AMD06_W9126G21R0004_LDSM_8Oct2021.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The Solicitation for Lewisville Dam Safety Modif ication (LDSM), Dallas, TX is amended as follows:

SECTION 00 72 00

SECTION 01 00 00.00 44

SECTION 03 30 00

SECTION 31 09 13.00

SECTION 31 68 13

SECTION 31 68 14

DRAWINGS: BI-102.A01; CG-141.A01; SB-341.A01; SB-531.A02; SB-543.A02; and SD-141.A01

See SF 30 Continuation Sheet(s)

NOTE: Proposals are due Tuesday, 26 Oct 2021, 1:00 PM (Central)

1. CONTRACT ID CODE PAGE OF PAGES

1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W9126G21R0004

X 9B. DATED (SEE ITEM 11)

02-Aug-2021

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

U0006

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

08-Oct-2021

CODE

US ARMY CORPS OF ENGINEERS FORT WORTH

819 TAYLOR ST, CT OFC RM 2A17

FORT WORTH TX 76102-0300

W9126G 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W9126G21R0004

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION 00 72 00 - CONTRACT CLAUSES

The following have been added by reference:

252.223-7999 (Dev) Ensuring Adequate COVID-19 Safety Protocols for Federal

Contractors (Deviation 2021-O0009)

OCT 2021

SECTION 01 00 00.00 44

SECTION 03 30 00

SECTION 31 09 13

SECTION 31 68 13

SECTION 31 68 14

DRAWINGS:

BI-102.A01

CG-141.A01

SB-341.A01

SB-531.A02

SB-543.A02

SD-141.A01

(End of Summary of Changes)

Dam Safety Modification - Spillway Solicitation No. W9126G21R0004

SECTION 01 00 00.00 44

SCHEDULE REQUIREMENTS AND RESTRICTIONS

10/2015

<AMEMDMENT 0006>

PART 1 GENERAL

1.1 SCHEDULE

Commence, prosecute, and complete the work under this contract in accordance with the following schedule and Section 00 73 00 CONTRACT CLAUSES COMMENCEMENT, PROSECUTION AND COMPLETION OF WORK and LIQUIDATED

DAMAGES:

Item of Work Commencement of Work

(Calendar days)

Completion of Work

(Calendar days)

Liquidated Damages per

Calendar days

(1) Completion of all construction work Establishment of Turf and Landscaping

10 Calendar days upon receipt of Notice to Proceed

1,258 $ 6,816

(2) Final Record Drawings

*** *** None

NOTE: All work on this project must be completed within the number of calendar days stated in Item of Work (1) above, inclusive of all review periods and Government phasing requirements specified. If the Government accepts a proposal for a completion period of lesser duration, and such proposal alters the time periods for review and phasing, the Contract must be read to include the original periods for review and phasing. If a completion period of lesser duration is proposed and accepted by the Government, the accepted completion period will replace the original construction schedule listed above in the Schedule. If an alternate completion period is proposed, the Bid Schedule must reflect pricing information for the alternate proposed completion period. The liquidated damages stated above will be applied for each calendar day the Contractor exceeds the Contract scheduled duration.

a. Liquidated damages for individual items of work will not be combined.

Only the rate of the affected item of work will be assessed.

b. Liquidated damages are not accumulative for multiple phases of work.

SECTION 01 00 00.00 44 Page 1 Accompanying Amendment 0006 to Solicitation No. W9126G21R0004

*** Record Drawings: See Section 01 78 00 CLOSEOUT SUBMITTALS, paragraph titled RECORD DRAWINGS for requirements and withholding amount to ensure completion of record drawings.

1.2 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER (OCT 1989) (ER

415-1-15)(52.0001-4038 1/96)

a. This provision specifies the procedure for determination of time extensions for unusually severe weather in accordance with the contract clause FAR 52.249-10 entitled "DEFAULT: (FIXED PRICE CONSTRUCTION)." In order for the Contracting Officer to award a time extension under this clause, the following conditions must be satisfied:

(1) The weather experienced at the project site during the contract period must be found to be unusually severe, that is, more severe than the adverse weather anticipated for the project location during any given month.

