ID_PFH21(7)_AOPReportFinal_all_20171130.pdf

Memorandum

Western Federal Lands Highway Division 610 E. Fifth Street

Vancouver, WA 98661-3801

AQUATIC ORGANISM PASSAGE HYDRAULICS REPORT

Final

To: Dan Slanina, WFLHD Project Manager From: Carolyn Sourek, WFLHD Hydraulics Engineer Date: November 29, 2017 Project: Warren Wagon Road – ID PFH 21(7)

Project Description

Valley County is constructing improvements to 5.5 miles of the Warren Wagon Road, an important recreation route into the Payette National Forest near McCall, Idaho. A project map is provided as Figure 1 in the attachments. The County will maintain the road and drainage structures. Western Federal Lands Highway Division (WFLHD) is designing the road improvements per Federal Highways Administration (FHWA) guidance. The road improvements include approximately 5.5 miles of 11 foot wide lanes with three foot shoulders and some four foot shoulders, roadway reconstruction, minor surface water drainage corrections, East Side Drive intersection reconfiguration, and two aquatic organism passage (AOP) culverts.

Rock scaling is also proposed on the project.

This report provides design recommendations for AOP structures for the 95% design to be packaged with the Plans, Specification, and Estimate (PS&E) Design. Neither Valley County nor Idaho Transportation Department (ITD) has guidelines with respect to AOP culvert design. United States Forest Service (USFS) Stream Simulation guidance has been used.

Recommendations

Wagon Bay Creek (Lat. 44°57'10.56"N, Long. 116° 6'6.56"W)

• Install a 12 foot diameter corrugated aluminum pipe culvert. Bevel the ends to match roadway slopes approximately 1.5H:1V. See attached Drawings F.2 and F.3.

• Construct a cast in place concrete collar at inlet and outlet, as shown on Drawing F.6.

• Countersink the culvert invert 4.8 feet at the outlet and 4.5 feet at the inlet.

• Slope culvert 3.0 percent.

• Backfill the culvert interior with streambed material conserved from excavating for the culvert. If the conserved streambed material quantity is insufficient for backfilling the culvert, use material meeting the gradation specified in the Special Contract Requirements.

• Slope streambed material to match stream gradient, approximately 2.5 percent.

• To create a low flow channel and provide resting opportunities for fish, install interior banks and

To: Dan Slanina, Project Manager WFLHD 2 November 27, 2017 habitat stones, as shown on Drawing F.7.

Sylvan Creek (Lat. 44°57'23.27"N, Long. 116° 5'56.61"W)

• Install an 11 foot diameter corrugated aluminum culvert. Bevel the ends to match roadway slopes approximately 1.5H:1V. See attached Drawings F.4 and F.5.

• Construct a cast in place concrete collar at inlet and outlet, as shown on Drawing F.6.

• Countersink the culvert invert four feet.

• Slope culvert 3.1 percent.

• Backfill the culvert interior with streambed material conserved from excavating for the culvert. If the conserved streambed material quantity is insufficient for backfilling the culvert, use material meeting the gradation specified in the Special Contract Requirements.

• Slope streambed material to match stream gradient, approximately 3.1 percent.

• To create a low flow channel and provide resting opportunities for fish, install interior banks and habitat stones, as shown on Drawing F.7.

Site Description

Wagon Bay and Sylvan Creeks are two of three major contributing drainages on the east side of Payette Lake, near McCall, Idaho. A vicinity map is provided in the attachments. Dead Horse Creek, the third major contributing drainage, is crossed by a bridge, which was replaced recently as a result of flooding in 2010. Wagon Bay Creek crosses Warren Wagon Road approximately 1000 feet upstream of its outlet in Payette Lake through a 52 inch CMP at Station 360+86. Sylvan Creek splits into two channels almost immediately upstream of crossing Warren Wagon Road. The northern crossing is a 54 inch CMP at Station 377+92, called Big Sylvan in this report, and the southern crossing is an 18 inch CMP at Station 375+76, also called Little Sylvan in this report.

Wagon Bay Creek and Sylvan Creek were surveyed by Idaho Fish and Game (IDFG) on July 6, 2015. Both had populations of redband and brook trout in multiple year classes. Sylvan Creek currently splits into two channels upstream of the roadway crossing (See Figure 3) and topography indicates multiple historic channels may have been utilized at one time or another. IDFG determined that replacing one of the two existing crossings as an AOP would be sufficient to ensure aquatic connectivity throughout the reach (email correspondence with Dale Allen, Regional Fishery Manager, McCall Office, April 12, 2016). The Little Sylvan crossing and Wagon Bay Creek crossing are replaced as AOP structures. The Big Sylvan crossing is to remain in place. A private landowner has constructed multiple grade control structures downstream of Big Sylvan the crossing.

The potential for Sylvan Creek channel characteristics to change with the culvert replacement at Little Sylvan crossing was evaluated during the Plan in Hand Field Visit on May 25, 2017. During the field visit, multiple upstream natural grade and lateral migration control elements were observed. These included larger logs (diameter greater than 12 inches) and boulders (diameter greater than 36 inches). A large, heavily vegetated, gravel bar splits the two channels. This bar is very unlikely to mobilize with any downstream channel modification. As always, unpredictable storm events, degradation, aggradation, and

To: Dan Slanina, Project Manager WFLHD 3 sediment and debris mobilization can cause adjustments in channel grade and lateral stability. However, this system appears stable both laterally and vertically. No adjustments to existing roadway crossings should affect the upstream system.

Both creeks have similar streambed material. Both crossings appear slightly undersized, given the streambed material upstream appears larger than that downstream. Upstream material is primarily coarse gravels and large cobbles, D50 is 3 inches and D100 is 12 inches, while downstream material is comprised of gravels and the occasional cobble or boulder, D50 is 2.5 inches and D100 is 4 inches. Habitat boulders are roughly 18-24 inches diameter. Image gradations processed by Hydraulic Toolbox v4.2 and site photos are provided in the attachments.

Wagon Bay Creek has a step-pool bedform approximately 50 feet upstream, which transitions into more plane-bed in the area immediately upstream of the culvert and continues down to the lake outlet. Big Sylvan Creek has similar bedform to Wagon Bay Creek upstream. Little Sylvan has plane-bed immediately upstream which transitions to step-pools approximately 70 feet further upstream. Downstream, Little Sylvan Creek bedform is also plane-bed.

Active lateral migration was not observed in either channel. Though some minor bank undercutting is present in the upstream reach of Wagon Bay Creek, these banks are also heavily vegetated and the potential for channel avulsion appears low. There is potential for long term degradation with the existing culvert grade control is removed. A 3-4 foot deep scour pool is located at the outlet end of Wagon Bay Creek culvert and a 2-3 foot deep scour pool is located at the outlet end of Little Sylvan Creek culvert. Woody debris is present but doesn’t appear to be easily mobilized. Most fallen trees and larger branches seem to be striped of bark and rotting in place. Photos taken during a site visit on July 8, 2015 and May 25, 2017 are provided.

