wa-ef1812301_PLANS.pdf

DOUGLAS

C A S C A D E

R A N G E

153 97

21 23 24 25

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.2-4

H.1

G.2-4

G.1

F.2-6

F.1

E.4

E.3

E.2

E.1

D.11

D.10

D.9

D.8

D.7

D.6

D.5

D.4

D.3

D.2

D.1

C.1-7

B.1

A.3-4

A.2

A.1

STANDARD DRAWINGS

CONTROL QUANTITIES

TABULATION OF TEMP. TRAFFIC

GABION WALL DETAILS

MECHANICALLY PLACED DETAIL

SPECIAL ROCK EMBANKMENT

STANDARD DRAWINGS

TABULATION OF DRAINAGE QUANTITIES

STD DETAIL W157-21: FIBER ROLL

DIVERSION CHANNELS

STD DETAIL W157-5: TEMPORARY

STD DETAIL W157-1: SILT FENCE

CONTROL QUANTITIES

TABULATION OF SOIL AND EROSION

SURVEY CONTROL

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

TYPICAL SECTIONS

SUMMARY OF QUANTITIES

VICINITY MAPS

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

H. TEMPORARY TRAFFIC CONTROL PLAN

AND GABION WALL

G. SPECIAL ROCK EMBANKMENT

F. 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

Okanogan

Mazama

Conconully

Pateros

Merritt

Wenatchee

Chelan

Cle Elum

Ellensburg

Naches

Lester

Riverside

Winthrop

NATIONAL FOREST

OKANOGAN

Snoqualmie Pass

Sumner

Tacoma

Mt. Rainer

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

J a n u a r y

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 A N G E

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

20 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 0.441 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

FOREST

NATIONAL

OKONOGAN-WENATCHEE

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

Fiber Roll or Wattle

Sheet and Description

FSR FSR FSR FSR FSR FSR FSR FSR FSR FSR

MP 0.89

MP 3.2

MP 16.6

MP 17.4

MP 4.65

3525 300

MP 1.15

3700 300

MP 1.5

5008 100

MP 2.3

5008 200

MP 2.4

5215 400 MP 3.8 ALLOWANCE Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15702-6000 SOIL EROSION CONTROL, TEMPORARY STREAM DIVERSION LPSM ALL

A0140 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 105 260 100 800 105 80 145 78 127 1,800

A0160 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 155 80 290 200 75 800

A0180 20301-1900 REMOVAL OF PIPE CULVERT EACH 2 1 1 1 1 1 7

A0200 20304-9000 REMOVAL OF STREAM DEBRIS LPSM All ALL

A0220 20401-0000 ROADWAY EXCAVATION CUYD 202 286 206 243 93 1,030

A0240 20410-0000 SELECT BORROW CUYD 57 188 350 102 30 10 97 42 430 129 1,435

A0260 20435-1000 BACKFILL, SELECT GRANULAR CUYD 182 18 200

A0280 20701-0100 SEPARATION-STABILIZATION GEOTEXTILE, CLASS 1, TYPE A (NON-WOVEN) SQYD 374 299 409 174 124 1,380

A0300 20702-0300 GEOTEXTILE FILTER, CLASS 1, TYPE C (NON-WOVEN) SQYD 172 89 89 35 385

A0320 25101-0200 PLACED RIPRAP, METHOD A, CLASS 2 (DRIVABLE DIP) CUYD 128 107 221 87 47 590

A0340 25101-0300 PLACED RIPRAP, METHOD A, CLASS 3 (RIPRAP END PROTECTION) CUYD 215 77 77 152 49 570

A0360 25120-0200 RIPRAP DITCH, METHOD A, CLASS 2 LNFT 120 10 130

A0380 25201-1000 SPECIAL ROCK EMBANKMENT, MECHANICALLY-PLACED CUYD 354 111 45 510

A0400 25301-0000 GABIONS SQFT 513 22 535

A0420 30201-2000 ROADWAY AGGREGATE, METHOD 2 CUYD 83 37 52 72 29 30 256 81 17 52 36 745

A0440 30302-1000 DITCH RECONDITIONING LNFT 175 240 20 435

A0460 60201-1000 36-INCH PIPE CULVERT LNFT 40 40

A0480 60201-1200 48-INCH PIPE CULVERT LNFT 40 48 42 130

A0500 60201-1800 84-INCH PIPE CULVERT LNFT 76 76

A0520 60704-0000 CLEANING CULVERT IN PLACE EACH 2 1 1 4

A0540 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM CAPACITY HOUR 40 40

A0560 62201-0700 BACKHOE LOADER, 1 CUBIC YARD MINIMUM CAPACITY FRONTEND BUCKET, 10

CUBIC FOOT MINIMUM CAPACITY BACKHOE BUCKET, 90 HP MINIMUM FLYWHEEL HOUR 40 40

A0580 62201-3350 HYDRAULIC EXCAVATOR, 1 CUBIC YARD MINIMUM CAPACITY HOUR 40 40

A0600 62301-0000 GENERAL LABOR HOUR 40 40

A0620 62502-0000 TURF ESTABLISHMENT SQYD 42 28 12 163 74 81 105 114 8 33 660

A0640 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL

MileStone: Final Date Completed: In Progress Report Date: 01/22/21

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A

-J an

-2

2:

P

M

Remarks and/or Determination of

Estimated Quantity

Pay Item Description Unit

Estimated Quantities c:

\p w -w or k\ d0 w a-ef

1-ba .x ls m

]S he et

STATE PROJECT

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

LC

Existing ground

1:3

1:3

FSR 1504 MP 0.89

CL

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

10'

B=5'5'

D

D

5'5'

0.25 D

Existing ground

Slope stake

S lo p e s ta k e

C le a r in g l im it

C le a r in g l im it

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

Profile grade

1:3

1:3

FSR 1504 MP 0.89

CL

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

5'

Slope stake limits

Profile grade

S lo p e s ta k e l im it s

S lo p e s ta k e l im it s

[2]

Variable 5' [4]

11' min 5'

Existing ground

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

S lo p e s ta k e l im it s

5' [2]

Variable [4]

11' min

102+58 to 103+25

100+79 to 101+75

101+75 to 102+58

See G-Sheets for details

Special rock embankment

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

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

5' [2] Variable

[4] 14' min

1:3 1:3

FSR 4930 MP 3.2

~ 200 LNFT

method 2, 12" compacted depth

Roadway aggregate, method 2, 4" compacted depth

Roadway aggregate, Variable

S lo p e s ta k e l im it s

S lo p e s ta k e l im it s

Existing ground

Existing ground

Existing ground

Existing ground

Select borrow

Va ria ble

Variable

4" compacted depth

Roadway aggregate, method 2, :1 .3

FOOTNOTE:

NO SCALE

[1]2% Slope

ROUNDING DETAIL

[3]FILL SLOPE

ROUNDING DETAIL

[3]CUT SLOPE

[2]

Va ria ble

0.25 D

[1]2% Slope

[1]Match existing Slope

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

Construct slopes as shown in the cross sections.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

:2

J a n u a r y

C

.1

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

\d

\w a e f c a c b

.d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

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

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

C o n s tr u c ti o n l im it 5' Variable

[4] 20' min

Variable 5'

1:3 1:3

FSR 6200 MP 16.6

~ 200 LNFT

Variable [4]

15' min Variable 5'

1:3 1:3

FSR 6200 MP 17.4

~ 320 LNFT

LC

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

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

5'

Variable [4]

12' min Variable 5'

1:3 1:3

FSR 3525 300 MP 1.15

~ 18 LNFT

LC

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

C o n s tr u c ti o n l im it 5' method 2, 4" compacted depth

Roadway aggregate, method 2, 4" compacted depth

Roadway aggregate, method 2, 4" compacted depth

Roadway aggregate, 1:2 (max.)

method A, class 2 (Drivable Dip)

Placed riprap, [4]

15' min 3'

1:3 1:3

1:2

4" compacted depth method 2

Roadway aggregate, Existing ground

LC

SECTION A-A

30'30' method A, class 2

Placed riprap, Existing grade

Existing ground

Construct low point as directed by the CO.

4" compacted depth

Roadway aggregate, method 2

[5] class 1, type A (non-woven)

Separation-stabilization geotextile, SECTION B-B

Existing ground

Existing ground

Existing ground

Existing ground

Existing ground

Existing ground

FSR 6200 MP 17.4

See sheet D.4

S lo p e s ta k e l im it s S lo p e s ta k e l im it s S lo p e s ta k e l im it s type A (non-woven) [5] geotextile,class 1, Separation-stabilization

S lo p e s ta k e l im it s S lo p e s ta k e l im it s S lo p e s ta k e l im it s

FOOTNOTE:

NO SCALE

[1]Match existing slope

[1]Match existing slope

[1]Match existing slope

Exist

Match

Exist

Match between the native soil and the placed riprap, Seperation-stabilization geotextile is to be a barrier [5]

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

Construct slopes as shown in the cross sections.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

:2

J a n u a r y

C

.2

S h e p w w o r k

\d

\w a e f c a c b

.d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

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

FSR 6210 MP 4.65

601+54 to 602+59

600+68 to 600+99

1:3

1:3

FSR 6210 MP 4.65

CL

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

5'

Slope stake limits

Existing ground

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

S lo p e s ta k e l im it

5'

11' min

600+99 to 601+54

See G-Sheets for details

Gabion wall

Existing ground

1:3 1:3

CL

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

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

Profile grade

S lo p e s ta k e l im

[2]

11' min 5' [2]

Variable method 2, 4" compacted depth

Roadway aggregate, 12" compacted depth

Select borrow, method 2, 4" compacted depth

Roadway aggregate, Profile grade

Existing ground

Existing ground

Varies

FOOTNOTE:

NO SCALE

[1]2% Slope

[1]2% Slope li m it s

S lo p e s ta k

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

Construct slopes as shown in the cross sections.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

:1

J a n u a r y

C

.1

S h e p w w o r k

\d

\w a e f c c c d

.d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

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

FOOTNOTE:

NO SCALE

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

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

5' Variable [4]

18' min Variable 5'

1:3 1:3

FSR 3700 300 MP 1.5

~ 1030 LNFT

Variable [4]

20' min Variable 5'

1:3 1:3

FSR 5008 200 MP 2.4

~ 65 LNFT

LC

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

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

5' method 2, 4" compacted depth

Roadway aggregate, method 2, 4" compacted depth

Roadway aggregate, SECTION A-A

LC

class 2 (Drivable Dip)

Placed riprap, method A, 1:31:3

2" compacted depth

Roadway aggregate, method 1

[5]geotextile, class 1, type A (non-woven)

Separation-stabilization method A, class 2

Placed riprap, Original grade ground

Existing

Construct low point as directed by the CO.

2" compacted depth

Roadway aggregate, method 1

[5](non-woven) geotextile, class 1, type A

Separation-stabilization

SECTION B-B

2'

3'

18'

3'

2'

FSR 3700 300 MP 1.5

3'18'3'

30'30'

Existing ground Existing ground

Existing ground Existing ground

See sheet D.7 method 2, 4" compacted depth

Roadway aggregate, Select borrow native soil and placed riprap

Separation-stabilization geotextile is to be a barrier between the [5]

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

FSR 5008 100, FSR 5215 and FSR 6210.

Construct slopes as shown in the cross sections for FSR 1504, [2] on the plan and profile curve data, if available.

Superelevate roadway on curves at the rate 'e' as indicated [1]

[1]Match existing slope

[1]Match existing slope

Exist

Match

Exist

Match

:0

J a n u a r y

C

.2

S h e p w w o r k

\d

\w a e f c c c d

.d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

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

Roadway aggregate, method 2, 4" compacted depthExisting ground

1:3

1:3

FSR 5008 100 MP 2.3

CL

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

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

Profile grade

1:3 1:3

FSR 5008 100 MP 2.3

CL

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

5'

Slope stake limits

Profile grade

S lo p e s ta k e l im it s

S lo p e s ta k e l im

15' min 5'

15' min

54+02 to 54+45

51+34 to 53+55

50+60 to 50+96

53+55 to 54+02

50+96 to 51+34

Roadway aggregate, method 2, 4" compacted depth

15'

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

S lo p e s ta k e l im it s

5'

Existing ground

Va rie s class 1, type A (non-woven) Seperation-stabilization geotextile class 2 (Drivable Dip)

Placed riprap, method A, Section A-A

Drivable dip method A, class 2 (Drivable Dip)

Placed riprap, geotextile class 1, type A (non-woven) Seperation-stabilization, Construct low point as directed by CO

2.8% Slope

4" depth Roadway aggregate, method 2, Existing ground

See cross-sections

A

A

Select borrow

FOOTNOTE:

NO SCALE

[1]2% Slope

[1]2% Slope

Dip location to be approved by CO.

[5]

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

Construct slopes as shown in the cross sections.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

:1

J a n u a r y

C

.1

S h e p w w o r k

\d

\w a e f c e c f .d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) C.5

Construct low point as directed by CO

4" depth Roadway aggregate, method 2, Existing ground

Section A-A

Drivable dip

Placed riprap, method A, class 2 (Drivable Dip) geotextile, class 1, type A (non-woven)

Seperation-stabilization

Roadway aggregate, method 2, 4" compacted depth Existing ground

1:3 1:3

CL

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

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

1:3 1:3

CL

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

5'

S lo p e s ta k e l im

15' min 5'

15' min

Roadway aggregate, method 2, 4" compacted depth

15'

C o n s tr u c ti o n l im itS lo p e s ta k e l im it s

5'

Varies class 1, type A (non-woven)

Seperation-stabilization geotextile class 2 (Drivable Dip)

Placed riprap, method A, Profile grade

Existing ground

200+62 to 200+91

FSR 5215 400 MP 3.8

FSR 5215 400 MP 3.8

201+33 to 202+07

200+91 to 200+98

200+32 to 200+62

Profile grade

5' [2]

Variable

See cross-sections

A

A

Varies

Select borrow

FOOTNOTE:

NO SCALE

2.8% Slope

[1]2% Slope

[1]2% Slope li m it s

S lo p e s ta k li m it s

S lo p e s ta k e the native soil and placed riprap.

Seperation-stabilization geotextile is to be a barrier between [5]

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

Construct slopes as shown in the cross sections.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

:5

J a n u a r y

C

.2

S h e p w w o r k

\d

\w a e f c e c f .d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) C.6

FSR 5215 400 MP 3.8

Profile grade

Existing ground

200+98 to 201+33 method 2, 12" compacted depth

Roadway aggregate, 1:3 1:3

CL

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

5'

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

S lo p e s ta k e l im it s

5' [2]

Variable [2]

15' min

See G-Sheets for details Special rock embankment

Slope stake limits

FOOTNOTE:

NO SCALE

[1]2% Slope

:1 .4

Taper at a rate of 25:1 between widths.

Adjust to match existing road width as approved by CO.

[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [3]

Construct slopes as shown in the cross sections.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

:5

J a n u a r y

C

.1

S h e p w w o r k

\d

\w a e f c g

.d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

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

G

S

G P S

G P S

P .C

P .C

P .C

P .C

N

FSR 1504 MP 0.89

BEGIN

FSR 1504 MP 0.89

END

Line to be constructed

Profile grade

Existing ground

Slope stake limits

See sheet G.1 for details

Construct special rock embankment

N29°51'2 2"W

N02°40'00"W

N29°35'5 3"W

'42.71L =

'21.76T =

'90.00R =

(RT)27°11'22"Δ =

101+20.72PI

'47.00L = '23.94T = '100.00R =

(LT)26°55'53"Δ =

103+10.18PI

.2

T

.9

.6

.9

P

O

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

3,260 3,260

3,270 3,270

3,280 3,280

+5.2

+3.4 91%

+2.096

.5

.5

' VC50

28.43K =

'212.11SSD =

' VC50

35.82K =

'260.71SSD =

,2

.8

:3

J a n u a ry

D

.3 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

100+79

103+25

CUYD

EXC.

CUYD

SRE.

EL=3266.81

E=1495299.992 N=535298.350

EL=3275.19

E=1495263.806 N=535536.889

Slope stake limit constructed

Line to be

See G-sheets

Gabion basket wall

6210 MP 4.65

END FSR

6210 MP 4.65

BEGIN FSR

600+68.00

602+60.00

Cleaning culvert in place

Profile grade

Existing ground in place

Cleaning culvertSee G-Sheets for details

Construct gabion wall

3504.74

600+99.00

3503.26

601+54.00

N °3

'5 "W

N '0 "W

N14°40'23"E

'63.62L =

'38.44T =

'45.00R =

(RT)81°00'23"Δ =

601+73.49PI

'61.57L = '30.82T = '525.00R =

(LT)06°43'10"Δ =

600+65.73PI

0+

PC

0+

.4

PT

1+

.0

.6

.7

P O

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

3,496 3,496

3,498 3,498

3,500 3,500

3,502 3,502

3,504 3,504

3,506 3,506

3,508 3,508

3,510 3,510

3,512 3,512

-2.700%

-3.100%

-1.500%

.0

.1

' VC10

24K =

'INFHLSD =

' VC25

21K =

'INFHLSD =

,5

.0

,5

.6

-2.700%

El=3506.923 E=1666855.346 N=351650.972

El=3502.11 E=1666784.254 N=351790.431

CUYD

EMB.

CUYD

EXC.

:5

J a n u a ry

P la n

S h e p w

-w o rk

\d \w a -e f1 -d f.

d g n

MP 4.65

FSR 6210

STATE PROJECT

NUMBER

WA FS ERFO 2018(1)-23(1) D.5

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 r y P o s t

E x is tin g S te e l

N

CUYD

EXC.

CUYD

EMB.

FSR 5008 100 MP 2.3

END

FSR 5008 100 MP 2.3

BEGIN

Slope stake limits

Profile grade

Existing ground

Existing fence

Line to be constructed

See Sheet C.5 for details

Construct drivable dip

See Sheet C.5 for details

Construct drivable dip

N '0

E

N22°49'25"E

N34°21'37"E

N28°00'35"E

N °1

4'

"W

N00° 34'

02" W

'40.27L =

'20.20T =

'200.00R =

(RT)11°32'12"Δ =

51+80.96PI

'81.50L = '41.12T = '250.00R =

(RT)18°40'44"Δ =

54+75.18PI

'39.93L = '21.81T = '40.00R =

(LT)57°11'44"Δ =

50+98.40PI

'49.88L = '24.96T = '450.00R =

(LT)06°21'02"Δ =

52+62.46PI

'37.11L = '19.69T = '45.00R =

(LT)47°15'22"Δ =

53+53.55PI

+76

.59

.5

.3

.8

.7

C 5

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

+7.7 50%

+5.50 0%

+8.9

+6.7 50%

+4.250

.3

.0

.3

.0

' VC30

25.00K =

'289.24SSD =

' VC65

65.21K =

'362.62SSD =

' VC100

40.00K =

'181.68SSD =

' VC60

17K =

'178.98HLSD =

,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

J a n u a ry

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

C P

C P

N Removal of pipe culvert

Slope stake limits

Line to be constructed

5215 400 MP 3.8

BEGIN FSR

5215 400 MP 3.8

END FSR

See Sheet G.1 for details

Construct special rock embankment

El=4002.96

E=1772741.96

N=588782.13

El=3998.24

E=1772821.88

N=588639.60

Construct drivable dip

Construct drivable dip

Existing ground

Profile grade

Extended construction limits

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

.8

.7

.4

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

+2.55 0%

+2.80 0%

.3

' VC104

414.88K =

'1367.87SSD =

,9

.3

:1

J a n u a ry

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+32.00

202+07.00

CUYD

EXC.

CUYD

SRE

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

1.

19701 535575.761 1495275.914 3289.330 46°48'01.954423"N 121°04'46.419375"W 3225.7285 0.99976757 5/8" ir w/fhwa alum cap

19702 535362.000 1495248.348 3268.786 46°47'59.842370"N 121°04'46.793044"W 3205.1881 0.999768512 5/8" ir w/fhwa alum cap

19703 535266.851 1495306.504 3264.890 46°47'58.907364"N 121°04'45.947035"W 3201.2913 0.999768682 5/8" ir w/fhwa alum cap

NOTE:

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.

Site control established by Forest Service crews is presumed to be at project datum. Values approximate Washington North SPCS but were determined by measurements using recreation grade gps units. There is no known correlation to true State Plane positions.

1504 MP 0.89 WFLHD Established control Washington south SPCS GEOID 18

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

COORDINATE SYSTEM : see below VERTICAL DATUM : see below

PROJECT UNITS : US SURVEY FOOT

C

M yF ile s\

Pr oj ec ts

_2

0\ W as hi ng to n\ O

K A -W

EN

_R ep ai rs _2

8\

[W A _F

S _E

RF

O

_2

8( 1)

-A pr

-2

:2

FS

/W

FL

H

D

FS

/W

FL

H D

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.11

SHEET

NUMBER

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

SURVEY CONTROL

POINT

NUMBER NORTH EAST ELEVATION DESCRIPTION

3 541474.550 1818170.900 3138.600 FS-unknown

4 541468.860 1818092.680 3110.440 alum cap section corner gps1 541671.920 1818264.260 3188.110 FS-1/2" rebar w/ypc gps2 541276.230 1818039.850 3141.450 FS-1/2" rebar w/ypc gps3 541477.390 1818170.310 3137.680 FS-unknown

GPS1 657141.980 1830112.690 3330.230 FS-rebar

GPS2 656956.120 1830029.120 3320.740 FS-spike

GPS4 656853.490 1829665.000 3324.130 FS-rebar

1 588853.970 1772701.870 4018.430 1/2" REBAR/YPC

2 588577.390 1772846.910 4013.640 1/2" REBAR/YPC

3 588718.820 1772767.670 4000.380 SPIKE

4 588643.850 1772832.350 3997.700 SPIKE

1 351786.510 1666743.610 3521.470 1/2" REBAR W/YPC

2 351624.270 1666821.320 3533.030 1/2" REBAR W/YPC

3 351702.510 1666779.730 3501.820 1/2" REBAR W/YPC

4 351653.100 1666870.410 3506.960 SPIKE

5008 MP 2.3

5160 MP 3.2

5215 MP 3.8

6210 MP 16.6

GROUND COORDINATES

:1

J a n u a r y

.1 p w w o r k

\d

\w a e f e a .d g n

CONTROL QUANTITIES

AND EROSION

TABULATION OF SOIL

STATE PROJECT

NUMBER

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

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

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

PLASTIC LINED DIVERSION CHANNEL

RIPRAP LINED DIVERSION CHANNEL

TEMPORARY CULVERT

DIVERSION CHANNEL

SECTION B-B

SECTION A-A

SECTION A-A SECTION B-B

SECTION B-B

PLAN

W

B

W

B

W

B B

W

T T

Ø when scheduled)

Silt fence (typ.

embankment

Roadway embankment

Roadway

Temporary culvert backfill

Subgrade

Bedding

Sandbags

Riprap lining Riprap lining backflow into natural channel

Use sandbags to prevent

Permanent natural channel

Earthwork limits when scheduled)

Silt fence (typ.

See Note 5

Permanent culvert

Roadway centerline temporary barrier

Use sandbags to construct

SandbagsPlastic liner

SSSS

SS SS

D

D D

D

SS

SS

SS SS

5.

4.

3.

2.

1.

FlowFlow

FlowFlow

Plastic liner when scheduled)

Silt fence (typ.

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

A

A

BB

GeotextileGeotextile

Flow

Natural ground and secure with sandbags (typ.)

157-5

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2014

REVISED: 6/2007

STATE PROJECT

A 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

DIVERSION CHANNELS

TEMPORARY

6" deep and secure with riprap or sandbags.

2'2'

Bury plastic liner 6" deep

2'2'

NOTE:

with plastic liner or riprap

Temporary diversion channel

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

DRAFT: 7/2016

REVISED:

DETAIL APPROVED FOR USE 10/2014

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FIBER ROLL

(FT)

(FT)

W157-21

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

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

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

S ee F ib er R ol l

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

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

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

Pay lim its

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

2.

1.

permanent installations. Do not crush fiber roll while staking.

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

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

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

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

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

NOTE:

10.4 x 16 20301 -1900

25101 -0300

30302 -1000

60201 -1000

60201 -1200

60201 -1800

60704 -0000

Station

ES

TI

M A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

R

EM

O V A L

O F

PI

PE

C U

LV

ER

T

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

D

IT

C H

R

EC

O N

D

IT

IO

N

IN

G

-I

N C H

P

IP

E C U

LV

ER

T

-I

N C H

P

IP

E C U

LV

ER

T

-I

N C H

P

IP

E C U

LV

ER

T

C

LE

A N

IN

G

C U

LV

ER

T

IN

P

LA

C E

S K

EW

A N

G

LE

A llo w ab le P ip e

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

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD EACH CUYD LNFT LNFT LNFT LNFT EACH Lt Rt

FSR 4930 MP 3.2 4 26 2 70 48 48 A,AS,GS

FSR 6200 MP 16.6 3 8 1 19 175 36 A,AS,GS

FSR 6200 MP 17.4 3 120 3

FSR 6200 MP 4.65 1

601+71

FSR 3525 300 MP1.15 4 13 1 39 42 A,AS,GS

FSR 5008 200 MP 2.4 4 28 1 102 36 A,AS,GS

FSR 5215 400 MP 3.8

200+79 25 1

PROJECT TOTAL 100 6 230 295 48 126 36 4

Allowable Pipe Material

A Aluminum

1. Plastic pipe is not allowed when final installation is exposed. Furnish metal end sections for AS Aluminized steel all plastic pipe including those specified with bevels. See Std. 602-5 for acceptable cell class. C Concrete

GS Galvanized steel P Plastic (blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\p w

-w or k\ d0 w a-ef

1-fa

.x ls x] Sh ee t

-S ep -2

9:

D es ig ne r

/2

D

C he ck er

/2

D es ig ne d by

C he ck ed b y:

STATE PROJECT

F.1

SHEET

NUMBER

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

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

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 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

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

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

B 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

D 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

DETAIL APPROVED FOR USE --/----

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

FOOTNOTE:

Existing ground special rock embankment

Mechanically placed rock for

:1 to :1 .2

4' (min.)

12"

F a c e o f S lo p e

Bench Width

8' (min.)

class 1, type C (nonwoven)

Geotextile filter, at 2' vertical spacing

Welded wire reinforcement

[5]

Longitudinal direction

LC Varies x x x x x x x x x x x x x x x x x class 1, type C (nonwoven)

Geotextile filter, Finished face x depth method 2, 12" compacted

Roadway aggregate, Stabilization geogrid [6] x

W9 wires on 12" C-C

W9 wires on 12" C-C

[5]

[6]

[5] x x x x x x x x x x x x type C (nonwoven) Geotextile filter, class 1, [6]

[7]

[8]

[8]

[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]

Flip detail for SRE construction at 1504 MP 0.89.

1-foot of finished face.

Place stabilization geogrid and geotextile filter within where structural backfill is required to back fill voids.

Temporary back cut ratio in native ground or fill angle

1:1.4 at 5215 MP 3.8, 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]

:1

J a n u a r y

R o c k E m b a n k m e n t p w w o r k

\d

\w a e f g a .d g n

DETAIL

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

STATE PROJECT

NUMBER

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

2.5

Embankment construction

Select granular backfill

Select granular backfill

:1 Existing ground structure excavation

Limit of

Welded wire reinforcement mesh

6" x 6" - W4.5 x W4.5

(min.)

[1]

CL

FOOTNOTE:

[1]

1(V):2.5(H), or flatter.

and the face of the temporary cutslope.

Allow 6-inch gap between the back of reinforcements

Specified wire size is minimum allowable wire size.

Gabion wall face

12" compacted depth

Embankment and unclassified borrow, method 2, 4" compacted depth

Roadway aggregate, type C (nonwoven)

Geotextile filter, class 1, [3]

4'-0"6'-0"

(min.)

[2]

[2]

[3]

1:3

V a rie s

1:3

:1

J a n u a r y w a e f c m

.d g p w w o r k

\d

\w a e f g b .d g n

GABION WALL DETAIL

STATE PROJECT

NUMBER

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

(Sizes can vary)

STIFFENER DETAILS

Depth

H e ig h t

Le ng th

3' (m ax

3' 9'

6'

Open side of spiral closed

Crimp ends together connects gabions

9 GA Spiral binder lids of required connect bases to

9 GA Spiral binder one hitch at 3" spacing

Optional 13 GA tie wire, END CELLS EXPOSED FACES

Height (typ.)3

Depth (typ.)3

Depth Width "W and 2 per back face per exposed face, Install 4 stiffeners w (typ.)3

Width "W closed

Crimp hook of two wires at the intersection

9 GA Stiffener hooked

NOTE:

ASSEMBLY DETAILS - STEP FACE WALL

TYPICAL OPEN SIDE

TYPICAL GABION

TYPICAL ASSEMBLED GABION

NO SCALE

NOTE:

w3 1 w3

1 w3

Height (typ.)3 with 0.9 OZ/SF zinc coating, or 11 GA. with 0.85 OZ/SF zinc coating.

Manufacture gabions of 3-inch x 3-inch welded wire mesh, 9 GA.

to reduce weight, cost, and assembly time.

end-to-end, may be provided open-sided or open-ended as shown

Gabions which are to be connected together side-to-side or

Gabion sizes are expressed in feet.

no stiffeners required install 2 stiffeners per face where height is 12", Where height of gabion is 2' or less, 3.

2.

1.

:2

J a n u a r y

G

A B

IO

N

W A

L L

D E

T A

IL

p w w o r k

\d

\w a e f g c .d g n

GABION WALL DETAILS

STATE PROJECT

NUMBER

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

2" setback

1" overhang

Tie welded wire to gabion

Face of basket

.0

.0 for wire sizes and spacing

See the appropriate Plan Sheets

Transverse wire

L e n g th o f m e s h s h e e ts v a r ie s

Longitudinal wire

Varies

6" (typ.)

Geotextile filter, class 1, type C (nonwoven) reinforcement mesh

Welded wire to wire mesh on lower basket

Tie reinforcement mesh to transverse wire on mat

Tie upper basket selvage

Tie basket selvage to mat basket

Gabion

4.

3.

2.

1.

Ø angle = 34° for backfill material

Unit weight of filled gabions is 105 pcf

Unit weight of backfill material 125 pcf if available, for site specific values.

Average design assumption values. See the Geotechnical Report, exceeded.

investigation to determine that the safe bearing pressure is not increase in wall heights over those shown on the plans require

The heights and quantities are subject to field adjustment. Any of tie wire to the front edge of each gabion basket.

the welded wire reinforcement mesh sheets with spiral binders between longitudinal wires at the face of the wall. Connect

6-inch gaps between sheets. 6-inch gaps are measured

Place layers of welded wire reinforcement mesh sheets with center of mesh openings when field cuts are required.

each wall. Cut welded wire reinforcement mesh sheets at the

The welded wire reinforcement mesh sheets vary in length within

TYPICAL CONNECTION DETAIL

WELDED WIRE REINFORCEMENT MESH

basket

Gabion

:2

J a n u a r y

D e f a lt p w w o r k

\d

\w a e f g d .d g n

GABION WALL DETAILS

STATE PROJECT

NUMBER

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

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

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…