(2) The unusually severe weather must actually cause a delay to the completion of the project. The delay must be beyond the control and without the fault or negligence of the Contractor.

b. The following schedule of monthly anticipated adverse weather delays due to precipitation and temperature is based on National Oceanic and Atmospheric Administration (NOAA) or similar data for the project location and will constitute the base line for monthly weather time evaluations. The Contractor's progress schedule must reflect these anticipated adverse weather delays in all weather dependent activities. Wind is not considered in the Monthly Anticipated Adverse Weather Calendar Day Schedule.

DALLAS/FT. WORTH, TX AREA-NORTH AREA-NORTH OF I-20 AND EAST OF I-35E; ALSO

WEST OF I-35 & WITHIN 80-MILE RADIUS (LEWISVILLE, RAY ROBERTS, AND LAVON

RESV.) CARSWELL AFB, BENBROOK & GRAPEVINE LAKES & RESERVE CTRS) (DFW)

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

3 4 4 3 4 4 3 2 4 3 4 4

c. Upon receipt of the Notice to Proceed (NTP) and continuing throughout the contract, the Contractor will record on the daily CQC report, the occurrence of adverse weather and resultant impact to normally scheduled work. Actual adverse weather delay days must prevent work on critical activities for 50 percent or more of the Contractor's scheduled work day.

d. The number of actual adverse weather delay days must include days impacted by actual adverse weather (even if adverse weather occurred in previous month), be calculated chronologically from the first to the last day of each month, and be recorded as full days. If the number of actual adverse weather delay days exceeds the number of days anticipated in paragraph "b", above, the Contracting Officer will convert any qualifying delays to calendar days, giving full consideration for equivalent fair weather work days, and issue a modification in accordance with the contract clause entitled "Default (Fixed Price Construction)."

SECTION 01 00 00.00 44 Page 2

1.3 WORK RESTRICTIONS

The following restrictions are not all inclusive. All other requirements in the plans and specifications must be met.

1.3.1 Sequence of Work Restrictions:

a. Install, test, lock-off, and complete all weir anchors prior to all other work related to the spillway including new apron overlay work, turndown wall system, upstream cofferdam, and geomembrane installation. Work that may be performed during the installation of the weir anchors include work on haul roads, excavation behind training walls, removal and replacement of existing apron slabs except the three columns of slabs near the spillway centerline, removal and replacement of training wall section, backfill of training walls, and extension of training walls.

(1) The Contractor will only be allowed to install, test, and lock-off weir anchors on four monoliths at the same time starting at one end of the spillway and working toward the other end. <AMD05>The work on the four monolithis is not required to be sequential.</AMD05> Complete the anchor within 7 days from the time the anchor bond zone is grouted. This includes the final concrete placement in the recess. The anchor must be grouted in the bond zone within 24 hours of the start of the drilling of the underream. Weir anchors must be installed and tensioned in the sequence shown on drawings.

b. Existing apron slabs adjacent to the training walls must not be removed until the training wall backfill is removed.

(1) Protect the foundation of the demolished apron slabs from water.

Do not remove any additional slabs if rain is forecast within 24 hours.

(2) Demolished apron slabs must be replaced with concrete within 24 hours of removal.

c. Only after weir anchors are installed and accepted can all other work proceed. Do not begin any other work on the apron such as the apron rock dowels, cement stabilized open graded drainage layer, and new apron concrete overlay until the apron weir transition modifications are constructed as shown on drawing SB-341.

(1) The collection trench must be constructed from downstream to upstream and completed prior to construction of the drainage trench at the toe of the transition section.

(2) The collection and drainage trenches must be installed and finished in segments not to exceed 60 feet in length.

(3) Do not begin any other work on the apron including apron slab replacements for the three column of slabs near the spillway centerline, the apron rock dowels, cement stabilized open graded drainage layer, trench drain, and new apron concrete overlay until the apron weir transition modifications are constructed as shown on drawing SB-341.

SECTION 01 00 00.00 44 Page 3

d. Construction of the apron rock dowels, cement stabilized open graded drainage layer, and apron overlay slabs must begin after completion of the apron weir transition modifications and transition drainage trench.

(1) Apron overlay slabs <AMD06>and apron replacement slabs</AMD06> must be installed in a checkerboard pattern in rows across the spillway with no more than two rows being installed at a time.

(2) <AMD06>Slabs Apron overlay slabs and apron replacement slabs</AMD06> must be cured a minimum of 7 days before placing adjacent slabs.

(3) Apron overlay slabs <AMD06>and apron replacement slabs</AMD06> must be placed in rows from upstream to downstream.

(4) The cement stabilized open graded drainage layer must be protected from contamination during other work activities including the drilling and installation of the apron rock dowels.

e. Turndown wall apron slab, drilled piers, and cap beam construction restrictions.

(1) Do not excavate a shaft within 5 shaft diameters from the edge of an open shaft excavation or one in which concrete in closest adjacent shaft within 3 shaft diameters from the edge has been placed in the preceeding 48 hours.

(2) A drilled pier must be complete with soldier pile and concrete placed within 48 hours of drilling commencement and no more than 4 hours following excavation to the bottom depth.

(3) Construct the technique drilled pier before constructing all other drilled piers.

(4) The existing apron extension slab is to remain in place during drilled pier installation to serve as a work platform. <AMD04>The turndown portions of the existing apron extension slab may be removed before drilled pier installation.</AMD04>

(5) Turndown wall apron slab and drilled pier cap beams must be constructed in an alternating pattern. Adjacent concrete placements must not be made until all three of the following criteria are met:

(a) The hottest portion of the concrete has cooled by 5 degrees F from its maximum temperature.

(b) The hottest portion of the concrete has cooled to within 35 degrees F of the average outside temperature.

(c) The concrete has been allowed to cure for 7 days.

(6) Backfill behind the training walls must be removed before demolishing and removing the existing apron extension.

f. Test sections for features of work such as apron slabs, weir anchor test holes, apron rock dowels, and drilled shafts must be completed and accepted prior to the beginning of production.

g. Fish Hatchery Road Pre-Fabricated Air Bridge Inspection Schedule

SECTION 01 00 00.00 44 Page 4

(1) Perform inspection of the Pre-Fabricated Air Bridge by the manufacturer at beginning of construction and at the end of construction activities.

(2) At quarterly (once per each three calendar months) intervals the Government will perform a comprehensive bridge inspection on the Pre-Fabricated Air Bridge.

(3) An initial seven-day (7 calendar days) advanced notification will be provided through the Contracting Officer. An additional twenty-four (24) hour advanced notification will be provided prior to arrival.

(4) Government inspections will take up to eight (8) business hours.

(5) Inspectors will minimize impacts to hauling to the maximum extent possible, but impacts to at least one lane of the bridge are likely throughout the duration of this inspection period.

(6) Provide traffic control to ensure safety of Government inspectors during inspection periods.

h. Borrow area grading, borrow area haul road restoration, and initial turf establishment procedures must be completed by March 31, 2025 to permit Government-performed adaptive management procedures to commence. Final turf establishment is not required to be accomplished prior to this date. Sequence construction operations to complete these requirements prior to this date. Material permitted for disposal in the borrow area must be completed prior to this date.

After March 31, 2025, disposal must be accomplished off-site at an approved location.

1.3.2 Lewisville Pool Elevation Restrictions

<AMD05>See the plan for historical pool elevations. The following restrictions are related to pool elevation and normal flood pool storage within Lewisville Reservoir . The elevations are and include general guidance relating to howhigh flood pool operations could levels may affect construction. The Contracting Officer working with the Lead Engineer, Fort Worth District Engineering staff, and the SWD DSPCSouthwest Division Dam Safety Production Center staff will make the final decisions regarding when identify when to take the below actions will be taken to protect the structure and halt construction activities during a potential spillway flow event. This could be earlier or later than what is discussed in the following paragraphs due to the unpredictable nature of storm events. The Contractor will be compensated for costs associated with work stoppages and lost work resulting from flood pool operations in the event the Contracting Officer stops work due to a high pool and/or spillway flow event. Delay to the critical path resulting from a spillway flow event;

required actions to protect the structure in anticipation of a spillway flow event; removing protections and restoring the site to prior conditions, with or without an actual spillway event; and the Contractor not being able to work on critical path activities in the vicinity of the spillway during identified high pool conditions and spillway events, will be treated as excusable, non-compensable delay per FAR Clause 52.249-10, Default (Fixed-Price Construction).

