mta-silver2021-1_Plans_PRELIM-BID.pdf

Mil e

Ni�etee �

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I

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D E P A

T

NT

OFT A SP

T T

O

U

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ATESO

AMER

IC

A

M

PROJECT MANAGER

W. SCHMIDT

NOT

FOR

CONSTRUCTI

ON

N

IR

RIVER

R I

V E

R

PARK

NATIONAL

GLACIER

PARK

NATIONAL

YELLOWSTONE

WILDLIFE RANGE

NATIONAL

CHARLES M. RUSSELL

Lake Flathead

Elwell Lake

M

Lake Fort Peck

I SOS U

EN

O

T S

W O

LLEY

KALISPELL

MISSOULA

Anaconda

HELENA

BUTTE

BOZEMAN

Livingston

BILLINGS

City Miles

Glendive

Point Wolf

Glasgow

HAVRE

Shelby

FALLS

GREAT

Lewistown

Dillon

MONTANA KEY MAP

COLUMBIA

BRITISH

ALBERTA SASKATCHEWAN

N O

R T

H D

A K

O T A

S O

U T

H D

A K

O T A

WYOMING

ID

A

H O

2 2

MONTANA

93 12

90 15

UNITED STATES

CANADA

MONTANA

D iv id e

C o n ti n e n ta l

32101

Scale in miles

114+00.00

0+13.00

112°28'50"W 45°51'17"N

112°27'21" 45°52'23"

FOR

PREL

IM

IN

ARY

PLANS PREPARED BY

Project Location

JEFFERSON CO.

SILVER BOW CO.

INTERSTATE

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

AND REALIGNMENT PROJECT

ROOSEVELT DRIVE SAFETY

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

e (max) V

ADT (2027)

ADT (2021)

0.060

25 MPH

<540 <540

SPECIFICATION:

on Federal Highway Projects, FP-24 Construction of Roads and Bridges Standard Specifications for

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SCHEDULE C LENGTH 1.72 MILES

SCHEDULE B LENGTH 1.17 MILES

SCHEDULE A LENGTH 0.66 MILES

PLANS FOR PROPOSED PROJECT

END PROJECT

BEGIN PROJECT

MT FLAP SILVER 2021(1)

MONTANA

SILVER BOW COUNTY

BEAVERHEAD-DEERLODGE NATIONAL FOREST

APPROVED:

Western Federal Lands Highway Division Chief of Engineering, DATE

See Sheet A.2 for complete Sheet Index.

HELENA, MONTANA

ROBERT PECCIA AND ASSOCIATES

asphalt surfacing, and guardrail.

Grading, MSE walls, drainage, NATIONAL FOREST

BEAVERHEAD-DEERLODGE

BUTTE

:3

A

M

J u ly

T it le

S h e e t

R

P A

-H L N

-0 \S h a re d \h ig h w a y s \F

H W

A \2 m ta -s il v e r2

-1

R o o s e v e lt D ri v e \D

G N

\A L T

E R

N A

T

IV

E

M

P H

\G e n e ra l In fo rm a ti o n \m ta -s il v e r2

-1 p ln g e n .d g n

PROJECT

NUMBER

SHEET

A.1

MT FLAP SILVER 2021(1)

PRELIMINARY - NOT FOR CONSTRUCTION

PRELIMINARY - N

OT FOR CONSTRUCTION

BH TP

CUYD

culv.

CUFT

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

min.

MGAL

max.

matl.

M.P.

M.L.

monument minimum thousand gallon maximum material mile post main line

W

RIP

DI

G W G WV

CP GPS

36 31

36 31

N

E

N 1000EL. 1234.56

TP

TP

SEC.

SEC.

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

AH

ADT

abut.

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

br.

BP

BM

b.f.

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

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

NO SCALE

NOTE:

1.

on the appropriate plan sheet.

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

W west drwg(s).

dist.

diaph.

dia.

DHV

D exp. jt.

exc.

EW

EQ or eq.

EOP

emb.

elev.

El. 94.16 e.f.

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

ga.

galvanized gage (gauge) jt.

IE

ID

joint invert elevation inside diameter ftg.

flg.

fin.

f.f.

footing flange finish front face

LW

lt. or LT Ls

LPSM

long.

LNFT

lat.

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

rt. or RT reqd.

reinf.

rdwy.

R/W R.

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

Ts

TS

thd.

TBM

T.

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

VPI

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

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sect.

SC

SADT

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

KSI

square inch thousand pounds per pvmt.

PT

PST

PSC

PSI

PSF

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

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

OHWM

OG

OD

o. to o.

o.c.

