Intake Diversion Dam

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Intake Diversion Dam


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u.s. Department of the InteriorMission Statement

Themission of the Department of the Interior is to protectand provide access to our Nation's natural and cultural


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L INTAKE DIVERSION DAMFISH PROTECTION AND PASSAGECONCEPT STUDY REPORT II

Prepared by:

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~ ~ ~ , a e ,Arthur Ghckman, P.E.CivilEngineerWater ConveyanceGroup (D-8140)~ 2 / ~rentMefford, P : ~ -Hydraulic Research Engineer .

Mark Leavitt, P.E.Civil EngineerWater Conveyance Group (D-8140)


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LErrata

The following pages in the text of the subject concept report are deleted and the revised attachedpages are substituted therefore:

Remove pages:111I I I1 through 29Figure 15

Insert pages:111I I I1 through 30 *Figure 15 **Concrete Weir Cost Estimate Sheet ***

A concrete weir option for replacing the spillway has been added.* Revisions are on pages 2, 19,20, and 26.** RevisedMay 12, 2004.*** New


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Table ofContents PageExecutive Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1Project Purpose 2Project Description - LowerYellowstone Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3Intake Diversion Dam (Spillway) 3Diversion Headworks and Canal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3Hydrology 4Water Surface Modeling 5Fish Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8Barrier Location 9Flow Criteria for Positive Barrier Screens . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10Positive Barrier Screen Concept 12TSC Recommended Positive Barrier ScreenDesign. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13Fish Passage Concepts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16Riprap Channel with Boulder Weirs Fishway , 17Spillway Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19Electrical 21Geology 21Construction Considerations 25Construction Cost Estimates 26Design Data Requirements/Studies Required Prior to Starting Final Design 27References 28References (Geology) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29


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TablesTable 1. Agency velocity criteria for screening salmonids 11Table 2. River and Canal Water Surface Elevations 16Table 3. Fishway Flow. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18Appendix A: Water Surface Model DataFigure Al - Yellowstone River Topography near Intake DamFigure A2 - HEC-RAS geometry plan showing cross-section locationsFigure A3 - HEC-RAS model output of Yellowstone River cross-sections upstream o f Intake DamFigure A4 - HEC-RAS model output of Yellowstone River cross-sections downstream o f Intake DamFigure A5 - HEC-RAS model output of Main Canal cross-sections downstream o f canal headworksTable Al - HEC-RAS water surface profile output for flows given in Figures 3, 4, and 5Appendix B: Construction Cost Estimate WorksheetsRiprap Channel FishwayFish screen structureSpillway - Obermeyer type gateSpillway - Concrete weirAppendix C: Value Engineering Study Responses


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decision considerations. Also, included in this report is a design and construction cost estimate for aconcrete spillway. The concrete spillway would not allow upstream fish passage.The construction cost estimates for the features are:

1. Fish screen facility - $8,100,0002. Riprap channel fishway at right abutment - $640,0003. Obermeyer gated spillway - $11,500,0004. Concrete spillway - $7,200,000

Project PurposeIntake Diversion Dam and the diversion headworks for the Lower Yellowstone Irrigation District'sMain Canal are located on the Yellowstone River about 17 miles northeast ofGlendive, Montana(Figure 1). The effect of the dam and unscreened diversion on the fisheries of the lower YellowstoneRiver has been the subject ofmultiple studies by state and federal resource agencies. Entrainmentstudies by Hiebert (2000) show significant numbers of fish are entrained with diversion flow into thecanal. Fish population studies conducted byMontana FishWildlife and Parks (Stewart, 1986, 1988,1990, 1991) indicate the dam is a partial barrier to many species and likely a total barrier to somespecies. The Intake Diversion Dam is the furthest downstream of six low head diversion dams on thelower Yellowstone River. Providing passage at the diversion damwould make approximately160 miles of additional habitat in the Yellowstone River available to the pallid sturgeon as well asproviding access to the confluences of the Powder and Tongue rivers.


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Project Description - Lower Yellowstone Project (Reclamation Project Data, 1981)The Reclamation Service began investigating the project in 1903. A report by a board of consultingengineers, dated April 23, 1904, served as a basis for authorization of the project. The project wasauthorized by the Secretary of the Interior onMay 10, 1904, under the Reclamation Act ofJune 17, 1902. Construction of a diversion dam, canal headworks and delivery canals began onJuly 22, 1905, (Specifications No. 57 - Lower Yellowstone Dam - Fort Bufford Project, North Dakotaand Montana). Water was available for the 1909 irrigation season.

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The Lower Yellowstone Project lies in east-central Montana and westernNorth Dakota. The projectincludes the Lower Yellowstone Diversion Dam, Thomas Point Pumping Plant, the Main Canal,225 miles oflaterals, and 118 miles of drains. The purpose ofthe project is to furnish a dependablesupply of irrigation water for 52,000 acres of fertile land along the west bank of the Yellowstone River.About one-third ofthe project lands are in North Dakota and two-thirds inMontana.Water is diverted from the Yellowstone River into the Main Canal by the Intake Diversion Dam (alsoknown as the Lower Yellowstone Diversion Dam) near Intake, Montana. It is carried by gravity to thegreater portion of the project lands. About 2,300 acres ofbenchland are irrigated by water pumped fromthe canal by the Thomas Point Pumping Plant.Intake Diversion Dam (Spillway)Intake Dam was originally constructed as a rock-filled timber crib weir about 12-feet-high andr 700-feet-Iong (Appendix I). The original dam contained approximately 23,000 cubic yards ofmaterial.


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...- ---------.....-

Figure 2 - View of Intake Dam and Main Canal Headworks.

HydrologyThe Monthly Average stream flows for the Yellowstone River measured at the Sidney, Montana gage(USGS #06329500 - about 90 years of record) are as follows:Month FlowJanuary - 5,742 ft?/sFebruary - 6,891 fe/s


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Elevation, ft 1966.8 - 19771977 -1977.91977.9 - 1978.51978.5 -1979.31979.3 -1980.41980.4 -1981.4 1981.4 -1983.2 1983.2 -1985.6 1985.6 -1987.4 1987.4 -1988.5 1988.5 -1989.31989.3 -1990 1990 -19911991 -1992.6 1992.6 - 2041

Figure 3 - Location of survey data points measured for the concept study.Ground surface elevations are denoted by the color spectrum shown in thelegend. Note, the river has migrated laterallyin some locations since theU.S.Geological SurveyMap shown as a background was generated.

Water Surface Modeling


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Model output - Flow simulations were conducted for a range of river flows with and without canaldiversion. Figure 4 shows water surface profiles across the dam for each river flow modeled. For riverflows above 30,000 ft3/S, the high flow channel that bypasses the dam to the south is assumed to flow asgiven in Figure 5. Table Al gives estimated water surface elevations and related hydraulic data for arange of river flows. The estimated rise in the upstream water surface elevation caused by the dam is 5.5feet to 2.0 feet for flows of5,000 and 80,000 ft3/S, respectively.The normal water surface elevation in the canal is estimated to be 1990.8 just downstream of thediversion headworks for a flow of 1,400 ft3/S. The canal water surface elevation varies as the canal flowvaries. Canal geometry data could not be obtained in the first 100 feet of the canal due to standingwaterin the canal at the time the field survey was conducted. Near the headworks, the canal prism haschanged significantly since construction. The canal width has increased within the first bend and a largescour hole followed by a deposition berm has formed in the invert downstream of the headworks.Therefore, the downstream prism of the canal was extrapolated to the headworks for the model. Thecanal prism beyond 100 feet downstream of the headworks remains similar to the excavated shape withsome aggredation of the canal invert and degradation of canal side slopes. The bottom width is stillabout the original 30 feet. It does not appear the changes in the canal profile have significantly affectedthe hydraulics ofthe canal. The original canal design flow depth of9.8 feet appears to be reasonable.


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2005 ~ - - - - - - - - - - - - - - - - - - - - - - - - - - __ 80,000__ 40,000

r 2000 r - - - - - - - < > - - - - - - - - - + - - - - - - < ~ 30,000-+-15,000

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79009500000501001502002501970

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Main Channel Distance (ft)r


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700 35 40 45 50 55 60 65River Flow at Sidney, Mt., x1000 cfsI{J Stream Gage Data I

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Figure 5 - Flow relationship between the river at IntakeDam and the high flow channel that bypasses the dam.(Phil Stewart MFW&P, 1997).

Fish Protection


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FLOW-->0

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11l1l1lTi'i'iiilfl'liiiij: ~I l l i i j j j j ~ . ~ ~ - Louvers 90 to flow~ - -....--- -...::.:--:.:=---. . -.::-:::..:--- -> ~ - - , > - < - - - > - . - < _ - - > - ~ --....::.::.---:-=--.::---

"-Direction of ! " ish - - - > - ~ - - ~ _ -.......:..:, _ _ _ / - V a n e ~ parallelmovement In flow ..,.. -_ I- ~ " " ~ ~ with flow- , . . , ' l f l l l l l ~ .

.. I- II11HTjjjj:::" a ~ ~ ",?->- r "lliiiiilrr;;;;::v, : : , : Direction of f ish,' ---::...,__ > 11l1TIiiiiirrr,;;::II , t ravel in f low- ' -->-,---->-/. " l T I i i i i I l T I i i i i i i c : : : = : : : = : : ; = ~ 1-- - >-.-< ;?>->- -< - -..Bypass)

Figure 6 - Louver style fish barrier, Rhone 1955.

Barrier LocationA fish protection facility at Intake DiversionDam could be placed on-river in front of the diversionheadworks structure or off-river in the canal downstream of the headworks. Both locations haveadvantages and disadvantages. On-river fish barriers are generally preferred where applicable becausethey prevent fish from leaving the river. On the down side, on-rivermeans the barrier must be designedto contend with large debris, ice, large changes in river stage and relatively poor access to the barrier formaintenance. An off-river location downstream ofthe canal headworks has the advantage ofbeingremoved from the extremes of flow and debris that occur in the river. The structure can be unwateredfor maintenance and inspection each year after the irrigation season. The down side of an off-river


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Bums site is pursued in the future, the fish screen designs proposed for the headworks site will also beapplicable there. Only site access and the fish bypass pipeline would differ.Improved access to the fish screen structure will be required at the headworks site. Access from thecanal bridge crossing leading to the Intake recreation area is anticipated. Roads would be constructed,on either side of the canal, that slope down to the O&M bank elevation. A tum around area will also berequired on both sides.


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A maximum exposure time of60 seconds (National Marine Fisheries Service) is used in the Northwestwhere salmonids reside. There are no known criteria for non-salmonids.

Screen opening criteria are available for several types of screens. Commonly used criteria (NMFS andWashington) for fry sized salmon, which are less than 2.36 inches, are: Perforated plate - Screen opening shall not exceed 3/32-inches (2.38 millimeters), measured

in diameter Profile bar - Screen openings shall not exceed 0.0689 inches (1.75 millimeters) in width Woven wire - Screen openings shall not exceed 3/32-inches (2.38 millimeters) measured

diagonally The screenmaterial shall have a minimum 27 percent open area.

u Variances from the salmonid criteria canbe requested for projects in the Northwest. Granting ofavariance usually requires monitoring and testing of the facilities.

. t' )urces: , a es, as I I I on epa en 0 IS enes, persona commumca Ion.Agency Approach velocity (ft/s)" Sweeping velocitl

Fryb FingerlingsCNationalMarine ~ 0 . 4 ~ O . 8 Greater than approachFisheries Service velocity

Table 1. Agency velocity criteria for screening salmonids.(S EPRI 1986 K B t W h' gt D rtm t fF" h


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Positive Barrier Screen ConceptFixed screens designed for open channel diversions are typically designed as a series of flat screenpanels positioned nearly vertical or vertical. The screens are aligned at an angle to the canal flow toobtain the desired screen area and create a strong sweeping flow parallel to the screen face. A single lineof screens (Figure 9) or a"V" arrangement (Figure 10) can be used. The "V" design allows the structurelength to be shortened, but requires the fish bypass be placedmid-channel. The mid-channel bypass isnot desirable if large debris is common as it can become wedged in the apex of the "V" and be difficultto remove. A single line screen has a fish bypass positioned at the downstream end of the screen on thechannel wall.The screen surface of a fixed screen is cleaned bymoving a brush over the screen or hydraulicspraywash head behind the screen. Debris can be either raked vertically up the screen and collected onthe screen deck or passed down the length of the screen to the fish bypass to be carried back to the river.


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TSC Recommended Positive Barrier Screen DesignGeneral. - A flat plate "V" screen structure is recommended as the best screen option for the Mainr Canal. The estimated construction cost of the fish screen structure is $8,100,000, which includes thetrashrack structure, the fish screen structure, the check structure, and the fish bypass pipeline. Anitemized construction cost estimate for the screen facility is given in Appendix B.The flat "V" screen structure layout is shown in Figures 12 and 13. The design of the "V" screenstructure requires the following:

A trashrack with trashrake and conveyor at the upstream end of the fish screen structure. A fish screen structure. The screen structure is mounted on a 12-inch high concrete sill. Two cable operated sweeps to clean the fish screens. Each cable system will have twobrushes. Adjustable baffles behind the fish screens to produce a uniform flow across the screens. Fish bypass pipeline back to the river. A fish bypass entrance designed so that a fish trap can be inserted and removed. Downstream check structure. Pressure reliefpanels to allowwater flow and prevent structure failure in case of fishscreens plugging.

Trashracks. - The trashrack structure is designed to pass a flow of 1,440 ft;3/s at a 2.5 ft/s unit velocity.A VE study proposal recommended a variable spacing on the trashbars from top to bottom, to allow forbest opportunity for fish passage. The proposal was: 4-inch spacing for the upper portion of the water


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the structure. Sediment deposition is reportedly negligible in this reach of the canal and can be removedduring the off-season. The total length of fish screen is estimated to be 440 feet (assumes10 percent ofthe gross screen area is for structural members).Two options for the structure configuration were considered: (1) straight line and (2) "V." With asweeping velocity of2 to 2.5 ftls, fish exposure time for each configuration was estimated using a2.25 fils average velocity:

Straight line configuration200 seconds

"V" configuration100 seconds

A 120-second screen exposure time criteria combined with a 12-inch bottom sill should be acceptable atIntake diversion. The "V" fish screen structure layout with a 120 second exposure time allows the useof one bypass. To meet the 60-second criterion would require two additional bypasses (one midway oneach leg of the structure). Additional bypasses are not recommended because of:(1) increased bypass flow whichmay require adding a pump back structure from the bypass pipeline tothe canal, (2) significantly increased construction costs, (3) increased operating complexity of the screencleaning system, and (4) increased maintenance efforts and costs.The "V" configuration results in a sweeping to approach velocity ratio of approximately 9.0. Normally asweep to approach velocity ratio between 5 and lOis desired. The larger the ratio the easier it is to cleanthe screens.Although several types of screen material are available, 1.75-mm-slot opening stainless steel wedge


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fish impingement and debris cleaning difficulties. Adjustable baffles are mounted parallel to the screenon the downstream side, see Figure 14 (Section D-D). Baffles are designed to create high resistance tothe flow in areas where the approach velocity is high and low resistance in areas where velocity is low.The difference in flow resistance along the structure caused by the baffles then forces a more uniformflow distribution through the fish screen. The greater the non-uniformity of flow velocity approachingthe screen structure the tighter the baffles must be closed to even out the flow and the greater theheadloss. The upstream bend in the canal and unbalanced inlet gate operation are factors that can createnon-uniform flow velocity upstream of the screen structure. In previous designs, the baffles havetypically been 6-inch-wide to lO-inch-wide vertical steel plates with a pin mounted on each end to allowrotation. However, for this facility we would use a set of two perforated plates. One plate will be fixedon the bottom and the second plate will be adjusted vertically to control the orifice openings. The newdesign will be less expensive and easier to adjust.Baffles are typically adjusted during initial startup of the facility to achieve good uniformity of approachflow to the entire screen. The baffles should only have to be adjusted during the first season of operationof the screen structure. Baffles should not require further adjustment unless operating conditions changesignificantly.Fish Bypass. - The fish bypass consists of an entrance structure, a bypass pipe, and an exit structure.The fish bypass entrance is located at the downstream end of the fish screens. The entrance to thebypass pipe is a 2-feet-wide rectangular opening. The bypass then transitions to a 48-inch-diameter pipethat passes through a bluffbetween the canal and river for a distance of approximately 700 feet. Thebypass pipe enters the river about 350 feet downstream of the dam. The fish bypass will convey40 ft?/s flow at a 1,400 ft;3/s irrigation diversion flow. The bypass will be designed to have the capability


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Table 2. - River and Canal Water Surface ElevationsRiver flow (ft 3/s) at Water surface elevation at dam Water surface elevation in canalSidney gage

Upstream Downstream Unchecked Min. checked33,000 1990.0 1984.1 1983.5 1 NA5,000 1990.6 1985.1 1983.5 1 NA15,000 1992.8 1988.7 1990.82 NA30,000 1994.7 1991.3 1990.82 1992.340,000 1995.8 1992.8 1990.82 1993.880,000 1999.4 1997.4 1990.82 1998.4

1 50 fels flow m canal2 1,400 re/s flow in canal3 Assumes 1.0 foot head differential between the bypass entrance and the river is required for bypass flowScreen Cleaning System. - Large debris will be removed at the trashracks. Two cable operated brushsystems (each with two brushes) will be used for cleaning smaller debris from the fish screens(Figure 14). The systems clean during upstream and downstream travel. Once the debris is brushed of fthe screens, the flow carries the debris downstream to the bypass and then the river. Periodic cleaningwith the sweeps should be suitable; however, during periods ofhigh river moss or leaf fall, continuousoperation of the sweepsmay be necessary. The system should be designed for both periodic (timed and


