DRAFT 20240502 SOW LCC WCF.docx

SCOPE OF WORK (SOW)

Lower Cascade Creek Water Control System Mud Mountain Dam, Enumclaw, Washington

Section 01 11 00

SOW – Lower Willow Creek Water Control System Section 00 11 00

1.0 OVERVIEW OF SITE CONDITIONS:

1.1 Background. Mud Mountain Dam is a zoned earth and rockfill structure with an 810-foot-long crest and a maximum height of 432 feet above bedrock. The structural height of 427 feet is measured from the bottom of a structural depression located approximately 170 feet upstream of the cutoff wall to the new top of dam at 1,257 feet NGVD29. The dam is 1,600 feet wide at the base, 25.5 feet wide at the crest, with a design crest elevation of 1,257 feet NGVD29. A concrete seepage cutoff wall extends from the crest into bedrock in the core of the dam. Mud Mountain Dam is constructed in a narrow canyon where rock walls on both sides of the gorge rise almost vertically to a height of nearly 275 feet above the White River channel. The upstream hillside slope at the left abutment is steep (approximately1:1). Lower Cascade Creek (LCC) drains into an existing Water Control System (WCS) consisting of debris screens, a concrete lined catch basin and pipes which convey flow along the upstream left groin to the pool. The upstream groin is armored with shotcrete to approximate EL 1167.8 feet (NAVD88). The catch basin and embankment abutment tie-in are separated by roughly 51 feet of sandy-gravel fill between EL 1,267.8 feet (NAVD88) (basin) and 1,264.3 feet (NAVD88) (crest). The current WCS was not designed to a handle a specific flow or event with a defined return interval, because there is very little available hydrologic data on flow-frequency for LCC. Rather, the existing inlet basin was constructed to address recurring erosion caused by flows from past events along the upstream groin. This lack of a specific design event or flow has led to failure to control flows at the inlet even without debris accumulation. The LCC watershed is approximately 0.4 square miles or 0.1 percent of the Mud Mountain Dam watershed. Additionally, the watershed for LCC is immediately adjacent to the dam making it very likely that a large precipitation event would load both watersheds as it moves across the region. Due to the size and nature of the watershed, peak flows on LCC occur sooner and have a shorter duration than those observed on the White River. Consequently, high flows occur on LCC before much of the precipitation in the White River basin concentrates and begins to raise the reservoir.

1.2 Purpose. The purpose of this project is to replace an outdated and inefficient water control structure incapable of containing high water volumes from LCC. In 2009, a flood event overtopped the water control structure, and uncontrolled creek flows eroded both the upstream and downstream left groin of the dam causing extended disruption to project operations.

1.3 Facility Overview. The project takes place entirely within fee owned Corps of Engineers lands associated with Mud Mountain Dam. Primary work will occur on the left abutment of MMD and the upstream slope. Storage and equipment yards will be located within MMD property. Egress routes will be along nearby established highways and paved access roads. The facility does not have on site manufacturing facilities such as concrete batch plants and milling equipment.

1.4 Facility Component Description. The project can be broken down into several key components, notably the collection system, pipe transport system and energy dissipation system. See section 2.0 for description of the principal construction elements.

1.5 Scope of Work. The contractor shall provide all personnel, equipment, supplies, facilities, transportation, tools, materials, supervision, and other items necessary to as defined in the SOW and Specifications. The contractor shall perform to the standards in this contract, including environmental standards.

1.6 Contract Summary. This acquisition will result in an IFB Contract for the repair and maintenance of the construction of a water control system for Lower Cascade Creek at Mud Mountain Dam, WA.

2.0 PRINCIPAL ITEMS TO BE ACCOMPLISHED. Construction Elements shall be issued to perform the following activities as identified in this Section.

2.1.1 Demolition of existing WCS: The existing water control system will require demolition to make room for the new facility. The existing WCS consists of several concrete and steel components. At the inlet of the system, there is a concrete approach slab that collects flows from LCC and channelizes the flow over a steel debris screen. The debris screen is sloped to allow large debris to pass over the apron and collect in the debris basin. Under the debris screen is a secondary debris screen, located inside a concrete lined chamber, that feeds into a 12-inch diameter steel pipe. This steel pipe passes underground to the downstream Large Basin, located at approximately EL 1,150. The 12-inch pipe is designed to handle low flows from LCC during normal flow conditions.