Hydrology

Neither Wagon Bay nor Sylvan Creeks are gaged, so ungaged flood frequency estimates were developed.

Peak streamflow estimates were generated using the USGS Report WRIR 02-4170 (2002) as well as the USGS StreamStats 4.0 tool. StreamStats calculated similar peak flows for Sylvan Creek drainage area but was unable to determine peak flows for Wagon Bay Creek. A summary table of peak flows is provided, as well as the calculation spreadsheet, in the attachments.

Basin characteristics were generated from StreamStats 4.0 and indicated similar characteristics for both Wagon Bay and Sylvan Creeks. Even of similar sized drainage area, 2.02 square miles, these basins have mean annual precipitation of 32-35 inches, are primarily south facing, are moderating forested at 70-80 percent, and have a mean basin elevation of approximately 6000-6400 feet. Though Sylvan Creek does split upstream of the crossing, hydraulic capacity calculation checks were performed as if all flow from the watershed was contained within the single crossing.

StreamStats output reports are provided as attachments.

Hydraulics

Two different scenarios were analyzed for each culvert. In smaller storm events, such as the 2 year recurrence interval, flows are expected to be contained within the channel cross section. Channel capacity was analyzed using the Hydraulic Toolbox. In larger storm events, such as the 50 or 100 year recurrence

To: Dan Slanina, Project Manager WFLHD 4 interval, flows are expected to breech the channel cross section and fill more of the culvert. Culvert capacity was analyzed using HY8.

Reference reach channel characteristics, such as bankfull dimensions and streambed gradations, are the primary drivers of proposed channel cross section configuration within an AOP culvert. The proposed channel cross sections for Wagon Bay Creek and Little Sylvan Creek AOP culverts were analyzed for channel capacity. Proposed channel geometry and its capacity is somewhat dictated by constructability.

Though the existing channel side slopes are steeper than 1H:1V, the constructability of this scenario creates an unstable bank within the culvert. A 1H:1V maximum channel side slope was modeled, providing a lower capacity channel than what was observed in the field. Top width was adjusted to meet capacity requirements and does not directly equate the bankfull width observed in the field.

For larger flows, upstream and downstream of the crossing, floodplains are utilized for flows outside of the bankfull channel. Within the AOP culvert, it is expected that the entire flow will not remain within the channel cross section and will flow against the culvert walls. The FHWA hydraulic analysis program, HY- 8, version 7.3, was used to calculate culvert capacity.

Wagon Bay Creek

The channel was modeled trapezoidal with 1H:1V side slopes, 6.0 foot channel bottom width, and 2.5% longitudinal slope to pass the two year flow of 149 cfs. This is roughly equivalent to a 10 foot top width and 2.25 foot channel depth, and allows 1.5 foot average width for bank stone material to be split on between sides. Manning’s roughness was estimated at 0.04, corresponding to the lower end of a fairly regular section with little or no brush, and yielding a Froude number of approximately 1.0. The Toolbox Hydraulic Analysis Report is provided as an attachment. At higher flows the streambed material is expected to scour down to some elevation and be replenished by transport reaches upstream.

Headwater elevation for the 100 year storm event was modeled to be 5011.7 feet at the inlet, the culvert crest at elevation 5016.7 feet at the inlet. The total clearance, from backfilled streambed material embedment to the culvert crest, varies from 5.0 feet at the inlet to 4.75 feet at the outlet. HY-8 Culvert Analysis Report is provided as an attachment.

Sylvan Creek

The channel was modeled trapezoidal with 1H:1V side slopes, 5.5 foot channel bottom width, and 3.1% longitudinal slope to pass the two year flow of 123 cfs. This is roughly equivalent to a 9.5 foot top width and 2 foot channel depth, and allows 1.5 foot average width for bank stone material to be split between sides. Manning’s roughness was estimated at 0.042, corresponding to the lower end of a fairly regular section with little or no brush, and yielding a Froude number of approximately 1.0. The Toolbox Hydraulic Analysis Report is provided as an attachment. At higher flows the streambed material is expected to scour down to some elevation and be replenished by transport reaches upstream.

Headwater elevation for the 100 year storm event was modeled to be 5030.5 feet at the inlet, the culvert crest at elevation 5034.5 feet at the inlet. The total clearance, from backfilled streambed material embedment to the culvert crest, varies from 4.0 feet at the inlet to 4.8 feet at the outlet. HY-8 Culvert Analysis Report is provided as an attachment.

To: Dan Slanina, Project Manager WFLHD 5

Scour

No bedrock was observed during the field reviews and scour potential was evaluated as low for both Wagon Bay Creek and Sylvan Creek AOP culverts. Both culverts drain to Payette Lake, approximately 600 feet downstream of the crossings. Payette Lake water surface elevation is actively monitored by the Bureau of Reclamation gage PAY (Latitude = 44°54'44" Longitude = 116°07'10" Elevation 4983 feet). Historic data shows that the water surface elevation fluctuates by about five to six feet in depth annually, being at its deepest in June and shallowest in December. These depths correspond to elevations 4984 to 4990. These fluctuations do not influence the culvert crossings, which are at much higher elevations.

Geotechnical borings were completed at both culvert’s inlet and outlet locations in September 2016. Both borings were drilled to a 30 foot depth and encountered primarily sand and gravel with occasional boulder and cobbles, which could make excavation difficult. The borings encountered groundwater at approximate elevation 5005 feet (12.5 foot depth) at Wagon Bay Creek and at elevation 5020 feet (16 to 17 foot depth) at Sylvan Bay Creek. Both culvert excavations should expect to encounter groundwater during construction.

Approximate boring locations, and draft boring logs are provided in as attachments.

Construction

Both Wagon Bay Creek and Sylvan Creek are perennial streams, flowing year round. IDFG indicated that the project area does not appear to be particularly good spawning habitat for Redband or Brook Trout.

Redband spawn in May and Brook Trout spawn in late August and September. IDFG indicated that the appropriate in water work window is July 1st through August 31st (email correspondence with Dale Allen, Regional Fishery Manager, McCall Office, June 10, 2016).

Diversion and dewatering will be required during excavation and construction of Wagon Bay Creek AOP culvert however, at Sylvan Creek AOP culvert, the current culvert could be utilized as the temporary diversion while the new culvert is constructed. Temporary construction easements will be required at both culverts to allow for culvert installation and diversion construction and maintenance. Wagon Bay AOP culvert is oriented similarly to the existing culvert, roughly perpendicular to the roadway. The proposed Sylvan Creek AOP culvert is oriented at a skew and both the inlet and outlet are offset from the existing locations. The Sylvan Creek section from the proposed inlet and outlet to the existing stream thalweg will be reconstructed to match adjacent floodplain characteristics.

