63-mp16-6_Sky_AOP_Hydraulics_Memo_combined-1.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

MT. BAKER FISH PASSAGE IMPROVEMENTS

FSR 63 MP 16.6 AOP HYDRAULICS REPORT

To: Matthew Miller, WFLHD Project Manager From: Sven Leon, P.E., WFLHD Hydraulics Engineer Date: February 15, 2018 Project: Skykomish ERFO – WA EFRO 2016(1)-20(2)

Background

The Forest Service (FS) is replacing a failed culvert on forest service road (FSR) 63 at mile post (MP) 16.6, Mt. Baker National Forest, Snohomish County, Washington (Fig. 1). The Forest Service will maintain the new structure. Western Federal Lands Highway Division (WFLHD) is designing the replacement structure. Recommendations for the proposed aquatic organism passage (AOP) structure design are presented.

AOP Design Criteria

Forest Service biologists confirmed FSR 63 MP 16.6 crossing requires an AOP structure (47.9105/- 121.3138, NAD1983). The crossing is located on an unnamed tributary to the North Fork Skykomish River. This unnamed tributary provides rearing habitat for steelhead trout and bull trout, federally listed Endangered Species Act (ESA) anadromous fish species. Cutthroat trout may be present. Constructing passable structures at this location will allow their passage to critical habitat.

Fish passage is required by Washington Administrative Code (WAC) 220-660-190, the Endangered Species Act (ESA), and the Magnuson-Stevens Fishery Conservation and Management Act. The recommended fish passage crossing design is consistent with requirements of the Aquatic Restoration Biological Opinion II (ARBOII).

The proposed AOP structure has been designed per Stream Simulation: An Ecological Approach to Providing Passage for Aquatic Organisms at Road-Stream Crossings (USDA-Forest Service 2008). 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.

The following requirements have been incorporated into the AOP design:

Flood Conveyance: Culvert capacity exceeds the 100-year recurrence flood without roadway overtopping.

Culvert Width: Must accommodate the design channel bankfull width plus additional width for construction of stable bank rocks along both sides of the channel inside the culvert. The minimum culvert

Memo to: Matthew Miller, WFLHD Project Manager February 15, 2018 bed width is 1.3 times the bankfull channel width for non-entrenched streams. For entrenched streams (entrenchment ratio < 1.4) the minimum width is bankfull channel width plus room for natural channel banks.

Channel Vertical Clearance: Clearance from bed to ceiling must be at least 5 feet to allow for ease of construction, maintenance, 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 deviate by more than 1%.

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.

FSR 63 MP 16.6 AOP Culvert

The stream at this crossing location is a tributary to the North Fork Skykomish River. The stream crossed Forest Road 63 through an existing 9-foot wide by 5-foot high pipe arch culvert which is located approximately 0.15 miles northwest from the confluence with the North Fork Skykomish River. Heavy rains during the winter of 2016 resulted in a large landslide approximately 0.7 miles upstream of the crossing (Fig. 2). The landslide sent a large amount of sediment and debris into the stream channel. High flows carried the slide material downstream causing the channel to aggrade and avulse depositing material across 60 to 80 feet of the valley floor. The existing culvert inlet was completely plugged by deposited material and wood debris. Flows overtopped the road and washed out the embankment north of the culvert. The stream now flows along the north side of the culvert.

Downstream of the crossing the channel has deposited material over a wider area of 80 to 100 feet. The stream flows over a large log buried within the deposited material approximately 250 feet downstream of the crossing. This has created a 6-foot water fall (or nick-point). There is a likely potential for the stream to erode around or under the log. This will allow the nick-point and channel degradation to migrate upstream to the culvert crossing over time. Downstream of the log the stream splits into multiple braided channels just before entering the North Fork Skykomish River.

Due to the excessive amount of recent deposition across the valley floor, streambanks are poorly defined.

The stream is in the process of downcutting and forming a single low flow channel. Very little references remain for accurate measurements of bankfull widths. Vegetation and bank features which remained intact upstream of the crossing (see Appendix, photos 7 and 8) suggest that the natural bankfull width may range between 14.5 to 18.5 feet with a channel slope around 14 and 16 percent. The channel depth is 18 to 24 inches. Step pool and cascade is the dominant bed form. Boulder, cobble, and gravel is the dominant bed material. Streambed gradation was measured by digital pebble count using FHWA Hydraulic Toolbox, version 4.2, and processing digital-scaled photographs at seven stream locations.

Resulting gradation is D100 18 to 24 inches, D85 8 to 12 inches, D50 4 to 6 inches, and D15 2 to 3 inches (Fig.3).

Based on observed post flood conditions, the stream can likely carry a large amount of small to moderate sized woody debris. Stream flow when fish passage is needed will be low. Smaller flows could submerge within the natural channel where larger loose material has been deposited. To avoid creation of similar low flow subsurface conditions, material placed within the proposed culvert and outlet will need to avoid excessive amounts of oversized loose bed material or large stone. Continued aggradation should be expected as the stream erodes, reforms its natural bankfull channel, and transports material from upstream. Additional debris flows during large flood events can be expected due to the remaining unstable slopes and large amount of unvegetated loose deposited material remaining upstream from the site.

Recommendations:

Install new culvert on existing culvert alignment.

Install a 20-foot long, precast concrete box culvert with 20-foot span and 16-foot rise (Sheet C.3).

To maximize capacity for flow and debris conveyance and accommodate channel aggradation, set culvert crown as high in the road prism as possible (elevation 3004.4 feet, project datum).

Place culvert floor at elevation 2988.4 feet (project datum).

Maximizing clearance for debris passage and maintenance access by installing culvert flat.

Place conserved streambed material inside the culvert matching the gradation of the natural streambed material upstream.

Slope the channel surface to match upstream gradient (15 percent).

Construct a defined flow channel 12 feet wide at the bottom and 18 inches deep (Sheet C.4).

Construct the flow channel banks from coarser gravel, gobble, and boulder material.

Install nine boulders, approximately 30 inches in diameter, as shown on Sheet H.24 for inducing channel migration and providing low velocity fish resting areas.

Install 16 feet long precast concrete headwalls at the culvert inlet (bottom elevation 2987.4 feet, project datum) (Sheets C.4 and C.7).

Install 24 feet long precast concrete headwalls at the culvert outlet (bottom elevation 2985.4 feet, project datum).

Angle the wingwalls 45 degrees to the culvert centerline.

Install Class 3 riprap (FHWA FP-14), minimum 3 feet thick, at the inlet and outlet for controlling road embankment erosion near the headwalls (Sheets C.4 and C.6).

Install Class 1-C nonwoven geotextile (FHWA FP-14) under the riprap.

Shape new channel approximately 30 lineal feet immediately upstream and 60 lineal feet immediately downstream for aligning the culvert channel with the natural channel.

Remove debris from channel 60 feet upstream of inlet (Sheet C.3).

Seed and plant any disturbed areas with local native vegetation.

Raise road profile 3 feet for accommodating proposed culvert design.

Construction

Work within the ordinary-high-water limits can only be performed between August 1 and February 28.

Temporary flow deflectors 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 and 2 feet maximum water depth. 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. Assuming in-stream construction occurs August 1 to October 15, temporary flow diversions must have a minimum flow capacity equal to 40 cubic feet per second (cfs).

Temporary stream diversions in place October 16 through February 28 must have minimum flow capacity equal to the 2-year discharge (102 cfs). Before installing the flow deflectors, remove fish from the work area to the level and methods specified in the environmental permits.

Vehicular traffic will not be maintained through the work site. Full construction area dewatering is expected up to the groundwater level for excavation and installing the culvert, streambed material, backfill, and riprap. Water pumped from work area must be discharged at an upland area near the site.

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

Temporary access route adjacent to the road embankment is needed for installing flow barriers, removing the channel debris, 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 Washington 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 dramatically improve stream flow conveyance, sediment transport, and woody debris transport to a level that is similar for adjacent natural streams. Both channel incision and aggradation is expected upstream, inside, and downstream of the proposed fish passage culvert.

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.

Operation and Maintenance

Woody debris will tend to accumulate more frequently at the culvert inlet and inside the culvert barrel.

The FS should increase the frequency of culvert inspection and woody debris removal. Stream degradation is not expected to negatively impact culvert structure or performance. Stream aggradation could reduce the culvert hydraulic capacity. Remove sediment from the upstream channel, inside the culvert, the downstream channel when there is less than 5 feet of clearance between the stream bottom and culvert crown at the inlet. Riprap placed at the culvert inlet and outlet should be inspected annually and after each extreme flood event. Replace or reposition dislodged stone.