2.1.2 Site Grading and Prep: Site preparation activities will include the following:

A. GRADING Maximum fill slopes will be 1.5H:1V. Maximum cut slopes will be 2H:1V.

B. ROAD SURFACING Road surfacing material will be crushed or native rock having a maximum aggregate size of 1 inch. Minimum thickness of gravel surfacing on roadways will be 6 inches. The surfacing will be sloped to drain.

C. GUARDRAIL Guardrail posts will be wood with standard 6-foot long posts. Skipped post design will be per Washington State DOT Standard Plan.

D. RETAINING WALL The retaining wall will be manufactured gravity block. Manufacturer will be per the Contractor’s submittal. Design of retaining wall will be by gravity block manufacturer, based on soil parameter of φ=28 degrees, for angle of internal friction. Design load condition behind wall excavation limits shall match existing slope.

E. VEHICLE TURNING MOVEMENTS The guardrail location through the upper switchback, heading down to the loading dock, will be revised in order to avoid conflict with the underground discharge pipe below the eastern edge of the switchback. Existing guardrail on the western side of the switchback will be revised to provide sufficient space for a lowboy tractor/trailer type vehicle to complete the turn. Design vehicle used to check the turning movement utilizes a 41-foot lowboy trailer. In order to simulate the needed space for a longer lowboy trailer, up to 53-feet long, a WB67 vehicle is used in the turning movement simulation. See Appendix H for the vehicle turning movements. The driving surface of the widened switchback will be graded to match existing switchback cross-slope in order to provide a fully drivable roadway surface between the inside faces of the guardrails.

F. SLOPE STABILIZATION: Cut and fill slope stabilization improvements with retaining walls and vehicle barriers will be designed to provide access for owner maintenance.

2.1.3 Water Intact Structure: Collection and control of flow from Lower Cascade Creek is essential to performance. A set of parapet walls around the secondary debris screen ensures that flood level creek flows are forced into the secondary debris screen if the primary debris screen is plugged. This design feature reduces the potential for overtopping of the intake structure, in the event of high debris loading during a flood stage event. This design provides secondary protection of the system and embankment/abutment in the event the primary debris screen clogs.

2.1.4 Dynamic Debris Net: The intake structure rigid debris screens are designed to prevent small debris from entering the intake basin, thus preventing debris accumulation in the WCS. To protect the intake structure debris screens from large woody and rock debris accumulation during a flood event, a dynamic debris net was included in the design. The dynamic debris net is located just upstream of the intake basin debris screens, and spans between the locally thickened wing wall pilasters of the approach slab. The dynamic debris net is a flexible ring net barrier system, procured from Geobrugg, or approved equal per the specifications. Based on the size of the intake basin, it is recommended to use a Geobrugg VX Type VXO6OL-H4 or approved equal, without vertical posts, and without break rings on the wire ropes. The system provides dynamic energy absorption capability, in the event that large boulders or heavy wood debris enters the approach slab to the intake. In addition, the debris net is easily repairable or replaceable in the event that it becomes damaged due to an extreme load event. The figure below shows the dynamic debris net system. The net is anchored to the wing walls via a galvanized wire rope transition coupler, which is bolted to a cast in place anchor bolt with an embedded plate washer. The transition coupler is deformable, which provides additional energy absorption capability. Above the dynamic debris net, a concrete compression strut is located to resist the tensile forces the debris net cables impart on the wing walls.

2.1.5 Concrete intake structure: The intake structure consists of a box culvert, with a set of galvanized steel intake debris screens. The intake structure was designed with walls that are tall enough to contain the peak flow from LCC, and withstand external debris and soil loading, in the event of a minor landslide condition on the adjacent embankment. The concrete walls are tall enough to ensure continued operation of the intake structure, even in the event of 15 feet of debris accumulation depth on the embankment side of the structure, and 4 feet of soil depth on top of the roof panels. The lid on the top of the box culvert protects it from minor landslides and debris that may fall on top of the intake structure, from the adjacent steep hillside. This feature improves operational reliability of the WCS, by preventing clogging of the box culvert. The precast concrete lid panels are designed to be removable with an excavator, to allow maintenance personnel to inspect the inside of the box culvert for debris loading, without interrupting functionality of the system. Soil anchors are proposed to clamp the foundation of the intake structure to the ground to prevent sliding, overturning and uplift. The soil anchors were deemed necessary since the walls of the intake structure are subjected to large soil pressures in the event of a minor landslide. In addition, the system must remain operational under peak flow with heavy debris accumulation. A stainless-steel access ladder is included on the side of the intake structure facing the access road, to facilitate inspection of the intake debris screens by maintenance personnel.