The Government will only be responsible for costs (direct costs and

SECTION 01 00 00.00 44 Page 5 associated overhead, profit, and bond) attributable to repairing or replacing permanent work that was damaged by a spillway event; for costs of temporary work undertaken as required by this Section to prepare for a potential spillway event; for costs, with or without an actual spillway event, to return the site to prior conditions; and for standby costs for certain equipment, specific terms and equipment are described below, when work is delayed in excess of the time frame indicated below. Except, the Government will not be responsible for repair, replacement, or temporary cofferdam-related work, or for work between the cofferdam and the weir, unless the geomembrane/final channel fill/riprap work and, as applicable, cofferdam removal work was previously initiated and progressing without undue delay and using a methodology to reduce risk by completing the work through riprap in stages as the geomembrane work progresses, followed by timely cofferdam removal. The Government will not be responsible for any costs resulting from high pool elevation unless there is an actual spillway event or temporary preparatory work or a work stoppage is actually required under this Section. All other costs are the responsibility of the Contractor. The Government will not be responsible for delay costs, impact costs, or extended overhead costs. See FAR 52.236-7, Permits and Responsibilities.

The Government will compensate standby costs on only the following pieces of equipment as applicable when delays for each event exceed 2 weeks (the initiating two weeks will not be compensated): - Cranes 50 tons or greater in size, rotary air hammer drills for weir anchors and apron rock dowels, drill rigs to install the drilled concrete shafts for the turndown wall, the hydraulic stressing jack for the weir anchors, and concrete batch plant if provided. Compensation for standby costs is limited to 8 hours per day, 40 hours per week, and 176 hours per month.</AMD05>

1.3.2.1 Weir Anchors

The installation of the weir anchors may continue as normal according to the plans and specifications when the pool elevation is below 527. The Contractor and the Contracting Officer will begin discussions regarding current construction status and rainfall and pool forecasts when the pool exceeds elevation 527. The drilling of all weir anchors must stop when the pool reaches elevation 528 and any open anchor holes must be completed prior to reaching elevation 530. Removal of work platforms must begin at a pool elevation of 529 and be completed before the pool reaches elevation

531. Any platforms constructed on the weir must be able to be removed within 48 hours. Any holes that cannot be completed by the time the pool reaches elevation 530 must be backfilled with a weak grout and the recesses backfilled with high early strength concrete and begin the removal of all equipment and materials from the spillway. All equipment and materials must be removed from the spillway when the pool reaches elevation 531. No entry into the spillway is allowed until the pool recedes below elevation 531 and the Contracting Officer permits re-entry.

1.3.2.2 Upstream Cofferdam and Geomembrane

Upstream cofferdam and geomembrane construction <AMD05>must start between July 1 and October 31 must not start prior to August 15. Complete the geomembrane work, the associated channel fill and riprap work, and the removal of the cofferdam no later than February 15. . Construction may extend past October 31 and all upstream work associated with the geomembrane and final channel grading must be complete by February 1. Any flood damages to the upstream work that occur after February 1 are the responsibility of the Contractor. </AMD05> The construction of the

SECTION 01 00 00.00 44 Page 6 cofferdam must not begin unless the pool elevation is at or below 523 and is either steady or falling. The Contractor and the Contracting Officer will begin discussions regarding rainfall and pool forecasts when the pool reaches elevation 526. The Contractor must have all equipment and personnel removed from the area protected by the cofferdam when the pool reaches elevation 527. The cofferdam must be removed within 45 days of completion of the geomembrane and associated work. No entry into the spillway channel is allowed until the pool recedes below elevation 526.

1.3.2.3 Training Wall

The training wall segment must not be demolished unless the pool is below elevation 527 and forecast to remain steady or fall within the next 5 days. Demolition and replacement of the wall segment must be complete within 7 days. In the event the pool is expected to exceed the spillway crest and the training wall backfill has been removed, backfill the training walls with 24 hours of being notified of the spillway overtopping forecast.

1.3.2.4 Removal and Replacement of Existing Slabs

The removal and replacement of existing slabs including the installation of the subsurface drainage system can continue as normal according to the plans and specifications when the pool elevation is below 527. The Contractor and the Contracting Officer will begin discussions regarding current construction status and rainfall and pool forecasts when the pool reaches elevation 528. No additional slab removal can occur when the pool reaches elevation 529. Complete the construction of any open trenches or backfill with temporary fill. Any existing apron slabs that have been removed but have not been replaced must be backfilled with high early strength concrete and begin the removal of all equipment and materials from the spillway. All equipment and materials must be removed from the spillway when the pool reaches elevation 531. No entry into the spillway is allowed until the pool recedes below elevation 531.