Floodplain and Flood-rise Impacts

Flood limits and elevations have not been mapped by the National Flood Insurance Program for the site.

The proposed culverts will improve hydraulic conveyance and is not expected to impact flooding at the site.

Hydrology

The USGS StreamStats (version 4) web-based application was used for delineating the watershed and calculating drainage area (0.5 sq. miles), mean basin elevation (3820 feet), canopy cover (63 percent), and mean annual precipitation (158 inches). Peak discharges were estimated with StreamStats using USGS regression equations from Magnitude and Frequency of Floods in Washington (USGS WRIR 97-4277).

Watershed is entirely within Region 2 for the USGS regression equations. The watershed is mostly heavily forested (Fig. 2). Small areas of bedrock and talus are found at the higher elevations. Talus fields can contribute sediment to the stream channel. Clear-cut logging has occurred and can occur in the future. No flow diversions or lakes occur. The drainage area is steeply mountainous with moderately incised drainages. Area with slopes greater than 30 percent is 96.6 percent. Elevations range from 1870 to 5380 feet (NAD83/WGS84). Peak discharges estimates are presented in Table 1.

Dominant flooding is from snow melt. Larger floods typically occur in April, May, and June. Rain-on-snow flood events occur in October, November, and December. Lowest flows occur in July, August, and September.

Culvert Hydraulics

Water surface profiles and culvert capacities were estimated using the FHWA Culvert Hydraulics Analysis Program, HY-8, version 7.5 (results attached). Floods larger than the 2-year were analyzed assuming culvert slope of 15 percent and Manning’s Roughness coefficient of 0.095. Headwater depths are shown on Table 1.

Flow depths and average channel velocities inside the proposed culverts for up to the 2-year peak discharge were estimated with the FHWA Hydraulic Toolbox, version 4.2, open-channel flow calculator.

The calculations assumed 12 feet channel bottom width, 1:1 sides, and 15 percent channel slope. 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. A Manning’s Roughness coefficient of 0.095 was selected. Average channel flow velocities inside the culverts are presented in Figure 4.

attachments: Table 1 Figures 1, 2, 3, and 4 Photographs 1 to 9 Drawings C.3, C.4, C.6, C.7, and H.24 Peak Discharge Estimates HY-8 Calculations Hydraulic Toolbox Calculations Channel Profile

Drainage

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

Culvert Peak Q (cfs) 0.50 102 NA 200 255 307 349 477

Water Elev. at Inlet (ft) 2,999.8 NA 3,000.4 3,000.7 3,001.0 3,001.2 NA

Clearance at Inlet (ft) 4.6 NA 4.0 3.7 3.4 3.2 NA

Water Depth at Inlet (ft) 1.1 NA 2.0 2.3 2.6 2.8 NA

Notes:

1. USGS - USGS Regression Equations, “Magnitude and Frequency of Floods in Washington”, WRIR 97-4277, 1998.

NA = Not analyzed.

Table 1. Peak Discharges (ft3/sec) and Water Depths at Inlets

Recurrence Intervals (years)

Image date: 7/23/2017

Project AOP Culvert Site Location

Project Area Location

Map printed from National Geographic TOPO

MP 16.6

N

N o rt h

F o rk S ky ko m is h R iv er

FIGURE 1

FSR 63 MP 16.6 - AOP CULVERT

SITE LOCATION

MP 17.2

1000 feet0

Map printed from Google Earth, Image date 7/23/2017.

MP 16.6

N

DA = 0.5 sq. mi.

FIGURE 2

FSR 63 MP 16.6 - AOP CULVERT

DRAINAGE AREA

MP 17.2

0 2000 feet

DA = 0.58 sq. mi.

FIGURE 3

FSR 63 MP 16.6 - AOP CULVERT

STREAMBED GRADATION

FIGURE 4

FSR 63 MP 16.6 - AOP CULVERT

2-YEAR FLOW VELOCITY

Photos

PHOTO 1

PHOTO 2

PHOTO 3

2/13/2018

FSR 6300 MP 16.6

Culvert completely plugged with debris.

The inlet is crushed.

No flow through the 9' x 5' pipe arch culvert. The stream runs across the road and along the north side of the culvert.

Culvert interior.

Culvert Inlet.

Inlet completely burried with debris and roadway washed out.

Culvert outlet.

PHOTO 4

PHOTO 5

PHOTO 6

2/13/2018

FSR 6300 MP 16.6

A large log, approximately 250 feet downstream of the culvert, forms a nick-point with 6 foot drop. Flow splits into multiple braided channels 70 feet downstream of the log.

Channel upstream of culvert.

Material from a large landslide 0.7 miles upstream was tranported and deposited over the valley bottom. Channel has aggraded spreading material over a 70 foot wide path immediately upstream of the culvert.

Channel downstream of culvert.

Aggradation downstream of the culvert.

Log downstream of the culvert.

PHOTO 7

PHOTO 8

PHOTO 9

2/13/2018

FSR 6300 MP 16.6

Looking south along the road at the culvert.

Bankfull width measured 335 feet upstream of the culvert.

Vegetation which remained at this location suggessts a bankull width of

18.5 feet or less for a channel reach with an approximate slope of 16%.

Bankfull width measured 380 feet upstream of the culvert.

Roadway washed out above culvert.

Due to excessive deposition across the valley floor, very little references remained for accurate measurements of bankfull widths. Vegetation which remained at this location suggests a bankfull width of 14.5 feet or less for a channel reach with an approximate slope of 14%.

CP

Flow

LCExisting road locate as needed

Temporary flow barrier, Flowline material

Conserved streambed

Match existing stream bottom

Elev 3006.4'

(L=20') concrete box culvert

New 20' x 16' precast

0.15 Ft/Ft

Elev 2987.4' transition to existing stream channel shape and locate for smooth

New stream channel CL, 30 L.F., LC

LC

locate as needed

Temporary flow barrier, grade contour

Existing

Placed riprap, class 3

Existing road

New culvert

Placed riprap, class 3

(L-20') concrete box culvert

New 20' x 16' precast

Elev 3006.4'

Elev 2994.4'

Elev 2998.4'

N

(L-24')New precast wingwall

PIPE INLET OUTLET

FISH SPECIES:

INSTREAM WORK WINDOW: 7/1- 9/15

ACTIVE CHANNEL WIDTH: 15 feet

LENGTH: 20 feet

INFILL TYPE: SBM

SPAN: 20'-0"

FLOWLINE SLOPE: 0.15 ft/ft

TYPE: Conserved

INV N/E/EL: 2988.4 INV N/E/EL: 2988.4

HYDRAULIC INFORMATION

100 100

OHW : 1.5 feet

HW : 3.0 feetQ : 349 cfs

PIPE SLOPE: 0.0 ft/ft

RISE: 16'-0"

SCALE IN FEET

0 1010 20 25

PLAN & PROFILE

AOP CULVERT

FSR 63 MP 16.6Q : 102 cfs TYPE: Concrete Box Culvert

WALL THICKNESS: 12 in

BEVEL: None BEVEL: None

LOWER BEVEL HEIGHT: None LOWER BEVEL HEIGHT: None

HEADWALL: Precast Concrete HEADWALL: Precast Concrete transition to existing stream channel shape and locate for smooth

New stream channel CL, 60 L.F., New precast wingwall (L-16') locate as needed

Temporary flow barrier, 0 10 20 30 40 50 60 7060 50 40 30 20 1070

8090100110120130140150 80 90 100 110 120 130 140 150

Station 12+65.7 locate as needed

Temporary flow barrier, Existing stream bottom

0.11 Ft/Ft

0.18 Ft/Ft

BURIAL DEPTH: 10 feet BURIAL DEPTH: 7 feet

135°

10'-0"

'-0

'-0

100-yr WS profileNew stream channel FL, 60 L.F.

20' x 60' x 4'

Remove channel debris, 20' x 60' x 4'

Remove channel debris, New stream channel CL, 60 L.F.

Elev 2985.4'

New precast wingwall (L-24')

New precast wingwall (L-16')

New channel bottom edge

Existing channel edge

New channel bottom edge

Existing channel edge

C.3

STATE PROJECT

NUMBER

SHEET

I n t_ ft

D c m y fi le s p w p r o d u c ti o n d F S

R

A O

P

C u lv e r t_

L O

C

M tB a k e r E

R F

O .d g n

WA FS ERFO 2016(1)-20(2)

A

M

N o v e m b e r

C h e c k e d b y

D e s ig n e d b y S v e n L e o n

CULVERT INLET

CULVERT OUTLET

TYPICAL CULVERT CHANNEL

Placed riprap, class 3 concrete box culvert

New 20' x 16' precast Flowline

Elev 3005.4' material

Conserved streambed

Existing grade, upstream

2-yr WS

Floor elev 2988.4'

Elev 2987.4'

TOW, elev 3006.4'

Elev 2998.4'

100-yr WS

Raise existing road surface 2.5' transition to existing stream channel shape and locate for smooth

New stream channel surface, Placed riprap, class 3 concrete box culvert

New 20' x 16' precast Flowline

Elev 3005.4' material

Conserved streambed

2-yr WS

Floor elev 2988.4'

Elev 2985.4'

TOW, elev 3006.4'

Elev 2994.4'

100-yr WS

Raise existing road surface 2.5' transition to existing stream channel shape and locate for smooth

New stream channel surface, New precast wingwall (L-16')

New precast wingwall (L-24')

Existing grade, downstream

ELEVATIONS

AOP CULVERT

FSR 63 MP 16.6

5'-0"

5'-0"

Channel bottom edge

Channel bottom edge

Precast cutoff wall Remove existing 108" CMP

Remove existing 108" CMP

12'-0"

15'-0"2'-6"

2'-6"

C.4

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d F S

R

A O

P

C u lv e r t_

L O

C

M tB a k e r E

R F

O .d g n

WA FS ERFO 2016(1)-20(2)

A

N o v e m b e r

C h e c k e d b y

D e s ig n e d b y S v e n L e o

Not to scale.

Varies

DETAILS

BOX CULVERT RIPRAP

Flow

ITEM NO. DESCRIPTION UNIT QUANTITY

25101-0300

20701-0200

Placed riprap, method A, class 3

Separation- stabilization geotextile, class 1, type C

CY

SQYD

RIPRAP QUANTITIES

C.6

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c f.

d g n

WA FS ERFO 2016(1)-20(2)

P

F e b r u a r y

C h e c k e d b y

D e s ig n e d b y

SECTION A-ATYPICAL CULVERT PLAN

Varies bank top Stream bank top Stream

Proposed road grade headwall Box culvert

Wingwall footing

Wingwall top

A

A outside face Wingwall

Wingwall inside faceWingwall inside face

Stream bank toe

Stream bank toe wall Box culvert

NOTE:

NO SCALE

5'-0"

5'-0"

'-0

"5 " 5

'-0

5'-0"

Geotextile, class 1, type C

Geotextile, class 1, type C

Placed riprap, class 3

Culvert & streamLC Culvert & streamLC

Placed riprap, class 3

Placed riprap, class 3 transition to existing bank top and toe.

1. Place conserved streambed material over riprap as needed for

" (min.)2 12'-6

1'-3" (min.)

ty p

STRUCTURAL DETAILS

BOX CULVERT

C.7

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d C .7 B o x

C u lv e r t_

T y p ic a l_

S tr u c tu r a l_

D e ta il s v .d g n

WA FS ERFO 2016(1)-20(2)

P

N o v e m b e r

C h e c k e d b y

D e s ig n e d b y

SECTION PROFILE

plate assembly

Welded connection

Headed Stud

GENERAL NOTES:

Varies

15°

Precast footing

O Ring if required over pipe joint

Do not install fastener m a x precast permitted when

Tapered holes

" (max.)2 12'-9

(ref.)

"8 11 "2 on top and sides

(outside joint) mastic joint wrap

Grout and 9" wide box culvert

Outside of box culvert

Inside of "2

14 " (ref.)8

Non-shrink grout

V a ri e s

" Gap2

1¼" Mastic rope foam gasket

Closed cell

1'-5" (max.)

WATERTIGHT BOX JOINT SECTION

CONNECTION PLATE DETAIL

SUPPLEMENTAL CONCRETE PIPE TIE

WINGWALL DETAIL

(per manufacturer) wire mesh (typ.)