2.1.6 Debris Screens: The intake structure contains a set of galvanized steel debris screens, to prevent debris from entering the basin and discharge pipe. The openings at the debris screens are designed assuming a maximum allowable screen flow velocity of 4 ft/sec, when the screens are clear of debris. In addition, the screens are designed to withstand a partial hydrostatic pressure head differential, assuming the screens become partially blocked with debris. The calculated screen size is galvanized steel 19-W-4 with 2.5”x3/16” backing bars. The debris screens are supported at the perimeter by steel bent plate ledgers, and at 1/3 points along the primary span direction by steel wide flange members. The debris screens are oriented such that their primary span direction is between the steel support beams. The steel support members are bolted to the walls of the intake structure and can be removed for maintenance. A rubber gasket is placed between the debris screen and the supporting steel member, to protect the galvanized coating from abrasion.

2.1.7 Approach Slab: The entrance to the intake structure consists of a set of concrete wing walls, supported by a concrete approach slab. The approach slab extends up the groin of LCC, and flares at the mouth to capture the inflows during a flood event. In addition, the approach slab is angled to extend up the embankments, to follow the ground profile. At the entrance to the approach slab, a reinforced concrete cutoff wall extends vertically down into the ground, to prevent undermining of the approach slab. The approach slab also spans beyond the edges of the wing walls, similar to the foundation of the intake structure, and is designed to support a set of tensioned soil anchors. The purpose of the soil anchors is to compress the approach slab to the ground surface, which increases the resistance to sliding and overturning of the structure.

2.1.8 Eccentric Conical Pipe Reducer: The discharge pipe is supported at set intervals along the length of the pipe, both above ground and below ground. At the above ground regions, the pipe is supported by a system of concrete cap beams, founded on steel-cased concrete filled piles. The pipe itself is supported by a steel frame system, founded on steel base plates, which are designed to bolt to the concrete cap beam. The figure below details a transverse section through an above ground pipe support.

2.1.9 Discharge Pipe: The required discharge pipe thickness is largely dependent on the pipe installation methods and backfill properties. The pipe span averages 50 feet in length, depending on location. Between pipe supports 1 and 6 near the intake structure, the slope of the discharge pipe is minimal, and thus a 6-foot inside diameter was required per the hydraulic analysis to maintain the required 250 cfs of flow during an extreme flood event. Between pipe supports 7 and 19 on the dam face, the slope of the discharge pipe varies with location, but on average is much steeper than near the intake. As a result, the hydraulic modeling indicated that the velocities of the flow are much higher, which decreases the net flow area of the water inside the pipe. Therefore, a smaller 4’ 6” diameter pipe was acceptable between pipe supports 7 and 19. The change to a smaller pipe diameter is beneficial to the design for multiple reasons. First, the smaller pipe has less dead load and water load, should the pipe become blocked and fill with water. This reduced vertical load reduces the pipe support load demands on the dam, where the ground slope is steepest. Second, the reduced pipe dead load results in a reduced horizontal seismic load component, further reducing the horizontal load reactions on the pipe supports.

2.1.10 Pipe Anchorage: A steel pipe ring girder support was developed, which is welded to the discharge pipe. The pipe support ring girder is welded to a set of vertical steel column supports, which are in turn welded to a set of steel base plates. The base plates are bolted to the top of a reinforced concrete cap beam. The concrete cap beam spans transversely between a pair of vertical steel pipe piles, which are concrete filled. The concrete filled piles support all the applied loads from the discharge pipe, so that the concrete cap beam does not rely on soil interaction for stability of the system.

The discharge pipe is supported at set intervals along the length of the pipe, both above ground and below ground. At the above ground regions, the pipe is supported by a system of concrete cap beams, founded on steel-cased concrete filled piles. The pipe itself is supported by a steel frame system, founded on steel base plates, which are designed to bolt to the concrete cap beam. The figure below details a transverse section through an above ground pipe support.