1.3.2.5 Turndown Wall Drilled Piers

The installation of the turned down wall drilled piers may continue as normal according to the plans and specifications when the pool elevation is below 527. The Contractor and the Contracting Officer will begin discussions regarding current construction status and rainfall and pool forecasts when the pool reaches elevation 528. The drilling of all piers for the turn down walls will stop when the pool reaches elevation 529.

Complete the construction of any open drilled piers and begin the removal of all equipment and materials from the spillway. All equipment and materials must be removed from the spillway when the pool reaches elevation 531. No entry into the spillway is allowed until the pool recedes below elevation 531 and the Contracting Officer permits re-entry.

1.3.2.6 Apron Overlay Slabs

The installation of the apron overlay slabs including the drainage layer and apron rock dowels may continue as normal according to the plans and specifications when the pool elevation is below 527. The Contractor and the Contracting Officer will begin discussions regarding current construction status and rainfall and pool forecasts when the pool reaches elevation 528. The drilling of all apron rock dowels must stop when the pool reaches elevation 529 and any open rock dowel holes must be completed and begin the removal of all equipment and materials from the spillway.

SECTION 01 00 00.00 44 Page 7

All equipment and materials must be removed from the spillway when the pool reaches elevation 531. No entry into the spillway is allowed until the pool recedes below elevation 531.

1.3.3 Open Excavation Restrictions

a. Upstream Geomembrane: The excavation for the upstream geomembrane cannot be exposed for longer than one week before placement of geotextile and backfill.

b. Training Wall Excavation: Training Wall excavation cannot be exposed longer than two weeks before placement of backfill.

c. Apron Slab Replacement Excavation: Apron slab foundation excavation cannot be exposed longer than 6 hours prior <AMD05>to application of the mudmat. to the placement of concrete. A mudmat covering the excavated foundation from weathering and exposure to the elements must be placed within 6 hours if the replacement slab cannot be poured within 6 hours.</AMD05>

d. Turndown Wall System Excavation: Turndown wall system foundation excavation cannot be exposed longer than 6 hours prior to application of mudmat or shotcrete.

e. Grouted Riprap Excavation: Grouted riprap excavation cannot be exposed longer than three days before the placement of geotextile and bedding.

1.3.4 Working Hours

Normal working hours are Monday through Friday, 0700 to 1700 hours, unless otherwise indicated at the preconstruction conference. Submit request to work at times other than the stated working hours, including scheduled utility outages discussed below or for concrete placements at night, to the Contracting Officer for approval. Do not work outside of the above stated working hours without prior written approval of the Contracting Officer.

1.3.5 Site Security Requirements

Trespassing by unauthorized personnel continues to be a common occurrence at the Lewisville Dam auxiliary spillway. These individuals have vandalized permanent structures. Some examples include graffiti and throwing riprap onto the spillway floor from nearby rock placements. Most notably a small explosive device was exploded on the spillway floor in 2020 causing superficial damage to the floor of the spillway. Also, during recent construction activities at the spillway, damage to construction vehicles has occurred during non-working hours and a skid steer loader was stolen.

Based on this information, it is the responsibility of the Contractor to provide the necessary security measures to protect the associated features of work throughout the duration of the project. Personnel armed with lethal weapons are not allowed on Federal Property.

1.4 UTILITIES

1.4.1 Payment for Utility Services

Utility availability and Payment For Utility Services are specified in

SECTION 01 00 00.00 44 Page 8

Section 01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROL.

1.4.2 Coordination

For Contractor Telephone And Internet Service, coordinate with the local phone company for service during construction.

1.4.3 Outages

Coordinate all requests for utility outages with the Contracting Officer and local utility provider (where applicable) in writing 14 days prior to date of requested outage:

a. Water, gas, and sewer outages must be held to a maximum duration of 4 hours unless otherwise approved in writing.

b. Electrical outages must have a maximum duration of 4 hours.

1.5 CONTRACTOR PAYROLL RECORD

Contractor must be required to log payrolls for all their own employees and subcontractors utilizing ENG Form 3180. Each subcontractor requires a separate ENG 3180 for their payrolls. The Contractor must maintain the ENG 3180, along with the payrolls, on site and available for review by the Contracting Officer's Representative. The ENG 3180's must be updated weekly as payrolls are submitted. After making copies for their files, the Contractor is required to submit the originals of each week’s payrolls to the Resident Office. Before final payment, provide the completed ENG 3180’s to the Contracting Officer.

