R0001.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

W912DW-16-R-0006 Mud Mountain Dam 9-Foot Tunnel Rearmoring, Enumclaw , WA

(see continuation page)

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY 01-Apr-2016

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 W912DW-16-R-0006

X 9B. DATED (SEE ITEM 11)

15-Mar-2016

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 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.

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

6. ISSUED BY

3. EFFECTIVE DATE

01-Apr-2016

CODE

USA ENGINEER DISTRICT, SEATTLE

ATTN: CECT-NWS

4735 EAST MARGINAL WAY SOUTH, BLDG. 1202

SEATTLE WA 98134-2388

W912DW 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912DW-16-R-0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

R0001

1. This amendment one (0001) provides the following for informational purposes:

a. Section 01 10 00 - Statement of Work

2. The proposal submittal time and date of April 14, 2016 at 2:00:00 p.m. LOCAL TIME remains the same.

3. The attached revised sections are to be replaced in their entirety. Specifications changes are generally identified, for convenience, either by strikeout for deletions, and double underlining of text for additions or a single dark line in the margin. All portions of the revised sections shall apply whether or not changes have been indicated.

4. NOTICE TO OFFERORS: Offerors must acknowledge receipt of this amendment by number and date on offer.

Encl:

01 10 00 (draft)

(End of Summary of Changes)

MMD 9-Foot Tunnel Rearmoring 16011

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 1 R0001

SECTION 01 10 00

STATEMENT OF

WORK

1.0 PROJECT OBJECTIVES

1.1 PROJECT OBJECTIVE

1.2 GOVERNMENT’S INTENT

1.3 REQUIREMENTS

1.4 SECTION ORGANIZATION

2.0 SCOPE

2.1 PROJECT INFORMATION

2.2 PROJECT DESCRIPTION AND BACKGROUND

2.3 THE TUNNEL REARMORING CONCEPTUAL DESIGN (RAISED PLATE FLOOR

WITH REPLACEABLE TOP WEAR PLATE)

2.4 WORK ITEMS

3.0 DESIGN CRITERIA AND FUNCTIONAL REQUIRMENTS

3.1 GENERAL REQUIREMENTS

3.2 DESIGN CRITERIA AND PROJECT REQUIREMENTS FOR TUNNEL REARMORING

3.3 GENERAL PERFORMANCE CRITERIA

3.4 ENVIRONMENTAL COMPLIANCE

3.5 REFERENCES FOR DESIGN

4.0 APPLICABLE CRITERIA

4.1 INDUSTRY CRITERIA

5.0 OTHER PROJECT REQUIREMENTS

5.1 TUNNEL CLEANING

5.2 UTILITIES, MATERIALS, AND EQUIPMENT

5.3 PERMITS

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 2 R0001

1.0. PROJECT OBJECTIVES

1.1. PROJECT OBJECTIVE: The project objective is to complete the design and t h e n b u i l d a n d i n s t a l l t h e a p p r o v e d d e s i g n s o l u t i o n f o r rearmoring for the existing 9-Foot Tunnel at Mud Mountain Dam. Plans and specifications for this work shall be consistent with the design and construction practices used on USACE projects.

1.2. GOVERNMENT’S INTENT: It is the Government’s objective that this tunnel rearmoring will have an overall 50-year additional useful service life (except for some of the replaceable top wear plates)and shall provide an appropriate level of quality to ensure the continued operation of the tunnel, in accordance with current operating standards and procedures, over that time-period with the application of reasonable preventive maintenance and repairs. The service design life expectancy for the new construction shall be at least 50 years, except for the top wear plates on the surface of the floor. The top wear plates’ design life will vary depending on their location in the tunnel, from 15 years at the historically high wear locations to greater than 50 years in the historically low wear locations. The wear plates shall be replaced prior to them developing holes and damaging the underlying lower plate and structure.

1.2.1. The government is required by Public Law 102-486, Public Law 109-58, Executive Order 12902, and Federal Regulations 10 CFR 435 to design and construct projects in an energy-conserving manner while considering life-cycle cost over the life of the facilities.

Sustainability shall be a consideration throughout the process of project development from inception.

1.3. REQUIREMENTS: Requirements stated in this contract are minimums. Innovative, creative, and life-cycle, cost-effective solutions, which meet or exceed these requirements, are encouraged. Further, the OFFEROR is encouraged to seek solutions that will expedite construction and shorten the schedule.

1.4. SECTION ORGANIZATION

This section is organized under five major “paragraphs:”

1. Paragraph 1 Project Objectives.

2. Paragraph 2 Scope.

3. Paragraph 3 Design Criteria and Functional Requirements: provides the functional, operational and specific design criteria for the work included in this contract or task order.

4. Paragraph 4 Applicable Criteria: lists applicable industry and government design criteria, applicable to this work, unless otherwise indicated in the Section. It is not intended to be all-inclusive. Other industry and government standards shall also be used, where necessary to produce professional designs, unless they conflict with those listed.

5. Paragraph 5 Other Project Requirements.

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2.0. SCOPE

The scope for this design-build project includes site investigation, planning, engineering design, development of plans and specifications (interim and final design) for construction, and construction of the final design for the rearmoring for the existing 9-Foot Tunnel at Mud Mountain Dam, White River WA.

2.1. PROJECT INFORMATION: Provide all design and construction necessary for rearmoring the 9-Foot Tunnel

The selected Design-Build firm shall develop the engineering design, the plans and specifications required, and shall construct the rearmoring for the existing 9-Foot Tunnel at MMD. The Design-Build contract is estimated to be valued at between $10 million to $25 million while complying with Corps quality control standards. These standards include interim and final design review and comment periods for the design phase. See the Appendices in this RFP for additional project information.

2.2. ADVANCED MODELING (BIM/CIM/CAD) Systems and deliverables: The Contractor shall be responsible for accomplishing designs and preparing drawings using Building Information Modeling (BIM), Civil Information Modeling (CIM) and computer-aided design and drafting (CAD). The Model(s) shall be supplemented with drafted content as necessary to produce a complete set of Construction Documents in accordance with the LOD and Grade requirements in the USACE Minimum Modeling Matrix (M3). The BIM/CIM/CAD submittal formats will be Bentley Systems AECOsim, Bentley Systems InRoads, and Bentley Systems MicroStation. Specification 01 33 39.00 27 contains all Advanced Modeling requirements for work completed under this RFP.

2.3. PROJECT DESCRIPTION AND BACKGROUND

Authorized as part of the Flood Control Act of 1936 and constructed in the 1940s, Mud Mountain Dam is situated on the White River in the hills above Enumclaw in Western Washington State. The White River is so named due to the presence of a high degree of sediment in its waters, a result of its source and that of its tributaries being the glaciers of Mount Rainier. Below Mud Mountain Dam, the White River flows between the cities of Enumclaw and Buckley, eventually emptying into the Puyallup River at Sumner. From there, the Puyallup River enters the greater Tacoma metropolitan area, part of the mostly densely populated area in Washington State.

Designing the dam with the soil and rock that constitute the bed load that is transported by the river in mind, two tunnels were constructed: (1) a partially armored 9-Foot Tunnel to pass water with bed load, and (2) a largely unarmored 23-Foot Tunnel to pass primarily water. Erosion (loss of material thickness including gauging, rutting, and holes) has been forming in the current steel lining armoring the 9-Foot Tunnel for the past decade, a result of damage from bed load erosion and potentially other causes and at this point has become significant despite regular patching. Without a new lining system, there is risk that continued damage may decrease the functional performance of the tunnel and reduce overall tunnel stability.

The 9-Foot, horseshoe-shaped tunnel was completed between 1939 and 1942, and became fully operational in 1948 once dam construction was completed after World War II. The originally 1,800-foot-long tunnel was driven conventionally by drill-and-blast method, with the original tunnel intake at Station (Sta.) 1+00 and the tunnel outlet at Sta. 19+00.65. An initial timber support system was required for approximately 60 percent of the tunnel where adverse rock mass conditions were encountered; the remaining 40 percent of the tunnel with more favorable

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 4 R0001

rock mass conditions was initially unsupported. The timber was left in place and encased in the final, approximately 18-inch-thick, unreinforced concrete lining of the tunnel, which, subsequently, was pressure-grouted. The concrete tunnel invert was reinforced with American Society of Civil Engineers (ASCE)-type steel railroad rails.

Construction of a new intake structure completed in 1995 required modifications to the alignment of the tunnel between Sta. 1+00 and 4+82.35. In order to connect the existing 9-Foot Tunnel with the new intake structure (which is shared with the larger 23-Foot-Diameter Tunnel), a new tunnel section was constructed on a curved alignment to bypass the originally straight section of the tunnel to the old intake tower. As a result, the total length of the tunnel was shortened by about 180 feet.

Closure of the 9-Foot Tunnel in order to protect further damage to the tunnel structure would require passing bed load through the 23-Foot Tunnel, which was designed to pass water only and is not armored to withstand the abrasiveness and impact of the bed load. Damage to the concrete and underlying rock of either tunnel and/or a permanent or long-term closure of either tunnel risks rendering the dam unable to fulfill its mission and possibly leading to dam failure.

Therefore, formulation, design, and construction of a new liner for the tunnel was required to protect the 9-Foot Tunnel.

As part of this past construction effort, the floor of the entire 9-Foot Tunnel was modified in 1995. The steel rails, which often failed to protect the invert from the forces of non-suspended bed load passing through the tunnel, were replaced with 1-inch-thick welded steel plates that were anchored to the invert and lower sidewalls of the tunnel. The steel plates initially provided adequate protection for the tunnel invert. However, since August 2006, when the first hole in the steel liner plates was observed, a series of holes in the steel liner plates have developed that have led to local scouring of the underlying concrete. The holes have been patched with steel-reinforced concrete, plain concrete road patch, and Belzona epoxy; however, the patches are typically lost in a short time span (as quickly as six weeks). In addition, local thinning of the steel liner plates was detected through ultrasonic testing. In general, holes in the steel liner plates have been concentrated on the inside edge of curved sections and along the center of straight sections of the tunnel and just downstream of welded joints in the steel liner plates. As described above, degradation of the steel liner increases the risk of damage to the underlying concrete liner and surrounding rock mass, which could lead to tunnel instability.

2.4. THE TUNNEL REARMORING CONCEPTUAL DESIGN (RAISED PLATE FLOOR WITH

REPLACEABLE TOP WEAR PLATE):

A Conceptual Design has been developed consisting of a Raised Plate Floor with Replaceable Top Wear Plate for the rearmoring of the tunnel. It was determined that the existing steel plate flooring does not need to be additionally anchored to the concrete liner base, as it appears that the existing #8 Dywidag anchors at 24 inches spacing provide the required capacity for the highest PMF EL. 1252.5 loading. Four longitudinal W6 wide flange beams will be placed and intermittently welded to the existing liner plate. Steel shims must be used for leveling the W6 beams to within the required tolerances. Non-shrink grout with 5000 psi minimum compressive strength shall then be placed up to the top of the W6 flange (bottom of the new floor plate system). 1 inch thick ASTM A36 shall be placed and welded to W6 beams and to the existing wall plate at the ends. The steel top wear plate shall be AR500 and shall be welded (in predrilled holes) to the lower plate.

The steel W-beams supporting the steel plate distribute impact loads to the floor and must be leveled at the existing floor plate with steel shim plates. Refer to the attached Conceptual Design Drawings for more information.

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 5 R0001

2.4.1. The Contractor shall prepare and be responsible for all temporary traffic control during all phases of construction. Any proposed road closures shall be reviewed and approved by the Contracting Officer before applicable work may commence.

2.4.2. The Contractor shall be responsible for maintaining the construction site and haul route.

Damages to existing roadways, facilities, structures, utilities, and/or landscaping within the construction limits, adjacent to the construction site and along the contractor’s haul route resulting from the contractor’s construction activities shall be repaired and/or replaced by the Contractor at no additional cost to the Government. Prior to construction activities, the Contractor and Contracting Officer Representative shall perform an existing condition survey. At the completion of this project, the Contractor and Contracting Officer representative shall perform a final condition survey to determine repair/replacement requirements.

2.5. WORK ITEMS

Specific items to be designed and constructed and services provided are as follows, but not limited to:

1) Design of the rearmoring for the MMD 9-Foot Tunnel in accordance with the Design Criteria and Functional Requirements. Allow time for the Government to conduct reviews at critical points, including at interim and final design submittals. Incorporate and resolve comments provided by the Government review.

2) Initial cleaning of the existing tunnel floor.

3) Drilling of weep holes in the existing concrete walls of the tunnel to reduce external water pressure.

4) Clean and resurface wall areas within 24 inches above the existing steel wall plates on each side of the tunnel with Belzona 1111 or 1121 (or approved equal).

5) Perform thickness survey of existing steel floor.

6) Filling of existing holes in the floor with high strength concrete. Repair all damaged existing structural shapes and anchor bars in holes in the floor.

7) Acquire materials for construction.

8) Complete construction of the total length of the tunnel rearmoring in accordance with the approved design, including the transition ramp at the start of the rearmoring.

9) Stage work for normal planned flushing of the 9-Foot Tunnel two times per year, at a minimum in February and in October each year. The Contractor will be given a minimum of 3-weeks advanced notice to each flushing and the duration of each flushing will be up to 3 weeks.

10) Allow for additional flushings of the tunnel during construction in response to major flood events that require the passage of material through the dam. The Contractor will be given a minimum of 3-weeks advanced notice to each flushing and the duration of each flushing will be up to 3 weeks.

11) Design and construct protection measures to protect the new unfinished construction during tunnel opening flows. This includes any temporary caps or protection ramps required at the edge of the new construction.

12) Capture of grout runoff before it enters the river, and comply with project requirements.

13) Product data

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 6 R0001

14) Safety and Work Plans

15) Other items as necessary to deliver a complete and fully functioning rearmored tunnel.

The Works include all design (geotechnical, civil, structural, hydraulic, and environmental), specification, and construction work as required for a complete job.

16) The Contractor shall supply all utilities required to complete the work.

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 7 R0001

3.0. DESIGN CRITERIA AND FUNCTIONAL REQUIREMENTS

3.1. GENERAL REQUIREMENTS: The Contractor is responsible for the design and construction necessary for rearmoring the 9-Foot Tunnel at Mud Mountain Dam in accordance with the requirements contained within this section. The designers shall be Registered Professional Engineers in the State of Washington.

3.2. DESIGN CRITERIA AND PROJECT REQUIREMENTS FOR TUNNEL REARMORING:

The Contractor shall design, specify, and construct the Works to meet the following design criteria and general performance criteria.

3.2.1. Loading Conditions

The design shall meet Current Operational Needs, passing water and bedload at the current volumes, which will require slightly higher normal pool elevation (up to approximately EL.

940). The MMD 9-Foot Tunnel must continue to pass an average of 20,000 tons of bedload sediment (soil and rock) through the tunnel each year. The tunnel must maintain the current ability to pass all classes of White River sediments, from fines to 22-inch boulders through the tunnel. The design must maintain current hydraulic characteristics or at minimum hydraulic characteristics currently described in MFR dated 07JULY2015 “Hydraulic Conditions in MMD 9 foot tunnel”.

The tunnel must be operated at least 2 times per year during construction to pass accumulated bedload. The rearmoring design and construction sequence must permit this and include provisions to prevent damage during operation to both new construction and the existing tunnel.

The probable maximum flood (PMF) pool elevation of 1252.5 ft. shall be assumed for the maximum hydrostatic pressure on the tunnel.

The floor top wear plates, the lower plates, and their connections shall be designed to support 15 psi net uplift pressure for flows in the tunnel under normal operating conditions with up to EL. 940 pool and 2200 cfs flow. Also for these normal operating conditions, the connections shall be designed to support an unlimited number of load cycles (usual event).

The floor top wear plates, the lower plates, and their connections shall be designed to support 48 psi net uplift pressure for flows in the tunnel under the PMF condition with EL. 1252.5 pool and 5000 cfs flow (extreme event).

The transition ramp at the upstream start of the rearmoring shall be designed for 114 psi net uplift pressure for flows in the tunnel under partial opening of the gate for PMF pools (extreme event).

The minimum surface tolerance requirements for future top wear plate replacement shall be as follows: There shall be no abrupt transverse joint edge between the new replacing top wear plate and the existing remaining top wear plate in the flow direction. The new replacing plate transverse joint edge shall be beveled with maximum 1/4 (1V:4H) slope to meet the remaining wear plate. In the longitudinal joint edges, 1/4-inch maximum offset tolerance is allowed between the new replacing top wear and remaining top wear plates. If the offset is more than that tolerance, the replacing top wear plate shall be beveled with 1/4-inch maximum slope to meet the tolerance.

3.2.2. Service Design Life

The service design life expectancy for the new construction shall be at least 50 years, except for the top wear plates at some locations on the surface of the floor. The top wear plates’ design life will vary depending on their location in the tunnel, from 15 years at the historically high wear locations to at least 50 years in the historically low wear locations.

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 8 R0001

3.2.3. Connection Requirements

Connections of the top wear plate to the lower plate shall be designed and detailed to be fully intact when 5/8” thickness of the top wear plate has been eroded.

All the connections for the new components shall be designed by the Contractor, including, but not limited to the following:

1) All connections for the floor beams to the existing floor.

2) All connections for the lower plate to the floor beams.

3) All connections for the top wear plate to the lower plate.

The Contractor shall consider vibration effects and dynamic magnification caused by the flow in the design and spacing of their connections for the plates.

The design shall provide low lifecycle costs (initial construction plus maintenance costs) and top wear plate connections shall allow ease of top wear plate replacement when damaged. The proposed design’s lifecycle costs shall be equal to or less than that shown in the conceptual design drawings.

The top wear plate connections in the proposed design shall be as easy to replace as those in the conceptual design drawings.

3.2.4. Material Requirements

Structural shapes, plate sizes, and material types shown in the concept level design shall be retained for the final design.

Length of plates in the longitudinal direction of the tunnel shall be determined by the Contractor.

Width of top wear plate’s transverse to the tunnel axis shall follow the conceptual design.

Continuous length of W6 beams in the longitudinal direction of the tunnel shall be determined by the Contractor. However, the lengths of beam pieces shall be at least the minimum lengths shown on the conceptual drawings. Use shim plates under new W6 beams as required to maintain cross floor tolerances to within 1/8 inch of level in the transverse direction. The tunnel invert slope in the longitudinal direction shall be maintained with the new construction.

All structural top wear plates shall conform to AR500 steel with nominal Brinell Hardness of

500. All structural and miscellaneous steel shapes and plates shall conform to ASTM A572, GR.

50 ksi for W shapes and ASTM A36 for lower plates under top wear plates. The Contractor shall grout the cavity between the current floor and bottom of the lower plates. Welding of structural and miscellaneous steel shall conform to the 2010 edition of “Structural Welding Code – Steel” (AWS D1.1). Welds must be of the type shown on the contract drawings and approved detail drawings. The existing floor plate is ASTM A514 steel plate and the existing floor plate strength shall be equal to or greater than the new floor beam to existing floor connection strength. The Contractor is responsible for designing and constructing a proper connection to the floor in those areas where the existing steel plate is not thick enough to provide adequate capacity and in areas where there are holes in the existing floor plate. Reference the existing floor plate thickness survey performed in November 2013 for anticipated existing plate thicknesses. See Appendix D.