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A fishway is a channel which is constructed around a barrier for the purpose ofproviding upstream fishpassage. This report discusses the two FWS preferred fish passage options (Appendix E): (1) a riprapchannel fishway which would operate all year round, and (2) an Obermeyer gated spillwaywhich wouldallow fish passage during the non-irrigation season and high river flows. The riprap channel fishway isalso a TSC recommended feature. The TSC recognizes the fish passage benefits of the Obermeyergates spillway; however, construction costs and maintenance are items that will have to be consideredby those who decide on whether to construct the Obermeyer gated spillway. This decision on theObermeyer gated spillway will be made by others.Concept level designs and construction cost estimates for the riprap channel fishway and the Obermeyergated spillway are included in this report.If a new spillway is not constructed, it is recommended that measures be taken to prevent fish passageon the north side of the river. Fish often hug a river bank to escape high velocity flow. At Intake Dam,the riprap downstream of the crest appears to be at a flatter slope near the north bank. This could causetwo problems for fish passage. First, the existing spillway shapemay create flow conditions that attractfish to the north bank of the river and away from a future fishway on the south bank. Second, fishpassage along the north river bank leads the fish directly in front of the Main Canal headworks whereentrainment with the canal diversion flow is likely. Canal entrainment studies by Hiebert (January,2000) support this theory. Hiebert's study shows the downstream most gate on the canal headworksentrains the largest percentage ofthe fish. Two possible protective measures are (1) raising the dam onthe north side and (2) removing downstream riprap.Riprap Channel with Boulder Weirs Fishway


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similar to the recently constructed Derby Dam fishway near Reno, Nevada. Chevron-shaped boulderarrays are placedwithin the fishway to create hydraulic drops about every 16.5-feet along the channel.The boulder arrays are required to maintain sufficient flow depth within the fishway and also createpools, between boulder arrays, that provide resting areas for fish. The chevron shape concentrates flowtoward the center of the fishway channel and produces higher flow velocity in the center of the channelthan at the banks. Stability of a riprap structure is a major design concern. Each year as river flows startto increase in the spring, river ice moves some of the riprap on the existing dam downstream. Some ofthe riprap is probably floated out ofposition by surrounding ice or is moved by the force of ice jamspushing against the rock. Bothmechanisms ofmoving the rock could effect the stability of rock placedon the fishway. Downstream riprap, in the river channel, will be removed as required to allow fishpassage to the fishway entrance.Flow through the fishway will vary with the river flow and upstream depth. A range of river andfishway flows are shown in Table 3.Table 3. - Fishway Flow

Upstream Surface Depth (ft) Fishway flow (f t3/s) River flow (f t3/s)Elevation1990.3 2.0 /10 50 4,5001991.3 3.0 /"2 80 8,2001992.3 5.0 ? ~ 9001 13,000


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Spillway ReplacementGeneral. - The existing spillway is in poor condition. The spillwaywas originally a rock filled timbercrib approximately 12-feet high (drawings in Appendix 1). During 1911-1912, ice damaged thestructure and it was rehabilitated with steel sheet piling and riprap. In 1939, rock was placed below thedam to repair the apron. The spillwaywas partially replaced 25 to 30 years ago. The center section hasfailed and the spillway is being maintained on an as needed basis by placing rock in the area. Thediversion dam now resembles a long rapid. It is anticipated that the spillwaywill have to be replaced inthe next 5 to 15 years. In addition to needing replacement due to its poor condition, it is desired toreplace the spillwaywith a facility which would allow upstream fish passage. Other considerations forreplacing the existing spillway include: (1) maintaining the present upstream water surface, (2) passingtrash and debris downstream, (3) passing ice downstream, (4) operation and maintenance effort andexpense, (5) boat passage, and (6) construction cost.The FWS preferred replacement option (Appendix E) is an Obermeyer gated spillway. The pallidsturgeon pass upstream during the irrigation season and the high river flow period (Figure 11). Thegates can be lowered during the non-irrigation season and when river flows are greater than 30,000 to40,000 ft3/s. A concrete weir design is also presented in this report; however, the concrete weir will notallow upstream fish passage and appears to be unacceptable to the FWS.During high river flows the gates must be operated to provide a differential head to drive the fish screenbypass flow. The maximum differential head that allows upstream river fish passage over the spillwayis approximately 1.0 foot, which would require a swimming burst speed of 8 ft/s. The1.0-foot differential head across the dam will be sufficient to allow a reduced fish bypass flow of


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Concrete weir. - A concrete weir would: (1) reduce the maintenance cost associatedwith the existingdam, (2) have less maintenance costs than an Obermeyer gated spillway, and (3) have a lowerconstruction cost than the Obermeyer gated spillway. The estimated construction cost of the concretespillway is $7,200,000.Obermeyer gated spillway. - The Obermeyer gated spillwaywould consist of: (1) a concretefoundation slab, (2) a series of approximately 16-feet-Iong steel plates hinged at the bottom (across thewidth of the river), (3) a series of approximately 16-feet long air bladders (44 total) set behind the steelplates and which would control the position ofthe steel plates, (4) tie down straps on the back, (5) aircompressor, and (6) air piping connections and check valves. A section through the Obermeyer gatedspillway is shown on Figure 15. The spillway requires: (1) a downstream concrete apron in the area ofturbulence due to an hydraulic jump, and (2) downstream riprap to prevent scour from undermining thestructure. A survey of the upstream and downstream areas will be done for final design. At that time,the apron elevations should be reviewed and revised as necessary. Riprap will be removed from thedownstream river channel to improve fish passage.It is anticipated that piping would be divided into groups. The gates could be raised and lowered ingroups by adjusting air in the bladders, and isolated in groups. Also, it is anticipated that each gatebladder will have a check valve in case of leakage in other bladders. The air bladders, plates andhinges, tie down straps, and much of the air piping would be located in the river where access forinspection and maintenance would be difficult.The Obermeyer gated spillwayhas the advantage ofbeing able to lower the gates to pass trash,


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would be done in the non-irrigation seasonwhen river flows are low and the gates are down. The flowat this time may be as high as 8,000 to 9,000 ft;3/s with the water surface at approximately El. 1991.5upstream and 1986.5 downstream. A barge and/or the overhead cable and/or divers would probably berequired for removing, replacing, or repairing the gates in place. The river water velocitywill beapproximately 1.0 to 2.0 ft/s during the maintenance work. Two options were considered to allowunwatered access to a spillway gate:(1) Using stoplogs upstream and downstream of the gate and placing sand bags across the gates.Removable vertical steel beams could be placed in blockouts in the concrete and then thestoplogs could be placed between the vertical steel beams.(2) A four-sided aluminumbox that could be lowered around the gate and then the areawithin thebox unwatered. The box would be approximately 9-feet-high, 16-feet-long, and 16-feet-wide.The box would be high enough to be placed during river flows ofup to 8,500 fe/so Themetalweir plates would be made with 1-foot-wide removable edges on each side, which are bolted tothe main weir plate (14-feet-long). The edges would be removed by divers before the metal boxis lowered and replaced after the work is completed. The metal box is estimated to weighapproximately 5,000 lbs.

The gates can also be designed to be held open by metal struts in an emergency.The gate manufacturer (Obermeyer) (teleconference notes with Pete Hoffinan 2/19/04) has informed usthat the expected life of the bladders and gates is 50 years. Obermeyer offers a 5-year warranty and hasreportedly had no failures due to deterioration in 15 years.


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The Fort Union Formation constitutes bedrock in the area and consists of an alternating sequence ofclay shales, siltstones, sandstones, lignitic shales and lignite. Because ofthe terrestrial-type deposition,the beds interfinger and grade both laterally and vertically. The stratigraphic section varies fromlocation to location and correlation between points is unpredictable. Permeability of the various stratavaries greatly due to the varying degree of compaction and cementation. The high erodibility ofFortUnion material on steep, unprotected slopes gives rise to badland type topography along the walls of theYellowstone River valley.Weathered bedrock is soft and has soil properties. Unweathered bedrock materials have both rock- andsoil-like characteristics. Exceptions are lenticular bodies ofmoderately cemented, moderately hardsandstone locally present within the Fort Union. Also, thicker lignite beds have burned back from theiroutcrops and overlying shales have been baked and fused to formmoderately hard material locallyreferred to as clinker. These vary in both thickness and lateral extent. Beds ofvariable thickness oflignitic shale to lignite occur throughout the Fort Union Formation.Several terrace levels, cut into the Fort Union Formation and overlain with gravel, are recognized alongthe valley. These range in age from Pleistocene to Holocene (recent) and occur from 14 to as high as420 feet above the present river level. The younger terraces which range from 14 to 90 feet above theriver underlie most of the Intake Dam area. The gravel terrace occurring in the floodplain is generallyblanketed with fine-grained soils.Fish Screen and Bypass Structures. - The fish screen structure, located within the Main Canal, will befounded on bedrock ofthe Fort Union Formation. The fish bypass, extending from the downstream end


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There is a potential of encountering methane gas within the lignitic shales and lignite beds.Stability ofbedrock materials within the fish barrier and bypass excavations is not expected to be asignificant problem. Shallow excavations in bedrock will be stable on 1/2:1 slopes. Permanentexcavations should be laid back on 1: 1 slopes.Bedrockmaterials below the weathered zone (upper 5 to 10 feet) likelywill have sufficient bearingcapacity to support the fish barrier and bypass pipeline. However, lignitic shales and lignite arefractured, soft, low in density and readily air slake. If these materials are encountered within theexcavations, they should be overexcavated and replaced with compacted backfill to preclude problemswith deformation. Also, shales exposed within the excavations will likely air slake rapidly and freshlyexposed surfaces should be protected before being covered with concrete or compacted backfill.Groundwater is believed to be tributary to the Yellowstone River with the water table occurring at orabove the river. Perched groundwatermay occur in surficial deposits just above the bedrock contactand also in sandstone units and fractured lignite beds within the bedrock.The shales and siltstones are generally impervious. The sandstones are semipervious and will weepwater. The lignite beds are fractured, low in density and semipervious to pervious. Lignite bedsencountered within the screen or bypass excavations should be expected to pass water rapidly.Fishway. - The proposed fishway is situated on the right abutment of the Intake Dam. The dam acrossthe center section and right abutment is founded on Quaternary alluvial deposits. Alluvial deposits areshown to extend across the floodplain (Torrey and Kohout, 1956) and mapped byMcKenna, et al


31/92

The coarse-grained alluvial deposits are rounded and consist of sand, gravel, and cobbles, up to about 6inch-maximum size with lesser amounts of cohesive and cohesionless fines. These materials are stableon 2-1/2:1 slopes.The fine-grained alluvial deposits and fill material are stable on 2: 1 slopes if seepage is not occurring.If seepage occurs in these materials, remedial measures may be required to prevent internal erosion andslope instability including flattening the cut slopes.Groundwater on the right abutment is anticipated to approximate the river water surface. Seepagethrough coarse-grainedmaterials into the fishway excavation are expected to be significant and sometype of dewatering systemmay be necessary during construction.Low Gradient Fishway Channel. - The proposed low gradient fishway channel, extending in asouthwesterly direction from the toe of the Intake Dam to the main channel of the Yellowstone River,would be a 3.6-mile-Iong channel with about a 0.04 percent slope. The channel, ifthis option isselected, would be excavated in Quaternary alluvial deposits. These deposits generally consist offine-grained soils overlying coarse-grained soils. Both soil types would be encountered within thechannel excavation. Refer to fishway (above) for description of alluvial deposits along the channel.Bedrock of the Fort Union Formation could potentially be encountered. If encountered, however, theoccurrence ofbedrock along the alignment would be localized.ConstructionMaterials. -


32/92

Riprap. - The LowerYellowstone Irrigation District is currently obtaining rock from a source situatedabout 2 miles from the Intake Dam. The source is located in the SW 'l4 ofSection 31, Township 18North, Range 57 East on privately-owned land. Rock from this source has been used extensively in thepast to replace rockfill along the dam due to ice gouging and flood flows dislodging and transporting therock downstream. Past performance of existing riprapped areas suggest this rock is durable and doesnot readily break down. The quantity of rock remaining at this source is not known.Another possible option for riprap is to utilizemoderately cemented sandstones occurring intermittentlyin the Tertiary and Cretaceous deposits in the area. This rock has been used locally for streamprotection; however, it will break down after a number ofwet-dry, freeze-thaw cycles. In mostinstances, it is not a desirable rock for riprap. Six sources of sandstone of this qualitywere identified inthe early 1950's. These sources are located from about 20 to 50 miles from the proposed structures.Two of the sources were found suitable for use as riprap. The results of testing of the other four sourcesis not known. Also, since these sources have been quarried for streamprotection in the past, it is notknown how much rockmaterial remains in each of the six sources.An additional source for riprap is the area around Dickinson, North Dakota, located a considerabledistance from the Intake Dam. This source consists of a highly cemented, lenticular deposits ofsiliceous siltstone capping isolated knobs north and south ofDickinson, North Dakota. This material isextremely hard and durable. It has been used to face Dickinson and Heart Butte Dams. Truck and/orrail haul to the proposed sites would be about 150 miles.Construction Considerations


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7. The cofferdams in the river can be constructed of embankment with membrane and riprap cover.The cofferdams and dewatering will be contractor-designed items.8. Purchase of additional right-of-way will not be required.9. Waste and borrow areas are within one to two miles.10. Use existing riprap sourcewithin 2 miles.11. Access for constructing the fish passage is through Glendive. Contractor may construct atemporary embankment over the high flow channel with 12- to 18-inch corrugatedmetal pipeculverts.12. Monitoring should be done to ensure nesting bald eagles or interior least terns would not bedisturbed.Construction Cost EstimatesThe construction cost estimate worksheets are shown in Appendix B. The estimates include 10 percentfor unlisted items and 20 percent for contingencies. The estimated construction costs are as follows:1. Fish screen structure - $8,100,0002. Riprap channel fishway with boulder weirs - $640,0003. Obermeyer gated spillway - $11,500,000a. The cost of the Obermeyer spillway gates were estimated based on using stainless steelplates, and Kevlar reinforced bladders. These materials were used due to the pooraccessibility of the site. Both should give a long service life.b. The present worth of the life cycle costs over a 100-year period for the Obermeyer gates is


34/92

Design Data Requirements/Studies Required Prior to Starting Final Design1. Surveys

a. River bathymetry downstream from the dam past the campground and upstream past theheadworks and at the fishwayb. additional survey to the south of the fishway2. Geologic Investigationsa. Headworks siteb. Burns site if neededc. Fish passage and spillwayd. Construction materials investigationse. Sheet pile drivingf. Dewatering requirementsg. Fish screen structure site3. Water quality4. Waste areas

5. Borrow areas6. Contractor use areas7. Environmental:a. Contractor use ofwaterb. In-river work periodc. Dewatering and cofferdaming requirements

1. Material requirements2. Treatment requirements for discharge water


35/92

ReferencesElectric PowerResearch Institute, 1994, Research Update on Fish Protection Technologies for WaterIntakes, PERI report TR-I04122, Palo Alto, California.Hiebert, S., Wydoski, R., Parks, T., January, 2000. Fish Entrainment at the Lower YellowstoneDiversionDam, Intake Canal, Montana 1996-1998, Bureau ofReclamation Denver Office andMontanaArea Office.Kynard, B., Pugh, D., Henyey, E., and T. Parker, February 2002. Draft Report: Preliminary ComparisonofPallid and Shovelnose Sturgeon for Swimming Ability and Use ofFish Passage Structure.Liston, c., Heibert, S., Helfrich, L., Albers, M., and Ken Frazer, Influence ofLow-Head DiversionDams on Fish Passage, Community Composition, and Abundance in the Yellowstone River, MontanaMefford, B., January 20, 2000. Intake Diversion Dam - Yellowstone River, Montana - Fish Protectionand Passage Concept StudyReport, Bureau ofReclamationWater Resources Research Laboratory

Mefford, B., January 1999. Lower Yellowstone River - Water Diversion Inventory, Fish Passage andProtection Study, Bureau ofReclamation Water Resources Research Laboratory andMontana FishWildlife, and Parks.Montana Area Office, Great Plains Regions, Bureau ofReclamation, "Biological Assessment

r


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References (Geology)Alden, W.C., 1932, Physiography and Glacial Geology ofEastern Montana and Adjacent Areas: U.S.Geological Survey Professional Paper 174.Banet, A.C., Jr., 1979, Preliminary Geologic Investigation of the West Glendive Lignite Deposits,Dawson County, Montana: U.S. Geological Survey Open-File Report 79-275.Calvert,W.R, Bowen, C.F., Herald, F.A., Hance, J.H., Stebinger, Eugene, and Beekly, A.L., 1912,Geology ofCertain Lignite Fields in Eastern Montana: U.S. Geological SurveyBulletin 471-D.

Colton, RB., Vuke-Foster, S.M., and Fullerton, D.S., 1986 (1994), Preliminary Geologic Map oftheGlendive 30x60-minute Quadrangle: MontanaBureau ofMines and GeologyOpen-file Report 276.Scale 1:100,000.Colton, RB., McGraw, J.P., Bozeman, D.K., and Durst, S.L., 1994, Geologic Map of the JohnsonReservoir Quadrangle, Dawson County, Montana: U.S. Geological Survey Open-File Report 88-609.Colton, RB., McGraw, J.P., Bozeman, D.K., and Durst, S.L., 1994, Geologic Map ofthe JohnsonReservoir NE Quadrangle, Dawson County, Montana: U.S. Geological Survey Open-File Report88-611.Colton, RB., McGraw, J.P., Bozeman, D.K., and Durst, S.L., 1994, Geologic Map ofthe Olson CouleeNorth Quadrangle, Dawson County, Montana: U.S. Geological Survey Open-File Report 88-620.


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Torrey, A.E., and Swenson, F.A., 1951, Geology and Ground-Water Resources of the LowerYellowstone River Valley between Miles City and Glendive, Montana, with a section on the chemicalquality ofthe water, by H.A. Swenson: U.S. Geological Survey Circular 93.USBR, 1970, Report ofOfficial Travel, Travel to: Lower Yellowstone Project, To: Regional Director,From: H.K. DuPree, Bureau ofReclamation, Region 6.Vuke-Foster, S.M., Colton, R.B., Stickney,M.e., Wilde, E.M., Robocker, J.E., and Christensen, K.e.,1986, Geology ofthe Baker and Wibaux 30X60-minute Quadrangles, EasternMontana and AdjacentNorth Dakota: MontanaBureau ofMines and Geology Geologic Map 41. Scale 1: 100,000.Woodward-Clyde Consultants, 1978, Phase I Geotechnical Studies, OffstreamRegulating Reservoir,Yellowstone Diversion Project, Dawson County, Montana: prepared for Intake Water Company,Houston, Texas byWoodward-Clyde Consultants, Consulting Engineers, Geologists and EnvironmentalScientists, 2909 West 7th Avenue, Denver, Colorado 80204


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NOTE

UNITED STATESDEPAtmlEtff OF THE ItffERIORBUREAUOFRECLAMATIONINTAK PROJCT - MONTANFISH PROTECTION CONCE

SITEPLANFISH SCREEN AND SPILL

CONCEPTD ESIGN

FIGURE 12

ALWAYS THINK SA

Mopping data was compi led from ground-bamethodsco l l ected i nJu l y 2000. Mopping i sMontano StatePlaneCoordinate System NADcoordinates.

2

SITE PLAN

OUTLETSTRUCTURE

Existingriprop

4

Existing headworks

EL 1983.0

OBERMEYER WEIRSPILLWAYSHOWN

5

~DLA. CONCRETEPILES FORBLOCKING ICE

f ~ E L . 1988.0

c

o

A

B

I I35.0

Transition38.0

Check Structure35.0

IIIr>I

IIII276.2

Fish Screen and BypassIIAccess Rood, E!. 2000 .0 - -

III


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II

\ E\\

II; ",>7 I /I

_ Rod;"'


40/92

1990.91988.01983.5

' 48-Inch fishbypass pipe

CanalWaterSurfoce507001440

Flow,cfs

Slide gate operator

_-- - ' r - \ - ' - - ' - ' r -Uft ing hook

SECTION E- EFISH TRAP AND BYPASS

1. 1980.8

Fyke net

Normal watersurface,/. 1

Maximumwater surface,1. 1998A../";",

Guide slot

Frame

EI. 2000.0

Concretesi l l

Handrail

_-;r-r- Adjustablebaffles

SECTION D-D

Blockingpanel

Fish screen

/. 1980.8

Normal water surface,/. 1

GuardrailCable-aperated sweep unit

lOA( c onveyor

~ = = l ! 1 rEI. 2000.0~ ; : = = ' ! : : j 1 - - T . . ; . . . . - ~ - r c - - . . . = - . . . . . . , ~ . , . . . . . { ; - - - , 1.-.-J... Maximum watersurface,I" . , .0 /. 1

SECTION C-C

Trash rake

c

o

FIGURE 14

i& ALWAYS THINK SAUNITED STATESDEPARTMENTOFTHE INTERIORBUReAUOFRECLAMATION

IWTAK PROJCT- MOWTANFISH PROTECTION CONCFISH SCREEN

FISH SCREEN STRUCTURE -CONCEPT DESIGN

1Screen orea exposed to f l ow2 1.9 f t /s at upstream endand 2. 8 ft/s at bypass:; 2.5 ft/s at upstreom endond 2.0 f t /s at bypass4 Usedaveroge sweeping velocity

HYDRAULIC PROPERTIESScreen Approach Req. Net Req. Depth, Total B yp as s By pas s Sweeping ExposureFlow, cfs Velocity, Area, sf Gross ft Length, flow, Pipe If, Velocity, time,Va, Area, sf ft cfs f t /s f t /s sft/s700 0.29 2,455 1 2,728 1 6.2 440 40 3.2 1.9-2.8 2 105 4

1400 OA 3,500 3,850 9 440 40 3.2 2.0-2.5 3 110 4

1981.8

2000.0

',0

Stoplog guide

SECTION F-F

>.0

Stop logguide

,' ..0 .."

Maximum water surface,EI. 1998A

Normal watersurface,EI. 1990.8

A

B

5 4

WATER SURFACE, EL. 1998.6ATQ = 65,000 CFS WATER SURFACE, EL. 1996.4


41/92

24" RIPRAP ONAND GRAVEL BE10.0

..

... " t .

OUTLETSTRUCTURE' f 4 8 " ID BYPASS PIPE

WATER SURFACE, EL.AT 0 3,000 CFS

, - - - - - - -r- 16' X 16' ISOLATION COFFERDAMFOR O&M

L Original.grOUnd__ ? surface._ .? ?1:1 . -? - ; /R IPRAP ON 12"

CONCRETE APRON, GRAVEL BEDDINGEL. 1978.0'.0

.0'

UNDERDRAIN j

.0.. 0'

.. '

6 ... 0.0' .'


42/92

r 1

Edge ofsheetpile

NOTES

FIGURE 16

Membrane underfishway on 6" sandand gravel bedding

u 1

UNITEDSTATESOPAFmINTOFTHe INTERIORBURAUOF REClAJJArrONINTAKEPROJECT - MONTANAFISH PROTECTION CONCE

FISH PASSAGERIPRAP CHANNEL FISH

CONCEPTDESIGN

ALWAYS THINK SAF

1. Boulders an inver ta re placed an surfaBoulders on side slopesare embeddedinboulder size.

SECTION B-B

4 .5 ' Boulders (chevron shape)

SECTIONA- A

CRiPropCompacted C)backfi l l c:

M e m b r a n ( ~ .

Spillway Abutment

BOULDER WEIR DETAIL

12" Sandandgravelbedding

3+50

1980-

Water surface/. 1985.1 atQ = 5000 cfs

3+00+50

Boulder weir--.

PROFILE

PLAN

1+50 2+00+00+50

19601--------+-------+------+-------+-------)-------r----------1I950 '- - ,L ,.. -L -L --L . L- -- '0+00 STATION

Water surface/. 1990.6 atQ = 5000 cfs

N

4' OIA. CONCRETEPILES FORBLOCKING ICE ~

c

B

A

5 4 3 2


43/92

are

4


44/92

ALWAYS THINK

RIVER T O P ~ ; ; O W S T OPHYNEA

_ ..~ - . _ - -2

_ 2 0 0 r r - - - ~

J

PLAN

/

l [ l ( L. [ -...-J ( c l


45/92

14 River Reach Sta t ion Distance ( f t )13 Above Dam 16 906.4

Above Dam 15 1179.8Above Dam 14 1368.7Above Dam '9t\ Above Dam 13

1700.1Above Dam 12 190.0Above Dam 11 2230.510 Above Dam 10 484.9

8 Above Dam 9 515.7& ~ r e a C h Above Dam 8 496.9Above Dam 7 100.0In t aKe Above Dam 6.75 70.05 CanaI 50 Below Dam 6.6 50.0). . 4 Below Dam 6.5 135.0

/ Below Dam 6.25 93.3/ Below Dam 6 1368.0~ 3 Below Dam 5 907.7t" Below Dam 4 2108.2Below Dam Below Dam 3 2243.4 / 2 Below Dam 2 1269.0Below Dam 11

Figure A2 - Hec-Ras geometry plan showing cross-section locations within the reach of the Yellowstone River modeled

RS =: 1River =: Yellowstone Reach =: Above Dam=14River =: Yellowstone Reach =: Above DamRS =: 15River =: Yellowstone Reach Abovepam


46/92

Le

GrBan

WS 50

WS 300WS 4000

RS=:7

WS 150

RS = 1

600

600

400

400

200

200

o

oStation (ft)

-200.400600

Figure A3 .. Hec ..Ras model VUCl"ucc r o s ~ ; ..sections upstream of


-600 -400 -200

Station (ft)River =: Yellowstone Reach:::Above Dam

IntakeDiversionDam

Station (It)River::: Yellowstone Reach = Above Dam

IntakeDiversionDam

1970 -j-r..,...,...,...,,..... .,.,..,...,...,..,..-j--r- ............-;--.,.........,....,..,...,....,...,...,.........-.-,...;-600

201520102005

: 2000.Q1995Ui1990

19851980-800

..

GroundElBank Sta

WS 30000I1400cfsWS 40000I1,400cIs

Legend 2000 Le"WS 40000I1,400cIs 1995 WS 400I

WS 30000I1400 cfs WS 300.. 1990WS 15000 /1400 cfs : WS 150cWS 500010 cfs 0 1985 WS 50IIGround '"Wl 1980 . _.. ,BankSta Ba

1975 ... ' -." ...

WS 15000 /1400 cfsWS 5000/ 0cIs

RS =: 11

600

600

40000200

LegendII

.. ~ . ~ . ,.. ... ; _.. . . _... ..: " ... - .- ...... . .. -. .. . , .. .Station (ft)

River= Yellowstone Reach = Above Dam ! RS = 8IntakeDiversion Dam

Intake DiversionDam

Station (It)River = Yellowstone Reach =: Above Dam

IntakeDiversion Dam2000

2005

: 1994c.Q 1992j.,Ui 1990

198819861984-800 -600 -400

GroundElBank Sta

It

WS 30000I1400 cfsWS 40000I1,400cfs

RS=9

WS 15000/ 1400cfsWS 5000/ 0 cIs

RS= 12

Station (ft)River =: Yellowstone Reach =: Above Dam



Station (ft)River =: Yellowstone Reach =: Above Dam


20041 Legend 2002l Legend 2002 LH 2000002 WS 40000/1,400 cfs 2000 WS 40000/1,400cfs WS 4002000 1998WS 30000/1400 cfs WS 30000I1400 cfs WS 301998 1998 1996g WS 15000 /1400cfs : WS 15000 /1400 cfs : WS 150c 1996 c c 1994.Q WS 5000/ 0 cfs .Q 1996 WS 5000/ 0cfs .Q WS 51994 .. 1992'" Ground '" Ground '" GUi Ui Ui1992 El 1994 411 1990Bank Sta Bank Sta Ba1990 198819921988 19861986 1990 1984-800 -600 -400 -200 0 200 4 0 0 ~ 600 -800 -600 -400 -200 0 200 400 600 -600 -600 400 600

2000 LegendH1998 WS 40000I1,400cIs?

1996 ... ... . . 1 WS 30000I1400cfs,: WS 15000 /1400cfsc 1994 ...Q WS 5000/ 0 cfsj ...!!! 1992 Groundw l

1990 .... .. . ... .. / ... .. Bank Sta1988 . ..... . ..... . - .1986-800 -600 -400 -200 0 200 400 600

20001995

: 1990c.Q 1985Ui 1900

1975


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GBa

L

GBa

WS 300WS 400

WS 300

RS:::: 6

WS 150WS 5

WS 4000

WS 1500WS 50

RS=3

600

600

400

400

200

200

o

o200

Figure A4 - Hec-Ras model output of Yellowscross-sections downstream of Intake Dam.

River:::: Yellowstone Reach:::: Below DamIntake Diversion Dam

Station (ft)

Station (ft)River,:::;Yeliowstone Reach:::: Below Dam


1970 + - r . , . . . , . . . . , . . , . . . . , . . . . , , . . . . , . . . . . . . ; - . . . . , . . . . . . . . - r - c , - , - . r - r - . . - r . . , . . . . . , . - , - , ~ r - , - ~ ......-800 -600 -400 -200

2000 . .

1995 . '"

1980 .' "

1975 +-.-..,...,....,.,.......... , . . . , . . t - . - r - r - . - - ; . . , . . . . . . . . , . . . . . . - y . . . , . . . , ~ . . . , . . . . .........- r - r.........-800 -600

"

..

GroundiiiBankSta

II

..

Legend

GroundEDBankSta

WS30000I1400cfsWS 40000I1,400cfs

WS 40000I1,400cfs

WS 15000 11400 cfsWS 5000 10 cfs

RS::::4

.WS 30000I1400 cfsWS 15000 11400 cfs

WS 5000 10cfs

RS:::: 1

600

600

400I I

400

400

200, I '

200

200

.. ' -. " - " .

o

o

o

Reach:::: Below Dam RS:::: 6.25Intake Diversion Dam

Legend :1s 40000I1,400 cfsWS 30000I1400 cfsWS 15000 11400 cfs S 2000c:WS 5000 10 cfs .Q

..

Ground '" 1990III WBankSta1980

Station (It)-200400

1970 -h- -r-!""""@ 1990

S 1990 ..."""=,.....,..-----..,.-.---r---..c.2@ 1985 _....

GroundBankSta

II

It

Legend

..

Ground\IBankSta

WS 30000I1400cfs

..

VVS 30000I1400cfs..WS 40000I1,400cf s

WS 1500011400 cfsWS 5000 {o cfs

WS 150001 1400cfsWS 5000 10cfs

RS:::: 5

Legend 1990,t 1988WS 40000I1,400cfsT

WS 30000I1400cfs 1986WS 15000 {14OO cfs 1984c:WS 5000{0 cfs .2 1982"Ground '"ED W 1980BankSta 1978

19761974-600

RS::::2

.....

_ _ L .. .. . .....J

400' 60000

200 . 400' 600

o

o

o

-200Station(It)

,"

-400

... . . .-..,.---_..:.....---:-/

Station (ft)River:::Yellowstone Reach::: BelowDam


Station (It)River:::: Yellowstone Reach:::: BelowDam

Intake Diversion Dam2000

1980..h--r-r........,.........,..........,..-j--r.......,....,...;.........,....,....,.,.... ...,.,...,-.,-,-.,...,...,";T""''-'-';-800 -800 -400 -200

1985

1980 - h - . . . , . . . . . - . - - r - r - - T - , - - , ~ , . . . ,-800 , -600 -400 -200

1990

1995

1985

Sc:.QOJ:>'"W

Sc:.Q1995W

RS:River:::: IntakeCanal Reach:::: UpperreachRS:::: 103River:::: Intake Canal Reach::: UpperreachRS:::: 105River:::: Intake Canal Reach:::: Upperreach


48/92

W

W

WS

WSWS

WS

WSWS

RS

80

120

t

100

I60

80

40

60

Station (ft)20

.. . . - ..

20Station (ft)

River:::: Intake Canal Reach:::: UpperreachIntakeDiverslon Dam

IntakeDiverslon Dam2020

1 9 8 O - f - - , ~ . . . - - r - r - ........ . . , . . . . , ~ . . . - - r - i - ~ ~ , . . . , - . . . - - r ~ - r - r " " " " ' ~ " " " ,o

2005

2010gc:.Q 2000OJW

1990lneff411Bank Sta

WS 5000 10 efs..

Legend

WS 40000I1,400 efs

WS 15000 11400 cfsWS 30000I1400 efs

RS =80

RS::: 50

Legend..

WS 15000 /1400 emWS 30000I1400 efsIt

WS 40000I1,400 emWS 5000 10 em

..GroundBank Sta300500050000

Station (rt)River =IntakeCanal Reach = Upper reach

IntakeDiversion Dam

Station (ft)River:: : IntakeCanal Reach =Upper reach

Intake DiversionDam

Intake DiversionDam

2030 ...

2020 . . . . .

1990

1980 + - r . . . . , . . . , , . . . . . , . . . . , . . . . , ~ - r - r ' . . , . . . . , , . . . . , ....--r-i- .........,.........,,.....,.....,.....,-i- .-;o

2010gc:.Q 2000OJLU

1990

g 2010 . . . . .c:.Q@ 2COO . .

2010 . .. .. .. .. Legend2005 . .. .. . ... .. _ .-- .. WS 15000 /1400 efs

WS 30000I1400 em2COO Hg WS 40000I1,400efs

c:.Q 1995 .. WS 500010 em"J GroundLU 1I1990 Bank Sta19851980 I I0 20 40 60 80 100 120

Station (rt)

..

It

LegendT

Ground1IBankSta

WS 500010 efs

WS 30000I1400 efs

WS 40000/1 ,400 cfsWS 15000 /1400 efs

RS::: 90

RS::: 60

Legend..

WS 15000 /1400 efsT

WS 30000I1400 efsH

WS 40000I1,400 emWS 5000/ 0 efs

..

GroundBankSta

LegendI

WS 15000 /1400 efs,WS 30000I1400 cfs

H

WS 40000I1,400 efsWS 5000 10 efs

..Ground11Bank Sla

120

250

120

100

100

200

80

80

f'

150

60

60Station (ft)

40

100

,"

40

20

50

20

o

Station (ft)River:: : IntakeCanal Reach =Upper reach


Station (ft)River:::: Intake Canal Reach:::: Upperreach


Intake Diversloo Dam2020

2020

1980 + - , . . . . . , . . . , . . . . . , . . , . . . . . , . . , . ~ . . . . , . . . , . - . . - r - T " " T - r -. ..,..,..,....,.. T - - . ~ , . . . , . . . . r - - . - , . . . . . , . . . . , . . . ,-20

2005c:.Q 2000


49/92

Table A1 - HEC-RAS Water Surface Profile Outputw.s.


50/92

River Reach Profile Total Flow (W/s) W.S. Elev (ft9

9

99

9

Above DamAbove Dam

Above DamAbove Dam

Above DamAbove DamAbove Dam

Above Dam

Above Dam

Above Dam

Above DamAbove Dam

YellowstoneYellowstone- - + - ~ " " " " ' ~ " " " " - I - ~ -


51/92

RiverYellowstoneYellowstoneYellowstoneYellowstoneYellowstoneellowstone

Reach Profile Vel ehnl (ftlsec)


52/92

Reach Rive Total Chnl (ftlsec)StaIntake Canal erreach 10 50Intake Canal erreach 10 50Intake Canal erreach 103 1400Intake Canal !rreach 103 1400Intake Canal or reach 103 1400Intake Canal erreach 103 '1400


53/92

Appendix BConstruction Cost Estimate Worksheets


54/92

cooe: 08140E:

ESTIMATE WORKSHEETEeT

LOWER YELLOWSTONE

SHEET 1 of 1

INTAKE DIVERSION CAMFISH PASSAGEfilename: C:\Artichoker\costCUl'Vlas\(Sleel Plpe,xlslSheetl UNIT

Feasibili


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ESTHvIATE WORKSHEETLOWER YELLOWSTONE RIVER

SHEET j of 1

INTAKE DIVERSION DAMFiSH SCREEN STRUCTURE FACILITYfilename: C:\Artichoker\cost curves\[Steel Pipe.xls)Sheel1

CELEVELFaasibilltUNIT

WOlD68552

DESCRIPTION CODE QUANTITY

COOE:O..u110FEATURE: ESTIMATE WORKSHEET19Mllr..(l4 PROJECT:

INTAKE PROJECT


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:"'\fOUNTRICENITQUANTITY

CllOKF:RIAI'f'ltAISAL.f'EASlIllLlTYE S T I M A T ~ ; S \ Y E L L O W S T O N E INTAKEUNIT

CODE

DIVISION:

DESCRIPTION

"Vee" CONF. FISH SCREEN STRUCTUREDeck raised to Ef. 2000MECHANICAL

ion with 1.0 ft sil l hel ht

COOE:P4l17UEATURE:


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"Vee" CONF. FISH SCREEN STRUCTUREDeck raised to EI. 2000MECHANICAL - contihuedOption with 1.0 it sillihei ht

ION:FILE:C,'ARTICIIOKEIMPI'RAISALI'EASllIlLrtY SYIMATl:s\Yll.LLOWSTON INTAKEPLANT

ACCT.PAY I

ITEM i DESCRIPTION1

CODE QUANTITY UNITUNITPRICE AMOIJNT

$36$352SS,()()O lbs

D8410els

,,/system)

COPE:: (,MHO ESTI1VIATE WORKSHEET SHEET 1 or 1


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FEATURE:LOWER YELLOWSTONE

INTAKE DIVERSION dAMSPILLWAY OBERMEYER TYPE GATE PRICE LEVELFeaslbilitfilename: C:\Artichoker\AppraisaH=easlbllity EstimatesWellowstone Intake UNITOiversion\!Revlsed Fish Passage Intake diversion,xls!spillway-oberm

Remove eXlstino weir

ESTIMATE WORKSHEET SHEeT 1 of j


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PROJECTLOWER YELLOWSTONE

AMOUN

WOlDINTAKE DIVERSION DAMSPILLWAY OBERMEYER GATEUfi) eyeh} Cost for Bladder/Faceplate Replacement ~ : - : - : : : , : : " " , , " . . 1 F ~ e ~ a ! 1 ! s : . ! . i b ~ i ! ! . I i ! ! Y . . L _ . . . J ~ ~ t . -

filename: C:\Anichoker\Appraisal-Feasibilily EslimalesWellcwslone IntakeDiversion\fRevised Fish Passage Intake diversio!'\,xIs]spillway-obermDESCRIPTION COD

CODE: 0-8140 ESTIMATE "'VORKSHEET SHEET 1 or 1FEATURE: PROJECT


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LOWER YELLOWSTONEINTAKE DIVERSION DAMSPILLWAY - CONCRETEWEIR PRICE LEVEL WOlD

Feasibilitv 68552filename: C:\Artichoker\cost curves\[Sleel Pipe.xlsjSheel1 UNITPLANT PAY DESCRIPTION CODE QUANTITY UNIT UNIT AMOUNACCOUNT ITEM PRICERemove existinq weir 23,000 CY $6.00 $13

Gravel/earth cofferdamCofferdam (place and remove material) 20,000 CY $38.00 $76Riprap (2-mile haul, drill, blast, process, place, remove) 1,000 CY $40.00 $440-mil PVC 2,000 SY $9.00 $1Oewaterinq: 35 well points(ci)15 ft depth (4 months) 1 LS $250,000.00 $25(All i tems above are assumed to be used twice.Cofferdam will be constructed 1/2 river at a time)

Concrete weirConcrete 9,000 CY $390.00 $3,51Reinforcement 460,000 Ib $1.00 $46Riprap (2-mile haul, drill, blast, process, place) 520 CY $30.00 $1Beddinq for riprap 260 CY $45.00 $1


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Appendix CValue Ellghu.'!ering Study Responses


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PREI..IMINARYACCOUNTABILITY REPORTVESTUDYINTAKE DIVERSION -FISH PROTECTION AND PASSAGEThe Value Engineering Studywas performed in July 2002. The following are our responses anddispositions to study comments. Our responses are reflected in Concept Report No. II.VEProposal No.1. - Replace the dam with a collapsible gate and f1sh passage channel. Existingdata suggest the rock that has been deposited on the dam crest through maintenance and has washeddownstream which has ~ o n t r i b u t e d to the impediment ofpassage of fish) such as pallid sturgeon.The estimated cost change is an increase of$360)000.Response. - This proposal is still being evaluated. This proposal is one of three options considered:(1) continue to maintain existing dam) (2) replace existing dam with a concrete weir) (3) replaceexisting dam with adjustable overtopping gate (all the way across). The adjustable overtopping gateis desirable for the concerns mentioned above. However) reliability and access to the proposedgates are the significant concerns. These gates have beenmaintenance intensive at some sites.Access to any gate would be restricted to a low flow periodwhen the water depth is approximately 2to 7 feet.VE Proposal No.2. - Increase height ofconcrete sill under screens to 18 inches fi'om 6 inches.This would increase the sediment storage capacity but also reduce the exposure ofbottomswimming fish to the screens. The estimated cost increase is $150)000.


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conveyorwould be included to provide a mechanical means of removing the debris for collectionand removaL The estimated additional cost for this proposal is $380,000.Response. - This proposal is accepted except for the bar spacing. The proposed trashrack,trashrake, and conveyor will be incorporated into the final design. The proposed bar spacing hasbeen revised. The Concept Report No. n recommends using 8 inch bar spqcing and leaving a 2-feetgap between the bottom of the trashrack and the structure invert The bottom gap is for passage oflarge fish.VE P r o p o s ~ l l No.5. - Reduce concrete in the fish screen structure. Eliminate the concrete floor andwall downstream of the fish screens. The leU side of the transition at the lower end of the structurewould be relocated to just downstream from the upper end ofthe fish screen. The concrete floor ofthe canal would be reduced to only that needed for a foundation for the screen structure. Estimatedsavings is $590,000.Response. - This proposal is accepted. The structural concrete channel thait was shown about thefish screen structure was eliminated. Two options were considered tbr lining the channel about thefish screen structure: (1) coarse gravel, and (2) reinforced concrete lining. The reinforced concretelining will provide a good surHlce for O&M personnel and was selected in the Concept Report No.II. Also, the 1.5: I side slopes are steep for coarse gravel on a canal this size.VE Pt'oposfll No.6. - Use light, durable polyethylenematerial for flat plate screens instead ofstainless steel. Estimated savings is $740,000.


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VE Proposal No.8. - Replace baffles with perforated plates. The plates would be epoxy coatedsteel plates. Two perforated plates would be used behind each screen panel. One plate would befixed while the other p ~ f o r a t e d plate would be on a screwmovement system, which would allowthe perforated plate to slide up or down, thus changing the porosity. Estimated savings are$725,000.Response. - This proposal is accepted. The perforated plate option is less expensive and allowseasier adjustments.We note that the original 2000 Concept Report estimate cost of the baffles was $540,000, which isless than the estimated savings.

Proposal No.9. - Install a three-brush cleaning system in place of a single brush system. Withthe length of the screen, a multiple brush systemwill clean the screens more successfully than onebrush. The three-brush system is designed for brushing whereas the single brush system included inthe base design is designed for raking. Estimated savings are $365,000.Response. - This proposal is not accepted. Concept Report No. II recommends a "Vn shaped screenstructure with a sweep system on each side. Each sweep system will have two bmshes.VEProposal No. 10. -Replace dam with pumps using an intake gallery, pump, battery, andmanifold. Remove danl and headworks entirely. Estimated additional cost is $10,800,000.


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Idea. - Add non-positive avoidance measures in front of the screen, e.g., light, electric fields, etc.Response. -- This idea is not accepted. These non-positivemeasures have been tested and are notproven effective as fish screens.Idea. - Add trashrack in front ofheadgates.Response. - This idea is not accepted. A trashrack win be added upstream from the fish screens(VE proposal No.4). Adding the trashrack at the upstream side of the headworks would minimizethe handling of trash since the trash would bemostlypushed downstream hut the trashrack would beexposed to damage from winter ice and debris.Idea. - Use manmade riprap for boulder in the fish passage.Response. -We are not sure what was intended by the te1m llmanmade riprap." The preferredmaterial would most likely be reinforced concrete. If riprap is available and feasible, it is preferred.Idea. - Use sheet piling to support screen structure.Response. - This idea is not accepted. We anticipate that a slab on grade foundation will besatisfactory and less expensive unless geologic investigation has some surprises.Idea. - Add more rock to south side of dam to lengthen gradient.


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Idea. - Put an electricalfield below the intake in addition to the5sh screen.Response. - This idea is not accepted. We assmne this means the location of the electrical fieldwould be at the headworks gates. This would be a great expense for minimal gain. Electrical fieldsare only partially effective ,md are not accepted by many fishery agencies.Idea. - Move the bypass pipe to neat the bridge.Response. - Not sure what this means.Idea. - Move the whole screen structure to near the bridge.Response. - This idea is accepted. The fish screen structure has been moved near the bridge toavoid the effects of the bend in the canaL The best possible approach conditions are obtained byproviding as much distahce as possible between the bend and fhefish screen structure. We still willhave to consider an uneven approach velocity operation of the headworks gates.Idea. - Salvage rock from the dam maintenance (recover rock in the river).Response. This idea will be evaluated during final design. We may allow this as an option in thespecifications as long as the rock meets the size and quality requirements.Idea. - Move the diversion danl and canal inlet downstream in the canal with the new regulating


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Idea. - Extend the bypass pipe 150 feet into the river from the north bank and swing the outletdownstream,Response, - This idea is not accepted, This would require additional pipe and cofferdam and wouldbe more expensive, The outlet would end up in the river and may then be subject to damage thatwould go unnoticed and be difficult to repair.Idea. - Develop a cost share agreement fi'om a recovery program on the Main Stem Missouri.Response. - This idea is being developed.

Idea. - Lower the gradient in the passage to 1,5 percent.Response. - This idea is partially accepted. The slope has been flattened from 2.5 percent to 2.0percentIdea. - Rebuild dam and incorporate fishway on the south side,Response, - A fishway will be incorporated at the south dam abutment Concept Study No, IIpresents three options for the dam. The preferred option is still being evaluated,The preferred option for constructing the fish passage is on the south side of the dam and isindependent of the three dam options,


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AppendixDHydrographs

L r c:= L l r


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USGS Streamflow Gage discharge on Yellowstone River near SidneyMontana

Ii II II ~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~I IInW'r 'lJ" , ,11 ''T "f 'IfVflI I

120,000U)'to-0~ .. 100,0000'i= 80,000EeuQ)s.. 60,000..ent:eu 40,000)~

~ 20,000-euC o1/1/1953 1/1/1963 1/1/1973 1/1/1983

Date1/1/1993 1/1/2003


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USGS Streamflow Gage discharge on Yellowstone River near Sidney Montana

12/31/1978/1/1978/2/1978o I I "

1/1/1978

120,000 I i

100,000~ 0

~ 80,0000c;::Eco60,000-nt:coCI):!: 40,000~'cuc20,000

Date

L


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AppendixEFWS Preference for Inflatable Weir at IntakeDiversion Dam


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d l l ' r ( f l ~ n n pass::lge success.


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me;serltation at


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2005 I 2006 I 2007 I 2008Activity Activity Orig Cal Total Early Earlyr 10 Description Our 10 Float Start Finish_190 Grout Fish Bypass Pipe 5 1 492 21 FEB06 27FEB06 .. __ - .1-.-:-- .. ~ ' : - ~ ~ t ~ ~ ~ ~ ~ ! ~ ~ ~ t ~ ~ ~ ~ . .__. _. _;_.. _L ..:__ ._.:.. L _c . _ . __ - _.1.- _; .. __ . ~ . _ _L .._~ _ . _ ..L J. :__.. . 1. :__' ;FS192 Bui ldCof fe rdam for Fish Bypass Outlet Structure 5 1 49228FEB06 06MAR06 "-';--"T""-"---'; : ! : L Y ' B u i l d C o t t e r d a m ; f o r F i ~ h B y p a s s O J t l e t S t t u c t u n ~ ; : ; ; : ' ; ! : ; i : ; i : .. __..L

; ~ 1 - ~ - - 4 E - X - C - ~ - ~ - F - ~ - h - B y - P - ~ - O - u t l ~ e ~ t - & - r - ~ - ~ - e - - - - - - - ~ - 1 + - 1 - ~ - 4 9 - 2 ~ 0 - 7 - M A - R - 0 - 6 - - ~ 0 - 7 - M A - R - 0 - 6 - ~ : ~ ~ ~ ~ ~ i ' i i i: I,;,200 F/RIP Fish Bypass Outlet Structure 20 1 492 08MAR06 04APR06 . : ~ F / R I P Fish:Bypask O u t l ~ t Strui:ture :

; : j : l ; Ii:FS205 Backfill &Riprap Fish Bypass Outlet Structure 2 1 492 05APR06 06APR06 tJBaC;kfill &Riprap' Fish B y p a s ~ O u t l e ~ Structure


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.---: _-- - : - - - - ~ - ._----,----i I;._+---- - :--- ---:- ...__ . ~ - - - - . __ .__ .1 - .__ -j-- - .-t-. _-- .

~ ~ ~ ~ ~ ~LW015 UnwaterCof fe rdam 12 3 0 150CT05 280CT05 _ U n w ~ t e r C o f f e r d a ~: : j i I-",1010 Install Dewatering 5 3 10 150CT05 200CT05 L Y I ~ s t a l l l ? e w a t ~ r i n g System:

1020 RemoveLeft Halfof Existing Dam 12 3 0 19OCT05 01NOV05 _Remove LenHal(ofExii>ting QamLW025 FoundationExcavation & Prep 5 3 0 02NOV05 07NOV05 I .Foundat idn E x c a v a t i o ~ & P r ~ p ; , :- - - - - I - - - - - - - - - - . . . . . : ~ - - - - - - - - - - t - - - - + - - + - - ~ - - - - - ~ - - - - ~ . --. -, .. -.--..;, . . --"- .._.-:..... - . -_. -. ' ..- . - L-- - ... , ._--. - . __ .__.l ._W030 F/RlPLeftSideWeirConcrete 70 3 008NOV05 31JAN06 1M _ TFIRJPLeftSideWeirConcretei

1050 Construct Compressor Building 40 1 233 08NOV05 OSJAN06 , ~ c o ~ s t r u c l c o m ~ r e s s o t BUild,ng j ,L.vvQ40 Install ObermeyerGates @ LeftWeir 132 3 0 01FEB06 06DEC06 : ' . . I n s ~ 1 I O b ~ r m e y ~ r G a t ~ s @ L ~ f t weirLW035 Place LeftWeir Riprap 5 3 13701FEB06 06FEB06 i @ P l a c e L e t f W e i r R i p r a ~ ' , ! ,: :==":& C o l f . , , ~ ~ : ~ : ~ : : : :- : - ~ - L ; - - - -. .....L-- ~ . . . . : - - - - ~ - L_+_ i - - - : - ~ - - L - L - ~ T ; ~ ~ i o & c f ' ; ; ; ' ; ; ; ; . m j - L - - ~ - l - . : . - ~ - - L j J _ - _ J _ - - LLW065 LeftWeir Complete 0 3 0 30DEC06' .LeftWeirCpmplete I"""BUild Ri9ht:SideCofferdamRW015 UnwaterCofferdam 12 4 031JAN07 13FEB07 L l r ' U n w a ~ r l C o f f e i - d a m"1010 Install Dewatering 5 4 1931JAN07 05FEB07 L V l n s ~ 1 I D e . j . , a t e r i ~ g System, :1020 Remove RightHalf of Existing Dam 12 4 0 14FEB07 27FEB07 : _ R e m ~ v e RightHalf of E ~ s t i n g pamRW025 FoundationExcavation & Prep 5 4 028FEB07 05MAR07 '., I , , . . . ' i . , . , I . : . F o u ~ d a t i O ~ E x c a ~ a t i o n ! & Prep ...i.. ;---..!..-__ ---..:...--.-.-r'A/030 F/RIPRightWeir Concrete 70 4 0 06MAR07 26SEP07 ..... - . _ ~ _ .. --- r---''''r-- __ 4 ._ -,-_t- ' - - - ; " " - ~ - - ' ' ' ' ' ' - ; __ n _._ --..;-.--.-- i-----'---: .. -- .+- .. -.;---.;.--- ._-j-.... -.+---"'- .. . ...... -. ..... ". - - - f - - - ~ - - _ - , - T.F/RIPRight Weircbncrete .I 1040 Install ObermeyerGates@ Right Weir 132 4 0 27SEP07 01MAR08 InFtall O ~ e r m e y e r G ~ e s @ ~ i g h t 'r"eir , , j , TRW060 F/RlPRightAbutmentWali 15 4 10827SEP07 130CT07 i ' i" ~ F / R t P R i g h t A b ~ t m e n t : W a l l :FPOO5 Excavate &Shape Fish Passage 4 4 117 27SEP07 010CT07 i L S 7 E x ~ v a ~ &ShapeFish Passage

1035 Place RightWeir Riprap 5 4 137 27SEP07 020CT07 i '..' L S 7 P l a c ~ RightWeir ~ i p r a p :I -_ j . _ - _-t __- __ ' __ .1. .- . ! -' - .. ; - _ _-- - .i_ ..__ .. .__ ..) . .._- ...!.._- .. L ' L I : i ! ' I ! : ;)08 Drive Sheetpiling 2 4 117 02OCT07 030CT07 I I .'-" -- .--." '- - - . .- ...- ... -- .. .- ....., .. .- -;- ....-- ....- --r'-' "'-,-"'-"'- - ' . $ i D ~ i ~ ~ S " h ~ ~ p i l i ~ 9 f " - - I - - - - ..-.r-rP010 Build Fish Passage Berms 7 4 108 150CT07 22OCT07 LJ7auild I1sh Pa;Ssage a e r m ~ :l )15 PlaceGeotext ile,Bedd ing& Riprap 4 4 108 230CT07 260CT07 LSlPlaceGeotektile. Bedding & R i ~ rJ20 Place BoulderWeirs 5 4 108270CT07 01NOV07 i . L Y P l a c ~ B o u l c ~ e r W e i r s ' i

~ ~ - ~ - ~ - 5 - ~ - r - : - ~ - ~ - : - ; - ~ - ~ ~ ~ _ s ~ - ~ - ~ - ~ - : - ~ - : - s - f f i - ~ - d - a - m - - - - - - - - 4 - - 1 - ~ ~ - ~ - ~ 1 - 0 - ~ + ~ - ~ - O - V - ~ - ~ - - + ~ - ~ - ~ _ O - ~ - ~ - ~ - ~ ~ _ ~ ~ - ~ - ~ ~ - - . - ~ . _ ~ - i - - ~ L - - L - . - ~ - L - - ~ - - J - - ~ _ - " - - l - - - l - - l - - - J - - ~ - - t - - " - - - ; - - ~ - - t . - j - - L - - ~' (W 070 R ightW ei r& Fish Passage Complete 0 4 0 14MAR08 RightWeir & Fish PasJageCbmplete.: .:"Ll

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Lt Weir then RtWeirIntake DiversionDamBureau of Reclamation

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19.90 / 9 90

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1.960

1950

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SO SCAL c' O r FeETI" , ,0 , ..


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Intake Diversion Dam

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Transcript of Intake Diversion Dam