" 24 16"x6"xW

Non-shrink grout 1¼" Mastic rope foam gasket

Closed cell for 1"Ø joint tie

"Ø Hole4

Install tie rods or connector plates per manufacturer between precast sections (typ.)

along both sides (typ.)

" Bevel2 1" x 22

Weep holes per manufacturer

12" depth material, Bedding

BOX CULVERT BEDDING DETAIL

Bedding material

R is e

Span Thickness in 6" lifts

Soil compacted

R is e

DETAIL

HEADWALL AND CUTOFF WALL

Headwall (per precast culvert manufacturer)

Span + 4' plates (typ.)

connection

Embedded

Cutoff wall (per precast culvert manufacturer) spaced 2'-6" max.

No. 8 dowels

3" dia. holes with

R is e

Span

P e r p la n

P e r p la n

10" spaced 2'-6" max.

No. 8 dowels

3" dia. holes with

10" culvert manufacturer)

Headwall (per precast culvert manufacturer)

Cutoff wall (per precast

12" depth Bedding material, Bearing capacity: 2 ton/sq. ft.

Unit weight: 125 lbs/cu. ft.

SOIL:

Provide 2-inch minimum concrete cover to the face of any bar.

ASTM A1064.

(ASTM, A615) grade 60, or welded wire reinforcing conforming to

Furnish reinforcing steel bars conforming to AASHTO M31, deformed

REINFORCING STEEL:

Chamfer all exposed edges 3/4-inch.

compressive strength f'c=5000 psi.

Furnish structural concrete, class A(AE) with minimum 28-day design

CONCRETE:

HL-93.

LIVE LOAD:

Soil: 125 lb per cubic foot.

Concrete: 150 lb per cubic foot.

DEAD LOAD:

latest edition.

accordance with AASHTO LRFD Bridge Design Specifications, Design cut -off walls, headwalls, wingwalls, and footings in

Design precast culverts in accordance with Section 602.

DESIGN:

precast sections.

Install tie rods or connector plates per manufacturer between

104.

plans and provide shop drawings for review by the CO. See section walls conforming ASTM-C1577 and to the and grades shown in the

Provide precast concrete culverts, headwalls, wingwalls, and cut-off

FP-14 (U.S. Customary).

Construction of Roads and Bridges on Federal Highway Projects, Federal Highway Administration Standard Specifications for

Detail is for general information only.

CONSTRUCTION:

NO SCALE

SECTION A-A

Flow sediment

Streambed

D2

SECTION B-B

PLAN

LC

F lo w

Culvert wall

Channel flowline

A A

B

B

NOTE:

FOOTNOTE:

Streambed cobble

D

D ty p

D ty p

(typ.)

(typ.)

Streambed sediment

36" min.

3.

2.

1.

or Length on plan sheet

LOCATION

(ft)

D

(ft)

W

(in)

GRADATION

COBBLE

STREAMBED

INFILL INFORMATIONAL QUANTITIES

(cuyd)

COBBLE

STREAMBED

(cuyd)

SEDIMENT

STREAMBED

Culvert outlet

Culvert inlet

15 Class E 9

W

(cuyd)

STONE

BANK

CULVERT INTERIOR TREATMENT

SIMULATED STREAM

Streambed sediment

Streambed cobble

Channel flowline

Pipe arch culvert wall

Box culvert wall

20 30 boulder

Fish passage boulder

Fish passage

(in +/- 4)

BOULDER DIAMETER

FISH PASSAGE

ITEM DESCRIPTION UNIT

each

64703-6000

64704-1000

QUANTITY

MITIGATION QUANTITIES

Fish passage boulder

Streambed material cuyd

Stagger in-channel fish passage boulder within the culvert span.

streambed cobble, and bank stone gradations.

See special contract requirements for streambed sediment, Mix streambed cobbles evenly throughout streambed sediment.

90 180

Material.

Quantities included in Item 64704-1000 Mitigation, Streambed[5]

18-inches or as specified on plan sheet.[4] dimension.

smallest4 3 Embed fish passage boulders within active channel [3] streambed sediment.

Construct well defined banks with bank stone and[2] parabolic shape.

Slope streambed aggregate towards flowline to ensure[1]

[3]Fish passage boulder

[2]Bank stone

[2]Bank stone

[1]

[5] d e p th b u r ia l b u r ia l d e p th

FSR 63 MP 16.6

FSR 63 MP 17.2 20 16 Class E 90 180 30 9 25

360 18 50180

Round pipe culvert wall

(each)

BOULDER

FP

top

Streambed

H.24

STATE PROJECT

NUMBER

SHEET

WA FS ERFO 2016(1)-20(2)

D A

T E

P

A T

H

X X

X X

C h e c k e d b y

X X

X e s ig n e d b y S v e n L e o

Attachments

Peak Discharge Estimates

HY‐8 Calculations

Hydraulic Toolbox Calculations

Channel Profile

2/12/2018 StreamStats https://streamstats.usgs.gov/ss/ 1/2

StreamStats Report

Basin Characteristics

Parameter Code Parameter Description Value Unit

BSLDEM30M Mean basin s lope computed from 30 m DEM 62.1 percent

CANOPY_PCT Percentage of drainage area covered by canopy as descr ibed in OK SIR 2009_5267

63 percent

DRNAREA Area that drains to a point on a stream 0.5 square mi les

ELEV Mean Basin Elevat ion 3820 feet

ELEVMAX Maximum basin elevat ion 5380 feet

MINBELEV Minimum basin elevat ion 1870 feet

NFSL30 North-Facing Slopes Greater Than 30 Percent 13.6

PRECIP Mean Annual Precipi tat ion 158 inches

RELIEF Maximum - minimum elevat ion 3520 feet

SLOP30_30M Percent area with s lopes greater than 30 percent f rom 30-meter DEM. 96.6 percent

Region ID: WA Workspace ID: WA20180212203321391000 Clicked Point (Latitude, Longitude): 47.91053, -121.31355 Time: 2018-02-12 12:33:37 -0800

Flow Statistics Ungaged Site Report Date: Mon Aug 7, 2017 2:59:52 PM GMT-7 Study Area: Washington NAD 1983 Latitude: 47.9105 ( 47 54 38) NAD 1983 Longitude: -121.3138 (-121 18 50) Drainage Area: 0.5 mi2

Peak-Flow Basin Characteristics

100% Region 2 (0.5 mi2)

Parameter Value Regression Equation Valid Range Min Max

Drainage Area (square miles) 0.5 0.08 3020 Mean Annual Precipitation (inches) 158 23 170

Peak-Flow Statistics

Statistic Value Unit Standard Error (percent) Equivalent years of record 90-Percent Prediction Interval

Min Max PK2 102 cfs 56 1 PK10 200 cfs 53 1 PK25 255 cfs 53 2 PK50 307 cfs 53 2 PK100 349 cfs 54 3 PK500 477 cfs http://pubs.er.usgs.gov/usgspubs/wri/wri974277 (http://pubs.er.usgs.gov/usgspubs/wri/wri974277) Sumioka_ S.S._ Kresch_ D.L._ and Kasnick_ K.D._ 1998_ Magnitude and Frequency of Floods in Washington: U.S. Geological Survey Water-Resources Investigations Report 97-4277_ 91 p.

StreamStats Version 3.0

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FSR 63 MP 16.6 - HY-8 Culvert Analysis Report

Table 1 - Culvert Summary Table: 20 x 16 conc box

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 2998.40 ft, Outlet Elevation (invert): 2995.40 ft

Culvert Length: 20.22 ft, Culvert Slope: 0.1500

Culvert Data Summary - 20 x 16 conc box

Barrel Shape: Concrete Box

Barrel Span: 20.00 ft

Barrel Rise: 6.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0950

Culvert Type: Straight

Inlet Configuration: Square Edge (30-75º flare) Wingwall

Inlet Depression: None

Total Discharge

(cfs) Culvert

Discharge (cfs)

Headwater Elevation

(ft) Inlet

Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s) Tailwater Velocity

(ft/s)