To: Dan Slanina, Project Manager WFLHD 6 cc: Sven Leon, WFLHD Senior Hydraulics Engineer Clinton Choy, WFLHD Design Curtis Jorgenson, WFLHD Highway Design Manager Doug Anderson, WFLHD Engineering Geologist Dustin Woods, WFLHD Geotechnical Engineer Erin Chipps, WFLHD Environment Jim Rathke, WFLHD Construction Rick Vanderbeek, WFLHD Right of Way attachments: Table 1 – AOP Summary Table

Figure 1 – Project Map Figure 2 – Vicinity Map Figure 3 – Site Map – Sylvan Creek Crossing Image Gradations Site Visit Photos – 7/8/2015 PSE Drawings – 95% Design Regression Analysis Calculation Spreadsheet StreamStats Output Reports Hydraulic Analysis Report HY-8 Culvert Analysis Report Draft Boring Logs Boring Location Map

FIGURE 2

VICINITY MAP

AOP WATERSHEDS

Sylvan Creek Drainage Basin

Payette Lake

Wagon Bay Creek

Drainage Basin

AOP Culvert Locations

Proposed Alignment 0 1 mile

N

Dead Horse Creek Drainage Basin (Existing Bridge)

FIGURE 3

SITE MAP

SYLVAN CREEK CROSSINGS

Little Sylvan Creek

Crossing

Private Homeowner

Big Sylvan Creek

Crossing

Existing Culvert Inlets

Historic Channels (per Topography) 0 50 feet

N

Footbridge

Flow Control Weir

Active Channels (07/2016)

Major Contour (2015 Survey)

Minor Contour (2015 Survey)

Sylvan Creek Channel Split

Table 1.

AOP Design Summary

B an kf ul l W id th

Culvert Peak Discharge (ft3/sec)

Site Span

Rise

Burial

Slope 2-year

50-year

100-year

(ft) (ft) (ft) (ft) (%)

Wagon Bay Creek 8 12 12 4 3.0 149 242 264

Sylvan Creek 7 11 11 4 3.1 123 211 232

Notes:

FIGURE 1

PROJECT MAP – ID PFH 21(7)

WARREN WAGON ROAD

Proposed Alignment

Project Site 0 1 mile

Start Project

MP 2.2

Payette Lake

Valley County

Adams County McCall

End Project

MP 7.6

Forest Service Boundary

County Boundary

Payette National Forest

N

Image Gradation – Wagon Bay Creek Streambed Material (Upstream)

Image Gradation – Wagon Bay Creek Streambed Material (Downstream)

Image Gradation – Sylvan Creek Streambed Material (Downstream)

Warren Wagon Road Valley County

PHOTO 1

PHOTO 2

PHOTO 3

7/8/2015

Existing culvert is 52 inch CMP with concrete headwall and wingwalls.

Miscellaneous utility conduit present.

Streambed material primarily gravels and the occasion cobble. Miscellaneous utility present.

Wagon Bay Creek - Inlet

Wagon Bay Creek - Upstream

Streambed material primarily coarse gravels and cobbles. Occasional habitat boulder approximately 24-36 inches.

Wagon Bay Creek - Downstream

PHOTO 4

PHOTO 5

PHOTO 6

7/8/2015

Step pool bedform with streambed material primarily gravels and cobbles.

Wagon Bay Creek - Outlet

Existing culvert is 52 inch CMP with concrete headwall and wingwalls.

Concrete cutoff wall and miscellaneous utility conduit present.

(Little) Sylvan Creek - Downstream

Streambed material primarily gravels and plane-bed bedform.

(Big) Sylvan Creek - Upstream

PHOTO 7

PHOTO 8

PHOTO 9

7/8/2015

Existing 18 inch CMP with concrete headwall. Appears riprap bank stabilization may have sloughed into the channel as it would be too large to pass through the culvert.

Sylvan Creek - Inlet

(Big) Sylvan Creek - Downstream

Existing 18 inch CMP with concrete headwall.

Private landowner grade control structures include a small red footbridge and weir type dam. Photo taken 6/9/2015.

Sylvan Creek - Outlet

0 20 40 60 80

SCALE IN FEET

10 0 10 20 30 40

50 50

HYDRAULIC INFORMATION OUTLETINLETPIPE

LC

Q : 242 CFS

LENGTH: 68 FT

N

100-20-40-60-80-100

WALL THICKNESS: 0.138 IN

INFILL TYPE: CONSERVED STREAMBED MATERIAL

INSTREAM WORK WINDOW: JUL 01-AUG 31

Q : 149 CFS

ACTIVE CHANNEL WIDTH: 8 FT

DIAMETER: 12 FT

PIPE SLOPE: 0.03 FT/FT

class 2, 2' deep

Placed riprap, method A, Erosion mitigation streambed material

Backfill with conserved

LOWER BEVEL HEIGHT: 4 FT LOWER BEVEL HEIGHT: 4 FT

HEADWALL: CONC COLLAR HEADWALL: CONC COLLAR

Edge of pavement

Channel centerline

Existing ditch and headwalls Remove existing culvert and headwalls Remove existing culvert concrete collar

Cast in place

Temporary flow diversion

FISH SPECIES: REDBAND AND BROOK TROUT

35'-7"32'-4"

OHW: 2.0 FT

HW : 3.0 FT

/stream profile Existing ground

Wagon Bay Creek

Approximate roadway subgrade

FLOWLINE SLOPE:0.025 FT/FT

BURIAL DEPTH: 4.5 FT BURIAL DEPTH: 4.8 FT

Slope

INVERT ELEV: 5002.7

to be constructed Roadway centerline

BEVEL: 1(v):1.5(h) BEVEL: 1(v):1.5(h)

INV N/E: 1197963.440/2533558.194

INVERT ELEV: 5004.7

INV N/E: 1197934.697/2533619.783

temporary diversion pipe Soil erosion control, diversion (typ.)

Temporary flow easement Temporary construction limits Right of way

10'-6"

10'-6"

Flow

1.5 1.5

TYPE: ROUND CMP-ALUM

Corrugated aluminum pipe

Install 12 ft diameter

Sta. 360+86.20

°0

S k e w ty p

.) JH

BH

BH

WW16-02

WW16-01

(typ.)

concrete collar

Cast in place prevent stormwater erosion (typ.)

riprap ditch as needed to Erosion sediment control, F.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

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

P F

H fb .d g n

ID PFH 21(7)

P

M

N o v e m b e r

X .X

X X

X C

S o u r e k

C h e c k e d b y

D e s ig n e d b y

PLAN AND PROFILE

AOP CULVERT

WAGON BAY CREEK

min on all sides of cutoff wall Extend bedding limits 12" as determined by the CO or to stable subgrade material Cutoff wall bedding, 12" depth

12" compacted depth Culvert pipe bedding, 30 71

UP

W A R N I N G

B U R I E D

U T I L I T Y

CULVERT INLET

CULVERT OUTLET

Existing grade

OHW

OHW

ELEVATIONS

AOP CULVERT

WAGON BAY CREEK

culvert (to be removed)

Existing 52 inch CMP

Existing grade culvert (to be removed)

Existing 52 inch CMP class 2, 2' depth

Placed riprap, method A, Erosion protection class 2, 2' depth

Placed riprap, method A, Erosion protection

5'-0" 5'-0"

See Sheet F.7 material.

streambed

Conserved

5'-0" 5'-0"

See Sheet F.7 bank stone.