The discharge pipe supports consist of a welded steel ring girder system that surrounds and supports the discharge pipe. Ring girders are commonly used to support long span exposed steel penstocks. The rings support the pipe and all internal and external applied loads to the pipe. They have the added benefit of stiffening the pipe shell to maintain its roundness, thus allowing the penstock to be self-supporting. The pair of ring girders are stiffened by welded steel stiffener plates, placed at uniform spacing between the ring girders, radially around the circumference pipe.

The ring girders that surround the discharge pipe are supported by a pair of vertical steel column members, that are designed to transfer the pipe forces to the base plates below. The two column members are welded to the ring girders on each side of the pipe and are then welded to the two steel base plates on the top surface of the cap beams.

The steel pipe frame is connected to the concrete cap beam via a steel base plate on the top surface of the cap beam. This base plate is designed to remain normal to the flow direction of the discharge pipe at all times, such that the support column members of the pipe frame always meet the base plate at a 90-degree angle. The figure below details the design of the interface between the pipe support frame, the base plate, and the concrete cap beam

2.1.11 Buried Discharge Pipe: There are 3 regions where the discharge pipe is buried, including the upper and lower vehicle switchbacks, and at the lower maintenance area. In all three locations, the pipe is 4’-6” diameter, and it was assumed that in addition to the soil backfill loads, a single axle of an HL-93 truck could be parked over the pipe. This results in significant compressive forces on the shallow buried pipe. Where the discharge pipe enters the ground at the switchbacks and lower maintenance area, riprap is placed around the pipe to protect against erosion. Similarly, where the discharge pipe exits the ground below the switchback and lower maintenance area, riprap is also placed around the pipe to protect the soil from erosion. At the buried regions, the pipe is tape coated per AWWA C214.

2.1.12 Steel Cased Piles: The support piles for the pipe supports are permanently steel cased concrete filled drilled piles. This type of pile was selected to limit disturbance of the dam face, as it does not require pile driving. The support piles are designed to handle 100 percent of the applied loads from the discharge pipe. The relatively steep dam face, combined with concerns about global stability of the dam face with a surface bearing type foundation, made a pile supported foundation system ideal for the pipe supports.

2.1.13 Discharge Pipe Armor: The Upper Cascade Creek (UCC) Waterfall is in close proximity to the alignment of the new LCC discharge pipe, just below the lower switchback. The alignment of the LCC discharge pipe was shifted away from the UCC waterfall as much as possible, while limiting the excavation impacts to the lower switchback, and minimizing the number of bends in the pipe. In the event of extreme flow conditions in UCC, there is a potential for water and small debris to impact the exposed discharge pipe at this location. To mitigate the effects of potential abrasion and impact damage to the discharge pipe, the pipe will be armored at this location. The pipe armor consists of a corrugated galvanized steel pipe sleeve that is placed over the primary discharge pipe with centralizers. The annular space between the two pipes is then filled with grout. This armoring system will provide a durable means of protecting the primary discharge pipe from water spray and small debris impacts.

2.1.14 Pipe Vent: To prevent surging and a potential vacuum condition forming in the discharge pipe, a vent on the discharge pipe above the maximum pool elevation of the dam is proposed. The bypass pipe is a vertical standpipe, that provides an alternate means of water flow, should the end of the primary discharge pipe become plugged with debris, combined with pipe flows that are too low in volume to flush away the debris. The vertical bypass pipe is bolted to the top of the primary horizontal discharge pipe and is left open to the atmosphere. Without the bypass pipe, there is a risk that the discharge pipe could fill with water, and backup to the intake structure, resulting in flooding at the dam abutment, and possible damage to the pipe. The top elevation of the pipe bypass is set at EL 972.0, which is 12 feet higher than the top deck of the adjacent concrete monolith deck at EL 960.0. In 1996 and 2006, the District encountered high levels of siltation that covered the top deck at EL 960.0 in several feet of silt. Therefore, with the top of the bypass pipe located at EL 972.0, it is believed that this will be above the historical high silt elevation.

2.1.15 Outlet Discharge Basin: Based on studies of the discharge pipe hydraulics, it was determined that flow velocities during a 250 cfs flood event may exceed 70 fps at the discharge point shown on the drawings. To prevent erosion of the heel of the dam near the upstream left groin, a concrete energy dissipation basin is proposed at the discharge point. The design developed includes an array of energy dissipation baffle blocks, in the path of discharge flow. A concrete deflector lid is located above the energy dissipation baffle blocks, to deflect spray from the baffle blocks back into the basin.

The training walls are designed to contain the discharge flow from the pipe, and to limit the possibility of debris entering the basin from the adjacent hillside.

The Outlet Discharge Basin includes a concrete deflector lid, which is designed to contain high velocity water spray from the baffle blocks. The location and length of the deflector lid is controlled by the hydraulic modeling of the flow in the basin. In addition, a concrete lip was included at the downstream edge of the deflector lid, to deflect horizontal spray back into the basin.

The high velocity flow from the discharge pipe is designed to impact the floor of the discharge basin, and the baffle blocks. The baffle blocks were conservatively designed to withstand the full kinetic energy of the flow, ensuring that the flow that leaves the basin is of a low velocity. Loads were factored and a strength analysis was performed per EM 1110-2-2104. To increase the durability of the concrete baffle blocks, the concrete strength was increased to 6,000 psi. To further increase the durability, and to protect the concrete from abrasive flows, the front and top sides of the baffle blocks are armored with stainless steel plate, which is bolted to the concrete. This armor system is designed to be field replaceable, if the armor plates become worn due to abrasion.

The high velocity flow that exits the pipe impacts the energy dissipation baffle blocks, which induces large thrust forces in the longitudinal direction of the flow. The headwall of the outlet structure serves as a transition from the discharge pipe to the outlet basin. A short section of discharge pipe is embedded in the headwall, with the invert of the pipe aligned with the invert of the outlet basin. The pipe stub is sealed in place by a welded steel ring waterstop, shown in the figure below. On the other end of the pipe stub is an AWWA C200 rolled groove rubber gasket bell and spigot pipe joint. This joint serves as a compressible joint, to allow the adjacent pipe segment to expand and contract longitudinally due to thermal effects. The pipe segment on the upstream side of the bell and spigot joint is supported by a steel support ring girder and frame, which is bolted to an extension of the outlet structure concrete foundation below. At this location, the base plates of the pipe support frame are designed to slide longitudinally in the direction of the pipe span but are restrained vertically and transversely. This is accomplished via a set of UHMW sliding bearing pads, sandwiched between and upper and lower base plate, with long slotted holes in the upper base plate.

2.1.16 Riprap Channel: As water exits the concrete discharge basin, it will flow towards the South bank of the White River. To protect the groin of the dam between the concrete discharge basin and the river, the design includes placing riprap in this area to prevent erosion, and to prevent undermining of the toe of the concrete discharge basin. Riprap for the outlet channel was sized based on the calculated velocity of water flowing through the channel. A rectangular channel was assumed, to be conservative. The required D50 of the riprap was calculated using EM 1110-2-1601, Eq 3-5. The LCC design flow of 250 cfs was combined with the modeled 1 percent peak discharge of 121 cfs from UCC, for a total combined flow of 371 cfs. The calculated D50 is 24 inches, corresponding to Class VI riprap based on Seattle District Riprap Sizing Guidelines (USACE 2019) for the Outlet Channel.

2.1.17 Landscaping and Planting: Project construction will avoid disturbance of the very steep slope areas adjacent to the replaced intake structure, associated discharge pipe and energy dissipation basin. Two grassy landscape areas are disturbed where re-grading is necessary and fill material is being placed. These slopes are 1.5’ H:1’V and 2’H:1’V. Use of hydroseed will be the primary site restoration technique as most of the disturbance will be in proximity to the maintenance access road and dam structure where native plant material will be not be allowed. No shrubs are proposed near the outlet structure, due to the seasonal depth of the reservoir (300’ depth) which prohibits survival of plants other than grasses. Native plant (shrubs and ferns) installation will be limited to the upper region near where Cascade creek enters the intake structure. These slopes are mostly 3’H:1’V with small areas of maximum 2’H:1’V slope. Planting of native shrubs and ferns combined with wood chip mulch will match the existing conditions near the intake structure. No additional surface erosion control methods seem necessary, but it is understood that unavoidable erosion would possibly occur if the stream flow bypassed the intake structure. If the steep embankment adjacent to the existing intake structure and concrete channel are disturbed during demolition, additional restoration measures will be required. This restoration plan assumes that there will be no disturbance of the extremely steep embankment

2.2 Mobilization The contractor shall capture the mobilization and demobilization cost to perform activities identified in Section 2.1.

