Bull Run Creek_No-2_AOP_Hydraulics_Memo_Final.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

BULL RUN CREEK NO. 2 FISH PASSAGE IMPROVEMENTS

AOP HYDRAULICS REPORT

To: Craig Sanders, WFLHD Project Manager From: Sven Leon, P.E., WFLHD Hydraulics Engineer Date: October 24, 2022 Project: Granite Hill Road Reconstruction – OR GRANT 24(2)

Background

Grant County (County), Oregon, is reconstructing 9.32 miles of the Granite Hill Road (CR 24) between the County boundary and Granite, Oregon (Fig. 1). The proposed work maintains current roadway widths. Ditch relief culverts will be added for improving drainage. Excavation and repair of localized subgrade areas will also be performed. The existing pavement will be rehabilitated. Culverts on Bull Run Creek will be replaced with bridges and Aquatic Organism Passage (AOP) culverts. Bull Run Creek No. 2 culvert will be replaced with an AOP culvert. The County maintains the road and drainage structures. Western Federal Lands Highway Division (WFLHD) is designing the road improvements.

Final recommendations for aquatic organism passage (AOP) culvert design at Bull Run Creek No. 2 are presented.

AOP Design Criteria

The new culvert replaces a 84-inch by 120-inch CMP arch. Bull Run Creek flows into Granite Creek, which is a tributary to the North Fork John Day River. The North Fork John Day River and many of its tributaries support federally listed Endangered Species Act (ESA) fish species. Bull trout, steelhead, and chinook are designated as critical habitat unit (CHU).

Fish passage is required by Oregon Revised Statute (ORS) 509.580, the ESA, and the Magnuson-Stevens Fishery Conservation and Management Act. The recommended fish passage crossings designs are consistent with requirements of the Standard Local Operating Procedures for Endangered Species (SLOPES). SLOPES requires Fish Passage Restoration actions to provide passage for adult and juvenile fish consistent with current NMFS fish passage criteria.

The proposed designs are consistent with the Streambed Simulation Design Method (NMFS Anadromous Salmonid Passage Facility Design, July 2011). This method provides a simplified design methodology that is intended to mimic natural upstream and downstream processes within the culvert. Fish passage, sediment transport, and debris conveyance within the culvert are designed to function as they would in the adjacent natural channel. Determination of the high and low fish passage design flows, water velocity, and water depth is not required for this method, since the stream hydraulic characteristics within the culvert are intended to mimic the stream conditions upstream and downstream of the crossing. The method utilizes streambed materials that are like the adjacent channel, providing similar channel complexity, flow depth, flow velocities, and resting areas.

Culvert Width: Minimum culvert bed width is 1.5 times the bankfull channel width.

Memo to: Craig Sanders, WFLHD Project Manager October 24, 2022

Channel Vertical Clearance: Clearance from bed to ceiling must be at least 6 feet to allow for construction access and debris removal.

Channel Slope: Reconstructed streambed within the culvert should approximate the average slope of the adjacent stream from approximately ten channel widths upstream and downstream of the culvert site, and should not exceed 6 percent.

Embedment: Bottom of the culverts should be buried into the streambed between 30 and 50 percent of the culvert height, and a minimum of 3 feet.

Maximum Length of Road Crossing: Length should be less than 150 feet.

Fill Materials: Fill materials are comprised of material similar in size composition to natural bed materials that form the natural stream channels adjacent to the road crossing. Larger material is added for assisting stream gradient retention and providing resting areas for migrating fish.

Water Depth and Velocity: Water depth and velocity in the culvert must closely resemble those existing in the adjacent stream.

Site Conditions

The existing 84-inch by 120-inch corrugated metal pipe (CMP) arch culvert is approximately 300 feet downstream of the Deep Creek confluence with Bull Run Creek (Fig. 3). A 14-foot span precast concrete AOP culvert installed by the US National Forest Service (USNFS) on NF-7370 is approximately 200 feet upstream Deep Creek. Another 14-foot span precast concrete AOP culvert installed by the USNFS on NF-7370 on Bull Run Creek is approximately 700 feet upstream of the project culvert (Photo 1).

The stream is aligned approximately 30 degrees to the road (Photos 2 and 3). Embankment fill height over the culvert crown is approximately 2 to 3 feet (Photos 4 and 5). A log sill and boulder weir have been placed near the culvert outlet (Photos 6 and 7). The sill and boulder weir backwaters the culvert and effectively controls the stream gradient. Existing culvert is corroded (Photo 8).

Abundant placer mine tailings are found in the Bull Run Creek valley floor extending from the road embankment to the south valley wall and upstream and downstream of the culvert site. The tailings top surface elevations are 4 to 6 feet higher than the adjacent channels.

Bull Run Creek is relatively stable. Plan form and channel characteristics are strongly influenced by the mine tailings. Both upstream and downstream the active channel width was measured at approximately 12 to 15 feet (Photos 9, 10, and 11). Active channel depth is 1.5 feet. Flood-prone width is 20 to 30 feet.

Flood-prone depth is 2.5 feet. Channel gradient is approximately 2 to 4 percent. Step-pool and pool-riffle are the dominant bed forms. Log sills and boulder sills control the stream profile. Streambed material gradation measured by pebble count is D100 12 inches, D85 8 inches, D50 2 inches, and D15 of gravel (Photo 12). The banks are moderately stable where vegetated. Bank erosion occurs where sediment and woody debris in the channel deflect stream flow towards an erodible bank. The bank toes tend to quickly armor, limiting the erosion extent. Woody debris and sediment plugs can force channel avulsions.

Based on potential flood depths and available wood, the stream can likely carry a large amount of small to moderate sized woody debris. Stream flow when fish passage is needed is often small. Smaller flows could submerge into excessive amounts of bed material or large stone placed inside the proposed culvert or at the outlet.

Recommendations:

Remove existing CMP arch culvert.

Install a precast concrete box culvert 56 feet long with 22.0 feet span and 9.0 feet rise (Sheets H.30 and H.31).

Align culvert centerline with road centerline 55 degrees.

Skew culvert end sections 30 degrees.

Bevel culvert end sections 1.2 degrees.

Install precast concrete wingwalls at the inlet and outlet, 12 feet long with 45-degree flare (relative to culvert centerline alignment).

Countersink culvert 3 feet and backfill with conserved streambed material.

Set culvert and interior channel grade to match the existing natural channel grade (2.1 percent).

Place 30-inch diameter minimum stones on the conserved streambed material for providing fish passage flow roughness.

Install cobble-boulder banks along both culvert walls, 3.5 feet wide, 1.5 feet high.

Install Class 3 riprap (FHWA FP-14) along wingwalls.

Set finished road grade surface elevation to 4842.4 feet at culvert and road centerline crossing.

Remove existing log sill and boulder weir near outlet for establishing uniform and unrestrained channel gradient.

Construct new 60-foot long outlet channel.

Construct new 45-foot long inlet channel.

Construct new channels with 15 feet bottom width and tie into existing banks and proposed culvert infill grading.

Seed and plant any disturbed areas with local native vegetation.

Construction

Work within the ordinary-high-water limits can only be performed between July 15 and August 15.

Construction is expected to take longer than 4 weeks for this and the other culverts and bridges. A time extension might be negotiated with the resource agencies. Higher stream flows can occur in early July.

Moving the start date up is not recommended. I recommend extending the ending beyond August 15.

Temporary flow defectors placed for isolating the work area and diverting the stream flow must have a minimum height of 3 feet above the stream bottom and be stable assuming 8 feet per second parallel flow.

Use plastic-lined channels or pipes for temporally conveying stream flow through the construction area.

Protect the outfalls from erosion. Fish passage downstream through the temporary flow diversions is required. Ensure fish can pass smoothly from the upstream diversion point to the downstream diversion point. Locate diversion points in the main stream channel. Fish passage upstream is not required.

Temporary flow diversions for Bull Run Creek in-stream construction during lower flow periods, July 15 through October 15, must have a minimum flow capacity equal to at least 30 cubic feet per second (cfs).

Temporary stream diversions in place during higher flow periods, October 16 to July 14, must have minimum flow capacity equal to the 2-year discharge (91 cfs). Before installing the flow deflectors, remove fish from the work area to the level and methods specified in the environmental permits.

Access for culvert installation work will be accomplished within the existing road embankment footprint.

Temporary access routes down and adjacent to the road embankments are needed for installing flow barriers and completing culvert, inlet, interior, and outlet work. Constructing the proposed culvert and in-stream work may require heavy track-mounted equipment operating on the stream bed, possibly in water up to 2 feet deep.

The State of Oregon and the U.S. Fish and Wildlife Service will restrict the release of turbidity from the work areas into the stream. The agencies require turbidity control and monitoring, and should be contacted for specific requirements and allowable discharge limits.

Stream Impacts

The proposed fish passage culvert is expected to provide stream flow conveyance, sediment transport, and woody debris transport to a level that is like the adjacent natural stream. The existing natural boulder and cobble sills limit any potential stream profile degradation. Some incision of the constructed channel and minor upstream head cutting is expected and should be encouraged.

A moderate amount of turbidity and sediment is expected to be released when the flow barriers are removed and stream flow is introduced into the newly constructed culvert. The amount of turbidity and sediment will be reduced by removing the flow barriers gradually introducing the stream flow over an extended two to three-hour time.

Floodplain and Flood-rise Impacts

The site is not mapped by the Federal Emergency Management Agency (FEMA) as being in a special flood hazard area. A detailed FEMA mapping study has not been completed for the site. No base flood elevations have been determined. There are no insurable structures near to the culvert site. The proposed culvert is not expected to impact flooding of private property.

Operation and Maintenance

Woody debris will tend to accumulate at the culvert inlet and inside the culvert. The County should inspect the culvert annually and remove any accumulated woody debris. Riprap placed at the culvert inlet and outlet should be inspected annually and after each extreme flood event. Replace or reposition dislodged stone.

Banks constructed in the culvert will likely scour away with heavy flooding. Boulders placed inside the culvert may move. Cobble and boulder sills will develop. Bank loss, boulder movement, or sill formation will not negatively affect fish passage performance.

Hydrology

Peak discharges were estimated using USGS regression equations from Estimation of Peak Discharges for Rural Unregulated Streams in Eastern Oregon (USGS Open File Report SW 06-001, 2006). USGS StreamStats (version 4.3.8) web-based application was used for delineating the watershed and calculating drainage area 14.5 sq. miles, mean basin slope 12.9 degrees, mean January precipitation 3.18, mean minimum January temperature 18.6 degrees, and average soil depth 41.2 inches (Fig. 2). Mean annual precipitation for the project area is 26.8 inches. The watershed is entirely within the Umatilla National Forest and covered with 82 percent forest. Clear-cut logging has occurred and can occur in the future.

No flow diversions or lakes occur. The drainage areas are steeply mountainous with moderately incised drainages. Elevations range from 4860 to 6840 feet (NAD83/WGS84). Stream length is approximately 5 miles. Assuming Bull Run Creek No. 1 is also replaced, total stream length is approximately 13 miles.

Low stream flow periods occur from late July through late October. Higher flows occur with heavy rain, rain-on-snow, and snow melt in November through early July. Peak discharges estimates are presented in Table 1.

Cold stream water is found in the reaches upstream of the road embankment. To survive and thrive, salmonids must be able to access this cold water refugia at all life stages and stream flows. The project allows full access to this critical cold water refugia.

Culvert Hydraulics

Initial flow depths and average velocities for the new outlet channel and the channel inside the culvert were calculated with FHWA Hydraulic Toolbox, version 4.2, open-channel flow calculator. Bull Run Creek calculations assumed 15 feet channel bottom width, 1:1 sides slopes, 2.1 percent channel slope, and

0.050 Manning’s Roughness coefficient. The Manning’s Roughness coefficient was iterated until a Froude number of 1.0 was achieved for the 2-year discharge. This represents the minimum energy for the stream and the channel inside the culvert and models the turbulent nature of natural steep-gradient, cobble-bedded streams.

Hydrologic Engineering Center River Analysis System (HEC-RAS 5.0.3) two-dimensional, unsteady flow model was used for estimating the proposed culvert water surface elevations, flow depths, and flow velocities. Terrain for the proposed culvert model was created by modifying existing ground topography and bathymetry obtained from project mapping to reflect the proposed culvert span, length, and channel grading. The model uses a mesh with 3 feet by 3 feet grid spacing extending 150 feet upstream and 150 feet downstream Bull Run Creek (Fig. 7). Normal flow depth with 0.02 feet/feet friction slope was set for the downstream boundary condition. Thirteen-hour duration, 1-minute interval hydrographs were used for the upstream Bull Run Creek boundary conditions. The hydrographs include the 2, 10, 25, 50, 100, and 500-year flood flows. The model was calibrated with apparent bankfull and high-water levels determined in the field. A Manning’s Roughness Coefficients of 0.050 was selected for the main channel area. Peak flooding occurs in May, June, and early July before the dense wetland vegetation on the floodplain is fully leafed. A Manning’s Roughness Coefficients of 0.08 was selected for the floodplain and island areas. The model uses a 6 second computation interval, full momentum equation set, and 2-hour warmup time. Flow depths, water surface elevations, and design flow velocities are summarized in Figures 4, 5, and 6.

attachments: Table 1 Figures 1 through 7 Photographs 1 to 12 Drawings H.30, H.31, H.12, H.13, H.14, and channel profile Cost Estimate Peak Discharge Estimates james.g.neighorn Cross-Out james.g.neighorn Cross-Out

Drainage

Location Area (mi2) 2 5 10 25 50 100 500

Bull Run No. 1 7.52 57 NA 105 138 161 184 241

Bull Run No. 2 14.5 91 NA 164 215 249 283 367

Bull Run No. 3 23.7 152 NA 272 355 411 467 604

Bull Run No. 4 30.3 190 NA 335 435 502 569 733

Boundary Creek 4.41 41 NA 79 105 123 141 186

Notes:

NA = Not analyzed.

1. Estimation of Peak Discharges for Rural, Unregulated Streams in Eastern Oregon (Open

File Report SW 06-001, 2006).

Table 1. Peak Discharges (ft3/sec)

Recurrence Intervals (years)

Culvert Location

Bridge Location

Project Site Location

Image from Google Earth Pro, image date 6/12/2015

N

Bull Run Creek 4

FIGURE 1

GRANITE HILL ROAD

SITE LOCATION

0 2 miles

Start Project

Boundary Creek

Bull Run Creek 1Bull Run Creek 2

Bull Run Creek 3

End Project

Image from Google Earth Pro, image date 6/12/2015.

N

FIGURE 2

GRANITE HILL ROAD

DRAINAGE AREA

0 2 miles

Bull Run Creek 4

- 30.3 sq. miles

Bull Run Creek 3

- 23.7 sq. miles

Bull Run Creek 2

- 14.5 sq. miles

Bull Run Creek 1

- 7.5 sq. miles

Boundary Creek

- 4.4 sq. miles

Image from Google Earth Pro, image date 6/12/2015.

Culvert Site

FIGURE 3

GRANITE HILL ROAD

BULL RUN CREEK NO. 20 200 feet

NF-7370

HECRAS 5.0.7 - Two-Dimensional hydraulic model.

Flow Velocity (Feet/sec)

N

Design Value Location

FIGURE 4

GRANITE HILL ROAD

100-YEAR FLOW VELOCITY

2-yr

500-yr

100-yr 25-yr

10-yr

50-yr

0.5

1.5

2.5

Flow Depth (Feet)

N

Design Value Location

FIGURE 5

GRANITE HILL ROAD

100-YEAR FLOW DEPTH

2-yr

500-yr

100-yr 50-yr

25-yr

4834.5

4835.5

4836.5

Water Surface Elevation (Feet)

N

Design Value Location

FIGURE 6

GRANITE HILL ROAD

100-YEAR WATER SURFACE

2-yr

500-yr

100-yr 50-yr

25-yr

US Hydro Boundary

Mesh

FIGURE 7

GRANITE HILL ROAD

HECRAS 2-D MODEL

DS Normal Depth Boundary

Photos - Granite Hill Road Bull Run Creek No. 2

PHOTO 1

PHOTO 2

PHOTO 3

9/24/2019

Low cover over pipe. Channel aligned

30 degrees to roadway. Culvert backwatered by boulder weir.

Low cover over pipe. Channel aligned

30 degrees to roadway.

Culvert outlet.

USNFS NF-7370 AOP culvert on Bull

Run Creek.

Precast concrete culvert has 14-foot span.

Culvert inlet.

PHOTO 4

PHOTO 5

PHOTO 6

9/24/2019

Log sill and boulder weir backwaters culvert and controls channel gradient.

Culvert inlet.

Low cover over pipe. Channel aligned

30 degrees to roadway. Stone headwall has displaced stone.

Culvert outlet.

Low cover over pipe. Channel aligned

30 degrees to roadway. Culvert backwatered by boulder weir.

Downstream of culvert outlet.

PHOTO 7

PHOTO 8

PHOTO 9

9/24/2019

Active channel width 12 to 15 feet.

Banks stable. Step-pool and pool-riffle dominant bed form. Cobble-gravel streambed material.

Culvert invert.

Invert corroded and perforated.

Boulder weir downstream of culvert outlet.

Bull Run Creek upstream of culvert.

Log sill and boulder weir backwaters culvert and controls channel gradient.

PHOTO 10

PHOTO 11

PHOTO 12

9/24/2019

Active channel width 12 to 15 feet.

Banks stable. Step-pool and pool-riffle dominant bed form. Cobble-gravel streambed material.

Bull Run Creek downstream of culvert.

Streambed material typically transported by stream flows.

Bull Run Creek upstream of culvert.

Active channel width 12 to 15 feet.

Banks stable. Step-pool and pool-riffle dominant bed form. Cobble-gravel streambed material.

Bull Run Creek downstream of culvert.

.3

Project: File:

Desc: By:

Region: 4 Date:

Exceed Eq:

Prob. K a b c d e

0.50 1.051 0.8723 -0.8984 2.381 2.169 -1.257 Source:

0.10 28.15 0.8509 -0.8835 1.857 1.981 -1.665

0.04 58.27 0.8445 -0.8857 1.699 2.043 -1.782

0.02 83.98 0.8407 -0.8904 1.610 2.117 -1.865

0.01 109.20 0.8375 -0.8971 1.538 2.205 -1.941 Culvert Type HW/D K M a

0.002 152.80 0.8316 -0.9183 1.416 2.449 -2.097 CMP Projecting 1.0 0.5 0.667 2.827

Mean Mean Estimated Discharge (Q) Min.

Drain. WS Jan Min Soil Exceedance Probability Culvert

Station Area Slope P Jan T Depth 0.50 0.10 0.04 0.02 0.01 0.002 Dia

(sq mi) (deg) (in) (deg F) (in) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft)

7630 22.6 5.28 23.1 50.7 48.6 42.1 40.5 40.1 40.5 41.3 44.2

Minimum 1.7 5.35 1.37 16.4 21.3

7.52 11.3 3.14 18.8 41.3 57 105 138 161 184 241 6

14.50 12.9 3.18 18.6 41.2 91 164 215 249 283 367 7

23.70 13.4 3.27 18.7 39.8 152 272 355 411 467 604 8

30.30 13.5 3.31 18.7 40.2 190 335 435 502 569 733 9

4.41 17.2 3.54 18.4 33.2 41 79 105 123 141 186 5

0.2 11.0 3.20 18.8 33.2 3 7 10 12 14 20 2

0.6 11.0 3.2 18.8 33.2 9 18 25 30 35 48 3

0.9 11.0 3.2 18.8 33.2 13 27 36 43 51 69 3

1.2 11.0 3.2 18.8 33.2 17 35 47 56 66 89 4

1.6 11.0 3.2 18.8 33.2 20 42 57 68 80 109 4

1.9 11.0 3.2 18.8 33.2 24 50 67 80 94 127 4

2.5 11.0 3.20 18.8 33.2 31 63 85 101 118 160 5

Notes:

a = ((HW/D)/K)^(1/M) 1 No entry for Region 1

K = Constant from Table 9, HDS-5 https://pubs.usgs.gov/sir/2005/5116/pdf/sir2005-5116.pdf

M = Constant from Table 9, HDS-5

D = [Q/(0.7844x(1/K^1/M))]^.4 from HDS-5, equation 27. Assumes HW/D < 1.2 ,unsubmerged.

FLOOD DISCHARGE ESTIMATES

UNGAGED OREGON SITES

Boundary Creek

General Minor

Estimation of Peak Discharges for Rural, Unregulated Streams in Eastern Oregon

(Open File Report SW 06-001, 2006).

Maximum

Bull Run No. 1

Bull Run No. 2

Bull Run No. 3

Bull Run No. 4

OR GRANT 24(1) - Granite Hill Road Reconstruction reg-spec2019.xls

Culvert replacement analysis S. Leon

7/22/2019

Coefficients Q = KA^a (I24-2)^b (MxJan)^c (SoilC)^d

(SoilP)^e

Project: File:

Desc: By:

Region: 4 Date:

FLOOD DISCHARGE ESTIMATES

UNGAGED OREGON SITES

OR GRANT 24(1) - Granite Hill Road Reconstruction reg-spec2019.xls

Culvert replacement analysis S. Leon

7/22/2019

0.2 0.6 0.9 1.2 1.6 1.9 2.5

C u lv e rt

D ia m e te r (f t)

D is c h a rg e c fs

Drainage Area (sq. mile)

Q vs DA Dia. vs DA

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