Conserved

See Sheet F.7 material.

streambed

Conserved

See Sheet F.7 bank stone.

Conserved

See sheet F.6 concrete collar

Cast in place

See sheet F.6 concrete collar

Cast in place floodplain elevations taper to match existing

Proposed grade, existing floodplain elevations streambed material and taper to match

Proposed grade, backfill with conserved

F.3

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 I D

P F

H fc .d g n

ID PFH 21(7)

N o v e m b e r

X .X

X X

X C

S o u r e k

X X X

X X

X

C h e c k e d b y

D e s ig n e d b y

NO SCALE

CULVERT INLET

CULVERT OUTLET

Existing grade

OHW

OHW

Existing grade

5'-0" 5'-0"

5'-0"5'-0"

ELEVATIONS

AOP CULVERT

SYLVAN CREEK

See Sheet F.7 bank stone

Conserved

See Sheet F.7 material streambed

Conserved

See Sheet F.7 material streambed

Conserved

See Sheet F.7 bank stone

Conserved

See sheet F.6 concrete collar

Cast in place

See sheet F.6 concrete collar

Cast in place Roadway grade

Roadway grade class 2, 2' depth

Placed riprap, method A, Erosion protection class 2, 2' depth

Placed riprap, method A, Erosion protection match existing floodplain elevations streambed material and taper to Proposed grade, backfill with conserved match existing floodplain elevations streambed material and taper to Proposed grade, backfill with conserved

F.5

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 I D

P F

H fe .d g n

ID PFH 21(7)

N o v e m b e r

X .X

X X

X C

S o u r e k

X X X

X X

X

C h e c k e d b y

D e s ig n e d b y

SECTION D-D

1'-0"

V a r ie s

18" O.C. See detail

" Anchor bolt @4 washers as needed

Provide beveled

#4 stirrups

18" O.C. See detail

" Anchor bolt @4

SECTION C-C

as needed

Provide beveled washers

ANCHOR BOLT DETAIL

LC

m in

" Ø galvanized4 bolt design - 4" hook

Acceptable anchor

Culvert crown

B e v e l h e ig h t or 3'-0" max.

To bedrock

3'-0"

D

D

B

B

C

C

SECTION A-A

A

A

3' -0

Sp an

3' -0

T o b e d r o k o r m a x

ISOMETRIC VIEW

SECTION B-B

18" O.C. See detail

" Anchor bolt @4 ty p

C lr

O .C

E a c h f a c e

#4 @ 16" O.C. Each face 18" O.C. See detail

" Anchor bolt @4

#4 Each face

Pipe

3'-0" Vert. #4 @ 16" O.C.

Hor. #4 @ 16" O.C.

C lr

Clr.

3"

Per plans (1.5 min.)

2'-0" min. lap splice

(3 each face, 6 total)

#4 Reinf @ equal spacing

#4 stirrups

HEADWALL DETAILS

REINFORCED CONCRETE

LARGE CULVERT

REINFORCED CONCRETE HEADWALL

NO SCALE

NOTE:

2.

1.

spacing each face

#4 @ equal

Excavation and backfill according to Section 209.

as necessary in order to install bolts as shown.

Provide slotted hole at bolt locations

13.1

(FOR INFORMATION ONLY)

COLLAR QUANTITIES

LOCATION

Sylvan Creek

Wagon Bay Creek

12.3

(CY)

CONCRETE

25.4Total

F.6

STATE PROJECT

NUMBER

SHEET

ID PFH 21(7)

N o v e m b e r

U

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

P F

H ff .d g n

C h e c k e d b y

D e s ig n e d b y

1 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

Round pipe culvert wall

Streambed top

LOCATION

(each)

STONE

HABITAT

(ft)

D

(ft)

W

(in)

GRADATION

COBBLE

STREAMBED

INFILL INFORMATIONAL QUANTITIES

(cuyd)

COBBLE

STREAMBED

(cuyd)

SEDIMENT

STREAMBED

Culvert outlet

Culvert inlet

ID

W

Bank stone

Bank stone

(cuyd)

STONE

BANK

CULVERT INTERIOR TREATMENT

SIMULATED STREAM

Streambed sediment

Streambed cobble

Channel flowline

12 24 boulder

Fish passage boulder

Fish passage boulder

Fish passage

(in +/- 4)

BOULDER DIAMETER

FISH PASSAGE

ITEM DESCRIPTION UNIT

each

64703-6000

64704-1000

QUANTITY

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.

b u r ia l d e p th

F.7

STATE PROJECT

NUMBER

SHEET

PFH 21(7)

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

Wagon Bay Creek

Sylvan Creek 11

Class E

Class E 24

10.5

9.5

(FOR INFORMATION ONLY)

MITIGATION QUANTITIES

(ft)

H

H

2.25

2.0

Material.

Quantities included in Item 64704-1000 Mitigation, Streambed smallest dimension.4 3Embed fish passage boulders within active channel to match existing banks upstream and downstream, respectively streambed sediment. Slope bank stone at inlet and outlet

Construct well defined banks with bank stone and parabolic shape.

Slope streambed aggregate towards flowline to ensure

51132

FLOOD DISCHARGE ESTIMATES

UNGAGED IDAHO SITES

Project: File:

Desc: By:

Region: 5 Date:

Exceed Coefficients Equation:Q = a(A^b)*(P^c)*(NF30+1)^d

Prob. a b c d Error Source:

0.50 0.0297 0.995 2.200 -0.664 39.80%

0.10 0.1780 0.957 1.790 -0.571 38.50% USGS Report - WRIR 02-4170

0.04 0.3190 0.943 1.660 -0.538 39.20% Culvert Type HW/D K M a

0.02 0.4560 0.934 1.580 -0.517 40.00% Major CMP-EndTr 0.7 0.021 1.33 13.964

0.01 0.6200 0.926 1.520 -0.499 41.10% General CMP - Proj 0.7 0.034 1.5 7.512

Drain. Mean % North Estimated Discharge (Q) Min.

