectively while
    driving, and is acceptable by the local law enforcement agencies;

(d) Customized communication configuration, independent of the other
    units, so that the CO may limit any features if necessary;

(e) Carrying case that can be worn on the belt and is appropriate for
    use on construction projects; and

(f) Other necessary cellular telephone accessories including a cigarette
    lighter power adapter/charger.

> The cellular telephone plan shall provide the necessary amount of
> monthly Direct Connect airtime and monthly Digital/Cellular airtime
> for use on the project. Ensure that each unit has unlimited Direct
> Connect capabilities and each unit is equipped with a minimum of 600
> minutes per month of local and long distance airtime for official
> business only.

(7) **High-speed Internet access.** Provide, install, and maintain
    high-speed Internet access service having at least 768kbps download
    and 256kbps upload speed. The high-speed Internet access service can
    be provided via DSL, FIOS, a dedicated T1 line, or cable. Alternate
    Internet access service options may be submitted to the CO for
    approval. The system must include a modem and a router with a
    firewall or a router and a firewall appliance. The system must have
    the capability to support simultaneous Internet access of at least 3
    workstations connected by Category 6 RJ45 LAN office drop cables. If
    the router supports wireless Internet access, this feature must be
    disabled. Wireless Internet access does not meet U.S. DOT security
    requirements and is not acceptable. The firewall configuration must
    be submitted to the CO for approval and cannot be changed after it
    is approved, unless a change request is submitted and approved in
    advance. Only U.S. DOT equipment is to be connected to the system.

> If any equipment supplied becomes defective, is stolen, or for any
> other reason does not function as intended, replace the equipment with
> an equal or better unit at no additional cost to the Government.
> Replace any defective equipment within eight hours after being
> notified by the CO.
>
> The Contractor will retain ownership of all equipment supplied by the
> Contractor. The CO will notify the Contractor when the equipment is no
> longer needed and request its removal.

*[INCLUDE THE FOLLOWING FOR LOCATING UTILITIES]{.mark}*

Add the following after Section 637:

\$\$645.00A

######### Section 645.---LOCATING UTILITIES

Revised 25 January 2005

**Description**

**645.01** This work consists of locating and marking existing utilities
by excavating test pits to, or using electromagnetic devices, where a
physical conflict with proposed construction is suspected and the
location is ordered by the CO.

**Material**

**645.02** Materials for restoring the test pit area to its original
condition shall be replacement of the materials excavated or their
equivalent in newly furnished materials meeting the various applicable
sections of this specification.

**Construction Requirements**

**645.03 General.** Notify *[(insert name of local locator
service)]{.mark}* 48 hours prior to any excavation, at *[(insert phone
number)]{.mark}* to have the utilities marked in the field. Notify the
CO 48 hours prior to any excavation.

Exercise special care and extreme caution in order to protect and avoid
damage to any utility company facilities. Existing utilities have been
generally located and shown on the plans as they are believed to exist.
The Government assumes no responsibility for the accuracy of locations
shown on the plans. Locate and ensure the safety of all existing
utilities. Repair any damage resulting from Contractor's operations at
no additional expense to the Government.

Locate by test pit any utility that may be in conflict with the proposed
work. If a conflict appears to exist, then notify the CO in writing
immediately and provide information on the location and elevation of the
utility so that the CO can adjust the proposed work.

**645.04 Locating Utility.** Use electromagnetic devices to establish
alignment of utilities where applicable. When necessary, thread a metal
rod through non-metallic utility pipes to locate them. Where neither
method is feasible, locate the utility by perpendicular trench or test
pits.

**645.05 Excavation.** Excavate carefully so as not to disturb utility
at it\'s assumed depth. When excavating within roadway pavements where
traffic is being maintained, excavate by air-vacuum methods or
equivalent, keeping the area of disturbance to a minimum. Uncover the
utility sufficiently to make accurate measurements.