All grout shall be non-shrink, 5000 psi minimum strength at 28 days. All miscellaneous concrete in place shall be 7000 psi minimum strength at 28 days. Nonshrink grout must conform to ASTM C1107/C1107M, and be a commercial formulation suitable for the proposed application.

Nonshrink grout must be a ready-mixed material requiring only the addition of water. Water

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content must be the minimum that must provide a flowable mixture and completely fill the space to be grouted without segregation, bleeding, or reduction of strength.

3.2.5. Other Requirements

The rearmoring design should take into account the tunnel flushing schedule during construction. The Contractor is responsible for designing protection for the partially completed construction to prevent damage during flushing of the tunnel. The Contractor is responsible to repair damaged areas after flushing to undamaged conditions.

The Contractor shall perform a thickness survey of the existing steel floor. The Contractor shall determine where the existing floor plate needs to be repaired/replaced to provide adequate strength to anchor the new W6 spacer beams.

Structural shapes that are damaged (at locations with holes in existing floor) shall have the damaged sections replaced. Damaged anchor bars for the existing floor shall be repaired/replaced.

3.3. GENERAL PERFORMANCE CRITERIA:

The Design-Build Contractor shall:

• Complete design of rearmoring solution for the 9-Foot Tunnel in accordance with conceptual design drawings established in February 2016, and design criteria provided.

• Allow 2-weeks for the Government to conduct reviews at each critical point in the design, including interim and final design.

• Stage work for flushing of the 9-Foot Tunnel two times a year, at a minimum, prior to and following flood season.

• Acquire materials for construction.

• Complete construction of the total length of the tunnel in accordance with approved design.

• Incorporate and resolve comments provided by the Government review.

• Develop a strategy for demobilization during normal schedule tunnel flushings at least twice a year in October and February and for up to two additional emergency tunnel flushings per year. This includes designing and installing protection ramps or caps at the edges of uncompleted construction. Note: the demobilization is from the tunnel, and not from project.

• Perform other appurtenant work as required for a complete job.

• Allow for additional flushing of the tunnel during construction in response to major flood events that require the passage of material through the dam. The Contractor will be given at least 3 weeks advanced notice before a required flushing. Each tunnel flushing will last up to 3 weeks, typically.

3.4. ENVIRONMENTAL COMPLIANCE:

The work will be conducted in a manner that fulfills requirements to meet standards for safe discharges to the waters of the State of Washington. The work shall include BMPs to meet Washington State Surface Water Quality Standards (Chapter 173-20 IA WAC) for pollutants of concern (i.e., ph. and hazardous materials). No grout runoff shall enter areas of seepage or flowing water unless properly treated to reduce ph. values to acceptable levels.

Best Management Practices from Water Quality Certification (WQC) for Construction Activities:

General

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1. Machinery and equipment used during construction shall be serviced, fueled, and maintained upland, at least 100 feet from state waters, in order to prevent contamination to any surface water.

2. Wash water containing oils, grease, or other hazardous materials resulting from wash down of equipment or working areas shall be contained for proper disposal, and shall not be discharged into state waters or storm drains.

3. Equipment used for this project shall be free of external petroleum-based products while working in or around state waters.

4. Work shall be completed in the dry whenever possible.

5. Biodegradable hydraulic fluids will be used for equipment used in areas with flowing water.

6. All construction debris shall be properly disposed of on land so that it cannot enter a waterway or cause water quality degradation to state waters.

7. All manmade debris that has been deposited in areas that can be reached by flowing water within the construction work area shall be removed and disposed of upland such that it does not enter waters of the state. Concrete rubble, metal debris, and other debris in the construction work corridor that have washed into flowing water areas shall be removed from the project area.

8. If cast in place, wet concrete/grout shall be prevented from entering waters of the state. Forms for any concrete/ grout structure shall be constructed to prevent leaching of wet concrete/ grout. Impervious materials shall be placed over any exposed concrete/grout not lined with the forms that will come in contact with state waters. Forms and impervious materials shall remain in place until the concrete/grout is cured.

Emergency/Contingency Measures:

1. A Spill Prevention and Containment Plan (Plan) will be developed and implemented for all aspects of this project.

2. The Plan shall identify treatment and disposal contingencies that will be used if the dewatering water does not meet standards for discharge to surface waters.

3. There shall be an adequate and appropriate spill response materials on hand to respond to emergency release of petroleum products or any other material into waters of the state.

4. Fuel hoses, oil drums, oil or fuel transfer valves and fittings, etc., shall be checked regularly for drips or leaks, and shall be maintained and stored properly to prevent spills into state waters.

5. Any work that is out of compliance with these BMP's, or conditions causing distressed or dying fish, or any discharge of oil, fuel, or chemicals into state waters, or onto land with a potential for entry into state waters, is prohibited. If these occur, the operator shall immediately take the following actions:

Cease operations at the location of the violation or spill.

Assess the cause of the water quality problem and take appropriate measures to correct the problem and/or prevent further environmental damage.

Notify USACE COR and MMD Operations Staff of any occurrence.

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 11 R0001

Submit a detailed written report to USACE within 5 days that describes the nature of the event, corrective action taken and/or planned, steps to be taken to prevent a recurrence, results of any samples taken, and any other pertinent information.

3.5 REFERENCES FOR DESIGN:

EM 385-1-1, Safety and Health Requirements Manual

EM 1110-2-1806, Earthquake Design and Evaluation for Civil Works Projects (1995)

EM 1110-1-1804, Geotechnical Investigations, ENG 1836, ENG 1836A

EM 1110-2-2901, Tunnel and Shafts in Rocks 30 MAY 97

ER 1110-2-1150, Engineering and Design for Civil Works Projects 31 August 1999

ER 1110-2-1156, Safety of Dams- Policy and Procedures. 31 March 2014

ER 200-2-2 Procedures for Implementing NEPA, March 1988

EM 1110-2-2400, Structural Design and Evaluation of Outlet Works

EM 1110-2-1602, Hydraulic Design of Reservoir Outlet Works (October 1980)

EM 1110-2-1601, Hydraulic Design of Flood Control Channels

AISC 360-10, American Institute of Steel Construction, 13th Edition, 2010

ACI 318-11, Building Code Requirements for Structural Concrete and Commentary

MFR dated 07JULY2015 “Hydraulic Conditions in MMD 9 foot tunnel” MMD Water Control Manual, September, 2004

National Marine Fisheries Service (NMFS). 2014. Endangered Species Act (ESA) Section 7(a)(2) Biological Opinion, Conference Opinion And Magnuson-Stevens Fishery Conservation and Management Act Essential Fish Habitat (EFH) Consultation: Mud Mountain Dam, Operations, and Maintenance White River, HUC 17110014 Pierce and King Counties, Washington. NMFS Consultation Number: NWR-2013-10095. National Marine Fisheries Service, Seattle, WA.

US Fish and Wildlife Service (USFWS). 2015. Mud Mountain Dam and Cascade Water Alliance Diversion Dam Maintenance and Operations and Replacement of the Cascade Water Alliance Diversion Dam and Existing Fish Trap Facility on the White River with a New Barrier Dam and Fish Trap. U.S. Fish and Wildlife Reference: OlEWFW00-2013-F-0273. U.S. Fish and Wildlife Service Washington Fish and Wildlife Office, Olympia, WA.

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4.0. APPLICABLE CRITERIA

4.1. INDUSTRY CRITERIA

4.1.1. Unless a specific document version or date is indicated, use criteria from the most current references, including any applicable addenda, unless otherwise stated in the contract or task order solicitation, whichever is later. In the event of conflict between References and/or Applicable Military Criteria, apply the most stringent requirement, unless otherwise specifically noted in the contract or task order.

Table 1: INDUSTRY CRITERIA

American Concrete Institute (ACI)

ACI 318

Building Code Requirements for Structural Concrete

ACI SP-66

ACI Detailing Manual

American Institute of Steel Construction (AISC) applicable specifications

American Iron and Steel Institute

AISI 100

American National Standards Institute 11 (ANSI)

American Society of Civil Engineers (ASCE)

ASCE 7

American Welding Society

Welding Handbook

AWS D.1, and others as applicable

Welding Codes and Specifications (as applicable to application, see International Building Code for example)

ASTM International

Code of Federal Regulations (CFR)

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 13 R0001

NESC

National Electrical Safety Code, 2012

International Code Council (ICC)

IBC

International Building Code Note: All references in the International Building Code to the International Electrical Code shall be considered to be references to NFPA 70.

All references in the International Building Code to the International Fuel Gas Code shall be considered to be references to NFPA 54 and

NFPA 58.

All references in the International Building Code to the International Fire Code and Chapter 9 shall be considered to be references to Unified Facilities Criteria (UFC) 3-600-01.

National Electrical Manufacturers Association (NEMA)

Occupational Safety and Health Administration (OSHA)

Title 29, Part

OSHA Construction Industry Standards, Title 29, Code of Federal Regulations, Part 1926, Safety and Health Regulations for Construction

WASHINGTON State/Local Regulations

Washington State Department of Transportation Standard Specifications for Highway and Bridge Construction

Washington State Department Of Transportation (WSDOT)

WSDOT Standard Specifications

WSDOT Design Manual

W912DW-16-R-0006 SECTION 01 10 00 – PAGE 14 R0001

5.0. OTHER PROJECT REQUIREMENTS

This paragraph contains other project requirements for this Mud Mountain 9-Foot Tunnel Rearmoring Project.

5.1. TUNNEL CLEANING

5.1.1. Prior to each tunnel flushing, the Contractor shall remove all debris, waste, and construction materials that are not part of the permanent construction. The partially constructed rearmoring work shall be secured to prevent damage during tunnel flushing. Any damage caused by the tunnel flushing shall be repaired by the Contractor to an undamaged condition. The Contractor will receive at least 3-week notice prior to the tunnel being flushed.

5.1.2. After each tunnel flushing, the Contractor shall remove all soil, rock, and debris from the tunnel.

Up to 25 cubic yards of material shall be expected to be removed from the tunnel after each flushing. Natural material, including soil, rock, and wood debris, may be deposited in the river downstream of the tunnel outlet.

5.2. UTILITIES, MATERIALS, AND EQUIPMENT

5.2.1. The Contractor shall provide all utilities, materials, and equipment required to perform all of the work for this project, unless otherwise noted. However, the Government will provide and operate the downstream stoplog at the tunnel outlet during the construction project. The Contractor during the construction period shall provide and operate pumps that have a total required capacity of up to 700 gallons per minute to remove the seepage water in the 9-foot tunnel. The amount of seepage water entering the tunnel is usually much less than this capacity, so the Contractor will need the ability to pump various amounts of seepage, anything from less than 100 gallons per minute up to 700 gallons per minute. In addition, the Contractor shall provide additional pumping capacity, if necessary, to remove the seepage through the new weep holes installed in the tunnel walls.

5.2.2. Waste materials generated by the construction shall be disposed of by the Contractor at an off-site facility, meeting the State and Local Codes.

5.2.3. Four-wheel-drive vehicles are required for access to the tunnel outlet via the service road.

5.3. PERMITS

5.3.1. The Contractor shall be responsible for obtaining all Permits (local, state, and federal) required for design and construction of all site work and features.