Area, Annual Face Slope Exceedance Probability 0.02 Culvert

Station A Precip, P > 30%, NF30 0.50 0.10 0.04 0.02 0.01 Design Dia (sq mi) (in) (%) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft)

Minimum 3.6 19.8 2.5 Maximum 12228 49.73 32.9

2.02 35.0 0 149 203 226 242 264 242 3.4

2.02 32.1 0 123 173 196 211 232 211 3.3

0.37 30.6 0 20 31 37 40 45 40 1.7

2.63 38.7 3 96 141 163 177 197 177 3.0

General 0.12 35 0 9 14 16 17 19 17 1.5

0.25 35 0 19 27 32 34 38 34 2.0

0.45 35 0 33 48 55 60 66 60 2.5

0.74 35 0 55 77 88 95 104 95 3.0

1.10 35 0 81 113 128 137 151 137 3.5

Notes:

a = ((HW/D)/K)^(1/M)

K = Constant from Table A.1, HDS‐5 (2012)

M = Constant from Table A.1, HDS‐5 (2012)

D = [Q/(0.7844x(1/K^1/M))]^.4 from HDS‐5, equation A.2. Assumes HW/D < 1.2 ,unsubmerged.

Sylvan Ck

Estimating the Magnitude of Peak Flows at Selected Recurrence Intervals for Streams in Idaho, 2002

Copet Creek

5/3/2016

Wagon Bay Ck

Sta 566+36

Warren Wagon Road - ID PFH 2(17) IDPFH217_Regression Analysis.xlsx

Major Drainage Peak Flow C. Sourek

Region ID:

Workspace ID:

Clicked Point (Latit… Time:

StreamStats Report

ID

ID20160707154053333000

44.95259,-116.10206 2016-07-07 14:41:16 -0700

Basin Characteristics

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 2.02 square miles

ELEV Mean Basin Elevation 6410 feet

PRECIP Mean Annual Precipitation 35 inches

NFSL30_30M Percent area with north-facing slopes greater than 30 percent from 30-meter DEM. -1 percent

RELIEF Maximum - minimum elevation 2540 feet

ELEVMAX Maximum basin elevation 7550 feet

MINBELEV Minimum basin elevation 5010 feet

FOREST Percentage of area covered by forest 67 percent

BSLDEM10M Mean basin slope computed from 10 m DEM 19 percent

SLOP30_10M Percent area with slopes greater than 30 percent from 10-meter NED 10 percent

NFSL30_10M Percent area with north-facing slopes greater than 30 percent from 10-meter NED. 0 percent

CSL1085LFP Change in elevation divided by length between points 10 and 85 percent of distance along the longest flow path to the basin divide, LFP from 2D grid

389 feet per mi

SLOP30_30M Percent area with slopes greater than 30 percent from 30-meter DEM. 7.2 percent

BSLDEM30M Mean basin slope computed from 30 m DEM 17.3 percent

CSL10_85 Change in elevation divided by length between points 10 and 85 percent of distance along main channel to basin divide - main channel method not known

366 feet per mi

AG_OF_DA Agricultural Land in Percentage of Drainage Area (Idaho Logistic Regression Equations SIR 2006-5035 0 percent

DV_OF_DA Developed Land in Percentage of Drainage Area (Idaho Logistic Regression Equations SIR 2006-5035 0 percent

LAKEAREA Percentage of Lakes and Ponds 0.0172 percent

SLOP50 Slopes Greater Than 50 Percent as percent of drainage area 0.17 percent

VOLCANIC Percent of drainage area as surficial volcanic rocks as defined in SIR 2006-5035 0 percent

IMPNLCD01 Average percentage of impervious area determined from NLCD 2001 impervious dataset 0.15 percent

LC01DEV Percentage of land-use from NLCD 2001 classes 21-24 0 percent

Page 1 of 3StreamStats 4.0

7/7/2016http://streamstatsags.cr.usgs.gov/streamstats/

Peak-Flow Statistics Parameters [0.14 Percent Peak Flow Region 4]

Parameter Value Min Limit Max Limit

Drainage Area 2.02 2.3 13418.3

Mean Basin Elevation 6410 2955.8 7461.3

Peak-Flow Statistics Disclaimers [0.14 Percent Peak Flow Region 4]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Parameters [99.86 Percent Peak Flow Region 5]

Parameter Value Min Limit Max Limit

Drainage Area 2.02 3.6 12228

Mean Annual Precipitation 35 19.8 49.73

N Facing Slopes gt 30pct from 30m DEM -1 2.5 32.9

Peak-Flow Statistics Disclaimers [99.86 Percent Peak Flow Region 5]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Flow Report [0.14 Percent Peak Flow Region 4]

Statistic Value Unit Prediction Error

1.5 Year Peak Flood 19.832 ft^3/s --

2 Year Peak Flood 24.391 ft^3/s --

2 33 Year Peak Flood 26.518 ft^3/s --

5 Year Peak Flood 36.485 ft^3/s --

10 Year Peak Flood 45.241 ft^3/s --

25 Year Peak Flood 57.132 ft^3/s --

50 Year Peak Flood 66.091 ft^3/s --

100 Year Peak Flood 75.304 ft^3/s --

200 Year Peak Flood 84.82 ft^3/s --

500 Year Peak Flood 99.91 ft^3/s --

Peak-Flow Statistics Flow Report [99.86 Percent Peak Flow Region 5]

Statistic Value Unit Prediction Error

1.5 Year Peak Flood ft^3/s --

2 Year Peak Flood ft^3/s --

2 33 Year Peak Flood ft^3/s --

5 Year Peak Flood ft^3/s --

10 Year Peak Flood ft^3/s --

25 Year Peak Flood ft^3/s --

50 Year Peak Flood ft^3/s --

100 Year Peak Flood ft^3/s --

200 Year Peak Flood ft^3/s --

500 Year Peak Flood ft^3/s --

Peak-Flow Statistics Flow Report [Area-Averaged]

Statistic Value Unit Prediction Error

1.5 Year Peak Flood --

2 Year Peak Flood --

2 33 Year Peak Flood --

5 Year Peak Flood --

10 Year Peak Flood --

Page 2 of 3StreamStats 4.0

Statistic Value Unit Prediction Error

25 Year Peak Flood --

50 Year Peak Flood --

100 Year Peak Flood --

200 Year Peak Flood --

500 Year Peak Flood --

Peak-Flow Statistics Citations Berenbrock, Charles, 2002, Estimating the Magnitude of Peak Flows at Selected Recurrence Intervals for Streams in Idaho: U.S. Geological Survey Water-Resources Investigations Report 02–4170, 59 p. (http://id.water.usgs.gov/PDF/wri024170/index.html)

Page 3 of 3StreamStats 4.0

Region ID:

Workspace ID:

Clicked Point (Latit… Time:

Sylvan Creek

ID

ID20160707153146087000

44.95653,-116.09864 2016-07-07 14:32:13 -0700

Basin Characteristics

Parameter Code Parameter Description Value Unit

DRNAREA Area that drains to a point on a stream 2.02 square miles

PRECIP Mean Annual Precipitation 32.1 inches

NFSL30_30M Percent area with north-facing slopes greater than 30 percent from 30-meter DEM. 0 percent

FOREST Percentage of area covered by forest 78 percent

SLOP30_30M Percent area with slopes greater than 30 percent from 30-meter DEM. 21.3 percent

