Preliminary Plans_ID FLAP BONNER 841(1).pdf

PDF 23 MB Posted Aug 21, 2025

Attached to: ID FLAP BONNER 841(1), Trestle Creek Road, MP 100 to 103. 7
Solicitation number: 69056725R000015
Issued by: Department of Transportation Federal Highway Administration

About this file

Written by GovTribe AI · Aug 21, 2025

This is a Request for Proposals (RFP) for the Trestle Creek Road rehabilitation project in Bonner County, Idaho, located within the Kaniksu National Forest. The project involves approximately 3.81 miles of roadway improvements from mile post 100 to 103.7, including bank stabilization, culvert cleaning and replacement, roadway excavation, aggregate base course, asphalt concrete pavement, and erosion control measures.

The project includes nine proposed turnouts, multiple bank stabilization sites, and extensive drainage and utility work. The U.S. Department of Transportation Federal Highway Administration is overseeing the project, with construction type specified as bank stabilization, culvert replacement, roadway aggregate, and asphalt concrete pavement. The design speed is 30 MPH, and the project will utilize standard specifications for Federal Highway Projects. Key features include geotextile stabilization, riprap placement, streambed material conservation, and fish passage considerations. The project is preliminarily scheduled for construction, with detailed plans showing phased improvements along the entire route through the national forest.

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File	Type	Posted
PROJECT DESCRIPTION_ID FLAP BONNER 841(1).pdf	PDF	Aug 21, 2025
Preliminary Letter ID FLAP BONNER 841(1).pdf	PDF	Aug 21, 2025

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PRELIM

ARY

NOT FOR C

ONSTRUCTIO

J u n e

H E

E T

I N

D E

X c p w w o r k w f l\ d

\i d a g e n a a a c .d g n

SHEET INDEX

PROJECT

NUMBER

SHEET

A.2

ID FLAP BONNER 841(1)

ARY

NOT FOR C

BH TP

CUYD

culv.

CUFT

cubic yard(s) culvert cubic foot (feet) mon.

min.

MGAL

max.

matl.

M.P.

M.L.

monument minimum thousand gallon maximum material mile post main line

RIP

G W G WV

CP GPS

36 31

N 1000EL. 1234.56

SEC.

θs Ø ∆c spiral central angle diameter curve central angle total central angle approach ahead average daily traffic abutment appr.

ADT

abut.

between bearing bridge balance point bench mark back face back btwn brg.

br.

b.f.

ctrs.

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center

NO SCALE

NOTE:

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend

W west drwg(s).

dist.

diaph.

dia.

DHV

D exp. jt.

exc.

EQ or eq.

EOP

emb.

elev.

El. 94.16 e.f.

e E expansion joint excavation edge of water equation edge of pavement embankment elevation elevation in feet each face superelevation rate east drawing(s) distance diaphragm diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge) jt.

joint invert elevation inside diameter ftg.

flg.

fin.

f.f.

footing flange finish front face

lt. or LT Ls

LPSM

long.

LNFT

lat.

L low water left length of spiral lump sum longitudinal linear foot (feet) latitude length of curve rte.

rt. or RT reqd.

reinf.

rdwy.

R/W R.

R route right required reinforcement roadway right-of-way range radius typ.

thd.

TBM

T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance

VPI

vph V vertical point of intersection vehicles per hour design speed (velocity)

STS

struc.

stiff.

stgr.

std.

STA, Sta.

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sect.

SADT

S point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south

KSI

square inch thousand pounds per pvmt.

PST

PSC

PSI

PSF

POT

POS

POC

pl.

PCS

PCC

pavement point of tangent point of spiral to tangent point of spiral to curve pounds per square inch pounds per square foot point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve

OHWM

o. to o.

o.c.

ordinary high water mark original ground outside diameter out to out on center

N normal crown north

A A

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

Section Line

Section Corner (Found, Projected)

Control Point (Terrestrial and GPS)

Gas & Water Meter; Gas & Water Valve

Flagpole; Fire Hydrant

Cooking Grate; Garbage Can; Picnic Table

Boulder; Well; Antenna; Grave

Above Ground Tank; Underground Tank

Spot Elevation; Coordinate Grid Tick

Material Source; Bore Hole; Test Pit

Treeline; Individual Trees

Spring or Seep

Section Line 4

Section Corner (Found, Projected) 4

Section Line 16

Section Corner (Found, Projected)16

Property Line

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

BLM Lands Boundary

Indian Reservation Boundary

Existing Roadway (Paved, Gravel)

Railroad

Trail

Fiber Roll

Silt Fence

Sandbag

Intermittent Drainage or Small Creek

Large Creek or River

Lake, Pond or Reservoir; Marshland

North Arrow

Slope Stake Limits Top of Cut

Toe of Fill

Construction Limits

Bottom of Ditch

Fence

Gate with Fence

Cattleguard

Guardrail

Concrete Barrier and Guard Wall

Retaining Wall wall face

Signs (single, double post; portable)

Delineators

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Pipe Culvert with Drop Inlet

Box Culvert

Underdrain

Overhead/Above Ground Utilities

Underground Utilities

Light, Support w/Anchor) Poles (Power, Telephone, Joint Use, Miscellaneous Utility Features

Building

Right-of-Way Line

Permanent Easement

Construction Easement

Riprap

- no symbol -

Section A-A

EXISTING PROPOSED

STEAM = steam, T = telephone, TV = CATV, W = water P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain EM = electric meter, TP = telephone pedestal, TV = CATV pedestal,

- no symbol -

ABBREVIATIONS

PLAN SYMBOLS AND

101-1W

FP-14

6/2022

WFLHD DETAIL

S e p te m b e r

D e t W

-1 p w w o rk w fl \d

-1

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

A.3

ARY

NOT FOR C

0 12

SCALE IN MILES

pits

Gravel

T re s tle C re e k to S a n d p o in t

Tr es tle

Cr ee k Ro ad

RV Park

Boat ramp n a r h c o C w ar

Mountain

Grief

NF 275

NF 2

re iz al G kee rC

572 F N

Tr es tle

Cr ee k

Tr es tle

C re e k

Pend Oreille

Lake

Northern Railroad

Burlington

END PROJECT

BEGIN PROJECT

A p p ro x . 1

.5 m ile s

T re s tle C re e k to M is s o u la , M

A p p ro x . 1 m ile s

No Hope Rd

NATIONAL FOREST

KANIKSU

NATIONAL FOREST

KANIKSU

8 10

11 12

15 14 13

21 22 23 24

T 60 N

T 59 N

10+00

TRESTLE CREEK ROAD

211+00

TRESTLE CREEK ROAD

Area

Staging

F e b r u a r y

V ic in it y

M a p p w w o r k w f l\ d

\i d a g e n a a a c .d g n

VICINITY MAP

PROJECT

ID FLAP BONNER 841(1) A.4ID FLAP BONNER 841(1)

ARY

NOT FOR C

Existing ground

Varies (7'-13')Varies (7'-13')