**645.06 Record.** Describe the utility found (size, material,
function), determine the elevation of the top of utility, and prepare a
field sketch of the pit. Indicate the date and the station and offset of
the utility, noting whether the baseline or the centerline of proposed
facility is being referenced. Submit 1 copy to the CO within 24 hours.

**645.07 Marking.** Mark the utility location by flags or paint.
Maintain the markings, including repainting faded or damaged markings as
ordered by the CO, for the duration of the project, or until the CO
determines that the markings are no longer needed.

**645.08 Restoration.** Backfill with original material, thoroughly
compacting the material with a mechanical tamper. Restore aggregate base
courses and pavement using equivalent materials and thicknesses. For
portland cement concrete pavements, use fast setting concrete. For
asphalt concrete pavements, cold patch, resurfacing of pit will be
permitted so long as, in the opinion of the CO, it is thoroughly
compacted.

**645.09 Acceptance.** Locating utilities will be evaluated under
Subsection 106.02.

**Measurement**

**645.10** Measure the Section 645 items listed in the bid schedule
according to Subsection 109.02.

For markings, do not measure maintaining the markings.

**Payment**

**645.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 645 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

######### Section 647.--- ENVIRONMENTAL MITIGATION

Revised 1 May 2006

[]{.mark}

Description

**647.01** This work consists of
[\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\-\--.]{.mark}

Material

**647.02** Conform to the following Subsections:

[material name 7XX.XX]{.mark}

[material name 7XX.XX]{.mark}

Construction Requirements

**647.03**

**647.[XX]{.mark} Acceptance.**

Measurement

**647.[XX]{.mark}** Measure the Section 647 items listed in the bid
schedule according to Subsection 109.02.

Payment

**647.[XX]{.mark}** The accepted quantities, measured as provided in
Subsection 109.02 and above, will be paid at the contract price per unit
of measurement for the Section 647 pay items listed in the bid schedule.
Payment will be full compensation for the work prescribed in this
Section. See Subsection 109.05.

\$\$701.00A

######### Section 701.---CEMENT

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR PROJECTS IN HIGH SULFIDE AREAS]{.mark}*

\$\$701.01A

701.01(a). Add the following:

> Furnish portland cement with a maximum sulphate expansion of 0.040
> percent when tested in accordance with ASTM C 452.

*[INCLUDE THE FOLLOWING FOR SHOTCRETE. FOR COLORED SHOTCRETE, INCLUDE
711.05]{.mark}*

\$\$701.01B

701.01. Add the following:

For shotcrete, use low alkali portland cement. Conform to AASHTO M 85,
limiting alkalis according to Table 1A in AASHTO M 85.

\$\$703.00A

######### Section 703.---AGGREGATE

Revised 22 February 2007

*[INCLUDE THE FOLLOWING FOR COARSE AGGREGATE FOR CONCRETE DEPENDING ON
STATE REQUIREMENTS]{.mark}*

\$\$703.02A

703.02. Add the following:

Gravel will not be permitted.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR SUBBASE, BASE, AND SURFACE COURSES]{.mark}*

\$\$703.05A

703.05(a). Delete items (3) and (4).

[]{.mark}

*[INCLUDE THE FOLLOWING FOR AGGREGATE BASE]{.mark}*

\$\$703.05B

703.05(b). Add the following:

**(3)** Plasticity Index, AASHTO T90 3 Max

\$\$703.05C

703.05(b). Add the following:

> Material shall have a minimum California Bearing Ratio of *[{obtain
> CBR value from Materials or Pavements Sections}]{.mark}* percent, as
> determined by AASHTO T 193 at 95 percent of maximum dry density in
> accordance with AASHTO T 180 (Method D).

*[INCLUDE THE FOLLOWING (STATE GRADATION OPTIONS) FOR AGGREGATE
BASE]{.mark}*

\$\$703.05E

703.05(b)(1) Add the following:

> At the option of the Contractor, the gradation only of the aggregate
> base may conform to the requirements of (identify State, acceptable
> State aggregate, and State specification reference).