BSLDEM30M Mean basin slope computed from 30 m DEM 20.1 percent

RELIEF Maximum - minimum elevation feet

ELEVMAX Maximum basin elevation feet

MINBELEV Minimum basin elevation feet

ELEV Mean Basin Elevation 5980 feet

BSLDEM10M Mean basin slope computed from 10 m DEM 22 percent

SLOP30_10M Percent area with slopes greater than 30 percent from 10-meter NED 26 percent

NFSL30_10M Percent area with north-facing slopes greater than 30 percent from 10-meter NED. 1 percent

CSL1085LFP Change in elevation divided by length between points 10 and 85 percent of distance along the longest flow path to the basin divide, LFP from 2D grid feet per mi

CSL10_85 Change in elevation divided by length between points 10 and 85 percent of distance along main channel to basin divide

- main channel method not known feet per mi

AG_OF_DA Agricultural Land in Percentage of Drainage Area (Idaho Logistic Regression Equations SIR 2006-5035 percent

DV_OF_DA Developed Land in Percentage of Drainage Area (Idaho Logistic Regression Equations SIR 2006-5035 percent

LAKEAREA Percentage of Lakes and Ponds percent

SLOP50 Slopes Greater Than 50 Percent as percent of drainage area percent

VOLCANIC Percent of drainage area as surficial volcanic rocks as defined in SIR 2006-5035 percent

IMPNLCD01 Average percentage of impervious area determined from NLCD 2001 impervious dataset percent

LC01DEV Percentage of land-use from NLCD 2001 classes 21-24 percent

Page 1 of 2StreamStats 4.0

Peak-Flow Statistics Parameters [100.00 Percent Peak Flow Region 5]

Parameter Value Min Limit Max Limit

Drainage Area 2.02 3.6 12228

Mean Annual Precipitation 32.1 19.8 49.73

N Facing Slopes gt 30pct from 30m DEM 0 2.5 32.9

Peak-Flow Statistics Disclaimers [100.00 Percent Peak Flow Region 5]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Peak-Flow Statistics Flow Report [100.00 Percent Peak Flow Region 5]

Statistic Value Unit Prediction Error

1.5 Year Peak Flood 107 ft^3/s --

2 Year Peak Flood 123 ft^3/s --

2 33 Year Peak Flood 126 ft^3/s --

5 Year Peak Flood 153 ft^3/s --

10 Year Peak Flood 173 ft^3/s --

25 Year Peak Flood 196 ft^3/s --

50 Year Peak Flood 211 ft^3/s --

100 Year Peak Flood 232 ft^3/s --

200 Year Peak Flood 246 ft^3/s --

500 Year Peak Flood 264 ft^3/s --

Peak-Flow Statistics Citations Berenbrock, Charles, 2002, Estimating the Magnitude of Peak Flows at Selected Recurrence Intervals for Streams in Idaho: U.S. Geological Survey Water-Resources Investigations Report 02–4170, 59 p. (http://id.water.usgs.gov/PDF/wri024170/index.html)

Page 2 of 2StreamStats 4.0

Hydraulic Analysis Report Project Data Project Title: Warren Wagon Road Designer: Carolyn Sourek Project Date: Wednesday, July 06, 2016 Project Units: U.S. Customary Units Notes:

Channel Analysis: Channel Analysis - WBC Notes: Wagon Bay Creek AOP Culvert Channel Section

Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 1.0000 ft/ft Side Slope 2 (Z2): 1.0000 ft/ft Channel Width: 6.0000 ft Longitudinal Slope: 0.0250 ft/ft Manning's n: 0.0400 Flow: 149.0000 cfs

Result Parameters Depth: 2.3029 ft Area of Flow: 19.1207 ft^2 Wetted Perimeter: 12.5136 ft Hydraulic Radius: 1.5280 ft Average Velocity: 7.7926 ft/s Top Width: 10.6058 ft Froude Number: 1.0228 Critical Depth: 2.3342 ft Critical Velocity: 7.6592 ft/s Critical Slope: 0.0238 ft/ft Critical Top Width: 10.67 ft Calculated Max Shear Stress: 3.5925 lb/ft^2 Calculated Avg Shear Stress: 2.3837 lb/ft^2

Channel Analysis: Channel Analysis - Sylvan Notes: Sylvan Creek AOP Culvert Channel Section

Input Parameters Channel Type: Trapezoidal Side Slope 1 (Z1): 1.0000 ft/ft Side Slope 2 (Z2): 1.0000 ft/ft Channel Width: 5.5000 ft Longitudinal Slope: 0.0310 ft/ft Manning's n: 0.0420 Flow: 123.0000 cfs

Result Parameters Depth: 2.0890 ft Area of Flow: 15.8535 ft^2 Wetted Perimeter: 11.4086 ft Hydraulic Radius: 1.3896 ft Average Velocity: 7.7586 ft/s Top Width: 9.6780 ft Froude Number: 1.0683 Critical Depth: 2.1721 ft Critical Velocity: 7.3807 ft/s Critical Slope: 0.0270 ft/ft Critical Top Width: 9.84 ft Calculated Max Shear Stress: 4.0410 lb/ft^2 Calculated Avg Shear Stress: 2.6881 lb/ft^2

HY-8 Culvert Analysis Report Crossing Discharge Data – Wagon Bay Creek

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 149 cfs Design Flow: 242 cfs Maximum Flow: 264 cfs

Table 3 - Culvert Summary Table: AOP

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)

149.00 120.30 5010.17 1.771 0.0* 1-S2n 1.407 1.494 1.407 1.754 7.338 9.841

160.50 129.56 5010.26 1.859 0.0* 1-S2n 1.477 1.567 1.477 1.827 7.523 10.054

172.00 138.89 5010.35 1.947 0.0* 1-S2n 1.535 1.639 1.535 1.897 7.754 10.254

183.50 148.23 5010.43 2.035 0.035 1-S2n 1.593 1.718 1.593 1.964 7.968 10.444

195.00 157.48 5010.52 2.120 0.118 1-S2n 1.650 1.795 1.650 2.029 8.166 10.625

206.50 166.76 5010.61 2.206 0.201 1-S2n 1.707 1.864 1.707 2.093 8.350 10.797

218.00 176.03 5010.69 2.290 0.283 1-S2n 1.764 1.934 1.764 2.154 8.522 10.963

229.50 185.29 5010.77 2.373 0.364 1-S2n 1.821 1.998 1.821 2.214 8.683 11.121

241.00 194.54 5010.86 2.456 0.445 1-S2n 1.879 2.063 1.879 2.272 8.833 11.273

242.00 195.30 5010.86 2.462 0.452 1-S2n 1.883 2.068 1.883 2.277 8.845 11.287

264.00 213.01 5011.02 2.618 0.606 1-S2n 1.993 2.189 1.995 2.384 9.097 11.562

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 5008.40 ft, Outlet Elevation (invert): 5006.00 ft