/2-inch lifts with tack coat in between 1over 2

4-inch compacted depth, placed in 1 1/2-inch size aggregate, 0.3 to < 3 million ESAL, 1/2-inch nominal maximum

Asphalt concrete pavement, gyratory mix, 8-inch compacted depth

Aggregate base grading D Existing gravel surface

Existing ground

Varies (7'-11')Varies (7'-11')

/2-inch lifts with tack coat in between 1over 2

4-inch compacted depth, placed in 1 1/2-inch size aggregate, 0.3 to < 3 million ESAL, 1/2-inch nominal maximum

Asphalt concrete pavement, gyratory mix, 8-inch compacted depth

Aggregate base grading D

Existing gravel surface

Class 1, Type A (woven)

Separation-stabilization geotextile, Class 1, Type A (woven)

Separation-stabilization geotextile, Existing ground

Select borrow

/2-inch lifts with tack coat in between 1over 2

4-inch compacted depth, placed in 1 1/2-inch size aggregate, 0.3 to < 3 million ESAL, 1/2-inch nominal maximum

Asphalt concrete pavement, gyratory mix, 8-inch compacted depth

Aggregate base grading D

Class 1, Type A (woven)

Separation-stabilization geotextile, Existing ground

Select borrow

/2-inch lifts with tack coat in between 1over 2

4-inch compacted depth, placed in 1 1/2-inch size aggregate, 0.3 to < 3 million ESAL, 1/2-inch nominal maximum

Asphalt concrete pavement, gyratory mix, 8-inch compacted depth

Aggregate base grading D

Class 1, Type A (woven)

Separation-stabilization geotextile, [1]

[1]

Second lift of asphalt

First lift of asphalt

Aggregate base course

Edge of pavement

Ditch reconditioning

[3] reconditioning

Ditch

[4]

[1]

[2]

[3]

[4]

TRESTLE CREEK ROAD

10+00 to 47+00

1:21:

TRESTLE CREEK ROAD

47+00 to 136+00

1:2

136+00 to 211+00

TYPICAL FILL PROPOSED TURNOUT SECTION

m a x

Varies m a x

TYPICAL CUT PROPOSED TURNOUT SECTION

End the top layer of separation-stabilization geotextile, Class 1 Type A (woven) 6 inches before the face of slope to prevent daylighting.

the geotextile a minimum of 1 foot.

centerline from the back of proposed edge of turnout. If the turnout occurs where geotextile is being placed on the mainline, overlap

On turnouts install the top layer of separation-stabilization geotextile, Class 1 Type A (woven) so that it extends 5 feet towards the

See connection details on Sheets D.4 and D.10 for the taper excavation transitions.

Taper the 12-inch roadway excavation depths to a 4-inch depth that will remain constant from stations 11+20 through 209+00.

At stations 10+00 and 211+00 perform 12-inch of roadway excavation to tie the typical section into the existing roadway surface.

Recondition ditches at the locations shown on the Ditch Reconditioning table.

Class 1 Type A (woven) Mainline Locations table.

Geotextile should be installed on the entire width of the roadway at the stations identified in the Separation-stabilization Geotextile, Install Separation-stabilization geotextile, Class 1 Type A (woven) on top of the subgrade prior to placing pavement structure.

FOOTNOTE:

SAFETY EDGE

M in

1:3

M in

1:3

M in

1:3

[5]

0.5'

Placing topsoil limits

C o n s tr u c ti o n

L im it

C o n s tr u c ti o n

L im it

C o n s tr u c ti o n

L im it

C o n s tr u c ti o n

L im it

C o n s tr u c ti o n

L im it C o n s tr u c ti o n

L im it

C o n s tr u c ti o n

L im it

M a y

S h e e t

C .1 p w w o r k w f l\ d

\B o n n e r

T y p ic a lS e c ti o n

.d g n

TYPICAL SECTIONS

PROJECT

NUMBER

C.1

Match existing Match existing

Varies (14'-26')

Varies (14'-22')

-2%

2% slope

2% Crown

2% slope

2% Crown

PRELIM

ARY

NOT FOR C

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ORTHOMETRIC

ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

19101 2413012.880 2478607.447 2089.992 48°17'01.427016"N 116°20'59.653282"W 2034.470 0.999860503 5/8" IR W/FHWA ALUM CAP 1.