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

NC

N normal crown north

A A

DI

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

Section Line

Section Corner (Found, Projected)

Control Point (Terrestrial and GPS)

Gas & Water Meter; Gas & Water Valve

Flagpole; Fire Hydrant

Cooking Grate; Garbage Can; Picnic Table

Boulder; Well; Antenna; Grave

Above Ground Tank; Underground Tank

Spot Elevation; Coordinate Grid Tick

Material Source; Bore Hole; Test Pit

Treeline; Individual Trees

Spring or Seep

Section Line 4

Section Corner (Found, Projected) 4

Section Line 16

Section Corner (Found, Projected)16

Property Line

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

BLM Lands Boundary

Indian Reservation Boundary

Existing Roadway (Paved, Gravel)

Railroad

Trail

Fiber Roll

Silt Fence

Sandbag

Intermittent Drainage or Small Creek

Large Creek or River

Lake, Pond or Reservoir; Marshland

North Arrow

Slope Stake Limits Top of Cut

Toe of Fill

Construction Limits

Bottom of Ditch

Fence

Gate with Fence

Cattleguard

Guardrail

Concrete Barrier and Guard Wall

Retaining Wall wall face

Signs (single, double post; portable)

Delineators

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Pipe Culvert with Drop Inlet

Box Culvert

Underdrain

Overhead/Above Ground Utilities

Underground Utilities

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

Building

Right-of-Way Line

Permanent Easement

Construction Easement

Riprap

- no symbol -

Section A-A

EXISTING PROPOSED

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

- no symbol -

ABBREVIATIONS

PLAN SYMBOLS AND

101-1W

6/2022

WFLHD DETAIL

:0

P

F e b ru a ry

D e t W

-1 rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta -s il v e r2

-1

R o o s e v e lt D ri v e \D

G N

\A L T

E R

N A

T

IV

E

M

P H

\G e n e ra l In fo rm a ti o n \m ta -s il v e r2

-1 p ln

W

-1

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

A.3

EL. 6453

Pipestone Pass

MONTANA

MONTANA

"MAIN 01" 0+13.00

"MAIN 01" 114+00.00

W h ite h a ll m ile s to

B u tte m ile s to

N

Scale in feet

1000 0 1000 40002000 3000

"MAIN 01" 6+30.00

"MAIN 01" 7+25.00

"MAIN 01" 24+00.00

"MAIN 01" 58+00.00

"MAIN 01" 85+00.00

See Sheet J.2 for details.

Staging area

B la c k ta il C re e k

Li tt le P ip es to n e

C re ek

FOREST

NATIONAL

DEERLODGE

BEAVERHEAD -

ROOSEVELT

DR

Z B

A R T R

D

LIM

E K

ILN

R

D

HERMAN GULCH RD

BEGIN PROJECT

END SCHEDULE C

END PROJECT

H

IG

H L

A N

D R

D

R O

O S

E V

E L T D

R

S

IL

V E

R B

O W C

O

J E F F E

R S

O N C

O

T. 1 N., R. 7 W.

T. 2 N., R. 7 W.

D iv id e

C o n ti n e n ta l

BEGIN SCHEDULE A

SUSPEND SCHEDULE A

RESUME SCHEDULE A

BEGIN SCHEDULE B

END SCHEDULE A

BEGIN SCHEDULE C

END SCHEDULE B

:4 u ly

V ic in it y

M a p

R

P A

-H L

N -0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\G e n e ra l In fo rm a ti o n

\m ta

-s il v e r2

-1 p ln g e n

.d g n

VICINITY MAP

PROJECT

A.4

FOOTNOTE:

NOTE:

of culvert excavation to provide a 6-inch compacted base.

to a depth of 6 inches. Remove and conserve material in locations

Perform asphalt pavement milling of existing pavement and base [3]

Vary shoulder width as shown in plans and in the staking report.

[2]

Construct slopes and ditches as shown in the staking report.[1]

1. See Sheet D.2 - D.3 for quantities.

CL

9'9'

Travel way Travel way

Existing ground Existing ground

[1]

Variable

[1]

1'-0" min.

6+30 TO 7+25

""MAIN 01

[1]

Match existing Match existing

(hydraulic method) Turf establishment

Placing conserved topsoil,4-inch depth and Providing and placing topsoil or

Turf establishment (hydraulic method) Placing conserved topsoil,4-inch depth and Providing and placing topsoil or

Slope stake limits construction limits

Slope stake and Profile grade

See edge detail

1:3

1:3

[2]

Varies

5'

Construction limit

6-inch compacted depth

Recycled aggregate base, method 2, 3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1, Tack coat (between lifts)

EDGE DETAIL

Red top in survey notes

Point available

Asphalt concrete pavement to cover safety edge

Pull base material

, method 2, 6-inch compacted depthRecycled aggregate base

30°

Red top in survey notesPoint available

First lift of asphalt to cover safety edgePull recycled aggregate base

Recycled aggregate base, 6" depth

[3]

6-inch depth

Asphalt pavement milling, :4 u ly

T y p ic a l

S e c ti o n

R

P A

-H L

N -0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\T y p ic a l

S e c ti o n s \m ta -s il v e r2

-1 p ln ty p

.d g n

SHEET 1 OF 5

TYPICAL SECTION

PROJECT

C.1 from 82+80 to 83+30 from 79+00 to 79+50 sections between the following:

Transition shoulder width to match typical [4] compacted base.

of culvert excavation to provide a 6-inch

Remove and conserve material in locations pavement and base to a depth of 6 inches.

Perform asphalt pavement milling of existing [3] staking report.

Construct slopes and ditches as shown in the [2] as indicated on the plan and profile curve data.

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

1. See Sheet D.2 - D.3 for roadway quantities.

CL

9'9'

Travel way Travel way

Existing ground Existing ground

82+80 TO 114+00

53+25 TO 79+50

41+30 TO 51+00

33+00 TO 39+75

24+00 TO 26+00

"MAIN 01"

[2]

[2]

2.00% 2.00% [1][1]

(hydraulic method) Turf establishment

Placing conserved topsoil, 4-inch depth, and Providing and placing topsoil or

Turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Slope stake limits construction limits

Slope stake and Profile grade

See edge detail

1:3

[4]

1' Shoulder [4]

1' Shoulder

5'

Construction limit

50+90.80 to 51+00 RT

Variable[2]

1' Shoulder

2'

5'

(hydraulic method) Turf establishment

Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Construction limit

Slope stake limits

6-inch compacted depth

Recycled aggregate base, method 2, 3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1, Tack coat (between lifts)

50+90 to 51+00 LT

1' Shoulder

See Sheet G.16 for details.

Trench drain

Turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

V ariab le [2 construction limits

Slope stake and

Guardrail, See Section I for details

EDGE DETAIL

Red top in survey notes

Point available

Asphalt concrete pavement to cover safety edge

Pull base material

, method 2, 6-inch compacted depthRecycled aggregate base

30°

Red top in survey notesPoint available

First lift of asphalt

Asphalt pavement milling, :4 u ly

T y p ic a l

S e c ti o

R

P A

-H L

N -0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\T y p ic a l

S e c ti o n s \m ta -s il v e r2

-1 p ln ty p

.d g n

SHEET 2 OF 5

TYPICAL SECTION

PROJECT

C.2

6-inch compacted base.

Remove and conserve material to provide a pavement and base to a depth of 6 inches.

Perform asphalt pavement milling of existing [3] staking report.

Construct slopes and ditches as shown in the [2] as indicated on the plan and profile curve data.

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

1. See Sheet D.2 - D.3 for roadway quantities.

CL

9'9'

Travel way Travel way

Existing ground

Existing ground

Variable

52+65 TO 53+25

51+00 TO 51+55

39+75 TO 41+30

26+00 TO 33+00

"MAIN 01"

[2]

2.00% 2.00% [1][1]

(hydraulic method) Turf establishment

Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Slope stake limits construction limits

Slope stake and

Profile grade

See edge detail

1:3

1:3

1:3

1' Shoulder 1' Shoulder

5' Construction limits

Asphalt pavement milling, 6-inch depth

52+65 to 52+86.52 RT

51+00 to 51+55 RT

Variable[2]

1' Shoulder

2'

5'

(hydraulic method) Turf establishment

Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Construction limit

Slope stake limits

6-inch compacted depth

Recycled aggregate base, method 2, 3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1, Tack coat (between lifts)

52+65 to 52+95 LT

51+00 to 51+55 LT

1' Shoulder

See Sheet G.16 for details.

Trench drain

Turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

V ariab le [2 construction limits

Slope stake and

Guardrail, See Section I for details

Unclassified borrow

EDGE DETAIL

Red top in survey notes

Point available

Asphalt concrete pavement to cover safety edge

Pull base material

, method 2, 6-inch compacted depthRecycled aggregate base

30°

Red top in survey notesPoint available

First lift of asphalt to cover safety edgePull recycled aggregate base

Recycled aggregate base, 6" depth

:4 u ly

T y p ic a l

S e c ti o

R

P A

-H L

N -0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\T y p ic a l

S e c ti o n s \m ta -s il v e r2

-1 p ln ty p

.d g n

SHEET 3 OF 5

TYPICAL SECTION

PROJECT

C.3

Existing ground

NOTE:

6-inch compacted base.

Remove and conserve material to provide a pavement and base to a depth of 6 inches.

Perform asphalt pavement milling of existing [3] staking report.

Construct slopes and ditches as shown in the [2] as indicated on the plan and profile curve data.

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

1. See Sheet D.2 - D.3 for roadway quantities.

10'

51+55 TO 52+65

"MAIN 01"

2.00% [1]

Profile grade

Travel way

9'

CL

2.00% [1]

Travel way

9'

1' Shoulder

1:1.5

2'

1' Shoulder

See Section H for details wall welded wire face.

Mechanically-stabilized earth

Guardrail, See Section I for details

Construction limits

Slope stake limits

(hydraulic method) Turf establishment

Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Existing ground

See Sheet G.16 for details.

Trench drain

Turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

V ariab le [2 construction limits

Slope stake and

Unclassified borrow

Asphalt pavement milling, 6-inch depth

6-inch compacted depth

Recycled aggregate base, method 2, 3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1, Tack coat (between lifts)

:4 u ly

T y p ic a l

S e c ti o

R

P A

-H L

N -0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\T y p ic a l

S e c ti o n s \m ta -s il v e r2

-1 p ln ty p

.d g n

SHEET 4 OF 5

TYPICAL SECTION

PROJECT

C.4 of culvert excavation to provide a 6-inch compacted base.

to a depth of 6 inches. Remove and conserve material in locations

Perform asphalt pavement milling of existing pavement and base [3]

Construct slopes and ditches as shown in the staking report.[2] on the plan and profile curve data.

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

1. See Sheet D.2 - D.3 for roadway quantities.

10'

CL

9'9'

Travel way Travel way

Existing ground

Existing ground

Va ria ble

79+50 TO 82+80

"MAIN 01"

[2

2.00% 2.00% [1][1]

(hydraulic method) Turf establishment

Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

(hydraulic method) Turf establishment 4-inch depth and

Placing conserved topsoil, Providing and placing topsoil or

Slope stake limits

Profile grade

See edge detail

1:3 1:3

5'

Construction limits

Slope stake limits

Construction limits

6-inch compacted depth

Recycled aggregate base, method 2, 3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1, 1:

See Section H for details

Rockery

Turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

Tack coat (between lifts)

EDGE DETAIL

Red top in survey notes

Point available

Asphalt concrete pavement to cover safety edge

Pull base material

, method 2, 6-inch compacted depthRecycled aggregate base

30°

Red top in survey notesPoint available

First lift of asphalt

Asphalt pavement milling, :5 u ly

T y p ic a l

S e c ti o rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta -s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\T y p ic a l

S e c ti o n s \m ta -s il v e r2

-1 p ln ty p .d g n

SHEET 5 OF 5

TYPICAL SECTION

PROJECT

C.5

TP

C P

TP

TP

ROOSEVELT DRIVE

"MAIN 01" line to be constructed

Slope stake limits

Slope stake limits

Edges of pavement

Edge of surfacing

TURNOUT ROAD SECTION DETAIL

[1]Varies

Edge of shoulder

Clearing and slope stake limits

(hydraulic method) and turf establishment

4-inch depth, Placing conserved topsoil, 6-inch compacted depth

Roadway aggregate, method 2, Existing ground

Drainage swale

FOOTNOTE:

Construct slopes and ditches as shown in the staking report[1]

R

R

R

P T

.4

:5 u ly

T u r n o u t

T u r n o u t

S h e t] rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta -s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\A p p ro a c h R o a d s \m ta -s il v e r2

-1 p ln p p .d g n

TURNOUT LAYOUT

PROJECT

E.2

N to be constructed

"APPR 01" line

Edges of surfacing

Slope stake limits

Slope stake limits

Do not disturb

Existing bridge

"MAIN 01"

Profile grade ground

Existing

499+50 500+00 500+50

6,402 6,402

6,404 6,404

6,406 6,406

6,408 6,408

6,410 6,410

,4

.8

,4

.5

-2.05% -0.34%

.1

.0

L T

.5

.5

L

T

.1

.0

R

T

.6

.6

R T

"MAIN 01" 103+01.00

= 500+00.00 "APPR 01"

CONSTRUCTION

500+43.12 "APPR 01"

N= 599823.7536

E= 1210576.5236

CONSTRUCTION

500+10.00 "APPR 01"

N= 599852.2040

E= 1210559.5696

,4

.6

:4 u ly

A p p r

A P

P R

S h e rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta -s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\A p p ro a c h R o a d s \m ta -s il v e r2

-1 p ln p p .d g n

PROJECT

E.3

BEGIN

END

R O

O S

E V

E L T D

R I V

E

R

R

Construct slopes and ditches as shown in the staking report.[1]

1. See Sheet E.1 for quantities.

C of mainline L

C of designed approachL

Mainline xxx+xx =

Approach xx+xx

LOCATION SYMBOL

FULL-DESIGN APPROACH ROAD

APPROACH ROAD SECTION DETAIL

LC

W

2% Crown

Profile grade

2% Crown 1:41:4

[1]

Variable

Clearing and slope stake limits

(hydraulic method) and turf establishment

4-inch depth and Placing conserved topsoil, Providing and placing topsoil or

Existing ground

6-inch compacted depth

Roadway aggregate, method 2, (hydraulic method) and turf establishment

Placing conserved topsoil, 4-inch depth and Providing and placing topsoil or

1' min.

Existing ground

Slope stake limit

1:4

5'

Clearing limit

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APPROACH ROAD DETAILS

PROJECT

E.4

2'2'2'2'

A

B B

Flow

SECTION A-A SECTION B-B

SECTION A-A

SECTION B-B

Flow

Flow

Flow embankment

Roadway

NOTE:

PLASTIC LINED DIVERSION CHANNEL

RIPRAP LINED DIVERSION CHANNEL

Flow

Sandbags

SECTION B-BPLAN

DIVERSION CHANNEL

Plastic linerSandbagsPlastic liner temporary barrier

Use sandbags to construct

Permanent culvert

Roadway centerline

Permanent natural channel

Earthwork limits

Subgrade

Temporary culvert backfill

Natural ground with plastic liner or riprap

Temporary diversion channel

Ø

1:1 1:

6"

1:1 1:

6"

1:1 1:

1:1

1:

whichever is greater.

Ø = 2' or diameter of temporary culvert, see Section A-A backflow into natural channel, Use sandbags to prevent

Riprap, class 1 Riprap, class 1

Silt fence (typ.)

sandbags.

6" deep and secure with riprap or upstream edge of the liner a minimum of joints if using a plastic liner. Bury the

Do not construct channel with longitudinal

Sandbag (typ.)

embankment

Roadway

Ø

Bedding (typ.)

TEMPORARY CULVERT(S)

See note 6

Temporary culvert(s) see note 5

Diversion channel, and secure with sandbags (typ.)

Bury plastic liner 6" deep

2Ø

4Ø4Ø

2Ø

4Ø

2Ø

4Ø

2Ø when scheduled)

Silt fence (typ.

NO SCALE

when scheduled)

Silt fence (typ.

ØØ

Ø Ø

(typ.)

Sandbag

Subsection 157.10.

be used. Conform to the requirements of

Single or multiple temporary culverts may type E, nonwoven

Geotextile, class 2, type E, nonwoven

Geotextile, class 2,

0.5 percent.

Construct channel at a minimum grade of diversion channel.

length and width of the temporary

Use plastic liner or riprap along the entire channel locations.

See Sheet F.1 for temporary diversion methods listed in Subsection 204.11(a).

Compact temporary culvert backfill using with temporary culvert as approved.

channel through the roadway embankment

Replace the portion of the diversion

8.

7.

6.

5.

4.

3.

2.

1.

as approved by the CO.

in Subsection 157.10 may be used, Alternate methods of diversions listed

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CHANNELS

TEMPORARY DIVERSION

PROJECT

F.7

NO SCALE

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

T o e o f s lo p e

PLAN

ELEVATION

4.

3.

2.

1.

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

Geotextile

Steel or wood post

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

S e e N o te

Limits of clearing

(undisturbed)

Existing ground

Silt fence reinforcement

NOTE:

Staple or tie

Section B

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

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric See Note 3

End Posts Detail

End posts, see

End Posts Detail

End posts, see

See Note 3 fabric, Section A

Geotextile

Flow

Flow

Flow running around the ends.

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

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

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

as long as specified dimensions are satisfied. Follow

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

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

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

4" min.

6" min. trench

DETAIL APPROVED FOR USE 10/2016

REVISED:

157-1W

WFLHD DETAIL

SILT FENCE

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DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.8

Se e N ote

6%

5%

4%

3%

2%

NO SCALE

6%

5%

4%

3%

2%

5%

4%

3%

2%

7.

6.

5.

4.

3.

2.

1.

Adjust check dam spacing based on site-specific conditions.

around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

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

Install check dams in ditches perpendicular to the flowline.

installation.

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

gravel bags as approved by the CO, to meet the

Construct check dams from fiber rolls, filter rock, or

MODERATE GRADES

CHECK DAM

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

CROSS SECTION

CROSS SECTION

STAKING DETAIL

FIBER ROLL

PLAN

are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

Flow line

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

Gravel bag the ends. See Note 6 to prevent flow around

Curve ends upstream

Filter rock

Filter rock

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

SPACING (max.)

CHECK DAM

See Note 5

NOTE:

GRADE

DITCH

SPACING (max.)

CHECK DAM

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

SPACING (max.)

CHECK DAM

FILTER ROCK CHECK DAM

uphill side of fiber roll trench material on

Place excavated

Flow

F lo w on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on on ditch grades steeper than 6%.

* Do not use gravel bag check dams

(FT)

(FT)

(FT)

Trench 2" (min.)

m in

Fiber roll 9" Ø (min.)

Trench 2" (min.)

-inch wood 8 1-inch x 18

1Stake fiber rolls in place with 1

Expose stakes 2-inches (min.) above top of fiber roll.

2-foot (max.) spacing.

m in

"6 m in m in .6

9" Ø minimum fiber roll.

DETAIL APPROVED FOR USE 7/2016

157-15W

WFLHD DETAIL

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DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.9

EROSION CONTROL PRODUCT

CHECK DAM WITH ROLLED

m in

"6 m in

"6

3.

2.

1.

PROFILE VIEW

V-DITCH

CROSS SECTION

FLAT-BOTTOM DITCH

CROSS SECTION

(G)

GRADE

DITCH

≥10%

8% and 9%

7%

Rolled erosion control product

1:

(t yp

Rolled erosion control product Rolled erosion control product

NOTE:

Adjust check dam spacing based on site-specific conditions.

Install check dams in ditches perpendicular to the flowline.

to installation.

Repair all rills or gullies and properly compact prior

Filter rock

Filter rock

Ponded water

(See Note 3)

CHECK DAM SPACING

FILTER ROCK

Filter rock

SPACING (S)

MAX. CHECK DAM

ROLLED EROSION CONTROL PRODUCT

FILTER ROCK CHECK DAM WITH

(FT)

Check Dam spacing (S)

Ditch Grad e (G)

WFLHD DETAIL

DETAIL APPROVED FOR USE 7/2016

157-16W

:1 u n e

D e t W rp a -h ln -0

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N A

T

IV

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-1

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DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.10

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

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

S ee F ib er R ol l

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

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

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

Pay lim its

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

FIBER ROLL

(FT)

(FT)

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

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

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

NOTE:

WFLHD DETAIL

DETAIL APPROVED FOR USE 10/2014

7/2016 REVISED:

157-21W

:1 u n e

D e t

W rp a -h ln -0

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-2

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DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.11

NO SCALE

84-inch pipe culvert

Flow

SECTION B-B

Length (L)

Culvert outlet

PLAN

LC

Flow

BB

Culvert wall

In fi ll D e p th section at inlet and outlet as approved.

cross section to match stream cross

Smoothly transition infill treatment 2.

material is exhausted.

only after conserved streambed

Use imported streambed material1.

SECTION A-A

10' (typ.)

Culvert centerline

I n f il l d e p th

Flowline to fill void space in between riprap.

Wash streambed material into place [1]

Length (L)10' (typ.)

outlet

Culvert

Placed riprap, class 2 (culvert infill)

[1] material

Streambed

[1] Streambed material

Placed riprap, class 2 (culvert infill)

(retention sill) (typ.)

Placed riprap, class 3

(retention sill) (typ.)

Placed riprap, class 3

[1] Streambed material

A

A

Flow

Culvert wall

Retention sill spacing

Retention sill spacing

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\s h a re d \h ig h w a y s \F

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A \2 m ta

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-1

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D ri v e \D

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TREATMENT

CULVERT INFILL

SIMULATED STREAM AND

PROJECT

G.14

A

RIPRAP HEADWALL DETAILS

ELEVATION - SINGLE PIPE ELEVATION - DOUBLE PIPE

D or S D or S D or S

D o r R

V a r ia b le

[3]X

FOOTNOTE:

Slope to match headwall layout points.[1] W1 W1 W2W2

1. See Sheets G.1 - G.2 for estimated quantities.

installations.

minimum pipe spacing as shown on Standard 602-3 for new pipe

Existing spacing for headwall installations at existing pipes or [3]

SKEW ANGLE DIAGRAM

c e n te r li n e

R o a d w a y

Cu lv er t ce nt er lin e

BOP

EOP

Placed riprap, class 3 (riprap headwall) class 3 (riprap headwall)

Placed riprap, Skew angle

SECTION A-A

Pipe culvert or end section

V a r ia non-woven

Separation geotextile, Pipe invert

[1](riprap headwall)

Placed riprap, class 3

Adjust to meet top back layout point elevation.[2]

V a r ia

D o r

R

A

A layout point

Front top

Embedded pipe flowline layout point

Top back

Non-embedded pipe flowline

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-1

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D ri v e \D

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\A L

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\D ra in a g e \m ta -s il v e r2

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H e a d w a ll

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DETAILS

RIPRAP HEADWALL

PROJECT

G.15

TYPICAL SECTION

TRENCH DRAIN

LC

Roosevelt Drive

Shld

1'

Traveled Way

See Detail A

NOTE:

Minimum underdrain pipe grade is 0.5%.1.

Existing ground

S lo p e s ta k e a n d and turf establishment (dry method)

Placing conserved topsoil, 4-inch depth

FOOTNOTE:

Construct slopes as shown in the cross sections.

[1

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

9'Variable

See Sheets C.2 - C.4 for details

Pavement structure

DETAIL A

against sides, bottom and back of excavation

Geotextile filter, class 1, nonwoven, over granular backfill zone

Geotextile filter, class 1, nonwoven, 6" dia. perforated corrugated polyethylene drainage pipe

Filter rock surrounding pipe

Granular backfill (min.) 4" depth

Edge of pavement near vertical as possible cut per contractor as

Stable temporary

Existing ground m in m in

2' (min.)

m in

:3 u ly

S

T A

N D

A R

D U

N D

E R

D R

A

IN

S Y

S T

E M

T Y

P E rp a -h ln -0

\s h a re d \h ig h w a y s \F

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D ri v e \D

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D e ta il .d g n

DETAIL

TRENCH DRAIN

PROJECT

G.16

2.

3.

4.

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

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

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.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

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

METAL PIPE CULVERT

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

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-1

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F e b r u a r y

S td r p a h ln

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G N

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FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.17

2.

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

Smoother sleeve with center stop.

Stab type joint

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

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

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

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

Bolt, bar and

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

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

COUPLING BANDS FOR METAL PIPE CULVERT [1]

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

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

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:

underdrain [6]

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

[5]

[6]

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

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

602-2

:3

F e b r u a r y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta s il v e r R o o s e v e lt

D r iv e \D

G N

\A L

T E

R N

A T

I V

E

M

P H

\D r a in a g e \S ta n d a r d D e ta il s \m ta s il v e r p ln h y S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.18

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 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"

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.)

STANDARD APPROVED FOR USE 12/1993

10/2017 DRAFT:

6/2005 4/1994 REVISED:

602-3

:3

F e b r u a r y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta s il v e r R o o s e v e lt

D r iv e \D

G N

\A L

T E

R N

A T

I V

E

M

P H

\D r a in a g e \S ta n d a r d D e ta il s \m ta s il v e r p ln h y S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.19

2.

3.

6.

7.

8.

ROUND OR PIPE ARCH CULVERT

PIPE ARCH CULVERTROUND PIPE CULVERT

DESIGN C

CONNECTION TO METAL PIPE

OR OUTLET END OF CONCRETE PIPE

SECTION A-APLAN

ELEVATION ELEVATION

Slope

Toe plateToe plate riveted or welded connection

For all sizes of round pipe and pipe arch

END SECTIONS FOR ROUND PIPE CULVERT

END SECTIONS FOR PIPE ARCH CULVERT

A (min) B (max) H (min) W (max)

SLOPE

Approx.

A (min) B (max) H (min) W (max)

SLOPE

Approx.

A

A

DESIGN B

CONNECTION TO CONCRETE

PIPE INLET END

DESIGN A

CONNECTION TO ANNULAR

CORRUGATED METAL PIPE

diameter

Span or

B

L

AWA

End Section

SpanR is e

Di am et er

Toe plate extension

(min. width A+W)

Toe plate extension

Corner plate

(min. width A+W)

Toe plate extension

Corner plate

Reinforced edge

Pipe coupling band shop bolted to

End section

Pipe culvert

Expander lug End section steel or aluminum pipe

Smooth galvanized

Bolted or welded

Threaded rod

Rod holder connector

Flat strap Pipe culvert Pipe culvert

End section End section

Strap bolt

Pivot bolt

H H reinforcement bolted or riveted under the center panel seam.

Supplement the reinforced edges of end sections for

Variations in design and dimensions are permitted to allow for manufacturer's standards.

Fabricate the diameter of the end section of Design B to match the inside diameter of the concrete pipe culvert.

Design C may be used in lieu of design A for all metal pipe culvert sizes. Coupling bands may be any acceptable type for the pipe culvert specified.

Fabricate multiple piece bodies with lap seams tightly joined attached with bolts or rivets.

Fabricate connector section, corner plate and toe plate extensions from the same metal thickness as the panel body.

Use toe plate extension where shown on the plans.

Warp embankment slopes to match the slope of the flared end sections.

METAL END SECTIONS

60" and larger diameter pipe and 66" and larger

" bolts8 3spacing for

35" × 24" thru 66" × 51" pipe arch

For 30" thru 60" round pipe and

17" × 13" thru 28" × 20" pipe arch

For 12" thru 24" round pipe and

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.079

0.079

0.064

0.064

0.064

0.064

0.064

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.075

0.075

0.060

0.060

0.060

0.060

0.060

112 × 75

103 × 71

95 × 67

87 × 63

83 × 57

81 × 59

77 × 52

73 × 55

71 × 47

66 × 51

64 × 43

60 × 46

57 × 38

49 × 33

42 × 29

35 × 24

28 × 20

24 × 18

21 × 15

17 × 13

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.079

0.079

0.064

0.064

0.064

0.064

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.075

0.075

0.060

0.060

0.060

0.060

INCHES

SPAN × RISE

PIPE SIZE METAL THICKNESS

STEEL ALUMINUM

INCHES GAGE INCHES GAGE

INCHES

DIMENSIONS

L (±2")(INCHES)

DIAM.

VALENT

EQUI-

INCHES

DIAMETER

PIPE SIZE

STEEL

METAL THICKNESS

INCHES GAGE

ALUMINUM

INCHES GAGE

INCHES

DIMENSIONS

L (±2") m in

12" (max.) hole lap after expansion

1" Minimum

13" for 30" dia. and over.

culvert less than 30" dia.

7" for concrete pipe

" bolts8 3spacing for m in

12" (max.) hole at 6" centers (max.) or equivalent

" angle4 1" × 2

1" × 22 1equivalent pipe arch provide 2

" bolts8 3flared end section with

" rivets or bolts. Fabricate end section center panels 8 3by

On end section center panels for 66" and larger from 0.138 inch steel or 0.135 inch aluminum.

for 60" and larger diameter pipe and equivalent pipe arch

" stiffener angles 4 1" × 2

1" × 22 1equivalent pipe arch with 2

NOTE:

edge

Reinforced

Pay Limit

Pipe Culvert

STANDARD APPROVED FOR USE 12/1993

10/2007 DRAFT:

6/2005 4/1994 REVISED:

602-4

:3

F e b r u a r y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta s il v e r R o o s e v e lt

D r iv e \D

G N

\A L

T E

R N

A T

I V

E

M

P H

\D r a in a g e \S ta n d a r d D e ta il s \m ta s il v e r p ln h y S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.20 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

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET 30"

24"

18"

7'

6'

5'

1'

1'

NOTE:

B e rm

D

B e rm

D

(min.)

4' d ip a t c e n te r

(Min.)

4'

602-6

:3

F e b r u a r y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta s il v e r R o o s e v e lt

D r iv e \D

G N

\A L

T E

R N

A T

I V

E

M

P H

\D r a in a g e \S ta n d a r d D e ta il s \m ta s il v e r p ln h y S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.21

87°

Existing ground form (typ.)

Welded wire

9'

WITH WELDED WIRE FORM FACE

MECHANICALLY-STABILIZED EARTH WALL

wide sheets spaced 4' apart) at 50% coverage (i.e., 4' up excavation slope 2/3 H

Geocomposite sheet drain

Unclassified borrow

H

LC

length (L)= 6' Reinforcement

Mainline profile grade

6" (min.)

(min.)

4' Set back

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

See Detail A

Underdrain system

Wall excavation

[2]1

1:1.5

See Sheet C.4 for details

Pavement structure

FACING DETAIL - ROCK FILL

Select granular backfill

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

on facing and

Tie transverse bars m in

4' geotextile return (min.)

Welded wire form facing

WELDED WIRE FORM

adjoining wire form for support, 4"

Place edge of wire inside of

4 x 4 W5 x W5

Inset end struts 6"

24" C to C or as needed.

Support struts spaced maximum

NOTE:

FOOTNOTE:

Min. gradient = 2.0%

UNDERDRAIN SYSTEM

PERFORATED PIPE

DETAIL A

Granular backfill

Foundation fill

12"

Flow

24"

Geocomposite drain beneath leveling course. Minimum gradient 0.5%

6" Ø Perforated pipe underdrain system pipe drain every 110 feet (max.)

6" Ø Rigid outlet

2%

See Facing Detail

8'-0" ±

Geotextile filter, class 2, non-woven class 2, non-woven

Geotextile filter, 18" m in

(2) 45° Elbows

Friction angle = 34° for backfill material.

Unit weight of backfill material 125 pcf

Design assumptions:

The heights and quantities are subject to field adjustment.

2.

See Section I for details

Guardrail.

6"

1' 2'

24" Embedment

Slope to drain

Edge of surfacing

[3]Extend 6" beyond facing

Foundation fill

[1]Rodent guard drain towards underdrain system.

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

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

-inch. Install2

Opening in rodent guard not to exceed [1]

Reinforcement geogrid, type 3 geogrid, type 3

Reinforcement

H

H e ig h t v a r ie s

Embankment

Gabion rock

:5

M a r c h

M

S E

W a ll

D e ta il s

R

P A

-H L

N -0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\R e ta in in g W a ll s \m ta -s il v e r2

-1 p ln w a ll

M

S E

W a ll

D e ta il o f

.d g n

SHEET 1 OF 2

EARTH WALL DETAILS

MECHANICALLY-STABILIZED

PROJECT

H.4

Underlying mats

Return mat

Welded wire form

(PLAN VIEWS)

GEOGRID BUTT DETAIL

Adjacent geogrids

TANGENT WALL FACE

backside without overlap

Butt adjacent geogrids at

Wall face

CURVE LEFT WALL FACE

Adjacent geogrids

Backside overlap acceptable

Wall face

CURVE RIGHT WALL FACE

Adjacent geogrids

Backside separation acceptable

Wall face wall face without overlap

Butt adjacent geogrids at wall face without overlap

Butt adjacent geogrids at

Reinforcement length (L) wall face without overlap

Butt adjacent geogrids at

4' (min.)

recommended method.

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

Connect adjacent welded wire reinforcement facing elements[1]

[1]Connect reinforcement

AND RETURN MAT DETAILS

MSE WALL FACING , CORNER

Reinforcement geogrid length (L)

Machine

(roll direction)

Machine

(roll direction)

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

Reinforcement geogrid, type 3

Wall face

:5 e b r u a r y

M

E C

H A

N

IC

A L

L Y

-S T

A B

IL

IZ

D

R

T H

W A

L L

D E

T A

IL

S rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta

-s il v e r2

-1

R o o s e v e lt

D ri v e \D

G N

\A L

T E

R N

A T

IV

E

M

P H

\R e ta in in g W a ll s \m ta -s il v e r2

-1 p ln w a ll

M

S E

W a ll

D e ta il o f

.d g n

SHEET 2 OF 2

EARTH WALL DETAILS

MECHANICALLY-STABILIZED

PROJECT

H.5

3.

2.

1.

NOTE:

prior written approval by the CO.

Do not construct rockery heights exceeding 11' without supplemental recommendations.

conditions are encountered, contact the CO for

Where loose, soft, or otherwise unsuitable foundation soil face of rockery.

dimension of the base, facing, and cap rocks is parallel to dimension is not greater than their width. The longest

Place base, facing, and cap rocks so that their height with widths less than 5.0 feet.

equaling 2.5 feet. Do not consecutively place base rocks the total base rock width. Use rock with minimum length

A maximum tolerance of 6 inches may be applied toward replace loose rocks.

and supported by two underlying rocks. Reposition or and shape specified. Ensure that each rock is firmly set suitable for lifting, rotating, and placing rocks of the size according to Section 252. Place each rock by equipment

Construct rockery and place base, facing, and cap rocks

NO SCALE

Retained soil

Base rock

Cap rock

Top of rockery…