Culvert Length: 72.04 ft, Culvert Slope: 0.0333

Site Data - AOP Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5004.40 ft Outlet Station: 72.00 ft Outlet Elevation: 5002.00 ft Number of Barrels: 1

Culvert Data Summary - AOP Barrel Shape: Circular Barrel Diameter: 12.00 ft Barrel Material: Corrugated Steel Embedment: 48.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0450 (bottom) Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: NONE

Table 4 - Downstream Channel Rating Curve (Crossing: Wagon Bay Creek)

Tailwater Channel Data - Wagon Bay Creek Tailwater Channel Option: Trapezoidal Channel Bottom Width: 6.00 ft Side Slope (H:V): 1.50 (_:1) Channel Slope: 0.0300 Channel Manning's n: 0.0300 Channel Invert Elevation: 5006.33 ft

Roadway Data for Crossing: Wagon Bay Creek Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 5018.00 ft Roadway Surface: Paved Roadway Top Width: 30.00 ft

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

149.00 5008.08 1.75 9.84 3.28 1.50

160.50 5008.16 1.83 10.05 3.42 1.50

172.00 5008.23 1.90 10.25 3.55 1.51

183.50 5008.29 1.96 10.44 3.68 1.51

195.00 5008.36 2.03 10.62 3.80 1.52

206.50 5008.42 2.09 10.80 3.92 1.52

218.00 5008.48 2.15 10.96 4.03 1.53

229.50 5008.54 2.21 11.12 4.14 1.53

241.00 5008.60 2.27 11.27 4.25 1.54

242.00 5008.61 2.28 11.29 4.26 1.54

264.00 5008.71 2.38 11.56 4.46 1.55

Crossing Discharge Data – Sylvan Creek Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 123 cfs Design Flow: 211 cfs Maximum Flow: 232 cfs

Table 5 - Summary of Culvert Flows at Crossing: Sylvan Creek - Small

Headwater Elevation

(ft) Total Discharge (cfs) AOP Discharge (cfs) Roadway Discharge

(cfs) Iterations

5029.41 123.00 123.00 0.00 1

5029.53 133.90 133.90 0.00 1

5029.64 144.80 144.80 0.00 1

5029.76 155.70 155.70 0.00 1

5029.87 166.60 166.60 0.00 1

5029.98 177.50 177.50 0.00 1

5030.09 188.40 188.40 0.00 1

5030.20 199.30 199.30 0.00 1

5030.30 210.20 210.20 0.00 1

5030.31 211.00 211.00 0.00 1

5030.51 232.00 232.00 0.00 1

5038.00 702.81 702.81 0.00 Overtopping

Table 6 - Culvert Summary Table: AOP

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)

123.00 123.00 5029.41 1.914 0.0* 1-S2n 1.504 1.607 1.504 1.727 7.574 9.858

133.90 133.90 5029.53 2.030 0.0* 1-S2n 1.586 1.698 1.586 1.812 7.817 10.104

144.80 144.80 5029.64 2.144 0.0* 1-S2n 1.667 1.784 1.667 1.894 8.035 10.336

155.70 155.70 5029.76 2.257 0.0* 1-S2n 1.748 1.872 1.748 1.974 8.234 10.553

166.60 166.60 5029.87 2.369 0.0* 1-S2n 1.829 1.957 1.829 2.051 8.414 10.760

177.50 177.50 5029.98 2.479 0.0* 1-S2n 1.910 2.041 1.910 2.125 8.580 10.955

188.40 188.40 5030.09 2.588 0.079 1-S2n 1.978 2.118 1.978 2.197 8.792 11.140

199.30 199.30 5030.20 2.696 0.195 1-S2n 2.046 2.197 2.046 2.267 8.989 11.318

210.20 210.20 5030.30 2.802 0.311 1-S2n 2.114 2.276 2.114 2.335 9.175 11.487

211.00 211.00 5030.31 2.810 0.320 1-S2n 2.119 2.281 2.119 2.340 9.188 11.499

232.00 232.00 5030.51 3.012 0.546 1-S2n 2.251 2.428 2.251 2.467 9.511 11.806

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 5027.50 ft, Outlet Elevation (invert): 5025.00 ft

Culvert Length: 78.04 ft, Culvert Slope: 0.0321

Site Data - AOP Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5023.50 ft Outlet Station: 78.00 ft Outlet Elevation: 5021.00 ft Number of Barrels: 1

Culvert Data Summary - AOP Barrel Shape: Circular Barrel Diameter: 11.00 ft Barrel Material: Corrugated Steel Embedment: 48.00 in Barrel Manning's n: 0.0240 (top and sides) Manning's n: 0.0450 (bottom) Culvert Type: Straight Inlet Configuration: Mitered to Conform to Slope Inlet Depression: NONE

Table 7 - Downstream Channel Rating Curve (Crossing: Syvlan Creek - Small)

Tailwater Channel Data - Syvlan Creek - Small Tailwater Channel Option: Trapezoidal Channel Bottom Width: 5.50 ft Side Slope (H:V): 1.00 (_:1) Channel Slope: 0.0310 Channel Manning's n: 0.0300 Channel Invert Elevation: 5025.00 ft

Roadway Data for Crossing: Syvlan Creek - Small Roadway Profile Shape: Constant Roadway Elevation Crest Length: 50.00 ft Crest Elevation: 5038.00 ft Roadway Surface: Paved Roadway Top Width: 30.00 ft

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

123.00 5026.73 1.73 9.86 3.34 1.47

133.90 5026.81 1.81 10.10 3.51 1.48

144.80 5026.89 1.89 10.34 3.66 1.48

155.70 5026.97 1.97 10.55 3.82 1.49

166.60 5027.05 2.05 10.76 3.97 1.49

177.50 5027.13 2.13 10.95 4.11 1.50

188.40 5027.20 2.20 11.14 4.25 1.50

199.30 5027.27 2.27 11.32 4.39 1.51

210.20 5027.34 2.34 11.49 4.52 1.51

211.00 5027.34 2.34 11.50 4.53 1.51

232.00 5027.47 2.47 11.81 4.77 1.52

1-2-2 (Rec: 10in)

2-2-3 (Rec: 12in)

(Rec: 5in)

6-11-12 (Rec: 13in)

7-11-15 (Rec: 13in)

S-1

S-2

S-3

R-1

R-2

S-4

S-5

7" of Asphalt.

Poorly-graded SAND with silt, loose, light brown, dry, fine to coarse-grained sand, homogeneous.

GRANITE boulder approximately 4.5' diameter, salt and pepper, medium grained.

Poorly-graded SAND with silt, medium dense, light brown, moist, medium-grained sand, homogeneous.

At 15 feet, laminated fine and coarse-grained sand.

0.7

8.0

12.5

-116.10180830

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 1 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

LATITUDE (DEGREES):

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/7/16

Sunny, 70's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/7/16

BORING WW16-01

OTHER:

360+82 9' RT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

DESCRIPTION

LOCATION NOTES:ID PFH 21(7) Warren Wagon Geotechnical Investigation

LONGITUDE (DEGREES):

44.95290833

6-10-12 (Rec: 13in)

10-11-16 (Rec: 13in)

7-8-8 (Rec: 14in)

S-6

S-7

S-8

At 20 feet, homogeneous.

Bottom of boring WW16-01 at 31.5'.

31.5

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 2 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/7/16

Sunny, 70's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/7/16

BORING WW16-01

OTHER:

360+82 9' RT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

DESCRIPTION

LOCATION NOTES:ID PFH 21(7) Warren Wagon Geotechnical Investigation

2-2-2 (Rec: 8in)

1-2-3 (Rec: 10in)

1-12-40 (Rec: 12in)

9-12-12 (Rec: 13in)

6-12-13 (Rec: 14in)

1-5-9 (Rec: 12in)

S-1

S-2

S-3

S-4

S-5

S-6

6" of Asphalt.

Poorly-graded SAND with silt, very loose to loose, brown, dry, fine to coarse-grained sand, homogeneous.

At 5 feet, light brown.

At 8.8 feet, drilling indicates cobble/boulder.

At 10.5 feet, medium dense, moist.

At 12.5 feet, wet.

0.5

20.0

-116.10186110

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 1 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

LATITUDE (DEGREES):

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/7/16

Sunny, 70's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/7/16

BORING WW16-02

OTHER:

360+84 9.5' LT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

DESCRIPTION

LOCATION NOTES:ID PFH 21(7) Warren Wagon Geotechnical Investigation

LONGITUDE (DEGREES):

44.95293890

6-10-13 (Rec: 18in)

1-8-13 (Rec: 18in)

1-1-7 (Rec: 6in)

S-7

S-8

S-9

Poorly-graded SAND, medium dense, gray, wet, fine to medium-grained sand.

At 25 feet, fine-grained sand.

At 30 feet, loose, medium grained sand.

Bottom of boring WW16-02 at 31.5'.

31.5

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 2 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/7/16

Sunny, 70's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/7/16

BORING WW16-02

OTHER:

360+84 9.5' LT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

50/5" (Rec: 3in)

1-3-26 (Rec: 4in)

3-2-3 (Rec: 10in)

7-10-15 (Rec: 8in)

50/5"

27-16-18

S-1

S-2

S-3

S-4

S-5

S-6

Silty SAND with gravel, loose, brown, dry.

Silty SAND, medium dense to dense, brown, dry, homogeneous, trace organics with thin roots present throughout sample.

At 6 feet, drilling indicates cobbles/boulders.

At 7.5 feet, loose, dark brown, trace organics.

Silty GRAVEL with sand, medium dense to dense, brown, dry. Drilling action indicates cobbles/boulders.

Poorly-graded SAND with silt and cobbles, dense, light brown, wet, medium-grained sand.

2.7

10.0

15.0

20.0

-116.09916390

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 1 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

LATITUDE (DEGREES):

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/8/16

Clear, 40's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/8/16

BORING WW16-03

OTHER:

375+32 12.5' RT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

DESCRIPTION

LOCATION NOTES:ID PFH 21(7) Warren Wagon Geotechnical Investigation

LONGITUDE (DEGREES):

44.95637500

4-8-10 (Rec: 11in)

3-18-50 (Rec: 15in)

1-7-16 (Rec: 12in)

S-7

S-8

S-9

Poorly-graded SAND, medium dense, gray, wet, fine grained sand, homogeneous.

At 21 feet, 6" lens of medium grained, orange sand.

At 25 feet, dense to very dense, medium-grained sand.

At 27.5 feet, easier drilling.

Bottom of boring WW16-03 at 31.5'.

31.5

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 2 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/8/16

Clear, 40's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/8/16

BORING WW16-03

OTHER:

375+32 12.5' RT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

DESCRIPTION

5-6-5 (Rec: 12in)

4-7-8 (Rec: 2in)

2-6-7 (Rec: 10in)

23-36-40 (Rec: 13in)

35-29-18 (Rec: 13in)

18-22-26 (Rec: 13in)

S-1

S-2

S-3

S-4

S-5

S-6

6" of Asphalt.

Silty SAND with gravel, medium dense, light brown, moist, fine to coarse-grained sand.

At 6.5 feet, drilling action indicates boulder approximately 1 foot thick.

At 8.8 feet, dark brown with trace organics transitioning to brown at 9 feet.

At 10 feet, brown to light brown.

Silty GRAVEL with sand with cobbles, very dense, gray, dry, subangular to rounded gravel.

Poorly-graded SAND with gravel, dense, light brown, dry, fine-grained sand.

Well-graded GRAVEL with sand, dense, gray, moist to wet, medium-grained sand, subrounded to angular gravel.

Poorly-graded SAND with silt, medium dense, light brown, wet, fine to medium grained sand.

0.5

10.3

12.5

15.0

17.0

-116.09902500

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 1 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

LATITUDE (DEGREES):

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/8/16

Clear, 40's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEGAN:

20 40

PLASTIC LIMIT

6 in H-S AUGER

RECOVERY (%)

LIQUID LIMIT

BORING LOG (English Units)

CORE

8 in H-S AUGER

S A

M P

LE

WEATHER:

9/8/16

BORING WW16-04

OTHER:

375+97.5 12' LT

3 in SHELBY TUBE

STANDARD BLOWS PER FOOT

(140 lb mass, 30 in drop)

SAMPLE PENETRATION RESISTANCE

Aaron Delvalle

WATER CONTENT (%)

DESCRIPTION

LOCATION NOTES:ID PFH 21(7) Warren Wagon Geotechnical Investigation

LONGITUDE (DEGREES):

44.95651667

3-5-13 (Rec: 16in)

11-19-26 (Rec: 11in)

9-25-27 (Rec: 13in)

S-7

S-8

S-9

Well-graded SAND with silt and gravel, dense to very dense, gray, wet, fine to medium grained sand.

Bottom of boring WW16-04 at 31.5'.

22.0

31.5

1.75 in O.D. SPLIT TUBE SAMPLE

2 in O.D. SPLIT TUBE SAMPLE (SPT)

2.5 in O.D. MOD. CA SAMPLER (MC)

D E

P T

H ft

AUGER

WATER LEVEL

Sheet 2 of 2

D E

P T

H ft

COMPLETED:

DRILL:

DRILLER:HQ CORE

G R

A P

H

IC

L O

G

RQD (%)

CME 85-HT

STATION, OFFSET:

NQ CORE

PROJECT:

9/8/16

Clear, 40's

S A

M P

LE BLOW

COUNT

FEDERAL HIGHWAY ADMINISTRATION

VANCOUVER, WASHINGTON

GEOTECHNICAL SECTION

BEG…