3.0 CONDITIONS AFFECTING CONSTRUCTION

3.1 Site Conditions: The contractor will be limited to operating in lands within the Mud Mountain Dam facility controlled by the U.S. Army Corps of Engineers.

3.1.1 The contractor shall indicate to the COR and the Project Engineer the operating abilities and constraints of their equipment to execute work and shall abide by those constraints.

3.1.2 Any in-water work within the White River must be permitted and completed within the work window suitable for fish beginning 15 July and ending 31 August. In order to allow sufficient time for environmental coordination, requests for extension of the work window for fish must be provided to the COR at least three (3) weeks in advance and shall not be implemented without COR approval. There is no guarantee that any deviation outside the identified work window will be approved.

3.2 Work Coordination: All work shall be scheduled and coordinated with the Government Project Management Team or their designee at all times.

3.2.1 Interfacing with Others: The Contractor shall plan his work activities in a manner such that there shall be minimal interference and inconvenience to ongoing traffic and daily operations at Mud Mountain Dam.

3.2.2 The Contractor may not block traffic, roads, access routes, or exits without prior coordination with the Project Manager or other authorized Government representative.

3.2.3 Contractor personnel shall confine their operations to the construction site, designated parking and storage/equipment areas. The construction site shall be identified during the pre-construction conference.

3.2.4 Pre-Construction Meeting: The Contractor shall attend a pre-construction meeting presided over by the Project Manager prior to commencing construction activities. The Contractor shall contact the Project Manager within five (5) days of issuance of NTP to establish a date and time for the preconstruction meeting. The Contractor shall submit a site-specific construction schedule and a site specific Work Plan at that meeting for government approval unless these items have been previously approved by the government. The schedule shall be in sufficient detail to identify all aspects of the work including all significant project tasks with durations and start and finish times.

3.2.5 Weekly Progress meetings: Contractor shall schedule weekly progress meetings via teleconference. Times and additional attendees shall be determined during the Pre-Construction meeting.

3.2.6 Compliance with Rules, Regulations, and Statutes: All contractor employees shall observe and comply with all applicable local, State, and Federal rules, regulations, and statutes including those concerning fire, safety, sanitation, security, vehicle safety, and hazardous material handling while performing this Contract. All work shall meet or exceed all applicable industry standards.

3.2.7 Travel: The contractor’s proposal shall include any required travel costs to complete the requirements specified in the scope of work. All travel shall be accomplished consistent with the Government Joint Travel requirements (JTR), and FAR 31.205-46 Travel Costs requirements.

3.3 Safety: USACE Safety and Health Requirements Manual (EM 385-1-1), available online at http://www.usace.army.mil/CESO/Pages/EM385-1-1.aspx, shall be considered to be a part of this Contract and will be enforced as such.

3.3.1 The Contractor shall prepare an accident prevention plan in accordance with the most current version of EM 385-1-1. During performance of this work, the contractor shall ensure that proper barriers and covers are in place to protect the public and employees.

3.3.2 Contractor must comply with ANSI 10.34 regarding public safety EM 385-1-1. The contractor will also be required to submit a Work Plan which must address the public safety aspect of the project.

3.3.3 The contractor is not anticipated to encounter lead or asbestos. Should the contractor identify lead or asbestos containing materials not already identified in the contract documents, the contractor shall stop work and immediately notify the COR.

3.3.4 Firearms: Contractor personnel shall carry no firearms while performing work under this Contract.

3.4 Construction Facilities and Temporary Controls: Contractor shall comply with the following while on-site:

3.4.1 The contractor shall provide full time superintendence while work is being performed. The superintendent may also perform as the QC System Manager. The Superintendent is the responsible party for ensuring the items outline below are met.

3.4.2 All contractor personnel shall register with the Project Office prior to being allowed to work on the site. Telephonic notification is acceptable. Contractor personnel shall wear safety vests, badges, or labeled hard hats identifying their employing organization at all times while onsite.

3.4.3 Lay down/Staging Areas will be coordinated with the COR prior to commencement of construction. All contractor personal vehicles shall be parked in an area identified during the Pre-Construction Meeting. Work vehicles shall remain in the designated parking area or the staging area unless actively engaged in loading/unloading operations. The Contractor is responsible for security of his own property and security of Government property during the performance of all construction activities.

3.4.3.1 In addition to the requirements of any other contract clauses, the Contractor shall protect all government property within the work area and shall be responsible for any damage to government property caused by contractor or subcontractor personnel during the performance of this Contract.

3.5 Utilities: Contractor is not expected to encounter any utilities while executing work against this contract. However, the contractor is responsible for any locates required prior to performing work and shall coordinate with MMD should any of the following be needed:

3.5.1 Utility outages: Shall be coordinated at least 7 (seven) workdays prior to proposed outages. Outages shall be scheduled to minimize interruptions to normal using agency operations.

3.5.2 Potable Water: There is no water available from the government at the areas of construction.

3.5.3 Electricity: There is no electricity available from the government at the areas of construction.

3.5.4 Contractor shall provide and maintain portable toilet facilities at the site for the use of contractor and subcontractor personnel, as required by the EM 385-1-1. The units shall be emptied and cleaned at least once a week, or more often if required by the contracting officer. The doors to the unit shall be self-closing.

3.6 Environmental Protection and Best Management Practices and Mitigation

3.6.1 Work under this contract involves activities in and near the White River, waters of the State of Washington. The contractor shall take all appropriate measures to prevent environmental pollution and damage that might result from operations under this contract. Contractor shall refer to environmental coordination requirements to be made available and kept on site.

3.6.2 To minimize environmental impacts during construction and maintenance activities, the Best Management Practices (BMPs) that shall be implemented. In addition to established BMPs for construction, additional BMPs may be required in the environmental documentation.

3.6.3 The contractor shall prepare an environmental protection plan in accordance with the most current version of EM 385-1-1. During performance of this work, the contractor shall take all appropriate measures to prevent environmental pollution and damage that might result from operations under this contract. The environmental protection plan shall include at a minimum:

3.6.3.1 Spill Plan: If using equipment or power tools that run on petroleum fuels, include at a minimum location and contents of Spill Kit (including personal protective equipment); actions to be taken if oil is spilled; procedures to be taken in the event of a significant spill; person designated responsible to report significant spills; disposal of contaminated materials.

3.6.3.1.1 Aquatic Noise Mitigation Plan: The general fish protection criteria are based on avoiding peak pressures greater than 206 dB or cumulative sound exposure levels above 187dB. Noise and turbidity/sediment disturbance mitigation measures are subject to government approval and must be listed as part of the Environmental Protection Plan.

3.6.3.1.2 Permits, etc.: Copies of all environmental permits, permit application packages, notifications, certifications, reports, and termination documents as applicable shall be attached, as an appendix, to the Environmental Protection Plan.

4.0 AT/OPSEC

4.1 All contractor and all associated sub-contractors employees shall comply with applicable installation, facility and area commander installation/facility access and local security policies and procedures (provided by government representative). The contractor shall also provide all information required for background checks to meet installation/facility access requirements to be accomplished by installation Provost Marshal Office, Director of Emergency Services or Security Office. Contractor workforce must comply with all personal identity verification requirements (FAR clause 52.204-9, Personal Identity Verification of Contractor Personnel) as directed by DOD, HQDA and/or local policy. In addition to the changes otherwise authorized by the changes clause of this contract, should the Force Protection Condition (FPCON) at any installation or facility change, the government may require changes in contractor security matters or processes.

4.2 Contractor and all associated sub-contractors employees shall comply with adjudication standards and procedures using the National Crime Information Center Interstate Identification Index (NCIC-III) and Terrorist Screening Database (TSDB) (Army Directive 2014-05 / AR 190-13), applicable installation, facility and area commander installation/facility access and local security policies and procedures (provided by government representative, as NCIC and TSDB are available), or, at OCONUS locations, in accordance with status of forces agreements and other theater regulations.

4.3 The Contractor must pre-screen Candidates using the E-verify Program (http://www.uscis.gov/e-verify) website to meet the established employment eligibility requirements. The Vendor must ensure that the Candidate has two valid forms of Government issued identification prior to enrollment to ensure the correct information is entered into the E-verify system. An initial list of verified/eligible Candidates must be provided to the COR no later than 3 business days after the initial contract award. When contracts are with individuals, the individuals shall be required to complete a Form I-9, Employment Eligibility Verification, with the designated Government representative. This Form will be provided to the Contracting Officer and shall become part of the official contract file.

5.0 SUBMITTALS: All submittals shall be submitted in accordance with the specification section titled SUBMITTAL PROCEDURES. Required submittals are identified in their applicable specification sections.

5.1 In addition to the requirements as outlined in the specification section titled SUBMITTAL PROCEDURES, an electronic copy of each submittal shall be provided to the Government. All submittals are to be transmitted as outlined in this section.

5.1.1 Large files can be transmitted over the USACE RepliWeb Managed File Transfer (RMFT) (https://filetransfer.usace.army.mil/). An account will have to be established prior to sending the government files. The contractor shall coordinate with the COR for activation of the contractor’s RMFT account after award. Files shall not be transmitted directly to the e-mail address in paragraph 6.1.1. A properly prepared, and signed, ENG Form 4025 shall also be sent through RMS.

5.2 The following submittals shall be kept on the job site; if a job trailer is not available, they shall be kept on site in the superintendent’s vehicle: Accident Prevention Plan, Quality Control Plan and Work Plan. The Accident Prevention Plan shall be kept in a 3-ring binder with, as a minimum, the following documentation: equipment safety checklists (initial & dailies), required training records, Activity Hazard Analyses, safety meetings, crane inspections & crane operator qualifications (if required), new employee orientations.

5.3 Warranty: In addition to the standard one year warranty, the Contractor shall pass all manufacturers’ extended warranties to the Government.

5.4 Documentation creation and handover: Contractor shall deliver the as-built-final-cut sheet. The contractor shall provide complete drawings with detail of all work performed and identify all replaced or repaired specific elements.

5.5 Disclosure of information. Documents and data shall be documented in deliverable reports (electronically). All deliverables become the sole property of the United States Government. The Government, for itself and such others as it deems appropriate, will have unlimited rights under this contract to all information and materials developed under this contract and furnished to the Government and documentation thereof, reports and listings, and all other items pertaining to the work and services pursuant to this agreement including any copyright. Unlimited rights under this contract are rights to use, duplicate, or disclose data, and information, in whole or in part in any manner and for any purpose whatsoever without compensation to or approval from the contractor. The Government will at all reasonable times have the right to inspect the work and will have access to and the right to make copies of the above-mentioned items. All digital files and data, and other products generated under this contract, shall become the property of the Government.

5.6 Contract Completion Requirements: The contractor shall provide the items indicated below to the ACO prior to contract completion:

6.0 PERFORMANCE PERIOD:

6.1 The period of performance of this contract is for one (1) year. Comment by Patton, Jeannette Kay (Jett) CIV USARMY CENWS (USA): If I recall right from the meeting, this was over 400 days.

7.0 PLACE OF PERFORMANCE:

7.1 Site Work Hours: Work hours at the sites are restricted to the following hours:

Monday – Friday between 6:30 a.m. and 5:00 p.m.

7.2 Place of Work Performance: Work shall be performed at the sites listed below. The Government will provide ample space in order to perform the required tasks. The Government will provide access to all Government documents, people, facilities, and technology infrastructure relative to the success and completion of deliverables specified in this SOW.

7.3 Alternative Work Hours: Requests for alternate work schedules may be considered but shall be approved by the Contracting Officer Representative. Alternate work schedules to include evening and weekend hours must be coordinated and approved at a minimum one week prior to the requested work date.

7.4 Coordination with Others: Government use of this facility is anticipated while the work under this contract is being performed. The work shall be planned and accomplished so that there will be a minimum of interference and inconvenience to all users of the facility. Contractor must provide a minimum 2 week notice for any outages.

7.5 Delivery. Delivery of all materials shall be coordinated with the requesting Site POC. Delivery shall be made to the physical address identified in Section 8.2.

8.0 POINTS OF CONTACT:

8.1 All correspondence related to this project shall be directed to the Contract Administration and Management staff:

Contracting Officer U.S. Army Corps of Engineers P.O. Box 3755 4735 E. Marginal Way S., Bldg. 1202 Seattle, WA. 98124-3755 Phone: (206) 764-4481 206-316-3168 Comment by Patton, Jeannette Kay (Jett) CIV USARMY CENWS (USA): This is not Robert’s phone number.

robert.l.gonzalez@usace.army.mil

8.2 Mud Mountain Dam Office hours are from 7:30 AM to 4:00 PM.

Site Location Mud Mountain Dam 30525 S.E. Mud Mountain Rd.

Enumclaw, WA 98022 Phone: (360) 825-3211, (206) 764-3717