*[INCLUDE THE FOLLOWING FOR HACP]{.mark}*

\$\$703.07A

703.07(a). Delete item (4).

703.07(b). Delete item (1).

*[INCLUDE THE FOLLOWING FOR ASPHALT SURFACE TREATMENT AGGREGATE]{.mark}*

\$\$703.10B

10. Delete items (f) and (g).

*[INCLUDE THE FOLLOWING FOR AGGREGATE-TOPSOIL WHEN CRUSHED AGGREGATE IS
SCARCE]{.mark}*

\$\$703.14A

703.14. Delete the text and substitute the following:

\$\$703.14B

Furnish base or surface course aggregate meeting the gradation and
quality requirements of Subsection 703.05.

##### *[INCLUDE THE FOLLOWING FOR AGGREGATE TOPSOIL COURSES \< 1 ½ inches (35 millimeters) THICK]{.mark}*

\$\$703.14C

Furnish aggregate meeting the quality requirements of AASHTO M 80, Class
E, and the gradation requirements of AASHTO M 43, size No. 67.

*[INCLUDE THE FOLLOWING IF CRUSHED RECYCLED CONCRETE IS PERMITTED IN
EITHER SECTION 301 OR 308]{.mark}*

\$\$703.20A

Add the following after Subsection 703.19.

**703.20 Crushed recycled concrete.** Furnish a recycled material
consisting of crushed concrete. A portion of the composite material may
include recycled mortar or brick. The composite material shall be free
of reinforcing bars or wire, organic matter, lumps or balls of clay, and
other deleterious matter. Do not use material that breaks up when
alternately frozen and thawed or wetted and dried. Conform to the
following:

> **(a)** Los Angeles abrasion, AASHTO T 96 50% max.
>
> **(b)** Liquid limit, AASHTO T 89 25 max.
>
> **(c)** Plasticity index, AASHTO T 90 6 max.
>
> **(d)** California Bearing Ratio, AASHTO T 193 55% min.

**(e)** Gradation. Furnish a gradation conforming to crushed recycled
concrete material used locally in the construction and maintenance of
highways by Federal and state agencies. Furnish a well graded crushed
recycled material with a maximum size of 2 inches [(50
millimeters)]{.mark} and not more than 12% passing the No. 200
[(75µm)]{.mark} sieve as determined by AASHTO T 27 and T 11.

\$\$705.00A

######### Section 705.---ROCK

Revised 13 July 2005

*[INCLUDE THE FOLLOWING FOR STONE GUARDWALLS OR MASONRY]{.mark}*

\$\$705.03A

705.03(a). Delete the text and substitute the following:

> Do not use rock with depressions or projections that might weaken it
> or prevent it from being properly embedded.
>
> In the wall face, no stone shall be less than 2 inches in vertical
> dimension, 6 inches [(15 centimeters)]{.mark} in horizontal dimension,
> or 4 inches [(10 centimeters)]{.mark} in depth dimension.
>
> On the top of the wall, no stone shall be less than 4 inches [(10
> centimeters)]{.mark} in least dimension.
>
> Submit stone samples representing every color to be used on the
> project to the CO for approval.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR GRANITE BRIDGE CURB]{.mark}*

