Bull Run Creek_No-4_Bridge_HydraulicsTSL_Report_Final.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

BULL RUN CREEK CROSSINGS NO. 4 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. 4 Bridge are presented.

Recommendations

Bridge Type, Size, and Location (Drawings H.52 and H.53)

• Minimum low chord elevation 4573.5 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.

• 26 feet channel bottom width.

• 2(h):1(v) channel side-slopes.

• 60 feet minimum distance between vertical abutment wall faces.

• Construct new channel extending 87 feet upstream and 72 feet downstream of bridge centerline.

• Angle between bridge centerline and channel centerline 54.9 degrees.

• Angle between bridge centerline and abutment face 30.0 degrees.

• Match flowline of new channel with existing channel flowline.

• Cross centerline channel with centerline road at station 494+94.0 feet (channel

Memo to: Craig Sanders, WFLHD Project Manager March 25, 2022 elevation 4564.5 feet).

• Riprap Class 4 (FHWA FP-14), method B, 4 feet thick, crest 4572.5 feet, bottom

4563.5 feet, 8 feet wide toe.

• 100-year and 500-year total scour elevation 4560.0 feet.

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

• Slope bridge deck 1.5 percent to the northwest and at least 2 percent to the east.

• Discharge stormwater runoff to the northeast 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 60 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 (190 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 600 feet upstream of the Granite Creek confluence with Bull Run Creek (Fig. 3). The stream is aligned approximately 42 degrees to the road (Photos 1 and 2). Embankment fill height over the culvert crown is approximately 2 to 3 feet (Photos 3 and 4). A large scour hole is observed at the outlet (Photos 2 and 4).

A non-natural large cobble-boulder weir has been placed spanning the stream channel 600 feet downstream of the culvert outlet (Photo 5). The weir constricts the channel, controls the stream profile, and effectively backwaters the bridge site. 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 20 to 26 feet (Photos 8, 9, and 10). Active channel depth is 2 feet. Flood-prone width is 80 to 100 feet.

Flood-prone depth is 4 feet. Channel gradient is approximately 1 to 2 percent. Pool-riffle is the dominant bed form. Cobble-boulder sills control the stream profile. Streambed material gradation measured by pebble count is D100 12 inches, D85 8 inches, D50 1 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 grass, 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 30.3 sq. miles, mean basin slope 13.5 degrees, mean January precipitation 3.31, mean minimum January temperature 18.7 degrees, and average soil depth 40.2 inches (Fig. 2). Mean annual precipitation for the project area is

26.7 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 4580 to 8300 feet (NAD83/WGS84). Stream length is approximately 8 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 northeast 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, 1.5 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 44.80775°, longitude -118.42481°, and elevation 4580 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 700 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 grass, 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 0.06 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 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 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 1 inches. D100 is approximately 12 inches. D15 is approximately 0.5 inches. Calculations assume 26-foot waterway width, spill-through abutments, and 20-degree flow impingement angle. Predicted scour is summarized in Table 1.

Geotechnical Memorandum 43-20 Preliminary Geotechnical Investigation Results, Aug. 28, 2020, was completed for the site. Subsurface conditions were observed in borings BH20-07 and BH20-08. Boring BH20-07 was located on the southeast creek bank and BH20-08 was placed on the northwest creek bank.

Roadway fill was observed to a depth of 0.75 feet (BH20-07) and 0.8 feet (BH20-08) and is a medium dense, poorly graded GRAVEL with clay and sand. It transitions to a loose, medium dense, clayey GRAVEL with sand to a depth of 7 feet BGS (BH20-07) and 8 feet BGS (BH20-08). In-situ soils observed below the roadway fill are similar in both borings. Boring BH20-07 has loose, poorly graded SAND with clay and gravel to a depth of 12.5 feet BGS, and then transitions to a loose, silty SAND to 15 feet BGS.

Underlying this material are very stiff, fat CLAY and SILT layers interpreted as completely weathered (to a residual soil) andesitic rock. More competent, but extremely weak to weak weathered andesitic rock was encountered approximately 53.5 feet BGS. Groundwater was observed and recorded at 8.4 feet BGS.

Boring BH20-08 has a soft SILT to 9.5 feet BGS, and transitions to a stiff, sandy SILT to 14.5 feet BGS.

Completely weathered rock was encountered between 14.5 and 18 feet BGS and is described as a stiff, sandy lean CLAY. From 18 to 31 feet BGS a very stiff, elastic SILT with sand was encountered before more competent, but extremely weak to weak, andesitic rock was encountered at a depth of 31 feet BGS.

Groundwater was observed and recorded at 10.8 feet depth.

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 upstream bridge face is approximately 9 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 600 feet upstream 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.52 and H.53 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 190 335 435 502 569 733

Modeled Water Surface Elevation Elev 4569.2 4569.8 4570.1 4570.3 4570.5 4571

Elevation Datum Conversion Ft 0 0 0 0 0 0

Project Water Surface Elevation Elev 4569.2 4569.8 4570.1 4570.3 4570.5 4571

Clearance above WS Ft 4.3 3.7 3.4 3.2 3 2.5

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 7.3 8 8.4 8.8 9.5

Scour Base Elevation (Channel Thalweg) Elev 4563 4563

Contraction Scour Depth Ft 0 0

Stream Degradation Depth Ft 0 0

Left Abutment Scour Depth Ft 2.7 3.1

Right Abutment Scour Depth Ft 2.7 3.1

Total Left Abutment Scour Elevation ** Elev 4560.3 4559.9

Total Right Abutment Scour Elevation ** Elev 4560.3 4559.9

Pier Scour Depth Ft 1.5 1.8

Total Pier Scour Elevation ** Elev* 4561.5 4561.2

* or to bedrock when present.

** includes contraction and stream degradation scour.

Streambed material grain size (inches) D100/D85/D50/D15/D5 12 8 1 0.5

Scour Design Basis

Project Elevation Datum

RECOMMENDED SCOUR COUNTERMEASURES

Type

Top Elevation 4572.5 Slope (H:V) 2:1

Bottom Elevation 4563.5 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 4_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

44.807836° / -118.422508°

Downstream Sill

FIGURE 3

GRANITE HILL ROAD

SITE LOCATION - NO. 4

0 200 feet

Bull Run Creek Crossing 4

HECRAS 5.0 - Two-Dimensional hydraulic model.

Flow Velocity (Feet/sec)

N

Design Value Location

FIGURE 4

BULL RUN CREEK #4 BRIDGE

100-YEAR FLOW VELOCITY

2-yr

500-yr 100-yr

50-yr 25-yr

10-yr

Flow Depth (Feet)

N

Design Value Location

FIGURE 5

BULL RUN CREEK #4 BRIDGE

100-YEAR FLOW DEPTH

2-yr

500-yr 100-yr50-yr25-yr

4568.5

4569.5

4570.5

4571.5

Water Surface Elevation (Feet)

N

Design Value Location

FIGURE 6

BULL RUN CREEK #4 BRIDGE

100-YEAR WATER SURFACE

2-yr

500-yr

100-yr 50-yr

25-yr

N

US Hydro Boundary

Mesh

FIGURE 7

BULL RUN CREEK #4 BRIDGE

HECRAS 2-D MODEL

DS Normal Depth Boundary

Photos - Granite Hill Road Bull Run Creek No. 4

PHOTO 1

PHOTO 2

PHOTO 3

9/24/2019

Low cover over pipe. Channel aligned

42 degrees to roadway.

Low cover over pipe. Channel aligned

42 degrees to roadway. Large scour hole.

Culvert inlet.

Culvert inlet.

Low cover over pipe. Channel aligned

42 degrees to roadway.

Culvert outlet.

PHOTO 4

PHOTO 5

PHOTO 6

9/24/2019

Invert corroded and perforated.

Culvert outlet.

Low cover over pipe. Channel aligned

42 degrees to roadway. Large scour hole.

Stream channel 600 feet downstream of culvert outlet.

Weir constricts the channel, controls the stream profile, and effectively backwaters the bridge site.

Culvert outlet.

PHOTO 7

PHOTO 8

PHOTO 9

9/24/2019

Bull Run Creek downstream of culvert.

Bull Run Creek upstream of culvert.

Active channel width 20 to 26 feet.

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

Bull Run Creek upstream of culvert.

Active channel width 20 to 26 feet.

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

Active channel width 20 to 26 feet.

Banks stable. Pool-riffle dominant bed form. Cobble-gravel streambed material. Placer mine tailings observed throughout floodplain.

PHOTO 10

PHOTO 11

PHOTO 12

9/24/2019

Floodplain densely vegetated with grass and willows.

Bull Run Creek downstream of culvert.

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

Bull Run Creek upstream of culvert.

Active channel width 20 to 26 feet.

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

Bull Run Creek upstream of culvert.

CALCULATIONS

Peak Discharge Scour Analysis

Sven.Leon Cross-Out

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