OKA-WEN 2018(1)-23(1)_PreAdPlans.pdf

DOUGLAS

C A S C A D E

R A N G E

153 97

21 23 24 25

N O R T H

N

BRITISH COLUMBIA

I D

A H

O

OREGON

UNITED STATES

CANADA

P A

C I F I C

O C

A E

N tS raitofJuandeFuca

OC

LU

MBIA RI

VER

A S N

KE

R

VERI

M

COLU B

I A

V R I

E R

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

u n d o S t e g u

P

Project Locations

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

H.2-3

H.1

G.1-5

E.3

E.2

E.1

D.12

D.11

D.10

D.9

D.8

D.7

D.6

D.5

D.4

D.3

D.2

D.1

C.3

C.1-2

B.1

A.3-4

A.2

A.1

STANDARD DRAWINGS

CONTROL QUANTITIES

TABULATION OF TEMP. TRAFFIC

STANDARD DRAWINGS

DETAIL W157-21: FIBER ROLL

BERM METHODS

DETAIL W157-17: TEMPORARY DIVERSION

CHANNELS

STD 157-5: TEMPORARY DIVERSION

SURVEY CONTROL

DRIVABLE DIP DETAILS

FSR 5215 400 MP 3.8

FSR 5008 200 MP 2.4

FSR 5008 100 MP 2.3

FSR 3700 300 MP 1.5

FSR 3525 300 MP 1.15

FSR 6210 MP 4.65

FSR 6200 MP 17.4

FSR 6200 MP 16.6

FSR 4930 MP 3.2

FSR 1504 MP 0.89

SPECIAL ROCK EMBANKMENT

TYPICAL SECTIONS

RESERVED

VICINITY MAPS

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

H. TEMPORARY TRAFFIC CONTROL PLAN

G. DRAINAGE

E. EROSION CONTROL

D. PLAN-PROFILE

C. TYPICAL SECTION(S)

B. SUMMARIES

A. GENERAL INFORMATION

INDEX TO SHEETS

PLANS FOR PROPOSED PROJECT

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

OKONOGAN

Okanogan

Mazama

Conconully

Pateros

Merritt

Wenatchee

Chelan

Cle Elum

Ellensburg

Naches

Lester

Riverside

Winthrop

NATIONAL

FOREST

WENATCHEE

NATIONAL

FOREST

CASCADES

NATIONAL

PARK

NATIONAL FOREST

OKANOGAN

Snoqualmie Pass

Sumner

Tacoma

Mt. Rainer

SNOUQULAMIE

NATIONAL

PARK

10 0 5 10 155

SCALE IN MILES

Eatonville

Alpine Lakes

Wilderness

Seattle

Mount Vernon

Bellingham

Mt. Baker

Samish Bay

N aches

R iv e r

Oroville

APPROVED:

DATE

SPECIFICATION:

C. SANDERS

PROJECT MANAGER

PLANS PREPARED BY

A.1

STATE PROJECT

NUMBER

SHEET

D e f a u lt c p w w o r k \d

\w a e f a a P r e A

D .d g n

WA FS ERFO 2018(1)-23(1)

:0

P

M

A u g u s t

K

M Il le r

M

M a r ti n i

/2

/2

C h e c k e d b y

D e s ig n e d b y

R

E

R

E

T 39 N

T 40 N

Lakes

Banks

Lakes

Moses

Reservoir

Potholes

PARK

NATIONAL

OLYMPIC

N.P.

RAINIER

MOUNT

MON.

NAT'L VOLC.

ST. HELENS

MOUNT

PARK

NATIONAL

CASCADES

NORTH

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

e (max)

V

ADT (YR+20)

ADT (YEAR)

0.060

25 MPH

<400

<400

Grading, base and drainage

WASHINGTON

CHELAN, KITTITAS, AND OKANOGAN COUNTIES

OKANOGAN-WENATCHEE NATIONAL FOREST

WA FS ERFO 2018(1)-23(1)

PHASE 1

OKANOGAN-WENATCHEE 2018 REPAIRS

LENGTH 0.515 MILES

MP 1.15

FSR 3525 300

MP 1.5

FSR 3700 300

MP 2.3

FSR 5008 100

MP 2.4

FSR 5008 200

MP 3.8

FSR 5215 400

MP 17.4

FSR 6200

MP 16.6

FSR 6200

MP 4.65

FSR 6210

MP 3.2

FSR 4930

MP 0.89

FSR 1504

NATIONAL FOREST

SNOQUALMIE

MT. BAKER-

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

Western Federal Lands Highway Division

Chief of Engineering, on Federal Highway Projects, FP-14

Construction of Roads and Bridges

Standard Specifications for

PRELIMINARY - N

OT FOR CONSTRUCTION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

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

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve 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 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 yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

S symmetrical 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

CUYD

culv.

CUFT

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

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material A

A u g u s t

D e ta il .U

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

H .d g n li b

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

E

RIP

G G

W W

DI

T T

NOTE:

NO SCALE

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub θs Ø

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

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

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 mile post main line

M.P.

M.L.

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, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use,

- no symbol -

EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut wall face

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

N

Fiber Roll or Wattle

FSR 3525 300 MP 1.15

h e sa w

O roville to Rise Rd.

R d

NF 3

N F

Corral Dr.

Corral Dr.

Forrest

R d

R is e R d

N F approx. 10.5 m iles approx. 13.6 m iles

Rise Rd to Chesaw, OKANOGAN

NATIONAL

FOREST

SCALE IN FEET

1000 0 1000500 approx. 19 miles

SCALE IN FEET

1000 0 20001000

Pearrygin Lake

Cougar Lake

NF 400

NF 100

Methow River store

Mazama

H w y 20

Fawn Peak

SCALE IN MILE

0 0.5 11

SCALE IN FEET

2000 0 80004000

NF 52

Creek

Heifer d R k e er C t a o

G

NF 52

Cub Creek

Cedar Creek ap p rox. 3 m iles

Conconully

Salmon Creek

South Fork

Conconully Reservoir Conconully Lake

Rusty Creek

007 3

FSR NF 130

H w y

1 F N

F N

F N

E h c u w e h

C d

R

F

N

Winthrop

Winthrop to Cougar Lake approx. 8 miles

MP 1.15

FSR 3525 300

MP 1.15

FSR 3700 300

MP 3.8

FSR 5215 400

MP 2.3

FSR 5008 100

MP 2.4

FSR 5008 200

N

WA

to Okanogan, Conconully, FSR 3700 300 MP 1.5

Wildlife Area

Methow

State Park

Lake

Pearrygin

FSR 5008 200 MP 2.4

AND

FSR 5008 100 MP 2.3 FSR 5215 400 MP 3.8

via U S -2 / -2

E

N ew h alem to M azam a dR yll un ocn oC n o mlaS k e e r

C d

R

W kroF d R

F

N

73 FN

001 FN

nikehalni S dR tseW kroF no mlaS kr C

F N

:1

A u g u s t

O k a n o g a n

-V ic in it y M a p s p w w o r k \d

\w a e f a c P r e A

D .d g n

VICINITY MAPS

STATE PROJECT

NUMBER

SHEET

WA FS ERFO 2018(1)-23(1) A.3

ni m a ki h C e g di R d R

N

OKANOGAN

WENATCHE

NATIONAL

FOREST

Tall Timber Ranch

SCALE IN MILES

1 20.5

MP 17.4

FSR 6200

MP 16.6

FSR 6200

MP 4.65

FSR 6210

Ellensburg

Cle Elum

Nile

Lake Wenatche Hw y 207 to Interstate 2

Coles Corner2 etatsret nI ot d R re viR ehctane

W eltti L

Chiwawa River

Fish Lake

Snoqualmie

Keechelus Lake

Kachess Lake

Cle Elum Lake

SNOQUALMIE

NATIONAL

FOREST

MP 3.2

FSR 4930

MP 0.89

FSR 1504

Rattlesnake Creek

SCALE IN MILES

5 105 2.5

Wildlife Area

Methow

FSR 6200 MP 17.4

FSR 6200 MP 16.6

FSR 6210 MP 4.65

REC. AREA

STATE WIDLIFE

LT MURRAY

d R r e vi R a w a wi hC

F

F

051 F N

FSR 1504 MP 0.89

FSR 4930 MP 3.2

:1

A u g u s t

O k a n o g a n -V ic in it y M a p s

.4 p w w o r k

\d

\w a e f a d

.d g n

VICINITY MAPS

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) A.4

LC

T y p

LC

LC

4" compacted depth

Roadway aggregate, method 2, Profile grade

Travel Way

14' min.

(Construction Limits)

T y p

Existing ground

4" compacted depth

Roadway aggregate, method 2, Profile grade

Travel Way

12' min.

(Construction Limits)

Existing ground

4" compacted depth

Roadway aggregate, method 2, Profile grade

Travel Way

15' min.

T y p

Existing ground

(Construction Limits)

FOOTNOTE:

NO SCALE

[1]

[1]

[1]

[1]

FSR 4930 - MP 3.2

600+68.00 to 602+00.00

FSR 6210 - MP 4.65

101+25.52 to 103+96.26

FSR 1504 - MP 0.89

FSR 3525 300 - MP 1.15

1:3

Variable

1:3

1:3 Variable

1:3

1:3 1:3

Variable

~120 LNFT

~ 18 LNFT

200+70.00 to 201+50.00

FSR 5215 400 - MP 3.8

~320 LNFT

FSR 6200 - MP 17.4

by CO. Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved

:3

A u g u s t

C

.1

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

\w a e f c a c b P r e A

D .d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) C.1

Existing ground

4" compacted depth

Roadway aggregate, method 2, Profile grade

20' min.

(Construction Limits)

Travel Way

4" compacted depth

Roadway aggregate, method 2, Profile grade

' Existing ground

18' min.

(Construction Limits)

Travel Way

Existing ground

4" compacted depth

Roadway aggregate, method 2, ty p

LC

Travel Way

16' min.

(Construction Limits)

Profile grade ty p ty p

FOOTNOTE:

NO SCALE

[1]

[2]

[1]

[1]

1:3

Va ria ble

1:3

1:3

Va ria ble

1:3

1:3

~660 LNFT

FSR 3700 300 - MP 3.2

~65 LNFT

FSR 5008 200 - MP 2.4

~180 LNFT

FSR 6200 - MP 16.6

50+60.00 to 54+45.00

FSR 5008 100 - MP 2.3

Va ria ble

1:3

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

:4

M a y

C

.2

S h e p w w o r k

\d

\w a e f c b

.d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

SHEET

WA FS ERFO 2018(1)-23(1) C.2

NO SCALE

FOOTNOTE:

Existing ground

DETAIL

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

special rock embankment

Mechanically placed rock for

:1 .1 to :1 .2

4'

12"

F a c e o f S lo p e

Bench Width

8' (min.)

class 1, type C

Geotextile filter, at 2' vertical spacing

Welded wire reinforcement

H

[5]

Longitudinal direction

C.3

STATE PROJECT

NUMBER

SHEET

U

S S u r_ ft

D m y f il e s \p w p r o d u c ti o n

\d

\w a e f g a .d g n

WA FS ERFO 2018(1)-23(1)

:3

S e p te m b e r

C h e c k e d b y

D e s ig n e d b y

LC Varies x x x x x x x x x x x x x x x x x

Geotextile filter, class 1, type C

Finished face x method 2, 12-inch (min.)

Roadway aggregate, Stabilization geogrid [7] x

W9 wires on 12" C-C

W9 wires on 12" C-C

[5]

[6]

[5]

[7] x x x x x x x x x x x x

[6]

[6]

[1]

[2]

[2]

WELDED WIRE REINFORCEMENT

PLAN VIEW

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

B e n c h h e ig h ts m a x

[3]

[3]

Place stabilization geogrid within 1-foot of finished face.

where structural backfill is required to backfill voids.

Temporary back cut ratio in native ground or fill angle

1:1.4 at 5215 MP 3.8 and 1:1.3 at 1504 MP 0.89.

Cut bench steps in accordance with Section 204.09.

Allow 1-foot setback from finished face.

flatter than 1V:1.25H.

Welded wire reinforcment not required for finished slope faces

See Cross Sections.

[4]

FSR 1504 MP 0.89

END

FSR 1504 MP0.89

BEGIN

101+25.52

103+96.26El=3268.98

E=1495512.608

N=535465.252

El=3278.08

E=1495280.028

N=535339.620 constructed

Line to be

Slope stake limits

Profile grade

Existing ground

See sheet C.3 for details

Construct special rock embankment

CUYD

EXC.

CUYD

SRE 260

N30°19'5 3"W

N01°24'03"W

N30°48' 44"W

'45.44L =

'23.22T =

'90.00R =

(RT)28°55'50"Δ =

101+21.30PI

'51.33L = '26.25T = '100.00R =

(LT)29°24'41"Δ =

103+10.54PI

.3

C 1

.6

.0

.5

.0

P

B

.4

P

0 1

100+00 101+00 102+00 103+00 104+00

3,260 3,260

3,270 3,270

3,280 3,280

+4.5

+3.15 0%

+4.5

+3.15 0%

.3

' VC200

148.15K =

'899.44SSD =

,2

.6

,2

.8

:4

M a y

P la n

S h e p w

-w o rk \d

\w a -e f1

-d a .d g n

MP 0.89

FSR 1504

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) D.1

G

S

G P S

G P S

P .C

P .C

P .C

P .C

See D-Sheets class 3, end treatment

Placed riprap, method A, roadway aggregate on reconstructed portion of road prism.

2. Restore rowadway prism and ditch line to existing profile. Replace

Adjust to fit field conditions.

1. Site not surveyed. Horizontal alignments is a representation.

NOTE:

NO SCALE

NO SCALE

Section B-B

Repair road prisim and ditch

LEGEND:

Existing ground Existing ground

Varies 6' to 10'

N

Section A-A

See D-Sheets for details class 3, end treatment

Placed riprap, method A, Install 48" pipe culvert

Remove existing pipe culvert

See D-Sheets for details class 3, end treatment

Placed riprap, method A, B

B

A

Plac ed R iprap , Metho d A, Clas s 2

A

:3

M a y

M

P

.2

S h e p w w o r k

\d

\w a e f d j.

p d f .d g n

MP 3.2

FSR 4930

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) D.2

Ditch Reconditioning

175 LNFT

LEGEND:

Repair road prism and ditch

Placed riprap, method A, class 3, end treatment

See H-Sheets

Placed riprap, method A, class 3, end treatment See H-Sheets

NOTE: 3. Slope culvert to match existing drainageway, approximately 5% - 7%.

1. Site not surveyed. Horizontal alignments is a representation.

Adjust to fit field conditions.

2. Restore rowadway prism and ditch line to existing profile. Replace roadway aggregate on reconstructed portion of road prism . NO SCALE

STATE PROJECT

WA FS ERFO 2018(1)-23(1)

FSR 6200

MP 16.6

SHEET

NUMBER

D.3

Remove Sediment Debris

LEGEND:

Repair road prisim and ditch

3'

Match

.Z:;, 14'

Match

�[ 1Placed riprap, �h-::i=A:b:!f.-==f�-i=-:f�="�-=s--#=k-=�=�"'=-��� method A, class 2

Separation-stabilization Roadway aggregat method 1 geotextile, 6" compacted depth class 1, type A (non-woven)

SECTION A-A

NOTE:

1. Site not surveyed. Horizontal alignments is a representation.

Adjust to fit field conditions.

2. Restore rowadway prism and ditch line to existing profile. Replace roadway aggregate on reconstructed portion of road prism.

10'±

Cleaning culvert in place p

Existing grade \ Existing ground

30'

Existing eroded ditch

SECTION B-B

NO SCALE

PROJECT

NUMBER

Construct low point as directed by the CO.

30'

Roadway aggregate, method 2 6" compacted depth

Placed riprap, method A, class 2

Separation-stabilization geotextile, class 1, type A (non-woven)

FSR 6200

MP 17.4

D.4

3 512

3 510

3 508

3 506

3 504

3 502

3 500

3 498

3 496

:,: EXC.

CUYD�

SRE

ro CUYD

BEGIN FSR

6210 MP4.65

600+68.00 N=351650.972

E= 1666855. 346

E/=3506.923

Line to be constructed

ENDFSR

6210 MP4.65

602+00.00 N=351730. 761

E=l 666766. 620

E/=3502.159

................................. 0 ................... . ....................... .' .. ' ' ........................................ ---·-----------·· cri0 L/') M

600+00

"<tN

+ ID

··g�··········:···········································••:••························································································ ID M :Profile grade

SSD = 480.14' :HLSD = 126.39' ex, K = 21.09 K = 17 L/') . . . . . . . . . . . ..... -SO' VC- ....... ·: ............ ..__-..: ....... : .... ·go

• VC . . ....... ·· .: . ·8; ·C:· . . ... ·cj·

. . . . . . . . . ... . . Existing g,ound /_,, '

� _ :""."';"-���+�o�.o;:0 ;;5:.,;, 01c;:..0 ,e-...;.._§Q...�--.�- � : $8 : +r-.i

... ···l-,Bs1% · · · · · · · · · ·

' .--10 .......... , ··- ..... .,... .: ...... fi3.�······ ... ,. ··-······ ....... SSD.=.59.8-85' K = 18.85 :3 5' vc

600+50 601+00 601+50 602+00 602+50

STATE PROJECT

WA FS ERFO 2018(1)-23(1)

3 512

3 510

3 508

3 506

3 504

3 502

3 500

3 498

3 496

FSR 6210

MP 4.65

SHEET

NUMBER

D.5 ro

Placed riprap, method A class 3, end treatment

See G-Sheets for Details

Placed rlprap, method A class 3, end t ent

See G-Shee for 'details

Remove culvert

Install 48" culvert

STATE PROJECT

WA FS ERFO 2018(1)-23(1)

LEGEND:

� Repair road prisim and ditch

NOTE:

1. Site not surveyed. Horizontal alignments is a representation. 3. Slope pipe to match existing drainageway, approximately 5%-7%.

Adjust to fit field conditions.

2. Restore rowadway prism and ditch line to existing profile. Replace roadway aggregate on reconstructed portion of road prism. NO SCALE

FSR 3525 300

MP 1.15

NUMBER

D.6

LEGEND:

� Repair road prism

NOTE:

1. Site not surveyed. Horizontal alignments is a representation.

Adjust to fit field conditions.

2. Restore rowadway prism and ditch line to existing profile. Replace roadway aggregate on reconstructed portion of road prism.

3'

Match Exist

18'

Match Exist

3'

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) D.7

Existing ground

-:==-=- �������===-=3 Separation-stabilization geotextile, class 1, type A (non-woven) SECTION A-A

30'

NO SCALE

Roadway aggregate, method 1 6" compacted depth

Construct low point as directed by the CO.

30'

Roadway aggregate, method 1 6" compacted depth

Placed riprap, method A, class 2

Separation-stabilization geotextile, class 1, type A (non-woven)

FSR 3700 300

MP 1.5

See D.14 for detail

Install driveable dip

See D.14 for detail

Install driveable dip

64'

CUYD

EXC.

CUYD

EMB.

FSR 5008 100 MP 2.3

END

FSR 5008 100 MP 2.3

BEGIN

Slope stake limits

Boundary Line

Profile grade

Existing ground

Existing fence

N '0

E

N22°49'25"E

N34°21'37"E

N27°37'56"E

N °5

1'

"W

N00° 33'

06" W

'40.27L =

'20.20T =

'200.00R =

(RT)11°32'12"Δ =

51+80.50PI

'79.85L = '40.27T = '250.00R =

(RT)18°18'02"Δ =

54+74.19PI

'44.92L = '24.53T = '45.00R =

(LT)57°11'44"Δ =

50+98.40PI

'52.84L = '26.45T = '450.00R =

(LT)06°43'40"Δ =

52+62.00PI

'36.51L = '19.33T = '45.00R =

(LT)46°29'04"Δ =

53+52.44PI

+73

.87

PC

.7

.3

.1

C5

.6

.2

C 5

.9

+00

.00

POB

.2

P

51+00 52+00 53+00 54+00 55+00

3,120 3,120

3,130 3,130

3,140 3,140

3,150 3,150

3,160 3,160

+9.2

+7.6 57%

+6.7 86%

+5.45 0%

+4.193

.3

.0

.3

.9

' VC30

19.12K =

'702.82SSD =

' VC65

74.64K =

'1271.85SSD =

' VC200

77.12K =

'516.25SSD =

' VC60

16K =

'154.76HLSD =

,1

.3

50+60.00

54+45.00

El=3125.16 E=1818065.792 N=541321.950

El=3151.32 E=1818194.750 N=541645.364

:0

A u g u s t

P la n

S h e p w

-w o rk \d

\w a -e f1

-d i.

d g n

MP 2.3

FSR 5008 100

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) D.8

C P

G P S

G P S

G P S

G P S

G P S

G P S

B o u n d a ry P o s t

E x is tin g S te e l ro

NOTE:

1. Site not surveyed. Horizontal alignments is a representation.

Adjust to fit field conditions.

2. Slope pipe to match existing drainageway, approximately 5%-7%.

NO SCALE

STATE PROJECT

WA FS ERFO 2018(1)-23(1)

FSR 5008 200

MP 2.4

NUMBER

D.9

Remove culvert

See Sheet C.3 for detail

Construct special rock embankmentSlope stake limits

Line to be constructed

5215 400 MP 3.8

BEGIN FSR

5215 400 MP 3.8

END FSR

N °0

0'

"W

N12°33'42"W

N10°58'21"W

'44.58L =

'23.60T =

'55.00R =

(RT)46°26'46"Δ =

200+98.09PI

'6.93L = '3.47T = '250.00R =

(RT)01°35'21"Δ =

201+96.29PI

.4

.0

.8

.0

P

.4

P

200+00 200+50 201+00 201+50 202+00

3,992 3,992

3,994 3,994

3,996 3,996

3,998 3,998

4,000 4,000

4,002 4,002

4,004 4,004

4,006 4,006

4,008 4,008

+2.80 0%

+2.51 6%

.3

' VC104

365.00K =

'3849.54SSD =

,9

.3

:2

A u g u s t

P la n

S h e p w

-w o rk \d

\w a -e f1

-d l.

d g n

MP 3.8

FSR 5215 400

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) D.10

200+70.00

201+50.00

CUYD

EXC.

CUYD

SRE

C P

C P

C P

C P

"O

OJ

u

OJ

.c u

"O

OJ

C:

en "iii

OJ

NF 500[}_1.Q0

\_ Existing edge of road

Proposed edge of gravel Roadway aggregate, method 1 6" compacted depth

Construct berm - 12 LNFT orient to direct flow towards dip/ditch

PLAN

Placed riprap, method A, class 2

Separation-stabilization geotextile, class 1, type A (non-woven)

Roadway aggregate, method 1 6" compacted depth t.

Match Match Exist Exist

SECTION 8-8

SECTION C-C

Roadway aggregate, method 1 6" compacted depth

Construct low point as directed by the CO.

_L Original grade

9.2%

Placed riprap, method A, class 2

36'

Separation-stabilization geotextile, class 1, type A (non-woven)

Match Exist

14'

Match Exist

SECTION A-A

(TYPICAL}

NO SCALE

NOTE:

STATE PROJECT

SHEET

NUMBER

WA FS ERFO 2018(1)-23(1) D.11

L Existing eroded

' , ditch to remain

2'

M Unclassified borrow

Existing ground

BERM DETAIL

1. Plan is a sketch.

2. Sections are a sketch. See SCR 152.0SA.

DRIVABLE DIP

DETAILS

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

1.

1 632812.880 1808241.740 2509.100 48°43'57.644931'N 120°08'16.634924"W 2453.3127 0.99988272 Aluminum Cap

2 623515.040 1808116.140 2502.460 48°42'25.915399'N 120°08'19.759952"W 2446.3774 0.99987836 Aluminum Cap

3 632663.190 1808162.920 2506.800 48°43'56.174989'N 120°08'17.830746"W 2451.0094 0.99988275 SPIKE

4 632665.340 1808196.770 2505.780 48°43'56.193186'N 120°08'17.325564"W 2449.9894 0.9998828 Hub & Tack

5 632755.930 1808092.190 2512.350 48°43'57.096342'N 120°08'18.873237"W 2456.5594 0.99988253 SPIKE

6 632621.830 1808341.210 2496.620 48°43'55.751000'N 120°08'15.177024"W 2440.8294 0.99988321 Hub & Tack

1 541295.740 1822774.390 3890.240 48°28'53.276367'N 120°04'53.208876"W 3832.8254 0.99977935 Aluminum Cap

2 541434.570 1823043.940 3885.520 48°28'54.620275'N 120°04'49.187956"W 3828.1251 0.99977962 Aluminum Cap

3 541384.880 1822924.080 3880.070 48°28'54.141525'N 120°04'50.974186"W 3822.6653 0.99977987 SPIKE

4 541398.760 1823026.090 3881.800 48°28'54.268641'N 120°04'49.458094"W 3824.4018 0.99977979 SPIKE

5 541255.860 1822912.840 3853.410 48°28'52.869495'N 120°04'51.159739"W 3795.9987 0.9997811 SPIKE

1 482837.960 1853974.990 3636.730 48°19'13.171994'N 119°57'20.022911"W 3577.3305 0.99977766 Aluminum Cap

2 482663.560 1854005.160 3633.010 48°19'11.447651'N 119°57'19.605967"W 3573.604 0.99977781 SPIKE

1 385176.120 1824505.100 2752.090 48°03'12.507753'N 120°04'50.186546"W 2691.7292 0.99981434 Rebar w/Aluminum cap

2 385337.630 1824505.940 2778.080 48°03'14.101533'N 120°04'50.150928"W 2717.7225 0.99981309 Rebar

3 385271.840 1823826.730 2838.420 48°03'13.517727'N 120°05'00.157905"W 2778.0953 0.99981021 Rebar w/Aluminum cap

PROJECT :4010 Road MP 4.5

DATE OF FIELD WORK : 5/17/2016

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : Washington North SPCS NAD83(2011)

VERTICAL DATUM :Orthometric Elevations based on NAVD88 GEOID12b

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.

Road 5160 MP 1.3

Road 5008 200 MP 2.0

Road 4100 300 MP 4.0

Road 4010 MP 4.5 c:

\m yf ile s\ p w p ro d u ct io n \d

W A F

S E

R

FO

(1

(2 co n tr ol sh ee t.

xl sx

]S h ee t -N ov -2

:1 A

M Fo re st

S er vi ce

Fo re st S er vi ce

D es ig n ed b y:

C h ec ke d b y:

STATE PROJECT

D.12

SHEET

NUMBER

FS ERFO 2016(1)-23(2)WA

SURVEY CONTROLPRELIMINARY - N

REVISED: 10/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SILT FENCE

W157-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

U S

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

W .d g n

O c to b e r

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

Varies

Varies

Geotextile

Steel or wood post

Backfilled and compacted soil fo 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

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter

WATTLE SPACING

Wattle length for each wattle

Stakes required

DRAFT: 7/2016

REVISED:

DETAIL APPROVED FOR USE 10/2014

WESTERN FEDERAL LANDS HIGHWAY DIVISION

(FT)

(FT)

W157-20

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

S

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

W .d g n

J u ly

SEDIMENT WATTLE

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

Existing ground (typ.)

Flow direction

Slope

Direction of runof f from distur bed area s ff o n ur f o n oi t c er i

D

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

Flow wood stakes. See Note 2.

Pay lim its

Pay lim its

Stagger joints (typ.)

permanent installations. Do not crush wattle while staking.

wattle is secure to slope. Live stakes may be used for

2.

1.

PROPERLY STAKED AND ENTRENCHED SEDIMENT WATTLE

SLOPE PROTECTION INSTALLATION

ALTERNATE SEDIMENT WATTLE JOINT DETAIL

SEDIMENT WATTLE STAKING DETAIL

SEDIMENT WATTLE LAPPING DETAIL

Sediment wattle

Sediment wattle larger than wattle and install sediment wattles

Step 1: Excavate trench Step 2: Backfill soil against sediment wattles uphill side of sediment wattle

Place excavated material on

Sediment wattle along contours

Install wattles

S pa ci ng c ha rt

S ee W at tl e

2" (min.) Excavate trench 2"

Drive stakes at each end and at 4-foot spacing until

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.)

wattles and space stakes at 4-foot max.

6-inches from wattles end angles towards the adjacent

Overlap wattles 12-inch minimum. Drive stakes at

NOTE:

REVISED: 7/2016

WESTERN FEDERAL LANDS HIGHWAY DIVISION

W157-17

METHODS

TEMPORARY DIVERSION BERM

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

o r d e r .U

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

H C e ll s .d g n li b

F e b r u a r y

Existing ground

Water surface elevation

OPTION B

OPTION A

OPTION C

OPTION D

Existing ground

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Concrete barrier

Concrete barrier

Concrete barrier

Water surface elevation membrane

Waterproof

Water surface elevation membrane

Waterproof

Water surface elevation

Existing abutment or pier elevation (min.)

Top of berm

Existing ground at time of construction

Diverted water level at time of construction

Diverted water level

Existing ground at time of construction

Diverted water level

Limit of work zone

Limit of work zone

Limit of work zone elevation (min.)

Top of berm elevation (min.)

Top of berm at time of construction

Diverted water level

(anchoring method to be approved)

Waterproof membrane m in

4'-6" m in m in

6" (min.) freeboard. Submit temporary stream diversion m in

NOTE:

1 4.

3.

2.

1.

membrane

Waterproof height of the sandbag barrier.

directed. Remove sediment when deposits reach half the berm daily. Repair as needed after rainfall events or as

While in use, inspect and maintain the temporary diversion given time.

Place a maximum of one diversion in the stream at any upper rows of sandbags above the joints in lower rows.

of bottom rows as there are vertical course. Overlap the

Place sandbags to form a pyramid by laying equal numbers plans for approval prior to installation.

minimum height equal to the water surface elevation with

As a minimum, provide a temporary diversion berm with a prefabricated or portable diversion berms, dams, etc.).

methods may be chosen (including any approved during construction operations. Alternate stream diversion

These options suggest configurations for diverting a stream

4.

3.

2.

1.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

STEEL ALUMINUM

DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

COVER

MINIMUM

SPAN x RISE

SIZE

PIPE ARCH

SIZE

PIPE ARCH

SPAN x RISE DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

COVER

MINIMUM

COVER

MINIMUM

DIAMETER

SIZE

PIPE

SIZE

PIPE

DIAMETER COVER

MINIMUM

ALUMINUMSTEEL

of camber or increase the pipe culvert gradient.

elevation of the inlet invert, reduce the amount parabolic curve as designed exceeds the curve. If the midpoint elevation on the pipe length. Develop camber on a parabolic inverts an ordinate amount equal to 1% of the from a chord through the inlet and outlet

When directed, camber pipe culverts upward pavement for both flexible and rigid pavement.

from the top of the pipe to the top of the rigid pavements. Measure maximum fill height pavements, and to the top of the pavement for pipe culvert to the subgrade for flexible

Measure minimum cover from the top of the corrugation pipe.

Obtain approval before furnishing annular of helical lockseam and welded seam pipe.

corrugations are more restrictive than those

Fill heights for culvert pipe with annular lockseam and welded seam pipe only.

The fill heights in the table are for helical special analysis by the CO.

602-1

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

METAL PIPE CULVERT

STATE PROJECT

A u g u s t

U

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

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

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 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

NOTE:

2.

1.

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Stab type joint

Smoother sleeve with center stop.

DIAMETER

ROUND PIPE

SPAN × RISE

PIPE ARCH

CORRUGATION

W

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

Pipe heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Angle

Wedge be used.

Highway Bridges, Division II Section 26 may criteria of AASHTO Standard specifications for devices that comply with the joint performance

Other types of coupling bands or fastening specified in the Special Contract Requirements.

Watertight pipe joints are not required unless of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as [1]

For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the [2] dimension of the end corrugation in the pipe.

[1]COUPLING BANDS FOR METAL PIPE CULVERT

Use annular corrugated bands with pipes having annular corrugations or with helical pipe [3] the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

CORRUGATED

ANNULAR

CORRUGATED

HELICALLY

[4]BANDS

CORRUGATED

SEMI-

[2]SIZE

[3]BANDS [5]BANDS

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

602-2

STATE PROJECT

e p te m b e r

U m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

10.5

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

rerolled with 3" × 1" pipe corrugations.

COUPLING BAND

METAL PIPE CULVERT

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 corrugations on rerolled pipe ends.

diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

NOTE:

[6]underdrain

Use helical corrugated bands with pipes having helically corrugated ends.[4]

[5]

[6]

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

1.

2.

3.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

LEGEND:

Bedding material (uncompacted)

Impermeable backfill material.

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H

Width

H H

H H

H H

H H

H

H

H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

A

A

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench

HH

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

Metal endMetal end section

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2017

REVISED: 4/1994 6/2005

or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

> 54"

12" to 54"

6"

4"

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

12" (min.), 24" (max.)

"/foot of cover,2 minimum

1'-0"

STATE PROJECT

o r d e r .U

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

H C e ll s .d g n li b

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)

2H or 12' (max.)2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.)

dimension of all pipe arch culverts.

D equals the diameter of all round pipe or the rise 1.

TYPE II

TYPE I

SECTION B-B

SECTION A-A

N o r m a l d it c h l in e

S u b g r a d e s h o u ld e r

Pipe culvert

E n d o f p ip e

FLOW

Flat b ottom di tch a t culv ert in let

FLOW

Tape r at 1

0:1 r atio

Taper a t 10:1 ratio

FLOW

2D or

FLOW

Taper at 10

:1 rat io

2D or

N o r m a l d it c h l in e subgrade elevation

Maximum 2D or

S u b g r a d e s h o u ld e r o r e n d s e c ti o n

E n d o f p ip e b e v e l

PIPE SIZE (D) WIDENING

DITCH WIDENING

Flat b ottom ditc h at c ulvert inlet

A

A

B

B section

End

PLAN PLAN

Original ground in mountainous terrain flat terrain. Taper at 5:1

Taper at 10:1 in rolling or 5:1 in mountainous terrain.

or flat terrain. Taper at

Taper at 10:1 in rolling

Normal ditch line

Pipe culvert

Original ground cut slope

Normal

(See table)

Ditch widening

Subgrade shoulder Normal ditch lineSubgrade shoulder

Pavement surface

Berm

Pavement surface

Subgrade

End section

Berm pipe as staked

Slope at ditch at end section

Flow line of pipe as staked

Slope at cut slope

Normal

D in lieu of 45° pipe elbow

30° pipe elbows may be required

At skewed pipe locations, 22.5° or

Standard 45° pipe elbow.

slope

1:3 max ditch line

Normal maximum slope

1:1.5

Cut Slope slope

1:3 max maximum slope

1:1.5

Cut Slope

D ditch line

Normal

Subgrade

602-6

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET 30"

24"

18"

7'

6'

5'

STATE PROJECT

e c e m b e r

U m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1'

1'

NOTE:

B e r m

D

B e r m

D

(min.)

4' d ip a t c e n te r

(Min.)

4'

QUANTITY

RIPRAP

ESTIMATED

CLASS

RIPAP

QUANTITY

GEOTEXTILE

ESTIMATED

SECTION

END

WITH

SECTION

END

WITHOUT

D

SIZE

CULVERT

QUANTITY

RIPRAP

ESTIMATED

CLASS

RIPAP

QUANTITY

GEOTEXTILE

ESTIMATED

SECTION

END

WITH

SECTION

END

WITHOUT

D

SIZE

CULVERT

NO SCALE

FOR INFORMATION ONLY

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

OUTLET WITHOUT DITCH

FOR INFORMATION ONLY

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

OUTLET WITH DITCH

L

LENGTH

APRON

H

DEPTH

APRON

L

LENGTH

APRON

H

DEPTH

APRON

REVISED: 8/2016

WESTERN FEDERAL LANDS HIGHWAY DIVISION

CULVERT OUTLETS

PLACED RIPRAP AT

W251-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

S

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

W .d g n

J u ly

Variable slopeVariable slope

D

4D m in

H m in

H

D

H ditch slope

Match existing ditch slope

Match existing

D or Span

Dia.

or Span

Dia.

or Span

Dia.

or Span

Dia.

(INCHES) (FEET) (CUYD) (SQYD)

(INCHES) (FEET) (CUYD) (SQYD)

2' (min.)

2' (min.)

(INCHES)

(INCHES)

14.5

12.5

49.8

38.7

18.5

13.2

5.2

3.2

1.7

44.4

34.0

15.6

10.8

3.9

2.2

1.0

14.5

12.5

38.5

29.8

15.1

10.7

4.4

2.7

1.3

35.6

27.2

13.3

9.3

3.6

2.0

0.9

3.

2.

1.

SECTION A-A SECTION B-B

SECTION C-C SECTION D-D SECTION E-E

PROTECTIVE APRON AT CULVERT OUTLET WITH DITCH

PROTECTIVE APRON AT CULVERT OUTLET WITHOUT DITCH

END SECTION

CULVERT WITH STANDARD

PLAN VIEW

END SECTION

CULVERT WITHOUT STANDARD

PLAN VIEW

END SECTION

CULVERT WITH STANDARD

PLAN VIEW

END SECTION

CULVERT WITHOUT STANDARD

PLAN VIEW

NOTE:

A

1 1

A B B

C C DD

E

E

E

E b o tt o m w id th b o tt o m w id th for payment.

Do not measure riprap placement excavation

Furnish separation and stabilization geotextile.

less than 10%.

Use for aprons serving culverts with slopes or flatter

Sloped 1V:2H

Original ground

Geotextile m in

H

L

D it c h

D ground

Original

Geotextile Flowline m in

D

Geotextile m in

D m in

D ground

Original

Geotextile

D it c h

D

L ground

Original

Geotextile m in

H Original ground

L L al.u

TABULATION OF TEMPORARY TRAFFIC

CONTROL QUANTITIES

ITEM NO. DESCRIPTION

63501-0000 TEMPORARY TRAFFIC CONTROL

FOR INFO ONLY TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 [3]

FOR INFO ONLY TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGNS [3]

FOR INFO ONLY TEMPORARY TRAFFIC CONTROL, FLAGGER [1] [3]

FOR INFO ONLY TEMPORARY TRAFFIC CONTROL, TEMPORARY CONTROL SUPERVISOR

FOR INFORMATION ONLY {3}

TEMPORARY TRAFFIC CONTROL, CONSTRUCTION

SIGNS

SIGN MUTCD

SIGN LEGEND

SIGN SIZE

NO. REF. NO. INX IN

1 G20-2 END ROAD WORK [1] 36 X 18

2 R l l -2 ROAD CLOSED 48 X 30

3 W3-4 BE PREPARED TO STOP [1] 36 X 36

4 W11-10 TRUCK [2] 36 X 36

5 W20-1 ROAD WORK AHEAD {1] 36 X 36

6 W20-1 ROAD WORK 1000 FT 36 X 36

7 W20-1 ROAD WORK 500 FT 36 X 36

8 W20-7 FLAGGER SYMBOL [1] 36 X 36

[3]

BARRICADE TYPE 3

DETAILS

STATE

WA

PROJECT

FS ERFO 2018(1)-23(1)

FOOTNOTE:

[1] Signs and flagger hours are estimated

[2] 6 signs to be installed as directed by CO.

[ 3 ] Minimum requirement for pay item 63501-0000.

SHEET

NUMBER

H.1

TABULATION OF TEMPORARY

TRAFFIC CONTROL

QUANTITIES

SIGN SPACING TABLE

ROAD TYPE

DISTANCE BETWEEN

A B C

ROAD WORK

END

WORK

ROAD

AHEAD

ROAD WORK

END

ROAD WORK

END

ROAD WORK

END

WORK

ROAD

AHEAD

WORK

ROAD

AHEAD

Expressway / Freeway

ROAD NAME

ROAD NAME

ROAD WORK

NEXT xx MILES

WORK

ROAD

xxxxxxx

WORK

ROAD

xxxxx

WORK

ROAD

xxxxxxx

WORK

ROAD

xxxxxxx

ROAD WORK

NEXT xx MILES

W13-1P

(optional)

W13-1P

(optional) xx

MPH

xx

MPH

STANDARD APPROVED FOR USE 6/2005

DRAFT: 6/2014

REVISED:

Rural greater than 50 MPH

Urban and Rural 35 MPH to 50 MPH

Urban and Rural 30 MPH and less

SIGNS IN FEET

635-1

ADVANCE SIGNING

TEMPORARY TRAFFIC CONTROL

STATE PROJECT

o r d e r .U

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

H C e ll s .d g n li b

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

G20-2

G20-2

G20-2

G20-1

See Note 11

G20-1

See Note 11

M in o r R o a d

M a jo r R o a d

W20-1

See Note 10

W20-1

See Note 10

W20-1 over

W16-8P

See Note 9

W20-1 over

W16-8P

See Note 9

W20-1

Ro ad N am e

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

W20-1

See Note 10

W20-1

See Note 10

G20-2

Erect all project advance warning signs before starting construction work.

Not all details shown on the temporary traffic control sheets may be applicable to this project. The Contractor may add or delete information and details in this traffic control plan as necessary to accommodate actual operations.

Where advance warning signs, placed as shown, interfere with permanent signs, locate the warning signs as determined by the CO for best results. Vary messages as required.

Additional or different message signs may be required to fit the actual construction conditions.

Install advisory speed plates under the W20 series warning signs as needed to indicate a maximum recommended speed through the construction area.

Ensure all sign supports exposed to impact by traffic meet the requirements of

NCHRP-350 or MASH for crashworthiness.

Maintain two-way traffic during all non-work hours except as approved by the CO.

Do not store traffic control devices along the roadway when not in use. Cover post-mounted signs when not applicable.

If W20-1 is placed on a roadway other than that on which the actual construction work occurs, include a supplementary plaque indicating the name of the road on which the construction does occur (applies to major roads only).

The message on the W20-1 signs may be "ROAD WORK AHEAD" or may specify the distance to the work area in feet or in miles. Install an additional W20-1 each end of the project. Show the distance on the G20-1 sign to the nearest whole mile.

If signing on a roadway under a jurisdiction other than the client agency, verify that an encroachment permit has been obtained.

State standards may be used as an alternative if approved by the CO.

Refer to the Section 635 of the Special Contract Requirements for allowable retroreflective sheeting types.

A

B

C

(S ee S ig n

Sp ac in g

Ta bl e)

ADVANCE

W

ARNI

NG

AREA

as d et er m in ed b y th e

CO

W or k zo ne A re a of In flu en ce

Pr oj ec t L im its

A

A

(S ee S ig n

Sp ac in g

Ta bl e)

ADVANCE

W

ARNI

NG

AREA

A

A

For work zones that are 2 miles or more in length, install G20-1 signs at signs "B" feet apart according to the Sign Spacing Table.

sign when approach speeds exceed 50 MPH. When used place the two W20-1

NOTE:

WIDTH

"X"

AREA

NUMBER

OF POSTS

POST SIZE D HOLE SIZE

WOOD POST SELECTION TABLE

SINGLE POST SIGN TWO POST SIGN

SIGN INSTALLATION ANGLE

POST DETAIL

S e e N o te

S e e N o te

See Note 4 E d g e o f tr a v e le d w a y

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

CL

NO SCALE

Post

Local tangent

Bottom of sign panel

X

H

H

D

H

0.75X

X

X

H

Y D

H

0.2X

0.6X

0.2X

D

See post detail (typ.)

Break-away holes.

Long side of post

D

90°

93°

635-14

STANDARD APPROVED FOR USE 6/2005

DRAFT: 10/2017

REVISED:

6" x 6" or larger.

Use 7' minimum spacing between posts for sign posts and 6' minimum mounting height for secondary sign.

use 7' minimum mounting height for main sign a minimum lateral distance of 1' behind the face of lateral offset of 2' may be used. In areas with curbs, Diamond ≤ 48"

> 30'

> 17'

12' - 16'

> 13'

< 10

65 - 95

65 - 95

50 - 65

50 - 65

20 - 50

10 - 20

10 - 20

6 x 6

4 x 6

4 x 6

6 x 6

4 x 6

4 x 4

6 x 6

4 x 6

4 x 4

(INCH) (INCH)

(INCH)(SQFT)

Other Shapes ≤ 48" Diamond ≤ 36"

Other Shapes ≤ 12' Diamond ≤ 48"

200' m in m in

6' - 12'

WOOD POSTS

SIGN INSTALLATION

TEMPORARY TRAFFIC CONTROL

" dia. bolts 4 1Attach sign panels with a minimum of 2 -

STATE PROJECT

o r d e r .U

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

H C e ll s .d g n li b

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.5

1.5

1.5

1.5

1.

2.

3.

4.

5.

6.

7. State standards may be used as an alternative if approved by the CO.

per post.

H1 and H2 = Overall post length.

Select post lengths to fit field conditions.

D = Post embedment depth for average soil conditions.

In areas where lateral distance is limited, a minimum the curb may be used.

In pedestrian locations, or in areas with obstructed views, NOTE:

See table for hole size parallel to sign face.

Field drill holes through post

Traffic flow

Traffic flow the buffer space.

Do not allow equipment, materials, or vehicles to be parked or stored in

For night time flagging operation, provide floodlighting at flagger stations.

WORK AHEAD" (W20-1) and "END ROAD WORK" (G20-2) signs.

If closure is completely within the project limits, eliminate the "ROAD name of the Contractor on the pilot car.

at a conspicuous location on the rear of vehicle. Prominently display the

For pilot car operation, mount the "PILOT CAR FOLLOW ME" (G20-4) sign conditions as approved by the CO.

Final location and spacing of signs and devices may be changed to fit field those depicted for the opposite direction of travel.

Signs are shown for one direction of travel only. Place devices similar to

Spacing Table)

(See Length and

LENGTH AND SPACING TABLE

SPEED*

APPROACH

6.

5.

4.

3.

2.

1.

Spacing Table)

(See Length and WORK SPACE

See Note 4

G20-2

See Note 4

W20-1 W3-4

(optional)

W16-2P

W20-7

SIGN SPACING TABLE

ROAD TYPE

DISTANCE BETWEEN

A B C posted speed, not the advisory speed.

Approach speed based on the regulatory *

BUFFER SPACE

LENGTH

BUFFER SPACE

NOTE:

Expressway / Freeway

WORK

ROAD

AHEAD

BE

PREPARED

TO STOP

ROAD WORK

END

xxx

FEET

ADVANCE WARNING AREA (See Sign Spacing Table)

TERMINATION AREAVARIABLEBUFFER SPACEABC

(optional)

A

Flagger location

Flagger location

635-5

STANDARD APPROVED FOR USE 6/2005

DRAFT: 8/2013

REVISED:

MPH

FEET

Rural greater than 50 MPH

Urban and Rural 35 MPH to 50 MPH

Urban and Rural 30 MPH and less

SIGNS IN FEET

(WITH FLAGGERS)

ROAD CLOSURE LAYOUT

TEMPORARY TRAFFIC CONTROL

STATE PROJECT

u g u s t

U m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD