waa-skaman92135-1_plan_preAd.pdf

R

E N

O R

A I

N

N

ST F

R

I

D

D E P A

T

NTOFT A SP

T T

O

U

TE

ATESO

AM

E R

IC

A

M

PROJECT MANAGER

B. Roche

N

PROJECT LOCATION

Scale in miles

1 0 1 2 3

PARK

NATIONAL

CASCADES

NORTH

u n d o S t e g u

P

P A

C I F I C

O C

A E

N tS raitof Juan de Fuca

OC

LU

MBIA

R

IV

ER

A S N

KE

R

VERI

M

COLU B

I A

V R I

E R

Lakes

Banks

Lakes

Moses

Reservoir

Potholes

PARK

NATIONAL

OLYMPIC

N.P.

RAINIER

MOUNT

MON.

NAT'L VOLC.

ST. HELENS

MOUNT

BELLINGHAM

Forks

Aberdeen

Chehalis

Longview

OLYMPIA

TACOMA

SEATTLE

EVERETT

Wenatchee

Lake

Moses

SPOKANE

Pullman

Pasco

RICHLAND

Kennewick Walla Walla

ANGELES

PORT

Townsend

Port Vernon

Mt.

VANCOUVER

WASHINGTON KEY MAP

YAKIMA

BRITISH COLUMBIA

I D

A H

O

OREGON

UNITED STATES

CANADA

N O

T

FO

R

CO

N

STRU

CTI

O

N

See Sheet A.5

Staging Area

PLANS PREPARED BY

PRELI

M

IN

ARY

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

SLIDE RECONSTRUCTION

WIND RIVER ROAD

TYPE OF CONSTRUCTION:

culvert lining asphalt overlay, guardrail replacement, and

Soldier pile wall, mechanically-stabilized earth wall, DESIGN DESIGNATION:

e (max)

V

SADT (2045)

SADT (2025)

0.06

50 MPH

SPECIFICATION:

on Federal Highway Projects, FP-24

Construction of Roads and Bridges

Standard Specifications for

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

LENGTH 0.32 MILES

PLANS FOR PROPOSED PROJECT

WA FLAP SKAMAN 92135(1)

WASHINGTON

SKAMANIA COUNTY

APPROVED:

Western Federal Lands Highway Division

Chief of Engineering, DATE

See Sheet A.4

CARSON

HOME VALLEY

STEVENSON

W in d iv e r

Co lumbia

Ri ver

OREGON

WASHINGTON

NATIONAL FOREST

GIFFORD PINCHOT

MOUNT HOOD NATIONAL FOREST

R.8.E R.9.E

T .3

.N

T .2

.N

Rock Creek

NATIONAL SCENIC AREA

COLUMBIA RIVER GORGE

R d

See Sheet A.2 for complete Sheet Index.

:1

A

M

F e b r u a r y

T it le

S h e e t c p w w o r k

\d

\w a a s k a m a n p ln g e n

.d g n

PROJECT

NUMBER

SHEET

WA FLAP SKAMAN 92135(1) A.1

PRELIMINARY - N

OT FOR CONSTRUCTION

:1

P

A u g u s t

S

H E

E T

I N

D

X p w w o r k

\d

\w a a s k a m a n p ln g e n

.d g n

SHEET INDEX

PROJECT

NUMBER

A.2

WA FLAP SKAMAN 92135(1)

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

W

RIP

DI

G W G WV

CP GPS

36 31

36 31

N

E

N 1000EL. 1234.56

TP

TP

SEC.

SEC.

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

AH

ADT

abut.

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

br.

BP

BM

b.f.

BK

ctrs.

CS

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:

1.

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.

EW

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.

IE

ID

joint invert elevation inside diameter ftg.

flg.

fin.

f.f.

footing flange finish front face

LW

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.

Ts

TS

thd.

TBM

T.

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.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sect.

SC

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.

PT

PST

PSC

PSI

PSF

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

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

OG

OD

o. to o.

o.c.

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

NC

N normal crown north

A A

DI

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

:4

J a n u a ry

D e t W

-1 p w

-w o rk

\d \w a a -s k a m a n -1

W

-1 d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

A.3

Scale in feet

500 0 500 1000 1500

N

WILLIE'S RDEND PROJECT

BEGIN PROJECT

to S ta b le r m il s to S te ve ns on m ile s

Columbia River

NATIONAL SCENIC AREA

COLUMBIA RIVER GORGE

HOME VALLEY

to Cook

±6 m iles

CARSON

HOT

M E

T Z

G E

R R

D

FREDRICKSON

SPRINGS AVE

AVE

S M I T

H B

E C

K O

N R

D

W

IN

D

R

IV

E R

RD.

LE

W

IS

AND CLARK

HWY.

GUE

LAN

R D

S P R

A

DING

Carson

Creek

GLUR RD.

C O

LU

M B

IA

D

R

OLD AIRPORT RD

M O

N A

G H

A N

R D

P E

Y R

O L

L A

Z R

D

C A

R S

O N D

E P

O T

CARSON CREEK RD

W e r

Little

R iv e r

W in d

R D to S ta g in g a r e a

.9 m il

"MAIN 01" 10+00.00

"MAIN 01" 27+08.00

:3

J u ly

V ic in it y M a p p w w o r k

\d

\w a a s k a m a n p ln g e n

.d g n

VICINITY MAP

PROJECT

A.4

Project Limits

0.5 1.000.250.5

Scale in miles

N

W

IN

D R

IV

E R R

D

ESTABROOK LOOP

ES

TABROOK LOOP

M A

T H

A N

Y R

D

J O

H N

S O

N R

D

W

IN

D R

IV

E R R

D

N

Scale in feet

100 0 100 200 300

© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS

(45°44'49.11"N, 121°49'21.22"W)

Staging Area (County stockpile area)

W

IN

D R

IV

E

R R

D

CO will mark area prior to use

(45°44'49.11"N, 121°49'21.22"W)

Staging Area (County stockpile area)

T R

A

IL

E R D

U M

P R

D

Staging Area Entrance

:0

J u n e

S ta g in g

A r p w w o r k

\d

\w a a s k a m a n p ln g e n

.d g n

STAGING AREA

PROJECT

A.5

LC

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

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, See Sheet C.2

See overlay edge detail

Existing ground

Varies Varies

Existing grade

12'

Varies

10+00.00 to 13+80.00 class A steel posts (8' Post)

Guardrail system MGS, type 2, 12' [1]

Varies (0'-12')

Match existing road section

Varies

Existing ground

Varies

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

1.

Profile grade

Traveled lane Traveled lane Traveled lane

"MAIN 01"

Match existing Match existing Match existing

Shldr.Shldr.

Match existing

NOTE:

FOOTNOTE:

Match existing width [1] surface and proposed overlay

Apply tack coat between existing asphalt

:4

A u g u s t

T y p ic a l

S e c ti o n

O v e rl y p w w o r k \d

\w a a s k a m a n p ln ty p .d g n

SHEET 1 OF 6

TYPICAL SECTION

PROJECT

NUMBER

C.1 with tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, Roadway aggregate, method 2, 6-inch compacted depth

Existing ground

Existing ground

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

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, ground

Existing with tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, Roadway aggregate, method 2, 6-inch compacted depth

[4]

Varies

Slope to drain

Excavate and backfill, 4'

4'

Tack coat at joint

See Safety Edge

See overlay edge detail

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

Existing grade Sawcutting pavement

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, Existing ground

1'

Edge of pavement

Aggregate base course

First lift of asphalt

Second lift of asphalt

Third lift of asphalt

Edge of pavement

30°

Existing pavement

Roadway aggregate, method 2

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, 12' [1]

Varies 12'

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

Varies Shldr. (match existing)

[2] ment lim it

Varies [4]

[3]

21+26.50 to 27+08.00, RT class A steel posts

Guardrail system MGS, type 2, Turf establish

±10' ment limitTurf establish

Varies

Varies Shldr. (match existing)

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

Varies class A steel posts

Guardrail system MGS, type 2, SAFETY EDGE

OVERLAY EDGE DETAIL

6" min.

Existing shoulder width

1:3

Profile grade

Traveled lane Traveled lane Traveled lane

13+80.00 to 15+40.00

17+06.00 to 18+20.00

20+31.00 to 27+08.00

"MAIN 01"

Match existing Match existing Match existing

Shldr.

Shldr.

20+31.00 to 22+65.00, LT

17+06.00 to 17+61.00, LT

FOOTNOTE:

1V:2H "MAIN 01" 17+29 to 27+08

1V:3H to 1V:2H "MAIN 01" 17+09 to 17+29

1V:2H to 1V:3H "MAIN 01" 15+20 to 15+40

1V:2H "MAIN 01" 13+98 to 15+20

Safety edge foreslope varies as follows:

Match existing slope of adjacent traveled lane.

1' "MAIN 01" 21+33 to 27+08

4.52' "MAIN 01" 19+00 to 20+33

2.52' - 4.52' "MAIN 01" 18+36 to 19+00

1.52' "MAIN 01" 17+09 to 18+36

1.52' "MAIN 01" 13+98 to 15+40

Safety edge width varies as follows:

Match existing lane width. [1]

NOTE:

pavement edge.

guardrail posts are embedded in soil beyond station limits shown in the plans. Ensure

2. Omit paved safety edge within guardrail surface and proposed overlay.

1. Apply tack coat between existing asphalt

:4

A u g u s t

T y p ic a l

S e c ti o n p w w o r k \d

\w a a s k a m a n p ln ty p .d g n

SHEET 2 OF 6

TYPICAL SECTION

PROJECT

NUMBER

C.2

Existing ground with tack coat between lifts

6-inch compacted depth, placed in two lifts

Asphalt concrete pavement, type 1, ground

Existing with tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, Roadway aggregate, method 2, 6-inch compacted depth

Slope to drain

Excavate and backfill, 4'

Tack coat at joint See overlay edge detail

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

Existing grade Sawcutting pavement

3-inch depth

Asphalt pavement milling, 12' [1]

Varies 12'

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

Varies Shldr. (match existing)

Guardrail system MGS, type 2, ment limitTurf establish

Varies

Profile grade

Traveled lane Traveled lane Traveled lane

18+20.00 to 18+36.25

"MAIN 01"

Match existing Match existing Match existing

Shldr.

NOTE:

FOOTNOTE:

Match existing width [1] pavement edge.

guardrail posts are embedded in soil beyond station limits shown in the plans. Ensure

2. Omit paved safety edge within guardrail surface and proposed overlay.

1. Apply tack coat between existing asphalt

:4

A u g u s t

T y p ic a l

S e c ti o

-3 p w w o r k \d

\w a a s k a m a n p ln ty p .d g n

SHEET 3 OF 6

TYPICAL SECTION

PROJECT

NUMBER

C.3

1:3

Existing ground

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, with tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, Roadway aggregate, method 2, 6-inch compacted depth

LC

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

Tack coat at joint

1:3

See Sheet C.2

See overlay edge detail

Existing ground

Existing grade

Sawcutting pavement

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, Existing ground

12'

Varies Shldr. (match existing) 4' Shldr.

1.52' class A steel posts

Guardrail system MGS, type 2, 12' 12' structure design

Contractor provided retaining

Varies per wall excavation

.7

Top of wall (Layout line)

Turf establishment limit

[1]

±5' o n s tr u c ti o n l im it

Varies

Varies Shldr. (match existing)

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

Varies class A steel posts

Guardrail system MGS, type 2, Profile grade

Traveled lane Traveled lane Traveled lane

15+40.00 to 17+06.00

"MAIN 01"

Match existing Match existing Match existing

16+28.00 to 17+06.00, LT

FOOTNOTE:

Match existing slope of adjacent traveled lane. [1]

NOTE:

pavement edge.

guardrail posts are embedded in soil beyond station limits shown in the plans. Ensure

2. Omit paved safety edge within guardrail surface and proposed overlay.

1. Apply tack coat between existing asphalt

:4

A u g u s t

T y p ic a l

S e c ti o n

M S

E W ll p w w o r k \d

\w a a s k a m a n p ln ty p .d g n

SHEET 4 OF 6

MSE WALL

TYPICAL SECTION

PROJECT

NUMBER

C.4

Excavate and backfill concrete in place

Permanent fascia, LC

C o n s tr u c ti o n l im it with tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, 6-inch compacted depth

Roadway aggregate, method 2, Approximate slip plane

Existing ground

Existing grade

See Sheet C.2

See overlay edge detail

Tack coat at joint with tack coat between lifts

6-inch compacted depth, placed in two lifts

Asphalt concrete pavement, type 1, Turf establishment limits

Ground anchor class A steel posts

Guardrail system MGS, type 2, Sawcutting pavement

Drilled shaft

Asphalt pavement milling, 3-inch depth

:1 .5 m a x

V aries

10' r/ w

80' max o n s tr u c ti o n li m it

Varies 4' [1]Varies

12'12'

1.52'

1:2 m in

6" min.

Varies Shldr. (match existing) pavement edge.

guardrail posts are embedded in soil beyond station limits shown in the plans. Ensure

2. Omit paved safety edge within guardrail surface and proposed overlay.

1. Apply tack coat between existing asphalt

LC

"MAIN 01"

18+36.25 to 19+40.00

Profile grade

Traveled lane

Match existing

Traveled lane Traveled lane

Match existing Match existing

Shldr.

ane width. Match existing l

NOTE:

:2

A u g u s t

T y p ic a l

S e c ti o n

S o ld ie r

P il p w w o r k \d

\w a a s k a m a n p ln ty p .d g n

SHEET 5 OF 6

SOLDIER PILE WALL

TYPICAL SECTION

PROJECT

NUMBER

C.5

Excavate and backfill concrete in place

Permanent fascia, LC

C o n s tr u c ti o n l im itwith tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, Roadway aggregate, method 2, 6-inch compacted depth

Approximate slip plane

Existing ground

Existing grade

See Sheet C.2

See overlay edge detail

Tack coat at joint

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, Turf establishment limits

Ground anchor class A steel posts

Guardrail system MGS, type 2, Sawcutting pavement

Drilled shaft

3-inch compacted depth, overlay

Asphalt concrete pavement, type 1, Existing ground

:1 .5 m a x

V aries

10' r/ w

80' max o n s tr u c ti o n li m it

Varies 4' [1]Varies

12'12'

1.52'

1:2 m in

6" min.

C o n s tr u c ti o n li m it

Varies class A steel posts

Guardrail system MGS, type 2, Varies Shldr. (match existing)

Varies Shldr. (match existing) pavement edge.

guardrail posts are embedded in soil beyond station limits shown in the plans. Ensure

2. Omit paved safety edge within guardrail surface and proposed overlay.

1. Apply tack coat between existing asphalt

LC

"MAIN 01"

19+40.00 to 20+31.00

Profile grade

Traveled lane

Match existing

Traveled lane Traveled lane

Match existing Match existing

Shldr.

19+90.00 to 20+31.00, LT ane width. Match existing l

:2

A u g u s t

T y p ic a l

S e c ti o n

S o ld ie r

P il p w w o r k \d

\w a a s k a m a n p ln ty p .d g n

SHEET 6 OF 6

SOLDIER PILE WALL

TYPICAL SECTION

PROJECT

NUMBER

C.6

K VALUE TABLE (ft/in)

>45

50 100K

(MPH)

POSTED SPEED

NOTE:

length.

Use K*[e -e ]=T, to obtain the transition the posted speed of the roadway.

elevations) by the K value from the Table for

(difference between the existing and overlaid the effective overlay thickness in inches less than the value obtained by multiplying

Provide a transition length in feet that is not

Existing asphalt pavement

Existing base course

Asphalt concrete pavement, type 1, 10-inch compacted depth

Roadway aggregate, method 2, 6-inch compacted depth

Existing asphalt pavement

Existing base course

Asphalt pavement milling (overlay transition)

OVERLAY TRANSITION DETAIL

(Final course)

Asphalt overlay

(Depth equals overlay thickness)

Saw cut

Overlaid elevation (e )

(Full depth of existing asphalt pavement) Saw cut

K Transition length variable (See Table)

(For Table e - e = effective overlay thickness)

METHOD OF FEATHERING ACP AT GRAVEL APPROACHES

1 2

1 2

Tack coat at joint

Tack coat at joint Existing elevation (e )

<45

Overlay

Existing gravel surfaceRoadway aggregate, method 2

E d g e o f p a v e d s h o u ld e r

Approach per CO layout a p p r o a c h

E d g e o f a s p h lt

Approach taper 1" in 5'

Asphalt concrete pavement, type 1

NEW PAVEMENT

LC

:5

J u ly

S h e p w w o r k \d

\w a a s k a m a n P a v e m e n t-

T r a n s it io n .d g n

PAVEMENT TRANSITION

PROJECT

NUMBER

SHEET

WA FLAP SKAMAN 92135(1) C.7

PROJECT UNITS : US SURVEY FOOT

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER

NORTH EAST ELEVATION LATITUDE LONGITUDE

ELLIPSOID

HEIGHT

COMBINED

FACTOR

DESCRIPTION NOTE:

22101 141939.850 1300723.835 282.222 45°42'52.952816"N 121°49'47.356658"W 211.335 1.0000189 5/8" ir w/fhwa alum cap 1.

22102 142121.687 1300977.798 293.739 45°42'54.789940"N 121°49'43.821355"W 222.859 1.000018215 5/8" ir w/fhwa alum cap

22103 142475.101 1301451.474 331.091 45°42'58.357133"N 121°49'37.230735"W 260.2242 1.00001617 5/8" ir w/fhwa alum cap

22104 142902.488 1301763.153 364.122 45°43'02.627517"N 121°49'32.940128"W 293.28 1.000014281 5/8" ir w/fhwa alum cap

22105 143058.438 1302261.375 386.699 45°43'04.249476"N 121°49'25.956456"W 315.8647 1.000013084 5/8" ir w/fhwa alum cap

22106 143499.176 1302840.089 403.310 45°43'08.695714"N 121°49'17.905669"W 332.4851 1.000011967 5/8" ir w/fhwa alum cap

22107 143751.051 1303065.076 408.643 45°43'11.219123"N 121°49'14.794666"W 337.8264 1.000011529 5/8" ir w/fhwa alum cap

PROJECT : Wind River Road slide Reconstruction DATE OF FIELD WORK :May 2022 DATE OF FINAL ADJUSTMENT : May 2022

COORDINATE SYSTEM : Washington South SPCS NAD83 2011 VERTICAL DATUM : Orthometric elevations based on the NAVD88 GEOID18

EPOCH DATE : 2010.000

CADD COORDINATE SYSTEM : WA83/2011-SF NSRS11(NAD83/2011) Washington, South 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.

C

M yF ile s\

Pr oj ec ts

\W A F

LA

P

S K A M

A N

(1

W in d R iv er

R oa d S lid e

R ec on st ru ct io n \9

P S

E P ac ka g e\

D

-J u n -2

:5 P

M W

FL

H

D S u rv ey

W

FL

H

D S u rv ey

D es ig n ed b y:

C h ec ke d b y:

PROJECT

D.1

SHEET

NUMBER

WA FLAP SKAMAN 92135(1)

SURVEY CONTROLPRELIMINARY - N

3 1/2" BRASS CAP

G

PS

22102

W

E S

T

E

A S

T

S P E

E D L I

M I T

W D

O

T PIN

K

CL LID

B E F I R

E S

A F E

CO

N C

M P

H

18" O U

TLET

R

O U

G H R

O A

D

M

P H

18" IN

LET

CL LID

C1

SLO

W

ER TRAFFIC KEEP RIG

H T

M O

T O

R C

Y C

L E S U

S E E

X T

R E

M E C

A U

T I O

N

W

ATER VAU

LT

3X3 CO

N

CRETE PO

ST

12" FIR

CP

22103

Y T I L I T U

D E I R U B

G N I N R A W

12" FIR

TP

12" FIR

JB+

8"

MONUMENT L

ID

(UNABLE

TO O

PEN)

POSS

IBLE

PT&PC P

OIN

TS

W

SD

O

T PK2

1873.82 3 1/2" CRASS CAPD

N

Existing ground

Profile grade

BEGIN PROJECT

"MAIN 01" Line to be constructed Adjust to grade

Monument (case and cover riser)

Edges of paved shoulder

Edges of traveled way

Protect existing culvert

13+70

Slope stake limit

Slope stake limit

Construction limit clearing limits

Construction and

Adjust to grade

Monument (case and cover riser)

Protect existing 3x3 concrete post

Construction limit

PI 14+11.96

Δ = 15°37'13" (LT)

R = 1,000.00' T = 137.16' L = 272.63'

N52°36'05"E

P C

.8

8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00

298 298

300 300

302 302

304 304

306 306

308 308

310 310

312 312

314 314

316 316

318 318

320 320

322 322

324 324

326 326

328 328

330 330

332 332

334 334

336 336

338 338

340 340

HLSD = INF'

K = 1,583

352' VC

.2

+6.4 6%

+6.06

+6.08

.7

.2

WIND RIVER RD

"MAIN 01" 10+00.00"

LEGEND:

See Sheet C.7 for detail Gravel Transition

Asphalt Overlay Transition

E=1301092.1188 N=142226.6619

14+97 to 17+36, RT Removal of guardrail

See sheet C.6 for pavement transition detail Overlay transition

Removal of guardrail

Guardrail system MGS, type 2, class A steel posts (8' Post)

10+00 to 14+21, RT class A steel posts Guardrail system MGS, type 2, 14+21 to 17+06, RT

10+00 to 13+00

10+00 to 14+31, RT

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\d \w a a -s k a m a n -1 p ln

.d g n

PROJECT

D.4

O

U T

L E

T

3X 3 C

O N C R

ETE PO

S T

O

U T L E T

O

U T L E

T

3X 3 C

O N C R

ETE PO

S T

I

N L E

T

20" A

LD

ER

3X 3 C

O N C R

ETE PO

S T

B H

22-01 PR

O

PO

S

ED

8" M

ONUMENT L

ID

(UNABLE

TO O

PEN)

POSSI

BLE

PT&PC P

OIN

TS?

O

U T

L E

T

W S D

O

T PK

O

U T

L E

T

I

N L E

T

C

IN

L E T

G O

LF &

S

PA

R

ES

O

RT

TP

9118.9

Y T I L I T U

D E I R U B

G N I N R A W

JB

C A R S O

N M

IN

ER

A L H

O T S

PR

IN

G S

8" M

ONUMENT LI

D (U

NABLE T

O O

PEN) P

OSSI

BLE P

T&PC P

OIN

TS?

IN

L E T

18" OUTLET

14" A

LD

ER

18" IN

LET

24" FIR

8" H

EM

LO

C K

C O

U N

T Y B

U I L

D I N

G P

E R

M I T S R

E Q

U I R

E D

" F

IR

6" H

EM

LO

C K

B H

22-02 PR

O

PO

S

ED

10" IN

LET

10" H

EM

LO

C K

C P

22104 W

D O T R

PC

B H

22-04 PR

O

PO

S

ED

18" OUTLET

18" INLET

8" MONUMENT LID (UNABLE TO OPEN) POSSIBLE PT&PC POINTS?

TP

TP

25309 122

8" MONUMENT LID (UNABLE TO OPEN) POSSIBLE PT&PC POINTS?

3X 3 C

O N C R

ETE PO

S T

N

Profile grade

Existing ground

Adjust to grade cover riser)

Monument (case and

Adjust to grade cover riser)

Monument (case and

Adjust to grade cover riser)

Monument (case and

Adjust to grade

Monument (case and cover riser)

Lining 36-inch pipe culvert 20+67 pavement Sawcutting "APPR 01"

Edges of traveled way

Construction limit

Protect existing culvert 16+72 clearing limits

Construction and

Edges of paved shoulder

Slope stake limit

Protect existing 3x3 concrete post concrete post

Protect existing 3x3

See H sheets for details structure design (MSE wall)

Contractor provided retaining

Protect existing 3x3 concrete post to be constructed

"MAIN 01" Line

Plug, existing pipe

16+78

Plug, existing pipe

16+78 structure design (soldier pile wall)

Contractor provided retaining limit

Slope stake clearing limits

Construction and clearing limits

Construction and

PI 19+02.41

Δ = 31°55'59" (RT)

R = 750.00' T = 214.59' L = 418.00'

N36° 58'5

2"E N68°54'51"E

P T

.4

P C

.2

P C

.8

P T

.8

9 2

15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50

336 336

338 338

340 340

342 342

344 344

346 346

348 348

350 350

352 352

354 354

356 356

358 358

360 360

362 362

364 364

366 366

368 368

370 370

372 372

374 374

376 376

+6.23

.7

.4

SSD = 745'

K = 257

801' VC

WIND RIVER RD

"APPR 01" 99+71.75

"MAIN 01" 21+44.45 =

14+21 to 17+06, RT

Guardrail system MGS, type 2, class A steel posts

15+40 to 17+06, RT

(MSE Wall) Contractor Provided Retaining Structure Design

Removal of guardrail

14+97 to 17+36, RT

17+06 to 18+36, RT

Terminal system, type MGS-BAT

19+00 to 19+52, RT type MGS tangent Terminal system, 19+52 to 21+14, RT

Guardrail system MGS, type 2, class A steel posts

Terminal system 21+14 to 21+27, RT

(anchor system)

LEGEND:

See Sheet C.7 for detail Gravel Transition

Asphalt Overlay Transition

18+36 to 20+31, RT

Soldier Pile Retaining Wall Contractor Provided Retaining Structure Design (Soldier Pile Wall)

Removal of guardrail

[1]16+37 to 17+48, LT

[1]19+90 to 21+49, LT

Removal of guardrail

[1]16+40 to 17+61, LT

Terminal system, type MGS-BAT (anchor system) Terminal system

[1]16+28 to 16+40, LT

(anchor system)

[1]19+90 to 20+02, LT

Guardrail system MGS, type 2, class A steel posts

[1]20+02 to 22+15, LT type MGS tangent

[1]22+15 to 22+65, LT installation of new guardrail posts.

Buried fiber optic lines in the vicinity of guardrail. Locate lines and use caution to avoid conflicts during

Verify access to culvert ends with CO before beginning culvert lining work.

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PROJECT

D.5

8" MONUMENT LID (UNABLE TO OPEN) POSSIBLE PT&PC POINTS?

O

T O

R C

Y C

L E S U

S E E

X T

R E

M E C

A U

T I O

N

3X3 CONCRETE POST

R O

U G

H R

O A

D

18" OUTLET

18" INLET

CP

22105

WILLIES RD

TP

S P

E E

D L I

M I T

TP

TP

1/2" IR

N

Existing ground

Profile grade

END PROJECT

to be constructed

"MAIN 01" Line

Sawcutting pavement

"APPR 02"

Construction limit clearing limits

Construction and

Slope stake limit

Edges of traveled way

Edges of paved shoulder

Slope stake limit

"APPR 02" 199+70.29

"MAIN 01" 24+93.60 =

Protect existing culvert pavement

Sawcutting

PI 25+19.42

Δ = 19°42'37" (LT)

R = 1,400.00' T = 243.21' L = 481.61'

P C

.2

P T

.8

4 2

23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50

364 364

366 366

368 368

370 370

372 372

374 374

376 376

378 378

380 380

382 382

384 384

386 386

388 388

390 390

392 392

394 394

396 396

398 398

400 400

402 402

404 404

406 406

.2

+3.12%

WIND RIVER RD

W

IL

L

IE

S R

O

[1] Overlay transition detail

24+08 to 27+08

See sheet C.7 for pavement transition detail

"MAIN 01" 27+08.00

E=1302447.5171 N=143223.1417

[1] Do not construct overlay transition if Option X is awarded.

LEGEND:

See Sheet C.7 for detail Gravel Transition

Asphalt Overlay Transition

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PROJECT

D.6

O N d ia

"16

CASE

COVER

TOTAL

60 LBS

19 LBS

79 LBS

PLAN VIEW

A

"2

1 2" 3"

WEIGHTS

APPROXIMATE

(Size)

A

RISER RING DIMENSIONS

RISER RING

SECTION

COVER

SECTION

SECTION OF LETTER

CASE

SECTION

INSTALLATION

SECTION A-A

ISOMETRIC

" dia2

"4

" R4

Concrete base

Concrete base

Soil

Grout steel pipe

2" O.D. galvanized m a x

10" R m in

6"

" dia2

8" dia

9" dia

A

A

1" dia

" dia8

" R8

" R8

" R4

" R8

" R4

4" R

" R4

"2

" R4 m in

1"

"4

NOTE:

2.

1.

Install concrete base on a well compacted foundation.

Dimensions may vary according to manufacturer.

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M o n u m e n t

C a s e a n d C o v e r .d g n

DETAIL

MONUMENT CASE AND COVER

PROJECT

D.7 with tack coat between lifts

(bottom lift = 3"; middle lift = 3"; top lift = 3")

9-inch compacted depth, placed in three lifts

Asphalt concrete pavement, type 1, Roadway aggregate, method 2, 6-inch compacted depth

LC

LC

Edge of gravel shoulder

Driveway matchline

Edge of paved shoulder, E d g e o f p a v h o u ld e r

Approach length (L1)

V a ria b le

R 2R

W

Approach tie-in

A p p r o a c h l e n g th

L

ASPHALT CONCRETE PAVEMENT SURFACINGTYPICAL ASPHALT CONCRETE PAVEMENT

APPROACH ROAD PLAN

:0

A u g u s t

A

P P

R O

A C

H R

O A

D C

O N

N E

C T

IO

N

D E

T A

IL

p w w o r k \d

\w a a s k a m a n p ln ty p a p p r .d g n

DETAILS

APPROACH ROAD CONNECTION

PROJECT

E.2

-1

R

O

U T

L E

T

I

N L E

T

M

O N

U M

E N

T L I D

U N

A B

L E T

O O

P E

N P

O S

S I B

L E P

T

P C P

O I N

T S

N

S28°45'49"E

99+70 99+80 99+90 100+00 100+10

345 345

350 350

355 355

360 360

365 365

370 370

375 375

380 380

385 385

-12.31%

.3

100+20 100+30 100+40

.0

ROUGH R

OAD

O

U T L E T

C P

I

R W

F

H W

A A

L U

M C

A P

W I L L I E S R

D

N

BEGIN CONSTRUCTION

BEGIN CONSTRUCTION

END CONSTRUCTION

END CONSTRUCTION

"APPR 01" 99+71.75

"APPR 02" 199+70.29

Existing ground

Existing ground

Profile grade

Profile grade pavement

Edge of pavement

Edge of pavement

Edge of

Slope stake limit pavement

Edge of to be constructed

01" LineAPPR" to be constructed

02" LineAPPR"

"MAIN 01""MAIN 01"

Protect existing gate

Construction limit

Construction limit

Slope stake limit

S10°14'30"E

199+70 199+80 199+90 200+00 200+10

365 365

370 370

375 375

380 380

385 385

390 390

395 395

400 400

405 405

-8.74%

.9

200+20 200+30 200+40

.4

"APPR 01" 100+00.00

"APPR 01" 100+19.26

"APPR 02" 200+00.00

"APPR 02" 200+18.07

"MAIN 01" 21+44.45

"MAIN 01" 24+93.60

W I N

D R I V

E R R

D

W

IN

D R

IV

E R R

D

R

R

R

R

E= 1301965.2957

N= 142936.3427

E= 1301974.5620

N= 142919.4620

E= 1302275.8807

N= 143072.8870

E= 1302279.0934

N= 143055.1058

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A p p r o a c h

D r iv e w a y

S h e t] p w w o r k \d

\w a a s k a m a n p ln a p p r .d g n

PROJECT

E.3

10.4 x 16 20310 -1000

60707 -0700

Station E S T

IM

A T E D

M A X

IM

U M

C O

V E R

S T R U

C T U

R A L

E X C

A V A T

IO

N

PL

U

G

E X

IS

T

IN

G P

IP

E

LI

N

IN

G

-I

N C

H P

IP

E C

U

LV

E R T

S K E W

A N

G

LE

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

LS

V :n

H

B E V E

LS

V :n

H

REMARKS

FEET CUYD EACH LNFT Lt Rt 16+78 7 7 1 20+67 30 168 Do not begin culvert lining work until approved by the CO.

PROJECT TOTAL 7 1 168

Allowable Pipe Material A Aluminum AS Aluminized steel C Concrete DI Ductile Iron GS Galvanized steel P Plastic (blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

-A u g -2

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A

M c:

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\d w a a -s ka m a n -1

D ra in a g e

T a b u la ti o n .x ls x]

S h ee t

TABULATION OF DRAINAGE QUANTITIES

PROJECT

F.1WA FLAP SKAMAN 92135(1)

SHEET

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

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

4.

3.

2.

1.

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

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

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 FENCE9

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DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.4 are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

uphill side of fiber roll trench material on

Place excavated See Note 5

Flow line the ends. See Note 6 to prevent flow around

Curve ends upstream

Gravel bag

Filter rock

Filter rock

Trench 2" min.

Trench 2" min.

Fiber roll 9" Ø min.

NO SCALE

NOTE:

conditions.

Adjust check dam spacing based on site-specific around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

stakes. Drive stakes at each end of the fiber roll and at

Install check dams in ditches perpendicular to the flowline.

installation.

Repair all rills or gullies and properly compact prior to requirements of the check dam device.

gravel bags as approved, to meet the functional

Construct check dams from fiber rolls, filter rock, or

7.

6.

5.

4.

3.

2.

1.

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

FILTER ROCK CHECK DAM

CROSS SECTION

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

STAKING DETAIL

FIBER ROLL

PLAN

CROSS SECTION

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

(See Note 7)

CHECK DAM SPACING**

GRAVEL BAG

than 6%.

dams on ditch grades steeper

** Do not use gravel bag check on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on

Flow

F lo w

Se e N ote m in m in m in .6 m in

-inch wood8

-inch x 18

Stake fiber rolls in place with 1

Expose stakes 2-inches minimum above top of fiber roll.

2-foot maximum spacing.

9" Ø minimum fiber roll.

GRADE

DITCH

SPACING (max.)

CHECK DAM

5%

4%

3%

2%

GRADE

DITCH

SPACING (max.)

CHECK DAM

6%

5%

4%

3%

2%

GRADE

DITCH

SPACING (max.)

CHECK DAM

6%

5%

4%

3%

2%

(FT)

(FT)

(FT)

MODERATE GRADES

CHECK DAM

157-15W

FP-24, FP-14

7/2016

WFL STANDARD

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OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.5

EROSION CONTROL PRODUCT

CHECK DAM WITH ROLLED

m in

"6 m in

"6

3.

2.

1.

PROFILE VIEW

V-DITCH

CROSS SECTION

FLAT-BOTTOM DITCH

CROSS SECTION

(G)

GRADE

DITCH

≥10%

8% and 9%

7%

Rolled erosion control product

1:

(t yp

Rolled erosion control product Rolled erosion control product

NOTE:

Adjust check dam spacing based on site-specific conditions.

Install check dams in ditches perpendicular to the flowline.

to installation.

Repair all rills or gullies and properly compact prior

Filter rock

Filter rock

Ponded water

(See Note 3)

CHECK DAM SPACING

FILTER ROCK

Filter rock

SPACING (S)

MAX. CHECK DAM

ROLLED EROSION CONTROL PRODUCT

FILTER ROCK CHECK DAM WITH

(FT)

Check Dam spacing (S)

Ditch Grad e (G)

WFLHD DETAIL

DETAIL APPROVED FOR USE 7/2016

157-16W

REVISED:

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-1

W

-1 d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.6 length requirements culverts table for

See Fiber rolls at around culvert outlet

Install fiber rolls end section with flared

Culvert outlet uphill side of fiber roll

Place excavated material on

Fill slope on uphill side of fiber roll

Place excavated material Wood stakes

Fiber roll

Slope

Fill or cut slope uphill side of fiber roll

Place excavated material on

Fiber roll roll 2" min.

Trench fiber

Stagger joints (typ.)

along contours

Install fiber rolls flared end section

Culvert inlet with table for length requirements

See Fiber rolls at culverts around culvert inlet

Install fiber rolls

See note 6 control runoff culvert as needed to

Install fiber rolls below

Fiber roll

A A

151V:2H and steeper

30Between 1V:3H and 1V:2H

45Between 1V:4H and 1V:3H

601V:4H or flatter spacing (ft)

Fiber Roll Maximum �9" Slope Gradient

FIBER ROLL SPACING TABLE*

site-specific conditions.

*Approximate spacing shown. Adjust spacing as needed due to specific conditions.

Adjust length as needed due to site-across the top of the culvert inlet only.

*Approximate length shown for rolls

3054" or larger

2030" to 48"

1024" or smaller

Fiber Roll length (ft)�9" Culvert Size

FIBER ROLL AT CULVERTS*

NO SCALE

AT CULVERT OUTLET

FIBER ROLL

AT CULVERT INLET

FIBER ROLL

FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

FIBER ROLL SLOPE LAYOUT

INSTALLATION DETAIL

FIBER ROLL AS PERIMETER CONTROL STAKE DETAIL

SECTION A-A

Flow m in .Trench 2" min.

L im it C le a ri g ta k e

S lo p

Flow irection of ru n off

Pay lim its

Pay lim its ove rlap12" mi n.

m in

Flow

Trench 2" min.

Flow

Flow

See fiber roll spacing table Flow

Se e n ote

Se e n ote culvert is crossing the disturbance.

on both the road and around the culvert and all water entering the

6. Place fiber rolls all the way around the inlet when the disturbance is water is forced to flow through fiber roll rather than under it.

Tamp soil backfill against upstream side of fiber roll to ensure storm Place fiber rolls in continuous contact with trench bottom and sides.

5. For fiber rolls on bare soil, construct trenches parallel to the contour.

stakes 2 inches above top of fiber roll.

4. Drive stakes into undisturbed soil at least 12 inches deep. Expose max. at culverts. Stake fiber rolls 6 inches from each end.

stakes. Space stakes 4-foot o.c. max. on slopes and 2-foot o.c.

3. Stake fiber rolls in place with 1-inch x 1-inch or 1-inch Ø wood level.

fiber roll, do not allow the fiber roll to vary more than 5% from

2. Install fiber rolls along slope contours. For any 20-foot section of

1. Repair all rills and gullies and properly compact before installation.

NOTE:

:3

A u g u s t

D e t

C

-5 p w

-w o rk \d

\w a a

-s k a m a n

-1

C

-5

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USEFIBER ROLL

C157-55

DRAFT: 06/2024

CFLHD DETAIL

PROJECT

G.7 with plastic liner or riprap

Temporary diversion channel

NO SCALE

temporary barrier

Use sandbags to construct A

A

Flow

PLASTIC LINED DIVERSION CHANNEL

SECTION B-B

SECTION A-A

W

B

W

B

SandbagsPlastic liner

SSSS

D D SS

SS

Flow

Plastic liner when scheduled)

Silt fence (typ.

and secure with sandbags (typ.)

6.

5.

4.

3.

2.

1.

Flow

Provide geotextile filter conforming to Subsection 714.01(c).

using one of the methods listed in Subsection 204.11(a).

temporary culvert. Compact temporary culvert backfill channel through the roadway embankment with

When specified replace the portion of the diversion liner. Bury the upstream edge of the liner a minimum of

Do not construct with longitudinal joints if using a plastic

Construct channel at a minimum grade of 0.5 percent.

width of the temporary diversion channel.

Use plastic liner or riprap along the entire length and diameter, riprap class, channel dimensions and quantities.

See Erosion Control Section for temporary culvert

NOTE:

Permanent culvert

Roadway centerline

BB

See Note 5 when scheduled)

Silt fence (typ.

backflow into natural channel

Use sandbags to prevent

Permanent natural channel

Earthwork limits

DIVERSION CHANNEL

PLAN

TEMPORARY CULVERT

SECTION B-B

Ø embankment

Roadway embankment

Roadway

Temporary culvert backfill

Subgrade

Bedding

Natural ground

RIPRAP LINED DIVERSION CHANNEL

SECTION A-A SECTION B-B

W

B B

W

T T when scheduled)

Silt fence (typ.

Sandbags

Riprap lining Riprap lining

SS SSD D

SS SS

FlowFlow

Geotextile filterGeotextile filter

6" deep and secure with riprap or sandbags.

Bury plastic liner 6" deep

2' 2'2'2'

DIVERSION CHANNELS

TEMPORARY STREAM

628-1

FP-24

1/2024

FLH STANDARD

:3

A u g u s t

S td p w w o r k \d

\w a a s k a m a n S td .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.8

Compacted native soil

Erosion control blanket

Erosion control blanket

Compacted native soil

Erosion control blanket

12" spacing

12" spacing

6" x 6" Trench

6" x 6" Trench

NOTE:

Overlap in the direction of the prevailing wind.

recommendations.

Install fasteners according to the manufacturer's

2.

1.

Se e

Not e

Pr ev ai lin g wi nd

AT TOP OF SLOPE

ANCHOR TRENCH

DETAIL A

AT TOE OF SLOPE

ANCHOR TRENCH

DETAIL B

SHINGLE SPLICE

DETAIL C

PERSPECTIVE VIEW

Fasteners @

Fastener

Fastener

Flow

Fastener (typ)

Fasteners @

Toe of slope of slope. See Detail A

Anchor trench at top

Slope stake

Blanket edge

Shingle splice. See Detail C edge overlap of slope. See Detail B

Anchor trench at toe

Blanket ends

S ee N ote 1

Fasten er sp acin g

6"

6"

3'

' m

ax. c to c

4" min.

overlap

6" m in.

12" max. c to c

12" max. c to c

12" max. c to c

PRODUCT ON SLOPES

ROLLED EROSION CONTROL

629-1W

:3

A u g u s t

D e t

W p w w o r k

\d

\w a a s k a m a n

W

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.9

Fasteners

Fastener

Fastener

6" max c to c

NOTE:

PERSPECTIVE VIEW

INITIAL ANCHOR

DETAIL A

See Note 2

CHECK SLOT

DETAIL B

SHINGLE SPLICE

DETAIL C

ANCHOR TRENCH

DETAIL D

native soil

Compacted control blanket

Erosion control blanket

Erosion native soil

Compacted control blanket

Erosion

Anchor Trench. See Detail D control blanket

Erosion native soil

Compacted for a V-ditch.

Trapezoidal ditch shown. Similar details

Roll ends may be spliced in a check slot.

manufacturer's recommendations.

Provide check slots according to the manufacturer's recommendations.

Install fasteners according to the

4.

3.

2.

1.

Fastener

Flo w

Fastener

See Detail D

Anchor trench

See Detail C

Shingle splice edges

Blanket

Fastener (typ.)

Flow

Flow ends

Blanket

See Detail B

Check Slot.

See Detail A

Initial Anchor

See Note 1

Fastener spacing

Fastener end overlap

6"

6" ed ge ov er lap6" m in

6"

12" max. c to c

12" max. c to c

36" max c to c

6" max c to c

12" max c to c

6" min.

PRODUCT IN CHANNELS

ROLLED EROSION CONTROL

629-2W

:0

J u ly

D e t

W p w w o r k \d

\w a a s k a m a n W

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.10

O

U T L E

T

+ 18" OUTLET

18" INLET

Existing ground

Top of wall

Bottom of wall at wall face

Final grade

N

BEGIN MSE WALL END MSE WALL

Slope stake limit

Slope stake limit clearing limits

Construction and

Construction limit

Edge of paved shoulder

Edge of paved shoulder Edge of travel way

Edge of travel way

"Main 01" design (MSE wall)

Contractor provided retaining structure

M1

M2

M3

M4

M5

M6

M7

M8

M9 M10

M11

M12

M13

M14

M15

M16 M17

M18

M19

M20 clearing limits

Construction and

N36°58'52"E

PI 201+56.75

Δ = 01°23'19" (RT)

R = 715.23' T = 8.67' L = 17.33'

PI 200+03.84

Δ = 00°25'32" (LT)

R = 1,034.77' T = 3.84' L = 7.68'

P T

.6

P C

.0

199+50 200+00 200+50 201+00 201+50

328 328

330 330

332 332

334 334

336 336

338 338

340 340

342 342

344 344

34.77' 15+40.00 (Main 01) 200+00.00 =

34.77' 17+06.00 (Main 01) 201+65.42 =

E= 1301525.0364 N= 142559.4043

E= 1301624.7319 N= 142691.3989

WIND RIVER RD

NOTE:

1. See Sheet H.4 for wall profile data.

:4

A u g u s t

M

S E

W a ll

M S

E W a ll

S h e p w

-w o rk \d

\w a a

-s k a m a n

-1 p ln m s e w a ll .d g n

PROJECT

H.2

CP

22104

PC

TP

TP

N

BEGIN SOLDIER PILE WALL END SOLDIER PILE WALL

paved shoulder

Edge of

Edge of travel way

Edge of travel way paved shoulder

Edge of

Slope stake limit

Slope stake limit

Construction limit structure design (soldier pile wall)

Contractor provided retaining

Existing ground

Bottom of concrete fascia wall

Drilled shaft (typ.)

Soldier pile (typ.)

Existing culvert g.s. at 359'

Boring BH23-02 clearing Limits

Construction and clearing Limits

Construction and

S1

S2

S3

S4 S5 S6

S7

S8

S9

S10

S11

S12

S13

S14

S15S16S17S18

S19

S20

N90°00'00"E

PI 301+23.75

Δ = 10°00'28" (RT)

R = 716.48' T = 62.73' L = 125.15'

P C

.0

P C

C

.1

P O

B

.0

302+00 303+00298+00 299+00 300+00 301+00

300 300

310 310

320 320

330 330

340 340

350 350

360 360

370 370

380 380

.1

.4

30.52' 300+00.00 = 18+36.25 (Main 01)

30.52' 301+86.82 = 20+31.00 (Main 01)

WIND RIVER RD

fascia wall Top of concrete

NOTE:

Submit wall design per Section 257.

2. Soldier pile spacing shown for illustration.

1. See Sheet H.4 for wall profile data.

E= 1301707.0556 N= 142784.7911

E= 1301861.0660 N= 142889.6180

:3

A u g u s t

A

L I_

S P

W

A L L

S P

W a ll

P la n S h e p w

-w o rk \d

\w a a

-s k a m a n

-1 p ln s p w a ll .d g n

PROJECT

H.3

:0

A u g u s t

P o in t T a b le p w w o r k \d

\w a a s k a m a n p ln s p w a ll

.d g n

POINT DATA

WALL PROFILE

PROJECT

NUMBER

H.4

87°

Existing ground form (typ.)

Welded wire

WITH WELDED WIRE FORM FACE

MECHANICALLY-STABILIZED EARTH WALL

sheet drain, 50% coverage

Geocomposite

Unclassified borrow H

Select granular backfill

Grid length, "L"

Mainline profile grade

6" (min.)

(min.)

4' Set back

W a ll p a y m e n t li m it s

See Detail A

Underdrain system

[2]Varies

Wall excavation, .7

H

H e ig h t v a r ie s

1:3

See Sheet C.3 for details

Pavement structure at mid height of panel at face 12" (min.)

Gabion rock

FACING DETAIL - ROCK FILL

Select granular backfill

Select granular backfill grid, 3 per panel (typ.)

on facing and

Tie transverse bars m

4' Return (min.)

Welded wire form facing

WELDED WIRE FORM

adjoining wire form for support, 4"

Place edge of wire inside of

4 x 4 W5 x W5

Inset end struts 6"

24" C to C or as needed.

Support struts spaced maximum

NOTE:

FOOTNOTE:

Min. gradient = 2.0%

UNDERDRAIN SYSTEM

PERFORATED PIPE

DETAIL A

Granular backfill

Leveling course

12"

Flow

24"

Geocomposite drain towards rigid outlet pipe drain beneath leveling course. Minimum gradient 0.5%

6" Ø Perforated pipe underdrain system pipe drain every 100 feet (max.)

6" Ø Rigid outlet

2%

See Facing Detail

8'-0" ± whichever is greater

8' or 70% of H, class 2, non-woven

Geotextile filter, class 2, non-woven

Geotextile filter, 18" m in

(2) 45° Elbows

Friction angle = 34° for backfill material.

Unit weight of backfill material 125 pcf

Design assumptions:

The heights and quantities are subject to field adjustment.

2.

1.

Guardrail system MGS, type 2, 3" - 6"

4' shoulder

Top of wall (TW) (Layout line)

24" Embankment

Slope (1:3)

[3]Extend 6" (min.) beyond facing grading D.

Leveling course base, leveling pad (BLP)

Bottom of

Bottom of wall (BW)

[1]Rodent guard drain towards underdrain system.

Slope bottom of excavation at a minimum 2 percent grade to [3] accordance with Section 208.03.

1:1 Slope shown. Construct slopes at stable inclinations in[2] per manufacturer's recommendation

-inch. Install2

Opening in rodent guard not to exceed [1] geogrid

Reinforcement geogrid

Reinforcement

LC1.52'

SHEET 1 of 2

EARTH WALL DETAILS

MECHANICALLY-STABILIZED1

:5

J u n e

M

S E

W a ll

D e ta p w w o r k \d

\w a a s k a m a n w a ll d e ta il

.d g n

:5

J u n e

M

S E

W a ll

D e ta p w w o r k \d

\w a a s k a m a n w a ll d e ta il

.d g n

PROJECT

H.5

Underlying mats

Return mat

Welded wire form

(PLAN VIEWS)

GEOGRID BUTT DETAIL

Adjacent geogrids

TANGENT WALL FACE

backside without overlap

Butt adjacent geogrids at

Wall face

CURVE LEFT WALL FACE

Adjacent geogrids

Backside overlap acceptable

Wall face

CURVE RIGHT WALL FACE

Adjacent geogrids

Backside separation acceptable

Wall face wall face without overlap

Butt adjacent geogrids at wall face without overlap

Butt adjacent geogrids at

Reinforcement length (L) wall face without overlap

Butt adjacent geogrids at

4' (min.)

recommended method.

with hog rings, wire ties, spiral binders, or the manufacturers

Connect adjacent welded wire reinforcement facing elements[1]

[1]Connect reinforcement

AND RETURN MAT DETAILS

MSE WALL FACING , CORNER

Reinforcement geogrid length (L)

Machine

(roll direction)

Machine

(roll direction)

Reinforcement length (L) Reinforcement length (L) wall face perpendicular to front with strongest axis

Reinforcement geogrid, Wall face

SHEET 2 of 2

:0

J u n e

M

E C

H A

N

IC

A L

L Y

-S T

A B

IL

IZ

R

T H

W A

L L

D E

T A p w w o r k \d

\w a a s k a m a n w a ll d e ta il

.d g n

EARTH WALL DETAILS

MECHANICALLY-STABILIZED

PROJECT

H.6 with Section 617 and Section 724.

Galvanize anchor metal components in accordance of the rail.

nuts and washers. Place the washer on the face side

Use eight 5/8" x 1 1/2" (in) machine bolts with hex dimensions shown.

plates welded to match the strength and

Fabricate the anchor plate from 1/4" (in) thick

100 ft.-lbs.

outside nut against the inside nut to a minimum of washers at both ends of the cable. Torque the

Fasten the Anchor Cable using two 1" (in) nuts and

See Sheet I.2 for additional details.

element and post details.

Refer to Standard Plans 617-32 for typical rail

NOTES:

6.

5.

4.

3.

2.

1.

:2

J u n e

G

W

-B E

A M

G U

A R

D R

A

IL

C A

B L

E R

E L

E A

S

IN

G T

E R

M

IN

A L

T Y

P E

G

-C R

T

C o p y p w w o r k \d

\w a a s k a m a n S td c .7

.d g n

SHEET 1 of 2

(ANCHOR SYTEM) DETAILS

TERMINAL SYSTEM

PROJECT

I.1

:2

A u g u s t

G

W

-B E

A M

G U

A R

D R

A

IL

C R

T A

N C

H O

R A

G E

A S

S E

M B

L Y

D E

T A p w w o r k \d

\w a a s k a m a n S td c .7

.d g n

SHEET 2 of 2

(ANCHOR SYSTEM) DETAILS

TERMINAL SYSTEM

PROJECT

I.2

2.

1.

Steel post

Wood blockout Wood blockout

Wood blockout

Steel post Steel post

Steel post

V ditch (typ.)

Steel post Wood blockout bolt and nut guardrail steeper

1V:4H or

Rub rail (typ.)

See Standard 617-31 (wood posts) and 617-32 (steel

Typical post spacing is 6'-3" unless otherwise noted.

" span2

12 ga. W-beam, 9'-4

" x 5" Bolt8

" dia. hole in post4

Field drill "2

12 ga. W-beam, 9'-4

NOTE:

PLAN

ALONG RAIL

ELEVATION

SECTION A-A SECTION B-B

DETAIL A

SECTION C-C

SECTION D-D

BLOCKOUT DETAIL

STEEL POST ANDDETAIL B

ELEVATION

D

C

BA

B C

D

A

See Detail A

Field bend

See Detail B

Ditch bottom

Edge of shoulder

S e e T a b le

Mid-span splice (typ.)

Top of cut

See Note 1

Washer

Pipe sleeve spacer

Shoulder Shoulder VariesShoulder

VariesShoulder w h e n r u b r a il i s r e q u ir

Terminal system, Type MGS-BAT

Pay Limits

Guardrail system MGS

Pay limits

Length of Need posts) for other details.

M in im u m p o s t le n g th

" x 2"8

6'-3

"21

3'-1

"21

3'-1

8" W6 x 8.5

W6 x 9 or c o v e r m in

POST DISTANCE

FROM EDGE OF SHOULDER

POST OFFSETS

22 13 or st ee pe r1V:

3H or st ee pe r1V:

3H or steeper

1V:4H

4681012141618202224 or steeper

1V:4H or steeper

1V:4H

NO SCALE

"4

13'-11

10'-11"

"4

8'-10

5'-9"

75'-0"

25'-0"

12'-6

12'- 6"

Sheet 1 of 2

MGS-BATTYPE

BACK SLOPE ANCHOR TERMINAL

MGS W-BEAM GUARDRAIL

617-18

2/2024

:4

J u n e

S td p w w o r k

\d

\S td

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

I.3

Posts 1 -3 and rub rail at Post 4.

Anchor plate and hardware are typical on top rail of

Use zinc rich paint to coat field drilled holes.

See Sheet 1 of 2 for terminal layout.

3.

2.

1.

Steel plate (see Detail)

Washer of post� slots (typ.)

hole (typ.)

" dia. (typ.)4

" dia. (typ.)4

" dia. (typ.)4

" dia. (typ.)4

" dia.16

" dia. (typ.)16 13 " dia. (typ.)16

1" dia.

W6 x 8.5 W6 x 9 or W6 x 8.5

W6 x 9 or W6 x 8.5 W6 x 9 or

" bolts8 7as needed for

Field drill 1" holes

" x 2" bolt (typ.)8

" Nut (typ.)8

1" dia. hole

1" dia.

AT POSTS 1, 2, AND 3

SPECIAL RAIL TO POST CONNECTION

GALVANIZED SQUARE WASHER

GALVANIZED STEEL PLATE

See Note 3

STEEL PLATE AND WASHER

POSTS 5-21POST 4POSTS 1-3

4"

" Thickness2 1 Thickness"16

14"

"2 12"2

12"4 12"4

31"2 12"2

"8 16"8

" 8

4" 4"

"4

"4

"4 12 "4

"8

"4 31" x 1

" dia.4

"4

"4

"8

617-18

:4

J u n e

S td

-1 b p w

-w o rk

\d \S td -1

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

Sheet 2 of 2

MGS-BATTYPE

BACK SLOPE ANCHOR TERMINAL

MGS W-BEAM GUARDRAIL

PROJECT

I.4

6.

5.

4.

3.

2.

1.

embankment

Edge of widened post section. See Note 4 face of the rail in the standard

Tangent line projected from the embankment

Edge of widened post section. See Note 4 face of the rail in the standard

Tangent line projected from the

Varies by manufacturer end of terminal not shown.

Terminal posts and

Varies by manufacturer end of terminal not shown.

Terminal posts and terminal grading extents where practical.

Construct a 1V:4H slope outside of the guardrail terminal.

Install a reflectorized object marker on the end of the according to the manufacturer's recommendations.

end farther from the edge of shoulder, or use a taper

Install terminal at a 1:25 taper or flatter to position the the manufacturer's recommendations.

necessary to install the tangent terminal according to manufacturer for a specific product. Adjust grading as begin at post 3. Verify the length of need with the

For design purposes, the length of need is assumed to of site limitations, use the alternative grading layout.

as practical within site constraints. If necessary because are provided, use the preferred grading layout as much staking notes or model. If no staking notes or model

Construct the terminal grading layout as shown in the other details.

recommendations. See manufacturer's drawings for

Install tangent terminal according to the manufacturer's

See Note 6

Guardrail terminal grading o r f la tt e r

V

:1 H

Front of rail face

PLAN

PREFERRED GRADING

Post section

Standard

L

See Note 6

Guardrail terminal grading o r f la tt e r

V

:1

H

Hinge point line

See Note 3

Length of Need

Guardrail system

Pay…