102.00 102.00 2999.65 1.249 0.0* 1-JS1t 0.909 0.931 1.182 1.182 4.315 5.334

126.70 126.70 2999.84 1.444 0.0* 1-JS1t 1.040 1.076 1.346 1.346 4.707 5.760

151.40 151.40 3000.03 1.626 0.0* 1-JS1t 1.162 1.212 1.497 1.497 5.056 6.129

176.10 176.10 3000.20 1.798 0.0* 1-JS1t 1.278 1.340 1.639 1.639 5.373 6.458

200.80 200.80 3000.36 1.963 0.0* 1-JS1t 1.390 1.463 1.773 1.773 5.664 6.754

225.50 225.50 3000.52 2.120 0.0* 1-JS1t 1.495 1.580 1.900 1.900 5.936 7.025

250.20 250.20 3000.67 2.272 0.0* 1-JS1t 1.597 1.694 2.021 2.021 6.191 7.274

274.90 274.90 3000.82 2.420 0.0* 1-JS1t 1.696 1.804 2.137 2.137 6.432 7.506

299.60 299.60 3000.96 2.563 0.0* 1-S2n 1.792 1.910 1.792 2.249 8.361 7.722

307.00 307.00 3001.00 2.605 0.0* 1-S2n 1.820 1.941 1.820 2.282 8.434 7.785

349.00 349.00 3001.24 2.837 0.0* 1-S2n 1.976 2.115 1.976 2.462 8.829 8.118

Table 2 - Downstream Channel Rating Curve (Crossing: FSR 63 MP 16.6)

Tailwater Channel Data - FSR 63 MP 16.6

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 15.00 ft

Side Slope (H:V): 1.00 (_:1)

Channel Slope: 0.1100

Channel Manning's n: 0.0950

Channel Invert Elevation: 2995.40 ft

Roadway Data for Crossing: FSR 63 MP 16.6

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 200.00 ft

Crest Elevation: 3005.40 ft

Roadway Surface: Gravel

Roadway Top Width: 16.00 ft

Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

102.00 2996.58 1.18 5.33 8.11 0.90

126.70 2996.75 1.35 5.76 9.24 0.91

151.40 2996.90 1.50 6.13 10.28 0.92

176.10 2997.04 1.64 6.46 11.25 0.93

200.80 2997.17 1.77 6.75 12.17 0.94

225.50 2997.30 1.90 7.02 13.04 0.95

250.20 2997.42 2.02 7.27 13.87 0.95

274.90 2997.54 2.14 7.51 14.67 0.96

299.60 2997.65 2.25 7.72 15.44 0.96

307.00 2997.68 2.28 7.78 15.66 0.97

349.00 2997.86 2.46 8.12 16.90 0.97

Hydraulic Analysis Report

Channel Analysis: Channel Analysis - FSR 63 MP 16.6 - Channel

Input Parameters

Channel Type: Trapezoidal

Side Slope 1 (Z1): 1.0000 ft/ft

Side Slope 2 (Z2): 1.0000 ft/ft

Channel Width: 12.0000 ft

Longitudinal Slope: 0.1500 ft/ft

Manning's n: 0.0950

Flow: 102.0000 cfs

Result Parameters

Depth: 1.2302 ft

Area of Flow: 16.2763 ft^2

Wetted Perimeter: 15.4796 ft

Hydraulic Radius: 1.0515 ft

Average Velocity: 6.2668 ft/s

Top Width: 14.4605 ft

Froude Number: 1.0410

Critical Depth: 1.2629 ft

Critical Velocity: 6.0895 ft/s

Critical Slope: 0.1375 ft/ft

Critical Top Width: 14.53 ft

Calculated Max Shear Stress: 11.5150 lb/ft^2

Calculated Avg Shear Stress: 9.8417 lb/ft^2

Road CL

Existing Stream Channel Gradient

1"=30'

2960.0000

2970.0000

2980.0000

2990.0000

3000.0000

3010.0000

3020.0000

3030.0000

3040.0000

0.0000 10.0000 20.0000 30.0000 40.0000 50.0000 60.0000 70.0000 80.0000 90.0000 100.0000 110.0000 120.0000 130.0000 140.0000 150.0000 160.0000 170.0000 180.0000 190.0000 200.0000 210.0000 220.0000222.7427 2960.0000

2970.0000

2980.0000

2990.0000

3000.0000

3010.0000

3020.0000

3030.0000

3040.0000

0.0000 10.0000 20.0000 30.0000 40.0000 50.0000 60.0000 70.0000 80.0000 90.0000 100.0000 110.0000 120.0000 130.0000 140.0000 150.0000 160.0000 170.0000 180.0000 190.0000 200.0000 210.0000 220.0000 230.0000 240.0000242.0036