1.6 (S-102) CONTRACTOR SUPPLY and USE OF ELECTRONIC SOFTWARE FOR PROCESSING DAVIS-BACON ACT CERTIFIED LABOR PAYROLLS (April 2011)

a. The Contractor is required to use a commercially-available electronic system to process and submit certified payrolls electronically to the Government. The requirements for preparing, processing and providing certified labor payrolls are established by the Wage Rate Requirements statute.

b. The Contractor is responsible for obtaining and providing for all access, licenses, and other services required to provide for receipt, processing, certifying, electronically transmitting to the Government, and storing weekly payrolls and other data required for the Contractor to comply with the Wage Rate Requirements statute. When the Contractor uses an electronic payroll system, the electronic payroll service must be used by the Contractor to prepare, process, and maintain the relevant payrolls and basic records during all work under this construction contract and the electronic payroll service must be capable of preserving these payrolls and related basic records for the required 3 years after contract completion. The Contractor must obtain and provide electronic system access to the Government, as required to comply with the Wage Rate Requirements over the duration of this construction contract. The access must include electronic review access by the Government contract administration office to the electronic payroll processing system used by the Contractor.

c. The Contractor's provision and use of an electronic payroll processing system must meet the following basic functional criteria:

SECTION 01 00 00.00 44 Page 9

(1) commercially available;

(2) compliant with appropriate Wage Rate Requirements statute payroll provisions in the Federal Acquisition Regulation (FAR);

(3) able to accommodate the required numbers of employees and subcontractors planned to be employed under the contract

(4) capable of producing an Excel spreadsheet-compatible electronic output of weekly payroll records for export in an Excel spreadsheet.

(5) demonstrated security of data and data entry rights;

(6) ability to produce Contractor-certified electronic versions of weekly payroll data;

(7) ability to identify erroneous entries and track the date/time of all versions of the certified Wage Rate Requirements statute payrolls submitted to the government over the life of the contract;

(8) capable of generating a durable record copy, that is, a CD or DVD and PDF file record of data from the system database at end of the contract closeout. This durable record copy of data from the electronic payroll processing system must be provided to the Government during contract closeout.

d. All Contractor-incurred costs related to the Contractor's provision and use of an electronic payroll processing service must be included in the Contractor's price for the overall work under the contract.

The costs for compliance with the Wage Rate Requirements statute by using electronic payroll processing services must not be a separately bid or reimbursed item under this contract.

1.7 STREET CLOSINGS

Coordinate all requests for street closings with the Contracting Officer in writing 14 days prior to date of requested outage:

a. Maintain one lane traffic at all times (except that a total closing may be allowed for specific 8-hour periods).

b. The final street repair must be completed within 21 calendar days after the start of any street crossing. Any part of the street returned to service prior to final repair must be maintained smooth with hot-mix cold-lay surface course or other driving surface course as approved by the Contracting Officer.

1.8 MOBILIZATION AND DEMOBILIZATION

1.8.1 Mobilization

Mobilization will be considered the transportation to the project site of all plant and equipment for the various items of work. Payments in accordance with clause DFAR 252.236-7004 PAYMENT FOR MOBILIZATION AND DEMOBILIZATION and Section 01 20 00 MEASUREMENT AND PAYMENT will be made upon completion of the mobilization as described above and in accordance with Contract Clause PROGRESS PAYMENTS. Purchase of plant and equipment

SECTION 01 00 00.00 44 Page 10 will not be considered as mobilization cost.

1.8.2 Demobilization

Demobilization will be considered the transportation of all plant and equipment from the project site. Payment for demobilization will be included in the payment after the plant and equipment are removed from the project site under this Contract, in accordance with the clause DFAR 252.236-7004 PAYMENT FOR MOBILIZATION AND DEMOBILIZATION, the Section 01 20 00 MEASUREMENT AND PAYMENT, and Contract Clause PROGRESS PAYMENTS.

1.9 Veterans Employment Emphasis for U.S. Army Corps of Engineers Contracts

In addition to complying with the requirements outlined in FAR Part 22.13, FAR Provision 52.222-38, FAR Clause 52.222-35, FAR Clause 52.222-37, DFARS 222.13 and Department of Labor regulations, U.S. Army Corps of Engineers (USACE) Contractors and Subcontractors at all tiers are encouraged to promote the training and employment of U.S. veterans while performing under a USACE contract. While no set-aside, evaluation preference, or incentive applies to the solicitation or performance under the resultant contract, USACE Contractors are encouraged to seek out highly qualified veterans to perform services under this contract. The following resources are available to assist USACE Contractors in their outreach efforts:

Federal Veteran employment information at http://www.fedshirevets.gov Department of Labor Veterans Employment Assistance http://www.dol.gov/agencies/vets/ Department of Veteran Affairs - VOW to Hire Heroes Act http://benefits.va.gov/vow/ Army Wounded Warrior Program https://wtc.army.mil/modules/employers/index.html U.S. Chamber of Commerce Foundation - Hiring Our Heroes http://www.hiringourheroes.org/ Guide to Hiring Veterans - Reference Material -ht t ps: / / obamawhi t ehouse. ar chi ves. gov/ si t es/ def aul t / f i l es/ docs/ whi t e_house_busi ness_counci l _- _gui de_t o_hi r i ng_vet er ans_0. pdf

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

Not used.

-- End of Section --

SECTION 01 00 00.00 44 Page 11

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

02/19

<AMENDMENT 0006>

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 121R (2008) Guide for Concrete Construction Quality Systems in Conformance with ISO

ACI 207.2R (2007) Report on Thermal and Volume Change Effects on Cracking of Mass Concrete

ACI 207.4R (2005; R 2012) Cooling and Insulating Systems for Mass Concrete

ACI 301 (2016) Specifications for Structural Concrete

ACI 302.1R (2015) Guide for Concrete Floor and Slab Construction

ACI 304.2R (2017) Guide to Placing Concrete by Pumping Methods

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305.1 (2014) Specification for Hot Weather Concreting

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

ACI 347R (2014; Errata 1 2017) Guide to Formwork for Concrete

ACI SP-15 (2011) Field Reference Manual: Standard

SECTION 03 30 00 Page 1

Specifications for Structural Concrete ACI 301-05 with Selected ACI References

ACI SP-2 (2007; Abstract: 10th Edition) ACI Manual of Concrete Inspection

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic Hardboard

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A615/A615M (2020) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A706/A706M (2016) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A934/A934M (2016) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM A970/A970M (2018) Standard Specification for Headed Steel Bars for Concrete Reinforcement

ASTM C1017/C1017M (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1157/C1157M (2017) Standard Performance Specification for Hydraulic Cement

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1293 (2008; R 2015) Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction

ASTM C138/C138M (2017a) Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

SECTION 03 30 00 Page 2

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2020) Standard Specification for Portland Cement

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C173/C173M (2016) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C1611/C1611M (2014) Standard Test Method for Slump Flow of Self-Consolidating Concrete

ASTM C1778 (2016) Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C31/C31M (2019) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2018) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2020) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2020) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C595/C595M (2018) Standard Specification for Blended Hydraulic Cements

SECTION 03 30 00 Page 3

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2018) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C845/C845M (2018) Standard Specification for Expansive Hydraulic Cement

ASTM C877 (2008) External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM C94/C94M (2018) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2018a) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM D624 (2000; R 2012) Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers

ASTM D2240 (2015; E 2017) Standard Test Method for Rubber Property - Durometer Hardness

ASTM D412 (2016) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D5759 (2012) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM E1155 (2014) Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers

ASTM E1643 (2018a) Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs

ASTM E1745 (2017) Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

ASTM E1993/E1993M (1998; R 2013; E 2013) Standard Specification for Bituminous Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs

ASTM E329 (2018) Standard Specification for Agencies Engaged in Construction Inspection, SECTION 03 30 00 Page 4

Testing, or Special Inspection

ASTM E96/E96M (2016) Standard Test Methods for Water Vapor Transmission of Materials

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed; Errata) Manual of Standard Practice

CRSI RB4.1 (2016) Supports for Reinforcement Used in Concrete

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard PS 1-07, Structural Plywood

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 (2000; R 2006) Concrete Plant Standards

NRMCA QC 3 (2015) Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 94 (1995) Corps of Engineers Specification for Surface Retarders

COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, and slag cement.

b. "Exposed" means situated so that it can be seen after completion of the structure.

c. "Chemical admixtures" are materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

d. "Supplementary cementing materials" (SCM) include coal fly ash, slag cement, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the portland cement that result in improvement to sustainability and durability and reduced cost.

e. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

SECTION 03 30 00 Page 5

f. "Mass Concrete" is any concrete system that approaches a maximum temperature of 158 degrees F within the first 72 hours of placement.

In addition, it includes all concrete elements with a section thickness of at least 4 feet or more regardless of temperature.

Turndown wall drilled pier cap beams are considered mass concrete and require a thermal control plan.

g. "Mixture proportioning" is the process of designing concrete mixture proportions to enable it to meet the strength, service life and constructability requirements of the project while minimizing the initial and life-cycle cost.

h. "Mixture proportions" are the masses or volumes of individual ingredients used to make a unit measure (cubic meter or cubic yard) of concrete.

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

j. "Workability (or consistence)" is the ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the concrete's quality. Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

k. "Self-consolidating concrete" is highly flowable, nonsegregating concrete that can spread into place, fill the formwork, and encapsulate the reinforcement without any mechanical consolidation.

Concrete with a measured slump greater than 9 inches is considered self-consolidating concrete.

l. "W/cm" is the water to cementitious materials ratio. The ratio is simply the weight of the water divided by the weight of cementitious materials (to include cement, pozzolan, fly ash, and slag cement).

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Placement Plan ; G, DO

Concrete Curing Plan

Quality Control Plan ; G

Quality Control Personnel Certifications ; G

Quality Control Organizational Chart

Laboratory Accreditation and Validation ; G, DO

SECTION 03 30 00 Page 6

Form Removal Schedule ; G, DO

Thermal Control Plan ; G, DO

SD-02 Shop Drawings

Formwork ; G, DO

Reinforcing Steel ; G, DO

SD-03 Product Data

Joint Sealants

Formwork Materials

Cementitious Materials

Vapor Barrier

Concrete Curing Materials

Reinforcement

Admixtures

Mechanical Reinforcing Bar Connectors

Waterstops

Biodegradable Form Release Agent

Batch Plant ; G

Pumping Concrete

Finishing Plan

Nonshrink Grout

Form Ties

SD-04 Samples

Slab Sample

Waterstop Splices ; G

SD-05 Design Data

Concrete Mix Design ; G, DO

Formwork Calculations ; G, DO

SD-06 Test Reports

Concrete Mix Design ; G, DO

SECTION 03 30 00 Page 7

Fly Ash

Pozzolan

Slag Cement

Aggregates

Mixer Uniformity

Tolerance Report

Compressive Strength Tests ; G, DO

Unit Weight of Structural Concrete

Air Content

Slump Tests

Water

Thermal Control Report ; G, DO

Survey Monument Table

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

VOC Content for Form Release Agents, Curing Compounds, and Concrete Penetrating Sealers

Safety Data Sheets

Batch Plant

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Joint Sealants ;

Curing Compound

1.4 MODIFICATION OF REFERENCES

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory.

Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 , ACI 304R and ASTM A934/A934M requirements and recommendations. Do not deliver concrete until waterstops, vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place, SECTION 03 30 00 Page 8 have been inspected, and approved in writing by the Contracting Officer as being ready for concrete placement. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid excessive rusting. Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

1.6 QUALITY

1.6.1 Design Data

1.6.1.1 Formwork Calculations

ACI 347R . Include design calculations indicating arrangement of forms, sizes and grades of supports (lumber), panels, and related components.

Furnish drawings and calculations. Calculations must indicate concrete pressure with both live and dead loads, along with material types.

1.6.1.2 Concrete Mix Design

Sixty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, supplementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, supplementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the Contracting Officer prior to concrete placement.

1.6.2 Shop Drawings

1.6.2.1 Formwork

Drawings showing details of formwork including, but not limited to;

joints, supports, studding and shoring, and sequence of form and shoring removal. Indicate placement schedule, construction, location and method of forming control joints. Include locations of inserts, conduit, sleeves and other embedded items. Reproductions of contract drawings are

SECTION 03 30 00 Page 9 unacceptable. Submit form removal schedule indicating element and minimum length of time for form removal.

Design, fabricate, erect, support, brace, and maintain formwork so that it is able to support, without failure, all vertical and lateral loads that may reasonably be anticipated to be applied to the formwork.

1.6.2.2 Reinforcing Steel

Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars.