Bull Run Creek_No-3_Bridge_HydraulicsTSL_Report_Final.pdf

Memorandum Western Federal Lands Highway Division

610 E. Fifth Street Vancouver, WA 98661-3801

BULL RUN CREEK CROSSINGS NO. 3 BRIDGE

TSL HYDRAULICS REPORT, v 2

To: Craig Sanders, WFLHD Project Manager From: Sven Leon, P.E., WFLHD Hydraulics Engineer Date: March 25, 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 pulverized, compacted, and overlaid. Bull Run Creek culvert crossings 1 and 2 will be replaced with Aquatic Organism Passage (AOP) culverts. Bull Run Creek culvert crossings 3 and 4 will be replaced with bridges (Fig. 3). Boundary Creek 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 scour, skew angle, minimum low chord elevation, riprap erosion control, and abutment type recommendations for the Bull Run Creek Crossing No. 3 Bridge are presented.

Recommendations

Bridge Type, Size, and Location (Drawings H.50 and H.51)

• Minimum low chord elevation 4675.0 feet (project datum) (100-year water surface plus 3 feet freeboard for woody debris passage).

• Use spill-through abutments for minimizing foundation excavation.

• Locate new bridge on the existing road alignment.

• 20 feet channel bottom width.

• 2(h):1(v) channel side-slopes.

• 34 feet minimum distance between vertical abutment wall faces.

• Construct new channel extending 56 feet upstream and 61 feet downstream of bridge centerline.

• Shift new channel 10 feet west for improving channel alignment.

• Cross centerline channel with centerline road at station 375+49.85 feet (channel elevation 4668.8 feet).

• Angle between bridge centerline and channel centerline 25.7 degrees.

Memo to: Craig Sanders, WFLHD Project Manager March 25, 2022

• Riprap Class 4 (FHWA FP-14), method B, 4 feet thick, crest 4674.0 feet, bottom

4665.0 feet, 8 feet wide toe.

• 100-year and 500-year total scour elevation 4663.0 feet.

• Geosynthetic Reinforced Soil Integrated (GRS-IBS) abutment is appropriate for the site.

• Slope bridge deck 1.8 percent to the west and at least 2 percent to the north.

• Discharge stormwater runoff to the northwest bridge corner.

• Control erosion at the discharge point by installing 6 feet wide, 8 feet long, and 1 feet thick Class 1 riprap discharge apron.

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.

Divert stream flow as needed for installing bridge structure, riprap, conserved streambed material, and new stream channel. Full dewatering is required for placing bridge foundations and new stream channel.

Working in standing water is allowed for riprap placement if CO can verify installation is consistent with the plans. Work in flowing water is not allowed. Maintain structures and systems as needed for ensuring design efficiency. Remove all temporary flow barriers and diversion structures. Restore existing stream bottom, stream bank, and floodplain topography.

Temporary flow deflectors placed for isolating the work area and diverting the stream flow for lower flow periods, July 15 through October 15, must have a minimum height of 3 feet above the stream bottom, be stable assuming minimum 8 feet per second parallel flow, and have a minimum flow capacity equal to at least 50 cubic feet per second (cfs). Temporary flow deflectors placed for isolating the work area and diverting the stream flow for higher flow periods, October 16 to July 14, must have a minimum height of 4 feet above the stream bottom, be stable assuming minimum 10 feet per second parallel flow, and have minimum flow capacity equal to the 2-year discharge (152 cfs).

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.

Access for bridge 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 bridge work. Constructing the proposed bridge and in-stream work may require heavy track-mounted equipment operating on the stream bed, possibly in water up to 2 feet deep.

Before installing the flow deflectors, remove fish from the work area to the level and methods specified in the environmental permits.

Diversion sandbags can be filled with material mined from the floodplain if such material is replaced at end of the project. Small amounts of in-stream material can be moved to help seal and secure diversion structures.

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.

Operation and Maintenance

Riprap placed for controlling bank erosion should be inspected annually and after each extreme flood event. Replace or reposition dislodged stone. Water deflected around trapped woody debris could potentially dislodge riprap stone. The presence of woody debris trapped upstream, beneath, and downstream of the bridge should be inspected annually and after each extreme flood event. Remove woody debris as needed for maintaining flow conveyance capacity and preventing logs deflecting flow towards the riprap or abutments.

Site Conditions

The existing 84-inch by 120-inch corrugated metal pipe (CMP) arch culvert is approximately 3500 feet downstream of the Boundary Creek confluence with Bull Run Creek (Fig. 3). The stream is aligned approximately 30 degrees to the road (Photos 1 and 2). The left bank (looking downstream) of the channel upstream is misaligned approximately 10 feet west of the west culvert wall (Photo 3).

Embankment fill height over the culvert crown is approximately 2 to 3 feet (Photos 4 and 5). A non-natural boulder weir has been placed near the culvert outlet (Photo 5). The boulder weir backwaters the culvert and effectively controls the stream gradient. Existing culvert is corroded (Photo 6).

Abundant placer mine tailings are found in the Bull Run Creek valley floor extending from the road embankment to the north and south valley walls, upstream and downstream of the culvert site. The tailings top surface elevations are 4 to 6 feet higher than the adjacent channels (Photo 7).

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 18 to 20 feet (Photos 8, 9, and 10). Active channel depth is 1.5 feet. Flood-prone width is 60 to 80 feet.

Flood-prone depth is 3 feet. Channel gradient is approximately 1 to 2 percent. Pool-riffle is the dominant bed form. 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 11). 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. Floodplain is thickly vegetated with willow and other wetland plants (Photo 12). Floodplain flow roughness is expected to change with season leafing abundance, being higher in the summer and lower in the spring and early summer.

Hydrology

No USGS gage station data is available for the stream. 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 23.7 sq. miles, mean basin slope 13.4 degrees, mean January precipitation 3.27, mean minimum January temperature 18.7 degrees, and average soil depth 39.8 inches (Fig. 2). Mean annual precipitation for the project area is 27 inches. The watershed is entirely within the Umatilla National Forest and covered with 79 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 4660 to 8300 feet (NAD83/WGS84). Stream length is approximately 6 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.

The stormwater runoff analysis assumes all the bridge deck drainage sheet flows towards the northwest bridge corner. The stormwater is then discharged to a riprap splashpad and into an upland area away from the stream channel. Rational method was used for estimating design flowrates for the bridge deck drainage. The analysis assumes 10-year design flow, 0.9 runoff coefficient, 5-minute time-of-concentration, two 14 feet wide lanes, 60 feet long bridge, 1.8 percent longitudinal slope, and 2 percent pavement cross-slope. Intensity-duration-frequency-curves were generated with FHWA Hydraulic Toolbox, version 4.2. Precipitation frequency data was obtained from the NOAA Atlas 2 website for Oregon, Region 1 (latitude 44.789220°, longitude -118.387669°, and elevation 4660 feet).

Water Surface Elevations and Flow Velocities

Hydrologic Engineering Center River Analysis System (HEC-RAS 5.0.7) two-dimensional, unsteady flow model was used for estimating the proposed bridge water surface elevations, flow depths, and flow velocities. Terrain for the proposed bridge model was created by modifying existing ground topography obtained from project mapping to reflect the proposed bridge and road embankment. The model uses a mesh with 2 feet by 2 feet grid spacing extending 370 feet upstream and 400 feet downstream (Fig. 7).

Normal flow depth with 0.015 feet/feet friction slope was set for the downstream boundary condition.

Twelve-hour duration, 1-minute interval hydrograph was used for the upstream boundary condition. The hydrograph includes the 2, 10, 25, 50, 100, and 500-year flood flows. Manning’s Roughness Coefficients of 0.05 were selected for the main channel area. The overbank areas are densely vegetated with willow and alder shrubs. Peak flooding occurs in April, May, and June before the dense wetland vegetation on the floodplain is fully leafed. A Manning’s Roughness Coefficients of 0.08 was selected for the overbank areas. The model was calibrated with apparent bankfull and high-water levels determined in the field.

The model uses a 10 second computation interval, full momentum equation set, and 2-hour warmup time.

Flow depths, water surface elevations, and design flow velocities are summarized in Table 1 and Figures 4, 5, and 6.

Scour

A HEC-18 (5th ED., April 2012) scour analysis was completed using the HECRAS two-dimensional hydraulic model results (attached). The analysis includes contraction, pier, and abutment scour for the 100-year and 500-year flood events. Pier scour assumes the abutment riprap scour control is lost and the pile foundations are exposed to flow and perform as piers. Channel profile is controlled by the coarse cobble-boulder bed material and appears stable. Long-term channel degradation was assumed zero. Streambed material gradations were developed from visual observation of gravel bar and floodplain surfaces immediately upstream of the bridge. D50 is approximately 2 inches. D100 is approximately 12 inches. D15 is approximately 0.5 inches. Calculations assume 20-foot waterway width, spill-through abutments, and 20-degree flow impingement angle. Predicted scour is summarized in Table 1.

Geotechnical investigation results and boring data can be found in Geotechnical Memorandum 43-20 Preliminary Geotechnical Investigation Results, Aug. 28, 2020. Subsurface conditions were observed and documented in borings BH20-05 and BH20-06. Due to overhead utilities at this site both borings were located on the south side of the roadway (east and west banks of the channel). Between the two borings, loose to dense, poorly graded GRAVEL with clay and sand fill was observed from 7.0 feet (BH20-06) to

11.0 feet (BH20-05) BGS. In-situ loose to very dense, silty SAND (with and without gravel) was observed overlying extremely weak to moderately strong, silicic volcanic breccia rock between 17.7 feet (BH20-05) and 21.6 feet (BH20-06) depth. Groundwater was encountered about 7.6 feet BGS in BH20-05 and 7.0 feet in BH20-06; similar elevation of Bull Run Creek.

Riprap Sizing

Riprap erosion control was sized using the approach from USACE EM 1110-2-1601, June 1994. Based on the two-dimensional HECRAS modeling, maximum expected flow velocity at the downstream bridge face is approximately 8 feet/sec for the 100-year flood event (Fig. 4). A stability factor of 0.3 was used for angular rock. Specific gravity of the stone was assumed to be 2.65. Slope of finished riprap surface is 2(h):1(v). To account for unknown flow impingement angles caused by shifting debris and mid-channel sediment deposits, a design factor-of-safety of 1.5 was selected. Class 4 (FHWA, FP-14) riprap, minimum 4 feet thickness was selected. Riprap design assumes the riprap bottom elevation will be set equal to the spread footing bottom elevation.

Stream Impacts

The proposed bridge is expected to provide stream flow conveyance, sediment transport, and woody debris transport to a level that is like the adjacent natural stream. Existing culvert inhibits channel processes. 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 Limitations

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. Insurable structures are found 700 feet downstream of the bridge site.

The proposed bridge is not expected to impact flooding of private property.

attachments: Table 1 Figures 1 to 7 Photographs 1 to 12 Sheets H.50 and H.51 Peak Discharge Estimates Scour Analysis james.g.neighorn Cross-Out

HYDRAULIC & HYDROLOGIC SUMMARY Hydraulic Model: HECRAS 5.0

Flood Frequency Yr 2 10 25 50 100 500

Exceedance Probability % 50 10 4 2 1 0.2

Discharge - USGS Regression Equations cfs 152 272 355 411 467 604

Modeled Water Surface Elevation Elev 4671 4671.5 4671.7 4671.9 4672 4672.2

Elevation Datum Conversion Ft 0 0 0 0 0 0

Project Water Surface Elevation Elev 4671 4671.5 4671.7 4671.9 4672 4672.2

Clearance above WS Ft 4 3.5 3.3 3.1 3 2.8

Existing Water Surface Elevation Elev NA NA NA NA NA NA

Predicted Flood Rise Ft NA NA NA NA NA NA

Design Flow Velocity Ft/sec 6.5 7.6 8.1 8.4 8.6 9

Scour Base Elevation (Channel Thalweg) Elev 4668 4668

Contraction Scour Depth Ft 0 0

Stream Degradation Depth Ft 0 0

Left Abutment Scour Depth Ft 5.3 4.4

Right Abutment Scour Depth Ft 5.3 4.4

Total Left Abutment Scour Elevation ** Elev 4662.7 4663.6

Total Right Abutment Scour Elevation ** Elev 4662.7 4663.6

Pier Scour Depth Ft 2.2 2.5

Total Pier Scour Elevation ** Elev* 4665.8 4665.5

* or to bedrock when present.

** includes contraction and stream degradation scour.

Streambed material grain size (inches) D100/D85/D50/D15/D5 10 5 3 1

Scour Design Basis

Project Elevation Datum

RECOMMENDED SCOUR COUNTERMEASURES

Type

Top Elevation 4674.0 Slope (H:V) 2:1

Bottom Elevation 4665.0 Toe Width (Ft) 8.0

Thick (Ft) 4.0 Toe Thickness (Ft) 4.0

Riprap Design Basis

HEC-18

Project

Riprap, Class 4 (FHWA FP-14)

HEC-23

Table 1. Bridge Hydraulics & Scour Summary

1. USGS Regression Equations, “Estimation of Peak Discharges for Rural, Unregulated Streams in Western Oregon", USGS SIR 2005-5116, 2005.

Bull Run Creek No 3_Bridge-Hydraulics-Scour_Summary-2.xls

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

PROJECT 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

Bridge Location

Project Site Location

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

N

44.789220° / -118.387669°

FIGURE 3

GRANITE HILL ROAD

SITE LOCATION - NO. 3

0 200 feet

Bull Run Creek Crossing 3

HECRAS 5.0 - Two-Dimensional hydraulic model.

Flow Velocity (Feet/sec)

N

Design Value Location

FIGURE 4

BULL RUN CREEK #3 BRIDGE

100-YEAR FLOW VELOCITY

2-yr

500-yr100-yr 50-yr

25-yr 10-yr

0.5

1.5

2.5

Flow Depth (Feet)

N

Design Value Location

FIGURE 5

BULL RUN CREEK #3 BRIDGE

100-YEAR FLOW DEPTH

2-yr

500-yr

100-yr 50-yr

4670.5

4671.5

4672.5

Water Surface Elevation (Feet)

N

Design Value Location

FIGURE 6

BULL RUN CREEK #3 BRIDGE

100-YEAR WATER SURFACE

2-yr

500-yr

100-yr 50-yr

N

US Hydro Boundary

Mesh

FIGURE 7

BULL RUN CREEK #3 BRIDGE

HECRAS 2-D MODEL

DS Normal Depth Boundary

Photos - Granite Hill Road Bull Run Creek No. 3

PHOTO 1

PHOTO 2

PHOTO 3

9/24/2019

Culvert inlet.

Low cover over pipe. Channel aligned

30 degrees to roadway.

Culvert outlet.

Left bank of channel upstream approximately 10 feet west of the west culvert wall.

Low cover over pipe. Channel aligned

30 degrees to roadway.

Culvert inlet.

PHOTO 4

PHOTO 5

PHOTO 6

9/24/2019

Invert corroded and perforated.

Culvert inlet.

Low cover over pipe. Channel aligned

30 degrees to roadway. Stone headwall has displaced stone.

Downstream of culvert outlet.

Low cover over pipe. Boulder weir backwaters culvert and controls channel gradient.

Inside culvert.

PHOTO 7

PHOTO 8

PHOTO 9

9/24/2019

Active channel width 18 to 20 feet.

Banks stable. Pool-riffle dominant bed form. Boulder-cobble-gravel streambed material.

Active channel width 18 to 20 feet.

Banks stable. Pool-riffle dominant bed form. Boulder-cobble-gravel streambed material.

Bull Run Creek downstream of culvert.

Active channel width 18 to 20 feet.

Banks stable. Pool-riffle dominant bed form. Boulder-cobble-gravel streambed material.

Bull Run Creek upstream of culvert.

Bull Run Creek downstream of culvert.

PHOTO 10

PHOTO 11

PHOTO 12

9/24/2019

Active channel width 8 to 10 feet.

Banks stable. Pool-riffle and step-pool are the dominant bed forms. Boulder-cobble-gravel streambed material.

Bull Run Creek downstream of culvert.

Streambed material typically transported by stream flows. Tape 12 inches.

Bull Run Creek upstream of culvert.

Streambed material typically transported by stream flows.

Bull Run Creek downstream of culvert.

CALCULATIONS

Peak Discharge Scour Analysis

Sven.Leon Cross-Out

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