19102 2413204.149 2479208.685 2107.792 48°17'03.360761"N 116°20'50.785803"W 2052.312 0.999859451 5/8" IR W/FHWA ALUM CAP

19103 2413368.550 2479777.427 2124.283 48°17'05.026693"N 116°20'42.395530"W 2068.843 0.999858473 5/8" IR W/FHWA ALUM CAP

19104 2413511.833 2480338.657 2140.976 48°17'06.483488"N 116°20'34.113763"W 2085.577 0.999857488 5/8" IR W/FHWA ALUM CAP

19105 2413840.910 2480751.626 2158.809 48°17'09.762297"N 116°20'28.045187"W 2103.446 0.999856499 5/8" IR W/FHWA ALUM CAP

19106 2414258.934 2481182.108 2176.624 48°17'13.920087"N 116°20'21.727542"W 2121.302 0.999855505 5/8" IR W/FHWA ALUM CAP

19107 2414585.301 2481643.936 2198.185 48°17'17.175664"N 116°20'14.935735"W 2142.903 0.999854323 5/8" IR W/FHWA ALUM CAP

19108 2414764.973 2482112.987 2213.680 48°17'18.984066"N 116°20'08.020332"W 2158.435 0.999853428 5/8" IR W/FHWA ALUM CAP

19109 2414965.214 2482337.724 2228.832 48°17'20.976981"N 116°20'04.719757"W 2173.608 0.99985263 5/8" IR W/FHWA ALUM CAP

19110 2414955.625 2482536.829 2238.234 48°17'20.897312"N 116°20'01.774529"W 2183.023 0.999852116 5/8" IR W/FHWA ALUM CAP

19111 2414992.625 2482810.857 2240.274 48°17'21.282985"N 116°19'57.726655"W 2185.082 0.999851929 5/8" IR W/FHWA ALUM CAP

19112 2415378.839 2483156.296 2262.037 48°17'25.120053"N 116°19'52.661922"W 2206.889 0.999850776 5/8" IR W/FHWA ALUM CAP

19113 2415654.730 2483635.517 2271.063 48°17'27.878346"N 116°19'45.606352"W 2215.952 0.999850188 5/8" IR W/FHWA ALUM CAP

19114 2415758.067 2483952.571 2282.567 48°17'28.921684"N 116°19'40.929431"W 2227.479 0.999849536 5/8" IR W/FHWA ALUM CAP

19115 2415929.476 2484159.123 2293.521 48°17'30.628515"N 116°19'37.894092"W 2238.450 0.999848946 5/8" IR W/FHWA ALUM CAP

19116 2416052.817 2484573.311 2308.603 48°17'31.876359"N 116°19'31.782876"W 2253.561 0.999848092 5/8" IR W/FHWA ALUM CAP

19117 2416329.139 2484838.808 2325.392 48°17'34.622777"N 116°19'27.887340"W 2270.373 0.999847204 5/8" IR W/FHWA ALUM CAP

19118 2416340.915 2485119.300 2337.808 48°17'34.759681"N 116°19'23.740714"W 2282.807 0.999846521 5/8" IR W/FHWA ALUM CAP

19119 2416396.962 2485540.059 2360.318 48°17'35.343730"N 116°19'17.524680"W 2305.345 0.99984531 5/8" IR W/FHWA ALUM CAP

19120 2416753.662 2485786.097 2380.204 48°17'38.881771"N 116°19'13.925461"W 2325.252 0.999844282 5/8" IR W/FHWA ALUM CAP

19121 2417079.933 2486155.237 2400.065 48°17'42.128513"N 116°19'08.502251"W 2345.141 0.999843215 5/8" IR W/FHWA ALUM CAP

19122 2417270.385 2486699.655 2412.249 48°17'44.047683"N 116°19'00.471843"W 2357.352 0.99984246 5/8" IR W/FHWA ALUM CAP

19123 2417550.819 2487072.130 2438.561 48°17'46.842164"N 116°18'54.993928"W 2383.690 0.999841085 5/8" IR W/FHWA ALUM CAP

19124 2417721.379 2487600.107 2448.622 48°17'48.563585"N 116°18'47.204163"W 2393.783 0.999840438 5/8" IR W/FHWA ALUM CAP

19125 2417721.345 2488161.275 2461.698 48°17'48.603802"N 116°18'38.904940"W 2406.891 0.999839637 5/8" IR W/FHWA ALUM CAP

19126 2417908.095 2488530.877 2477.436 48°17'50.473302"N 116°18'33.458953"W 2422.653 0.999838769 5/8" IR W/FHWA ALUM CAP

19127 2418101.760 2488891.107 2497.859 48°17'52.410298"N 116°18'28.152206"W 2443.099 0.999837681 5/8" IR W/FHWA ALUM CAP

19128 2418238.133 2489185.093 2506.055 48°17'53.777117"N 116°18'23.818927"W 2451.316 0.999837197 5/8" IR W/FHWA ALUM CAP

19129 2418393.127 2489336.666 2518.528 48°17'55.317469"N 116°18'21.593829"W 2463.799 0.999836554 5/8" IR W/FHWA ALUM CAP

19130 2418506.535 2489591.067 2533.789 48°17'56.454772"N 116°18'17.843433"W 2479.076 0.999835746 5/8" IR W/FHWA ALUM CAP

19131 2418733.640 2489836.089 2542.383 48°17'58.713357"N 116°18'14.243845"W 2487.687 0.99983526 5/8" IR W/FHWA ALUM CAP

19132 2418971.991 2490253.824 2565.802 48°18'01.095161"N 116°18'08.090904"W 2511.133 0.999834012 5/8" IR W/FHWA ALUM CAP

19133 2419087.503 2490769.555 2595.138 48°18'02.271612"N 116°18'00.475378"W 2540.500 0.999832451 5/8" IR W/FHWA ALUM CAP

19134 2419328.685 2491139.569 2621.027 48°18'04.677783"N 116°17'55.028256"W 2566.413 0.999831101 5/8" IR W/FHWA ALUM CAP

19135 2419655.873 2491498.866 2677.024 48°18'07.931852"N 116°17'49.748575"W 2622.434 0.999828316 5/8" IR W/FHWA ALUM CAP

COORDINATE SYSTEM : Idaho West SPCS NAD83 (2011) VERTICAL DATUM : Orthometric elevations based on the NAVD88 GEOID12b

EPOCH DATE : 2010.000

CADD SYSTEM COORDINATE SYSTEM : ID83/2011-WF NSRS11(NAD83/2011) Idaho, West Zone, US Foot

PROJECT : Trestle Creek DATE OF FIELD WORK : Multiple entries

PROJECT UNITS : US SURVEY FOOT

-F eb -2

A M

U se rs \a da m

.d av ie s\

D oc um en ts \P ro je ct s_

\I da ho \T re st le C re ek

\p w

Tr es tle

_C re ek _C on tr ol sh ee t.

xl sx

]S he et

To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.

PROJECT

D.1ID FLAP BONNER 841(1)

SHEET

NUMBER

SURVEY CONTROL

SHEET 1 OF 2

PRELIM

ARY

NOT FOR C

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ORTHOMETRIC

ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

19136 2419884.284 2491999.549 2714.757 48°18'10.221021"N 116°17'42.367082"W 2660.199 0.999826361 5/8" IR W/FHWA ALUM CAP 1.

19137 2419833.607 2492339.762 2732.037 48°18'09.744750"N 116°17'37.329691"W 2677.496 0.999825432 5/8" IR W/FHWA ALUM CAP

19138 2419797.019 2492693.644 2739.474 48°18'09.408403"N 116°17'32.091622"W 2684.952 0.999824969 5/8" IR W/FHWA ALUM CAP

19139 2419731.015 2493167.250 2751.132 48°18'08.790030"N 116°17'25.079683"W 2696.635 0.999824269 5/8" IR W/FHWA ALUM CAP

19140 2419800.397 2493670.602 2785.499 48°18'09.509615"N 116°17'17.641869"W 2731.030 0.999822476 5/8" IR W/FHWA ALUM CAP

19141 2419888.404 2494275.723 2828.994 48°18'10.419875"N 116°17'08.700656"W 2774.559 0.999820216 5/8" IR W/FHWA ALUM CAP

19142 2420045.848 2494471.467 2841.577 48°18'11.987042"N 116°17'05.821640"W 2787.155 0.999819557 5/8" IR W/FHWA ALUM CAP

19143 2419924.016 2494692.812 2857.943 48°18'10.799993"N 116°17'02.535155"W 2803.531 0.999818709 5/8" IR W/FHWA ALUM CAP

19144 2420002.230 2495130.866 2863.200 48°18'11.601861"N 116°16'56.063904"W 2808.813 0.999818327 5/8" IR W/FHWA ALUM CAP

19145 2419900.290 2495428.857 2864.836 48°18'10.616269"N 116°16'51.645852"W 2810.455 0.999818161 5/8" IR W/FHWA ALUM CAP

19146 2420115.067 2495776.612 2872.222 48°18'12.759451"N 116°16'46.524121"W 2817.863 0.999817704 5/8" IR W/FHWA ALUM CAP

19147 2420212.751 2496005.450 2882.002 48°18'13.738990"N 116°16'43.149285"W 2827.657 0.999817169 5/8" IR W/FHWA ALUM CAP

-F eb -2

A M

U se rs \a da m

.d av ie s\

D oc um en ts \P ro je ct s_

\I da ho \T re st le C re ek

\p w

Tr es tle

_C re ek _C on tr ol sh ee t.

xl sx

]S he et

2) PROJECT : Trestle Creek DATE OF FIELD WORK : Multiple entries

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : Idaho West SPCS NAD83 (2011) VERTICAL DATUM : Orthometric elevations based on the NAVD88 GEOID12b

EPOCH DATE : 2010.000

CADD SYSTEM COORDINATE SYSTEM : ID83/2011-WF NSRS11(NAD83/2011) Idaho, West Zone, US Foot

To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.

PROJECT

D.2ID FLAP BONNER 841(1)

SHEET

NUMBER

SURVEY CONTROL

SHEET 2 OF 2

PRELIM

ARY

NOT FOR C

turnout quantities.

and turnout work. See Sections E and F for approach and

Quantities are for mainline only and do not include approach

FOOTNOTE:

[1]

[2]

Excavated roadway material is unsuitable for backfill.

[2]

:5 u ly

T a b u la ti o n o f Q u a n ti ti e s p w w o r k w f l\ d \B o n n e r D

S h e e ts

.d g n

TABULATION OF QUANTITIES

PROJECT

NUMBER

D.3

ARY

NOT FOR C

CABIN

GPS

19101

19102

19103

1 1

2 1 3 1

4 1 5 1 6 1 7 1

10+00 to 11+22

1/2-inch lifts with tack coat in between. over 2

4-inch compacted depth, placed in 1 1/2-inch size aggregate, 0.3 < 3 million ESAL

1/2-inch nominal maximum

Asphalt concrete pavement, gyratory mix,Sawcutting pavement

8-inch compacted depth

Aggregate base grading D, aggregate base

Existing pavement

Existing

BEGIN PROJECT

Edge of pavement

Cleaning culvert in place

Approach 4

Approach 5

Approach 6

Ditch reconditioning

Approach 3

Approach 2

Approach 1

Existing ROW

Tapered roadway excavation

19104

19105

7 2

E= 2478581.24

N= 2413031.84 10+00.00

CONNECTION DETAIL

excavation roadway 12-inch excavation roadway 4-inch

NOTE:

1. Stationing and proposed work locations are approximate. Verify locations with CO.

2. Match existing roadway connections from SH-200 to Trestle Creek Road.

S H

M a y

.4 p w w o r k w f l\ d \B o n n e r D

S h e e ts

.d g n

10+00 TO 39+00

PLAN AND PLAN

PROJECT

D.4

ARY

NOT FOR C

Y T I L I T U

D E I R U B

G N I N R A W

19106

19107

19108

19109

5 4 6 4 7 4 8 4 9 5

ATER TOW

Edge of pavement

Cleaning culvert in place

Ditch reconditioning

Approach 7

Turnout 1

Approach 8

Cleaning culvert in place

Proposed Turnout 1 easement

Proposed

Proposed easement

Existing ROW

Existing ROW 19109

19110

19111

19112

7 5

5 6

1. Stationing and proposed work locations are approximate. Verify locations with CO.

NOTE:

2. See Right of Way Plan in Physical Data for details

M a y

.5 p w w o r k w f l\ d \B o n n e r D

S h e e ts

.d g n

39+00 TO 68+00

PLAN AND PLAN

PROJECT

NUMBER

D.5

ARY

NOT FOR C

19113

19114

19115

19116

19117

9 7 0 7

1 7

4 7 5 7

6 7

Edge of pavement

Cleaning culvert in place

Installation of 18-inch pipe culvert

Cleaning culvert in place

Turnout 2

See Section G

Site 1A

Bank Stabilization

Installation of 18-inch pipe culvert

Removal of pipe culvert and

Removal of pipe culvert

See Section G

Site 1B

Bank Stabilization

Approach 9

Proposed Turnout 2

See Section G

Site 2A

Bank Stabilization

See Section G

Site 2B

Bank Stabilization

Ditch reconditioning

See Section G

Site 3A-1

Stabilization

Bank

See Section G

Site 3A-2

Bank Stabilization

Installation of 18-inch pipe culvert

Removal of pipe culvert

Ditch reconditioning

See Section G

Site 3B

Bank Stabilization

Proposed easement

Existing ROW

Existing ROW Ditch reconditioning

Approach 10

Ditch reconditioning

19117

19118

19119

19120

NOTE:

1. Stationing and proposed work locations are approximate. Verify locations with CO.

2. See Right of Way Plan in Physical Data for details.

M a y

.6 p w w o r k w f l\ d \B o n n e r D

S h e e ts

.d g n

68+00 TO 97+00

PLAN AND PLAN

PROJECT

NUMBER

D.6

ARY

NOT FOR C

P P L E

P R

U C

L D

E R

E D

A R

F I R

GPS

19121

19122

19123

0 1 1 1

Edge of pavement

Cleaning culvert in place

Approach 11 Approach 12

Proposed Turnout 3

Approach 13

Approach 14

Existing ROW

19124

19125

19126

7 1 8 1

9 1

1. Stationing and proposed work locations are approximate. Verify locations with CO.

NOTE:

M a y

.7 p w w o r k w f l\ d \B o n n e r D

S h e e ts

.d g n

97+00 TO 126+00

PLAN AND PLAN

PROJECT

NUMBER

D.7

ARY

NOT FOR C

19127

19128

19129

19130

19131

Edge of pavement

Cleaning culvert in place

Proposed Turnout 4

See Section G

Site 4

Bank Stabilization

Approach 15 Approach 16

Proposed Turnout 5

Proposed Turnout 6

Approach 17

Approach 18

Proposed easement

Existing ROW

Protect existing tree existing tree

Protect

19131

19132

19133

19134

6 1 7 1

8 1

NOTE:

1. Stationing and proposed work locations are approximate. Verify locations with CO.

2. See Right of Way Plan in Physical Data for details.1 :5 u ly

.8 p w w o r k w f l\ d \B o n n e r D

S h e e ts

.d g n

126+00 TO 155+00

PLAN AND PLAN

PROJECT

D.8

ARY

NOT FOR C

19135

19136

19137

Edge of pavement

Cleaning culvert in place Cleaning culvert in place

Cleaning culvert in place

Edge of pavement

Approach 19

Proposed Turnout 7

Proposed Turnout 8

Proposed easement

Existing ROW

19138

19139

19140

2 1 3 1

1. Stationing and proposed work locations are approximate. Verify locations with CO.

NOTE:

2. See Right of Way Plan in Physical Data for details.

M a y

.9 p w w o r k w f l\ d

\B o n n e r

S h e e ts

.d g n

155+00 TO 184+00

PLAN AND PLAN

PROJECT

NUMBER

D.9

ARY

NOT FOR C

19141

19142

19143

191441

2 1

6 1

209+00 to 210+88.79

END PROJECT

tack coat in between placed in 1 1/2-inch over 2 1/2-inch lifts with

4-inch compacted depth, size aggregate, 0.3<3 million ESAL

1/2-inch nominal maximum

Asphalt concrete pavement, gyratory mix, 8-inch compacted depth

Aggregate base grading D, Excavation limit

Edge of pavement

Cleaning culvert in place

Proposed Turnout 9 reconditioning

Ditch

Ditch reconditioning

Approach 20

Turnout 3

Approach 21

Existing ROW

Existing aggregate surfacing

19145

19146

19147

0 2

210+88.79

E= 2,496,424.4813

N= 2,420,314.6523

CONNECTION DETAIL

excavation roadway 12-inch excavation roadway 4-inch

NOTE:

1. Stationing and proposed work locations are approximate. Verify locations with CO.

Approx. 39,000 SQFT

Staging Area

M a y

.1 p w w o r k w f l\ d

\B o n n e r

S h e e ts

.d g n

184+00 TO 211+00

PLAN AND PLAN

PROJECT

NUMBER

D.10

ARY

NOT FOR C

NOTE:

1. See Sheet E.2 for layout information.

:0 e c e m b e r

T a b u la ti o n o f Q u a n ti ti p w w o r k w f l\ d \B o n n e r e a .d g n

TABULATION OF QUANTITIES

PROJECT

NUMBER

E.1

ARY

NOT FOR C

Centerline Edge of pavement

Centerline with tack coat in between.

1/2-inch lifts1 1/2-inch over 2 compacted depth, placed in

0.3 < 3 million ESAL, 4-inch maximum size aggregate, gyratory mix, 1/2-inch nominal

Asphalt concrete pavement, depth varies

Aggregate base grading D, S t a r t

Existing aggregate surface

8-inch compacted depth

Aggregate base grading D

E n d

E d g e o f m a in li n e

1 2

NOTE:

or as approved by CO.

4. Keep maximum grade change to 8% construction.

3. Verify in the field with the CO prior to approximate 3 ft buffer of ROW lines.

approaches and turnouts within an

2. Lengths are measured to keep

1. Match the existing approach widths.1 2

LT APPROACHES AND TURNOUTS RT APPROACHES AND TURNOUTS

Direction of stationing Direction of stationing

DETAIL

APPROACH AND TURNOUT

A p r il

E x is ti n g A p p r o a c h a n d T u r n o u t L a y o u t D e ta il p w w o r k w f l\ d \B o n n e r e a .d g n

TURNOUT LAYOUT DETAILS

EXISTING APPROACH AND

PROJECT

NUMBER

E.2

ARY

NOT FOR C

4. Topsoil quantities estimated for a 4-inch depth.

3. See Sheet F.2 for locations and layout information.

2. Tack coat estimated at 0.008 GAL/SQFT and 240 GAL/TON.

1. Asphalt pavement concrete estimated at 1.94 TON/CUYD.

FOOTNOTE:

Excavated roadway material is unsuitable for backfill.

M a y

T a b u la ti o n o f Q u a n ti ti p w w o r k w f l\ d \B o n n e r f s h e e ts

.d g n

TABULATION OF QUANTITIES

PROJECT

NUMBER

F.1

ARY

NOT FOR C

Centerline

2 3

1 4

NOTE:

2. Keep maximum grade change to 8% or as approved by CO.

1. Widths to be verified in the field with the CO prior to construction.

M a y

R O

P O

S E

D T

U R

N O

U T

L A

Y O

U T

D E

p w w o r k w f l\ d \B o n n e r f s h e e ts

.d g n

DETAIL

PROPOSED TURNOUT LAYOUT

PROJECT

F.2

ARY

NOT FOR C

from the CO.

conserved from the work site, local streambed material, fish passage boulders, and rootwads may be used upon approval

2. If additional quantities of streambed material, fish passage boulders, and rootwads are needed outside of what has been

1. Place conserved streambed material below the ordinary high water mark.

:4 u n e

T a b u la ti o n o f Q u a n ti ti p w w o r k w f l\ d

\B o n n e r g a .d g n

TABULATION OF QUANTITIES

PROJECT

NUMBER

G.1

ARY

NOT FOR C

52.8'

12'

63.

12'

7 7

Removal of pipe culvert

Existing ground geotextile, Class 1, Type D (non-woven)

Separation-stabilization

OHW (Q1.5 Water surface elevation)

Q100 Water surface elevation

28.8 LNFT

18-inch pipe culvert

74+44.30

Placed riprap, Method A, Class 2

Site 1A Profile

Removal of pipe culvert

Method A, Class 4

Placed riprap, Method A, Class 2

Placed riprap, geotextile, Class 1, Type D (non-woven)

Separation-stabilization

29 LNFT

18-inch pipe culvert

74+44.30

18-inch pipe culvert, 28.8 LNFT

74+48.30

(See Sheet G.3 for details)

Site 1B Profile

Site 1B Bank Stabilization Proposed edge of pavement

Method A, Class 2

Placed riprap, Placed riprap, Method A, Class 2

Site 1A Bank Stabilization

See Sheet G.12 for riprap detail

Placed riprap, Method A, Class 4

Channel thalweg

Approx. existing ROW limit

Approx. proposed easement limit

Construction limit

0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70

2,275 2,275

2,280 2,280

2,285 2,285

2,290 2,290

2,295 2,295

2,300 2,300

2,305 2,305

2,310 2,310

1.75:1

3.1'

NOTE:

2. Do not dispose of any natural material encountered on site. Reuse the material or leave it on site.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

8.6'

J u n e

H E

E T

S it e A

P la n P ro fi le p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

73+74.00 - 75+05.90

SITE 1A, BANK STABILIZATION

PROJECT

G.2ID FLAP BONNER 841(1)

ARY

NOT FOR C

7 7

Placed riprap, Method A, Class 4

Mitigation, streambed material (conserved) Existing ground

Cuttings, willow pole (see Sheet G.11 for placement)

Class 1, Type D (non-woven) geotextile, Separation-stabilization

OHW (Q1.5 Water surface elevation)

Q100 Water surface elevation

Site 1B Profile

Bank Stabilization

Site 1B

Channel thalweg

(See Sheet G.2 for details)

Site 1A Profile

Riprap Crest El. 2299.3' edge of pavement

Proposed

Excavation limit

Proposed terrain

Approx. proposed easement limit

Site 1A Bank Stabilization

Construction limit

0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50

2,280 2,280

2,285 2,285

2,290 2,290

2,295 2,295

2,300 2,300

2,305 2,305

2,310 2,310

2,315 2,315

2,320 2,320

See Sheet G.11

Roughened toe, boulder clusters

1.5:1 :1

120 LNFT

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment toe below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

15.6'

.5 '1 leave it on site.

5. Do not dispose of any natural material encountered on site. Reuse the material or irregularity and habitat complexity. See Sheet G.11 for locations.

4. Place fish passage boulders along the revetment toe, 30 ft. o.c., to increase bank line

NOTE:

J u n e

H E

E T

S it e

P la n

P ro p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

76+08.00 - 77+28.00

SITE 1B, BANK STABILIZATION

PROJECT

G.3ID FLAP BONNER 841(1)

ARY

NOT FOR C

Placed riprap, Method A, Class 4

Mitigation, streambed material (conserved)

Q100 Water surface elevation

OHW (Q1.5 Water surface elevation)

Class 1, Type D (non-woven) geotextile, stabilization

Separation and

Existing ground

Site 2A Profile

(See Sheet G.5 for details)

Site 2B

(See Sheet G.6 for details)

Site 3A-1

(See Sheet G.7 for details)

Site 3A-2

Bank Stabilization

Site 2A existing log jam

Preserve and protect

See Sheet G.11

Roughened toe, boulder clusters the Ordinary High Water

Backfill riprap in between trees above

Placed riprap, Method A, Class 4

Cuttings, willow pole (see Sheet G.11 for placement)

Proposed edge of pavement

Proposed terrain

Excavation limit

Approx. proposed easement limit

Stabilization

Site 2B Bank

Bank Stabilization

Site 3A-1

Bank Stabilization

Site 3A-2

Construction limit

0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20

2,300 2,300

2,305 2,305

2,310 2,310

2,315 2,315

2,320 2,320

2,325 2,325

2,330 2,330

2,335 2,335

81+00.00 - 81+85.00

SITE 2A, BANK STABILIZATION

1.5:1

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment toe below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

18'

:1 leave it on site.