\$\$705.06A

705.06 Add the following after 705.06(b):

> **(c) Granite bridge curb.** Granite bridge curb shall consist of
> granite stone curbs conforming to the following:
>
> Top width 5 inches [(125 millimeters)]{.mark}
>
> Bottom width (min., for 2/3 length) 5 inches [(125
> millimeters)]{.mark}
>
> Depth 9 ± 0.25 inches [(225 ± 6 millimeters)]{.mark}
>
> Length 6 feet [(1.8 meters)]{.mark} (except as noted below)
>
> Ten percent of the length of curb installed on the project may consist
> of stones no more than 6 inches [(15 centimeters)]{.mark} shorter than
> the length specified, except as follows:
>
> **(1)** Stones used in making closures may be one‑third shorter than
> specified.
>
> **(2)** On curves with radii greater than 160 feet [(49
> meters)]{.mark}, but less than 492 feet [(150 meters)]{.mark}, stones
> may be from 4 to 6 feet [(1.2 to 1.8 meters)]{.mark} in length.
>
> **(3)** Cut stones set on a radius of 160 feet [(49 meters)]{.mark} or
> less to the required curvature and, except for making closures, the
> following minimum lengths:
>
> [Radius (feet) [(meters)]{.mark}]{.underline} [Minimum Length (feet)
> [(meters)]{.mark}]{.underline}
>
> 49 to 160 [(15 to 49)]{.mark} 6 [(1.8)]{.mark}
>
> 25 to less than 49 [(7.6 to less than 15)]{.mark} 5 [(1.4)]{.mark}
>
> Less than 25 [(7.6)]{.mark} 3 [(0.9)]{.mark}
>
> Cut the ends of all curved stones on radial lines.
>
> Furnish granite curb that is light gray in color, free from seams and
> other structural imperfections or flaws which would impair its
> structural integrity, and of a smooth splitting appearance. Natural
> color variation characteristics of the deposit from which the stone
> curb is obtained will be permitted.
>
> Whenever stone curb is sawed, clean all surfaces that will be exposed
> and remove any iron rust or iron particles by sandblasting or other
> approved method.
>
> Remove saw marks in excess of 0.12 inches [(3 millimeters)]{.mark}.
>
> Supply either type A or type B stone curb, but use only 1 type on the
> project.
>
> **(d) Stone curb, Types A and B.**
>
> **(1) Type A.** This type of curbstone shall be peen hammered or sawed
> to an approximately true plane, having no projections or depressions
> greater than 0.12 inches [(3 millimeters)]{.mark} and have a top
> surface free from kerf. The front and back arris lines shall be
> pitched straight and true and the back surface shall have no
> projection or depression greater than 1.5 inches [(38
> millimeters)]{.mark}.
>
> The front face shall have a batter of approximately 2:12 and shall be
> hammered or sawed, free from drill holes and with no projection
> through the arris or pitch lines for the full depth of the face. The
> front arris shall be ¼-inch [(6-millimeter)]{.mark} bullnose.
>
> **(2) Type B.** This type of curbstone shall be peen hammered or sawed
> to an approximately true plane, having no projections or depressions
> greater than 0.12 inches [(3 millimeters)]{.mark} and have a top
> surface free from kerf. The front and back arris lines shall be
> pitched straight and true and the back surface shall have no
> projection or depression greater than 1.5 inches [(38
> millimeters)]{.mark}.
>
> The front face shall have a batter of approximately 3/4:10 and shall
> be smooth quarry split, free from drill holes and with no projection
> of more than ¾-inch [(19 millimeters)]{.mark}and no depression of more
> than ½ inch [(13 millimeters)]{.mark} measured from the plane of the
> face through the arris or pitch line for a distance down to within 1
> inch [(25 millimeters)]{.mark} of the bottom. For the remaining
> distance there shall be no projection or depression greater than 1
> inch [(25 millimeters)]{.mark} measured in the same manner.
>
> For both types of curb, the ends of all stones shall be square with
> the planes of the top and face so that when the stones are placed end
> to end as closely as possible, no space shall show in the joint at the
> top and face of more than ¼ inch [(6 millimeters)]{.mark} for the full
> width of the top and for the full depth, after which the end may break
> back not over 2 inches [(50 millimeters)]{.mark} from the plane of the
> joint. The arris formed by the intersection of the plane of the joint
> with the planes of the top and exposed faces shall have no variation
> from the plane of the top and exposed faces greater than 0.12 inches
> [(3 millimeters)]{.mark}.

\$\$710.00A

######### Section 710.---FENCE AND GUARDRAIL

Revised 25 January 2005

# [INCLUDE THE FOLLOWING FOR BARBED WIRE FENCE]{.mark}

\$\$710.01A

710.01. Add the following:

Furnish barbed wire with a Class 1 galvanized coating.

# [INCLUDE THE FOLLOWING FOR WOVERN WIRE FENCE]{.mark}

\$\$710.02A

710.02. Add the following:

Furnish woven wire with a Class 1 galvanized coating.

# [INCLUDE THE FOLLOWING FOR CHAIN LINK FENCE]{.mark}

\$\$710.03A

710.03. Add the following:

Furnish *[(insert gage)]{.mark}* gage chain link fabric.

# [INCLUDE THE FOLLOWING FOR FENCES, GATES OR BOLLARD POSTS]{.mark}

\$\$710.04A

710.04(a). Add the following:

Treat fence, gate, and bollard posts according to 716.03.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR STEEL-BACKED TIMBER GUARDRAIL]{.mark}*

\$\$710.08A

710.08. Add the following:

Rough sawn timber tolerance shall apply only to the timber cross section
and post length.

[]{.mark}

\$\$711.00A

######### Section 711.---CONCRETE CURING MATERIAL AND ADMIXTURES

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR FIBER-REINFORCED CONCRETE]{.mark}*

\$\$711.06A

Add the following after Subsection 711.05:

**711.06. Fiber Reinforcement.** Furnish a polypropylene fiber
conforming to ASTM C 116, Type 3, and compatible with the constituents
of the concrete mixture. Furnish documentation of compatibility from the
manufacturer.

\$\$713.00A

######### Section 713.---ROADSIDE IMPROVEMENT MATERIAL

Revised 8 May 2005

*[INCLUDE THE FOLLOWING FOR TOPSOIL]{.mark}*

\$\$713.01A

713.01. Add the following:

For furnished topsoil, submit a soil analysis report from the State
University Agricultural Extension Service or other approved soil testing
laboratory. Include in the report the soil textural classification
(percentage of sand, silt, clay and organic matter) and additive
recommendations.

[]{.mark}

*[INCLUDE ONE OF THE FOLLOWING FOR STABILIZED SHOULDERS]{.mark}*

\$\$713.01B

Furnish topsoil for aggregate-topsoil course from stockpiles conserved
under Section 204, from stockpiles designated on the plans, or from
Contractor sources.

\$\$713.01C

Furnish topsoil for aggregate-topsoil course from Contractor sources.

[]{.mark}

*[INCLUDE THE FOLLOWING ON NPS PROJECTS]{.mark}*

\$\$713.02A

713.02. Add the following:

Use a maximum of 0.17 pounds [(3 kilograms)]{.mark} of limestone per
cubic foot [(meter)]{.mark} of topsoil in order to adjust an acidic
condition.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR FERTILIZER FOR SEEDING]{.mark}*

\$\$713.03A

713.03. Add the following:

Furnish fertilizer containing the following minimum available nutrients,
unless soil analysis indicates higher concentrations are required:

Total nitrogen 10 percent

Available phosphoric acid 10 percent

Water-soluble potash 10 percent

*[INCLUDE THE FOLLOWING ON NPS PROJECTS]{.mark}*

\$\$713.05A

713.05. Add the following after 713.05(h):

> **(i) Shredded Hardwood Mulch.** Furnish aged hardwood mulch, dark
> brown to black in color, with a particle size of less than 3 inches
> [(75 millimeters or 80 per the FP96)]{.mark}, a neutral pH, and free
> of sticks, stones, clay, or other matter which may injure plants.

\$\$713.06A

713.06(b). Add the following:

> The genus, species, and cultivar names shall agree with the
> nomenclature of the most current edition of "Hortus Third" by L.H.
> Bailey, Hortorium, Cornell University.
>
> Provide durable tags, stating the date of installation, correct
> botanical name and size in weather-resistant ink or embossed letters.
> Secure the tags to each tree, shrub, and other plant materials in a
> manner which will not restrict growth. Leave the tags on all trees,
> shrubs, and other plant materials until final acceptance by the CO.

\$\$713.08A

713.08. Add the following after 713.08(g):

> **(h) Tree protection.** Tree protection shall be a flexible PVC pipe
> 4 inches [(10 centimeters)]{.mark} in diameter, 12 to 13 inches [(30
> to 32.5 centimeters or 35 per FP96)]{.mark} in height.

[]{.mark}

*[INCLUDE OF THE FOLLOWING, SELECT THE TYPE OF SOD DESIGNATED IN
627.03]{.mark}*

\$\$713.10A

713.10. Add the following:

Cut [Bermuda grass or Tall Fescue, Kentucky 31]{.mark} sod to a depth
equal to the growth of the roots, but not less than 1 inch [(2.5
centimeters)]{.mark}.

[]{.mark}

*[INCLUDE THE FOLLOWING FOR PESTICIDE]{.mark}*

\$\$713.19A

Add the following after Subsection 713.18:

**713.19. Pesticide.** Pesticides to control armyworms are Bacillus
Thuringiensis - Berliner, Bactospeine, Biotrol, BTB, BTV, Dipel, and
Thuricide, as manufactured by Nutrilite Products, Inc., and Bioferm
Corporation.

\$\$717.00A

######### Section 717.---STRUCTURAL METAL

Revised 18 May 2005

*[INCLUDE THE FOLLOWING FOR BRIDGE EXPANSION JOINTS]{.mark}*

\$\$717.01A

717.01 Add the following after 717.01(e):

> **(f) Anchor bolts, nuts, and washers for expansion joints.**
> Stainless steel conforming to ASTM A 276, Type 304.

*[INCLUDE THE FOLLOWING FOR ELASTOMERIC EXPANSION JOINT SEALS]{.mark}*

\$\$717.17A

Add the following after Subsection 717.16:

**717.17. Elastomeric Expansion Joint Seals.** Furnish synthetic,
non-wicking, fabric-reinforced, neoprene elastomeric expansion joint
seals. Furnish neoprene elastomer conforming to ASTM D 2000 and to Table
717-4.

**Table 717-4 - Neoprene**

+---+-------------------+-----+--------------+----+------------------+
| [ |                   | [A  |              | [  |                  |
| P |                   | STM |              | Re |                  |
| h |                   | T   |              | qu |                  |
| y |                   | est |              | ir |                  |
| s |                   | M   |              | em |                  |
| i |                   | eth |              | en |                  |
| c |                   | od] |              | t] |                  |
| a |                   | {.u |              | {. |                  |
| l |                   | nde |              | un |                  |
| P |                   | rli |              | de |                  |
| r |                   | ne} |              | rl |                  |
| o |                   |     |              | in |                  |
| p |                   |     |              | e} |                  |
| e |                   |     |              |    |                  |
| r |                   |     |              |    |                  |
| t |                   |     |              |    |                  |
| y |                   |     |              |    |                  |
| ] |                   |     |              |    |                  |
| { |                   |     |              |    |                  |
| . |                   |     |              |    |                  |
| u |                   |     |              |    |                  |
| n |                   |     |              |    |                  |
| d |                   |     |              |    |                  |
| e |                   |     |              |    |                  |
| r |                   |     |              |    |                  |
| l |                   |     |              |    |                  |
| i |                   |     |              |    |                  |
| n |                   |     |              |    |                  |
| e |                   |     |              |    |                  |
| } |                   |     |              |    |                  |
+---+-------------------+-----+--------------+----+------------------+
|   | Hardness,         |     | D 2240       |    | 60±5             |
|   | Durometer A       |     |              |    |                  |
+---+-------------------+-----+--------------+----+------------------+
|   | Tensile Strength  |     | D 412        |    | 2000 psi [(13.8  |
|   |                   |     |              |    | Mega             |
|   |                   |     |              |    | Pascals)]{.mark} |
|   |                   |     |              |    | min              |
+---+-------------------+-----+--------------+----+------------------+
|   | Elongation at     |     | D 412        |    | 250% min         |
|   | Break             |     |              |    |                  |
+---+-------------------+-----+--------------+----+------------------+
|   | Low Temperature   |     | D 746        |    | Not Brittle at   |
|   |                   |     |              |    | -67 ^o^F         |
|   |                   |     |              |    |                  |
|   |                   |     |              |    | [(‑55            |
|   |                   |     |              |    | ^o^C)]{.mark}    |
+---+-------------------+-----+--------------+----+------------------+
|   | Weather Resistant |     | D 1171       |    | No Cracks        |
+---+-------------------+-----+--------------+----+------------------+
|   | Ozone Cracking    |     | D 1149       |    | No Cracks        |
+---+-------------------+-----+--------------+----+------------------+
|   | 100 PPHM 70 hours |     |              |    |                  |
+---+-------------------+-----+--------------+----+------------------+
|   | @ 100 ^o^F [(38   |     |              |    |                  |
|   | ^o^C)]{.mark},    |     |              |    |                  |
|   | 20% strain        |     |              |    |                  |
+---+-------------------+-----+--------------+----+------------------+
|   | Water Resistance  |     | D 471        |    | 3% max. volume   |
|   |                   |     |              |    | swell            |
+---+-------------------+-----+--------------+----+------------------+
|   | Compression Set   |     | D 395,       |    | 25% max          |
|   |                   |     | Method B     |    |                  |
+---+-------------------+-----+--------------+----+------------------+
|   | 22 hours @ 158    |     |              |    |                  |
|   | ^o^F [(70         |     |              |    |                  |
|   | ^o^C)]{.mark}     |     |              |    |                  |
+---+-------------------+-----+--------------+----+------------------+

[]{.mark}

*[INCLUDE THE FOLLOWING FOR GRANITE BRIDGE CURB.]{.mark}*

\$\$717.18A

Add the following after Subsection 717.16:

**717.18. Masonry Anchors for Granite Bridge Curb.** Stainless steel
conforming to

ASTM A 276, Type 304.

\$\$721.00A

######### Section 721.---ELECTRICAL AND ILLUMINATION MATERIAL

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR LIGHTING]{.mark}*

\$\$721.01A

721.01(c). Add the following:

> Furnish either ozone resistant cross-linked polyethylene (XLP) or
> polyvinyl chloride (PVC) insulated cable, with or without a nylon
> jacket, as applicable, conforming to the following:
>
> **(1) XLP.** IPCEA S-66-524 and NEMA WC-7 (code type XHHW);
>
> **(2) PVC.** UL 83, ANSI C33.80-1971, and Federal Specification
> J-C-304 (code types THWN or THW).

[]{.mark}

*[INCLUDE THE FOLLOWING FOR ELECTRICAL WORK]{.mark}*

\$\$721.01B

721.01(c). Add the following:

> Furnish soft drawn or annealed copper conductors conforming to ASTM B
> 3, and stranding conforming to ASTM B 8. Furnish 7 strand for #10 AWG
> through #2 AWG, and 17 strand for #1 AWG through #4/0 AWG. Furnish #6
> AWG minimum solid copper ground wires.

\$\$725.00A

######### Section 725.---MISCELLANEOUS MATERIAL

Revised 25 January 2005

*[INCLUDE THE FOLLOWING FOR EPOXY]{.mark}*

\$\$725.21A

21. Add the following:

Furnish a 2-component epoxy resin binder mixed together at the site as
prescribed by the manufacturer. The pot life of the epoxy, mixing
period, maximum time lapse between mixing and application, and the
curing period are all dependent on the temperature, humidity, and wind
conditions, and the proprietary product being used.

Package epoxy components in containers that are clearly marked with a
warning of the hazards involved in handling the material.

Obtain technical assistance from the manufacturer of the epoxy binder
and follow the manufacturer\'s recommendations concerning proper use and
installation. Submit the product proposed for use, manufacturer\'s name,
and data concerning composition and application for approval before use
on the project.