5. Do not dispose of any natural material encountered on site. Reuse the material or irregularity and habitat complexity. See Sheet G.11 for locations.

4. Place fish passage boulders along the revetment toe, 30 ft o.c., to increase bank line

NOTE:

J u n e

S h e e t_

F .4

S it e A

R e v

S p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

PROJECT

NUMBER

SHEET

G.4ID FLAP BONNER 841(1)

PRELIM

ARY

NOT FOR C

Method A, Class 4

Placed riprap, Mitigation, streambed material (conserved)

Q100 Water surface elevation

OHW (Q1.5 Water surface elevation)

Class 1, Type D (non-woven) geotextile, Stabilization-separation

(See Sheet G.4 for details)

Site 2A

Bank Stabilization

Site 2B log jam protect existing

Preserve and

(See Sheet G.6 for details)

Site 3A-1

(See Sheet G.7 for details)

Site 3A-2

Site 2B Profile

Existing surface transiton. Do not fill below OHW level.

and fish passage boulder (15 CUYD) along

Place Mitigation, rootwad (3 EACH) the Ordinary High Water

Backfill riprap in between trees above

Placed riprap, Method A, Class 4

Cuttings, willow pole (See Sheet G.11 for placement)

See Sheet G.11

Roughened toe, boulder clusters limit

Excavation

Approx. proposed easement limit

Bank Stabilization

Site 2A

Bank Stabilization

Site 3A-1

Bank Stabilization

Site 3A-2

Construction limit

0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00

2,300 2,300

2,305 2,305

2,310 2,310

2,315 2,315

2,320 2,320

2,325 2,325

2,330 2,330

2,335 2,335

2,340 2,340

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment toe below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

LNFT

leave it on site.

6. Do not dispose of any natural material encountered on site. Reuse the material or

5. Rootwad - 18" ± 6" diameter, 22' - 26' length, 5' ± 6" rootwad diameter.

irregularity and habitat complexity. See Sheet G.11 for locations.

4. Place fish passage boulders along the revetment toe, 30 ft. o.c., to increase bank line

1.5:1

16.9'

NOTE:

J u n e

[S h e e t_

F .5

S it e B

B a c k fi ll R v p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

81+85.00 - 82+72.22

SITE 2B, BANK STABILIZATION

PROJECT

NUMBER

SHEET

G.5ID FLAP BONNER 841(1)

PRELIM

ARY

NOT FOR C

Placed riprap, Method A, Class 4

Mitigation, streambed material (conserved)

Riprap toe

Existing ground

(See Sheet G.7 for details)

Site 3A-2

(See Sheet G.8 for details)

Site 3B Bank Stabilization

Site 3A-1

Q100 Water surface elevation

OHW (Q1.5 Water surface elevation)

Class 1, Type D (non-woven)

Separation-stabilization geotextile, G.5 for details)

(See Sheet

Site 2B

Site 3A-1 profile transition. Do not fill below OHW level.

and boulder balast (15 CUYD) along

Site 2B place rootwad (3 EACH)

Removal of pipe culvert

See Sheet G.11

Roughened toe, boulder clusters

18-inch pipe culvert, 30 LNFT

84+07.00

Cuttings, willow pole (See Sheet G.11 for placement) along top of bank, above OHW.

Place riprap, method A, Class 4

Method A, Class 2

Placed riprap, (See Sheet G.4 for details)

Site 2A

See Sheet G.12

Method A, Class 2

Placed riprap, Infiltration Basin

Proposed terrain

Excavation limit

Approx. proposed easement limit

Site 2A Bank Stabilization

Construction limit

0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90

2,310 2,310

2,315 2,315

2,320 2,320

2,325 2,325

2,330 2,330

2,335 2,335

2,340 2,340

2,345 2,345

2+0+50

(2 EACH)

spaced at 5'

Mitigation, rootwad

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment toe below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along leave it on site.

8. Do not dispose of any natural material encountered on site. Reuse the material or

7. Rootwad - 18" ± 6" diameter, 22' - 26' length, 5' ± 6" rootwad diameter.

the bank line.

6. Maximize trunk embedment, but allow the rootwad end to project into flow from irregularity and habitat complexity. See Sheet G.11 for locations.

5. Place fish passage boulders along the revetment toe, 30 ft o.c., to increase bank line

1.5:1

NOTE:

12'

1.5:1

J u n e

H E

E T

S it e A

P la n P ro fi le L o g R p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

82+72.22 - 84+27.61

SITE 3A - 1, BANK STABILIZATION

PROJECT

G.6ID FLAP BONNER 841(1)

ARY

NOT FOR C

(See Sheet G.5 for details)

Site 2B

(See Sheet G.6 for details)

Site 3A - 1

Removal of pipe culvert

Bank Stabilization

Site 3A-2

Site 3A-2 profile

Placed riprap, Method A, Class 4

Mitigation, streambed material (conserved)

Class 1, Type D (non-woven) geotextile, Separation-stabilization

Q100 Water surface elevation

OHW (Q1.5 Water surface elevation)

Existing ground

See Sheet G.11

Roughened toe, boulder cluster

Cuttings, willow pole (See Sheet G.11 for placement)

18-inch pipe culvert, 30 LNFT

84+07.00

Proposed edge of pavement

Method A, Class 2

Placed riprap, Method A, Class 2

Placed riprap, Infiltration Basin

Proposed terrain

Excavation limit

Approx. proposed easement limit

Construction limit

Bank Stabilization

Site 2B

Bank Stabilization

Site 3A-1

Bank Stabilization

Site 3B

1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40

2,310 2,310

2,315 2,315

2,320 2,320

2,325 2,325

2,330 2,330

2,335 2,335

2,340 2,340

2,345 2,345

2,350 2,350

145 LNFT

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment toe below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

1.5:1

18.8'

:1 leave it on site.

5. Do not dispose of any natural material encountered on site. Reuse the material or irregularity and habitat complexity. See Sheet G.11 for locations.

4. Place fish passage boulders along the revetment toe, 30 ft. o.c., to increase bank line

NOTE:

12'

J u n e

H E

E T

S it e

P la n

P ro fi le

R p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

84+27.61 - 85+73.18

SITE 3A - 2, BANK STABILIZATION

PROJECT

G.7ID FLAP BONNER 841(1)

ARY

NOT FOR C

Place riprap, Method A, Class 4 Mitigation, streambed material (conserved)

Q100 water surface elevation

OHW (Q1.5 water surface elevation)

Existing ground

Class 1, Type D (non-woven)

Stabilization-separation geotextile, Bank Stabilization

Site 3B

Site 3B Profile

(See Sheet G.7 for details)

Site 3A-2

See Sheet G.11

Roughened toe, boulder clusters immediately upstream of Site 3B

Relocate large 8' boulder to right bank

Remove and set boulder

Site 3B

Cuttings, willow pole (See Sheet G.11 for placement)

Excavation limit

Approx. proposed easement limit

Bank Stabilization

Site 3A-2

Construction limit

0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30

2,320 2,320

2,325 2,325

2,330 2,330

2,335 2,335

2,340 2,340

2,345 2,345

2,350 2,350

2,355 2,355

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

180 LNFT

1.5:1

20.6'

NOTE:

leave it on site.

5. Do not dispose of any natural material encountered on site. Reuse the material or irregularity and habitat complexity. See Sheet G.11 for locations.

4. Place fish passage boulders along the revetment toe, 30 ft. o.c., to increase bank line

J u n e

H E

E T

S it e B

P la n P ro fi le R p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

86+53.86 - 88+35.25

SITE 3B, BANK STABILIZATION

PROJECT

G.8ID FLAP BONNER 841(1)

ARY

NOT FOR C

R W

Y P

Bank Stabilization

Site 4

Site 4 Profile

(36-inch diameter well)

Removal of structures and obstructions

Placed riprap, Method A, Class 4

Mitigation, streambed material (conserved)

Class 1, Type D (non-woven)

Separation-stabilization geotextile, Existing ground

Q100 Water surface elevation

OHW (Q1.5 Water surface elevation)

(existing log sill)

Removal of structures and obstructions

See Sheet G.11

Roughened toe, boulder clusters

Protect and preserve existing log jam

Cuttings, willow pole (See Sheet G.11 for placement)

Proposed edge of pavement Approach 15

Proposed terrain Excavation limit

Approx. proposed easement limit

Construction limit

0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00

2,480 2,480

2,485 2,485

2,490 2,490

2,495 2,495

2,500 2,500

2,505 2,505

2,510 2,510

2,515 2,515

3.5'

15.8' 1.2' 4'

3. Backfill placed riprap with conserved streambed material to the approximate thalweg elevation.

2. Set the top of the revetment toe below historic scour elevation, or to refusal, as described in Sheet G.10.

the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stabilization in the field. Protect existing trees along

125'

1.5:1

NOTE:

leave it on site.

5. Do not dispose of any natural material encountered on site. Reuse the material or irregularity and habitat complexity. See Sheet G.11 for locations.

4. Place fish passage boulders along the revetment toe, 30 ft. o.c., to increase bank line

J u n e

H E

E T

S it e P la n P ro p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

130+15.35 - 131+39.60

SITE 4, BANK STABILIZATION

PROJECT

NUMBER

SHEET

G.9ID FLAP BONNER 841(1)

PRELIM

ARY

NOT FOR C

material (conserved)

Mitigation, streambed

Mitigation, streambed material (conserved) riprap to design thickness.

before backfilling and keying in

Clean boulder of debris and vegetation riprap D100 buried in embankment.

Existing large undercut boulder (tree), greater than Class 4 and keying in riprap to design thickness.

and vegetation before backfilling riprap D100. Clean boulder of debris

Existing large boulder, greater than Class 4

Existing ground

Placed riprap, Method A, Class 4

4. Bury and backfill placed riprap with conserved streambed material to match existing ground.

3. Wash in smaller gradation streambed material, after compacting mass, to fill voids according to Subsection 647.06.

2. To the extent practicable, tamp down riprap rock with buckets or approved equipment to ensure a stable solid mass surround existing boulders remain in place.

backfill, place and compact riprap to design thickness (4 feet).

If substrate material exceeds riprap D100, field fit the bank stabilization structure and verify placement with CO prior to construction. Clean vegetation and debris around large boulders,

1. Excavation limits will vary depending on site substrate conditions. Excavate to scour mark, approximately 3 feet below thalweg, or presence of solid substrate material larger than 27-inches.

embankment (Site 3) boulder buried in undercut

Example of large

BOULDER (TREE) EMBANKMENT

NOTE:

GREATER THAN 27-INCHES

EMBEDDED BOULDER

OWH (Q1.5 Water surface elevation)OWH (Q1.5 Water surface elevation)

Q100 Water surface elevation Q100 Water surface elevation

J u n e

H E

E T

p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

EXCAVATION DETAILS

PROJECT

G.10

ARY

NOT FOR C

Road shoulder

Boulder cluster

30' ± 5'

A B

Roughened toe

Road shoulder

Riprap crest

Roughened toe

Stream bottom

Placed riprap, method A, class 4

OHW

Road shoulder Riprap crest

OHW

Stream bottom

Placed riprap, method A, class 4

Flow direction

Revetment limit

Revetment crest

Revetment key toe

Varies see plan and profile sheets

Riprap revetment key toeRiprap revetment key toe

Water table

Pole planting

Cuttings

Class 1, Type D (non-woven) Separation-stabilization geotextile, Boulder cluster

Class 1, Type D (non-woven) Separation-stabilization geotextile,

3. Cuttings: Cuttings, Willow Pole, live cuttings at random spacing of 2 per SQYD. Do not plant within 3 feet from the riprap crest.

2. Roughened toe: Mitigation, Streambed Material (Conserved Bank Stone), loosely placed along toe between boulder clusters.

1. Boulder cluster: Fish Passage Boulder, loosely placed 5-6 each, spaced 30 feet ± 5 feet along bank toe.

SECTION A-A SECTION B-B

PLAN

NOTE:

NO SCALE

M a y

H E

E T

D E

T A

C o p y p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

DETAILS

CLUSTER

ROUGHENED TOE / BOULDER

PROJECT

G.11

ARY

NOT FOR C

Class 1, Type D (non-woven)

Separation-stabilization geotextile, Protext existing trees along the embankment as directed by the CO.

1. The CO will determine the exact limit of bank stablization in the field.

NOTE:

(12 CUYD)

J u n e

A P

T Y

A L

S E

C T

p w w o r k w f l\ d \B o n n e r G

S h e e ts

C le a n .d g n

RIPRAP TYPICAL SECTIONS

PROJECT

G.12

ARY

NOT FOR C

D e c e m b e r

T A

B U

L A

N O

F Q

U A

N T

p w w o r k w f l\ d

\i d a h a .d g n

TABULATION OF QUANTITIES

PROJECT

H.1

ARY

NOT FOR C

CABIN

1 1

2 1 3 1

4 1 5 1 6 1 7 1

Fiber roll

BEGIN PROJECT

Fiber roll

Proposed edge of pavement

Approach 1

Approach 2

Approach 3

Approach 4

Approach 5

Approach 6

7 2

10+00

F e b r u a r y

E C

S E

S h e t] p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

10+00 TO 39+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

NUMBER

H.2

ARY

NOT FOR C

5 4 6 4 7 4

8 4 9 5

ATER TOW

Fiber roll

Fiber roll Fiber roll

Fiber rollFiber roll

Fiber roll

Proposed edge of pavement

Approach 7

Turnout 1

Approach 8

Proposed Turnout 1

7 5

5 6

F e b r u a r y

E C

S E

S h e p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

39+00 TO 68+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

NUMBER

H.3

ARY

NOT FOR C

9 7 0 7

1 7

4 7 5 7

6 7

Silt fence

Silt fence Silt fence

Silt fence

Fiber roll

Site 1A

Bank stabilization

Site 2A

Bank stabilization

Site 2B

Bank stabilization

Site 3A-1

Bank stabilization

Site 3A-2

Bank stabilization

Site 1B

Bank stabilization

Silt fence

Fiber roll

Proposed edge of pavement

Turnout 2

Approach 9

Proposed Turnout 2

Site 3B

Bank stabilization

Fiber roll

Approach 10

Fiber roll

F e b r u a r y

E C

S E

S h e p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

68+00 TO 97+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

H.4

ARY

NOT FOR C

0 1 1 1

Fiber roll

Silt fence

Fiber roll

Proposed edge of pavement

Approach 11 Approach 12

Proposed Turnout 3

Approach 13

Approach 14

7 1 8 1

9 1

F e b r u a r y

E C

S E

S h e p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

97+00 TO 126+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

NUMBER

H.5

ARY

NOT FOR C

Silt fence

Fiber roll

Silt fence Fiber roll

Fiber roll

Site 4

Bank stabilization

Silt fence

Fiber roll

Silt fence

Fiber roll

Proposed edge of pavement

Proposed Turnout 4

Approach 15 Approach 16

Proposed Turnout 5

Approach 17

Approach 18Proposed Turnout 6

6 1 7 1

8 1

F e b r u a r y

E C

S E

S h e p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

126+00 TO 155+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

NUMBER

H.6

ARY

NOT FOR C

Fiber roll

Silt fence

Fiber roll

Fiber roll Fiber roll

Fiber roll

Proposed edge of pavement

Approach 19

Proposed Turnout 7

Proposed Turnout 8

2 1 3 1

F e b r u a r y

E C

S E

S h e p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

155+00 TO 184+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

H.7

FLAP BONNER 841(1)ID

ARY

NOT FOR C

2 1

6 1

Fiber roll

Silt fence

Fiber roll

Proposed edge of pavement

Approach 20

Approach 21

Proposed Turnout 9

Turnout 3

END PROJECT

Existing staging area 1

0 2

211+00

F e b r u a r y

E C

S E

S h e p w w o r k w f l\ d \B o n n e r H

S h e e ts

.d g n

184+00 TO 211+00

PLAN AND PLAN

EROSION CONTROL

PROJECT

NUMBER

H.8

ARY

NOT FOR C

NO SCALE

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

T o e o f s lo p e

PLAN

ELEVATION

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

Geotextile

Steel or wood post

Backfilled and compacted soil f o r s p a c in g

S e e N o te

Limits of clearing

(undisturbed)

Existing ground

Silt fence reinforcement

NOTE:

Staple or tie

Section B

Geotextile fabric, Tie top of posts together driven tightly together.

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric See Note 3

End Posts Detail

End posts, see

End Posts Detail

End posts, see

See Note 3 fabric, Section A

Geotextile

Flow

Flow running around the ends.

Curve ends of silt fence upgrade to prevent water from as possible.

Install silt fence to follow the ground contours as closely does not slide down, supporting posts.

All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.

as long as specified dimensions are satisfied. Follow

Alternate preassembled silt fence options will be allowed m in m in m in

6-foot (max.) spacing without silt fence reinforcement.

10-foot (max.) spacing with silt fence reinforcement.

4" min.

6" min. trench

DETAIL APPROVED FOR USE 10/2016

REVISED:

157-1W

WFLHD DETAIL

SILT FENCE

S e p te m b e r

D e t

W p w w o r k w f l\ d \W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

H.9ID FLAP BONNER 841(1)

ARY

NOT FOR C

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

Direction of runof f from distur bed area s sp ac in g ch ar t

S ee F ib er R ol l

Fiber roll ff o n ur f o n oi t c er i

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

Flow larger than fiber roll wood stakes. See Note 2.

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

permanent installations. Do not crush fiber roll while staking.

roll is secure to slope. Live stakes may be used for and install fiber rolls

Step 1: Excavate trench Step 2: Backfill soil against fiber rolls

FIBER ROLL

(FT)

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

Drive stakes at each end and at 4-foot spacing until fiber fiber roll and space stakes at 4-foot max.

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

NOTE:

WFLHD DETAIL

DETAIL APPROVED FOR USE 10/2014

7/2016 REVISED:

157-21W

S e p te m b e r

D e t

W p w w o r k w f l\ d \W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

NUMBER

SHEET

ID FLAP BONNER 841(1) H.10

PRELIM

ARY

NOT FOR C

10.4 x 16 20301 -1900

60201 -0600

60704 -0000

Station E S T

A T E D

M A X

U M

C O

V E R

S T R U

C T U

R A L

E X C

A V A T

R E M

O V A L

O F

C U

E R T

-I

N C H

E C

E R T

A N

C U

E R T I

N P

C E

S K E W

A N

A llo w ab le P ip e

M at er ia l (S ee k ey b el o w

B E V E

V :n

B E V E

V :n

REMARKS

See below for numbered notes

FEET CUYD EACH LNFT EACH Lt Rt 10+25 1 37+82 1 46+74 1 60+12 1 62+88 1 62+90 1 64+78 1 70+54 1 74+44 2 14 1 28.8 6 CMP Note 1 and 2 74+48 2 14 1 28.8 0 CMP Note 1 and 2 80+57 1 84+07 2 14 1 30 16 CMP Note 1 and 2 90+03 1 94+16 1 102+23 1 124+38 1 129+66 1 136+10 1 138+84 1 144+98 1 152+47 1 159+29 1 164+83 1 165+63 1 168+12 1 170+53 1 173+64 1 175+61 1 180+13 1 185+99 1 190+06 1 197+93 1 202+42 1 204+42 1 207+48 1

PROJECT TOTAL 42 3 88 32

Allowable Pipe Material

NOTE: CMP Corrugated Metal Pipe

1. Structural excavation quantity based on material excavated inside the vertical planes located 18 inches outside and parallel to the limits of footings or foundations.

2. See Section G for riprap placement at culverts.

PAY ITEM NUMBER

-M a y-

:5 A

M c:

\p w w o rk w fl \d

C u lv er ts

.x ls x] S h ee t

TABULATION OF DRAINAGE QUANTITIES

PROJECT

I.1ID FLAP BONNER 841(1)

SHEET

NUMBERNote: The quantities shown hereon are approximate and are subject to field adjustments.

PRELIM

ARY

NOT FOR C

COVER

MINIMUM

DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

COVER

MINIMUM

COVER

MINIMUM

COVER

MINIMUM

DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77…

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File details come from the government source that posted it. Updated Aug 21, 2025.