mta-bor298001_Plans_Pre-Solicitation.pdf

PDF 21 MB Posted Aug 9, 2024

Attached to: MT FLAP BOR 2980(1), Sun River Bridge Replacement Federal contract opportunity
Solicitation number: 69056724B000016
Issued by: Department of Transportation Federal Highway Administration

About this file

Written by GovTribe AI · Aug 9, 2024

This document is a pre-solicitation notice for a federal contract opportunity to replace the Sun River Bridge located 50 miles northwest of Augusta, Montana. The work consists of constructing a new 462-foot long, 3-span precast-post-tensioned girder bridge downstream of the existing steel truss bridge, with new gravel-surfaced approach embankments and MSE walls. The project has a tentative completion date of Fall 2026 and an estimated price range between $10-20 million. This is a full and open competition for a sealed bid, firm-fixed-price contract. The solicitation is anticipated to be issued in Fall 2024. Preliminary plans and additional project details are available. Interested vendors must be registered in SAM.gov and have the Contract Opportunities Administrator role to view the interested vendors list.

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Other files for this federal contract opportunity

Other files attached to MT FLAP BOR 2980(1), Sun River Bridge Replacement, newest first.
File	Type	Posted
QA_08-15-2024.pdf	PDF	Aug 15, 2024
Prelim Letter_Sun River Bridge Replacement.pdf	PDF	Aug 9, 2024
PROJECT DESCRIPTION_MT FLAP BOR 2980(1).pdf	PDF	Aug 9, 2024

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E N

O R

A I

ST F

D E P A

NTOFT A SP

T T

ATESO

E R

PROJECT MANAGER

M. TRAFFALIS

N O

STRU

CTI

RIV

R I

V E

PARK

NATIONAL

GLACIER

PARK

NATIONAL

YELLOWSTONE

WILDLIFE RANGE

NATIONAL

CHARLES M. RUSSELL

Lake

Flathead

Elwell

Lake

Fort Peck

I SOS

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

S O

U T

H D

A K

O T

WYOMING

H O

2 2

MONTANA

93 12

90 15

UNITED STATES

CANADA

A u g u sta 7 m iles

Ch ot ea u m ile s

SUN

VER

SUN RIVER

Sun Canyon Road

Pi sh ku n

Ro ad

Scale in miles

0 2 41 1 3

Reservoir

Creek

Willow

Lake

Split Rock

FOR

PRELI

ARY

PLANS PREPARED BY

Project Location

TETON CO.

LEWIS AND CLARK COUNTY

U S

F S B

O U

N D

A R

Y U

S F S B

O U

N D

A R

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

SUN RIVER BRIDGE REPLACEMENT

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

e (max)

ADT (2042)

ADT (2021)

6.0%

25 MPH

SPECIFICATION:

on Federal Highway Projects, FP-14

Construction of Roads and Bridges

Standard Specifications for

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

BASE SCHEDULE LENGTH: 0.33 MILES

PLANS FOR PROPOSED PROJECT

BEGIN PROJECT

END PROJECT

MT FLAP BOR 2980(1)

MONTANA

TETON COUNTY

AND

LEWIS AND CLARK COUNTY

APPROVED:

Western Federal Lands Highway Division

Chief of Engineering, DATE

See Sheet A.2 for complete Sheet Index.

HELENA, MONTANA

ROBERT PECCIA AND ASSOCIATES

surfacing, and guardrail.

MSE walls, drainage, aggregate

Bridge construction, grading, 0+80.47

18+30.00

112°41'33"W

47°37'01"N

112°41'12"W

47°37'08"N

OPTION X

OPTION X: 0.27 MILES

J u n e

T it le

S h e e t

P A

L N

\S h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\G e n e r a l

I n f o r m a ti o n

\m ta b o r p ln g e n

.d g n

PROJECT

NUMBER

SHEET

A.1

MT FLAP BOR 2980(1)

Prel im ina ry

Not for

C on str uc tio n

Scale in feet

1000 0 1000 40002000 3000

Ch ote au m ile s t o

Augusta

16 miles to

B la c k ta il G u lc h

H a n n a h G u lc h

Sun River

B e a v e r C r e e k

N o r w e g ia n G u lc h

F r e n c h G u lc h

H o m e G u lc h

B u to p h C r e e k

Willo w Cre ek Fe eder

Pi sh ku n

C an al

BEGIN CONSTRUCTION

Irrigation Diversion Dam

Existing Sun River Bridge

Staging Area

BEGIN PROJECT

END PROJECT

OPTION X

H A

N N

A N G

U L C

H R

B A

R R C

R E E

K R

SHKUN

N C

N R

B E

A V

E R W

I L L

O W R

H O

M E G

U L

C H

SUN C

ANYON R

T. 21 N., R. 9 W.

T. 22 N., R. 9 W.

T. 21 N., R. 8 W.

T. 22 N., R. 8 W.

TETON CO.

LEWIS & CLARK CO.

NATIONAL FOREST

LEWIS & CLARK

RED LAKE

1+02.68

PISHKUN RD

Unimproved Road

Minor Gravel Road

Major Gravel Road

Paved Road

LEGEND

0+80.47

PISHKUN RD

18+30.00

PISHKUN RD

END CONSTRUCTION

J u n e

V ic in it y

M a p

P A

L N

\S h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\G e n e r a l

I n f o r m a ti o n

\m ta b o r p ln g e n

.d g n

VICINITY MAP

PROJECT

A.4 im ina ry

Not for

C on str uc

[1]

5% Crown

Profile grade

[1]5% Crown 1:41:4

[2]

Variable

Slope stake limit and turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth, Travel lane

Original ground

18-inch compacted depth

Roadway aggregate, method 2, 7+57.76 TO 18+30.00

1+02.68 TO 2+95.50

"MAIN 01"

[3]

11'-0" [3]

11'-0" establishment (hydraulic method) 4-inch depth, and turf

Placing conserved topsoil, Travel lane

1' min.

Variable

Original ground

FOOTNOTE:

NOTE:

Taper lane widths as shown in the staking report.

[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 quantities.

Slope stake limit

1:4

10'

Construction limit

J u n e

T y p ic a l

S e c ti o 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 b o r

S u n

R iv e r B r id g e \D

G N

\T y p ic a l

S e c ti o n s \m ta b o r p ln ty p

.d g n

TYPICAL SECTION

PROJECT

C.1 im ina ry

Not for

C on str uc

NOTE:

a mean combined factor of the two points.

coordinates and multiply the computed distance by measured on the ground, inverse the state plane

To precisely check grid distances between points as 1.

M a y

S u r v e y

C o n tr l 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 b o r S u n R iv e r B r id g e \D

G N

\P la n a n d P r o f il e \m ta b o r p ln p p c o n tr o l.

d g n

SURVEY CONTROL

PROJECT

D.1 im ina ry

Not for

C on str uc

+ B C

G P S

B T

G P S

B T

G P S

PI 1+74.67

Δ = 07°23'30" (RT)

R = 300.00' T = 19.38' L = 38.70' e = 0.050

PI 9+55.20

Δ = 44°40'11" (RT)

R = 250.00' T = 102.71' L = 194.91' e = 0.054

PT 10+

47.39

N41°34'47" E

N48°58'18"E

P C

P T

P C

P O

1 2 3 4 5 6 7 8 9

West Approach: 2+99.1354 (B)

Mid-West: 4+39.1357 (B)

Mid-East: 6+14.1360 (B)

East Approach: 7+54.1363 (B)

B r id g e

B T

G B r id g e B

B r id g e

B T

G B r id g e B

81740.3118E=

43526.7219N=

1+02.68"MAIN 01"

BEGIN CONSTRUCTION

81725.5703E= 43510.1064N=

0+80.47"MAIN 01"

BEGIN PROJECT

11.00' LT

+54.14

8.00' LT

+79.84

11.00' RT

+54.14

8.00' RT

+79.84

8.00' LT

+55.08

L T

' R

L T

' R

Slope stake limit

Line to be constructed

"MAIN 01"

Existing ground

Profile grade

Special ditch bottom

2+95.50 Begin Sun River Bridge

7+57.76 End Sun River Bridge

See Section H for details.

7+42.14 to 8+29.83 LT

"WALL 03" MSE wall

See Section H for details.

7+42.14 to 8+04.82 RT

"WALL 04" MSE wall

Construction limit

S u n R iv e r

Fence (wildlife-friendly)

Install gate, metal, 16 feet

Canal

Pishkun

CONNECTION DETAIL

(406) 564-5677 Scott Steyee Fairfield, MT 59436 310 1st Avenue South Sun River Electric Co-Op

(406) 590-2591 Scott Kocan Fairfield, MT 59436 406 2nd Avenue South/P.O. Box 429 3 Rivers Communications

UTILITY OWNER CONTACT(S)

Road Sun Canyon

Section See Typical

Existing EOP

Pishkun Road

"APPR 01"

"APPR 02"

LT & RT

Guardrail System MGS, Type 4, Class B Wood Posts

LT & RT

(Weathering Steel) Structure Transition Railing, MGS System

LT & RT

(Weathering Steel)

Terminal Section, Type MGS Tangent

Guardrail System MGS, Type 4, Class B Wood Posts RT

LT & RT

(Weathering Steel)

Structure Transition Railing, MGS System

Guardrail System MGS, Type 4, Class B Wood Posts LT

Terminal Section, Type MGS Tangent (Weathering Steel) LT 8

Terminal Section, Type MGS Tangent (Weathering Steel) RT

National Forest Service Lands

Bureau of Land Management Lands

50'R

See Section H for details.

3+02.15 RT

"WALL 02" MSE wall

See Section H for details.

3+02.15 LT

"WALL 01" MSE wall

Monument 7+85 RT

-5+00 -4+00 -3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00

4,440 4,440

4,450 4,450

4,460 4,460

4,470 4,470

HLSD = INF'

K = 67

75' VC4

,4 .0

-0.83%

+0.29%

-2.38%

SSD = 447'

K = 32

85' VC

HLSD = 270'

K = 54

250' VC

.1 a rc h p ip e c u lv rt q u iv a le n t In s ta ll

PISHKUN ROAD

J u n e

P is h k u n R d

P la n

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 -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\P la n a n d P ro fi le

\m ta

-b o r2 p ln p p .d g n

PROJECT

D.4 im ina ry

Not for

C on str uc

23104

GPS

(RT)

PI 14+17.93

Δ = 17°07'05" (LT)

R = 1,400.00' T = 210.71' L = 418.27' e = 0.050

P T

P C

P T

S86°21'31"E

N76°31'23"E

N68°47 '19"E

3 1

4 1

83253.0107E=

44159.6789N=

18+30.00"MAIN 01"

END CONSTRUCTION

END PROJECT

11.00' LT

+37.73

33.46' LT

+39.00 8

.5 L T

L T

' R

Existing ground

Profile grade

Slope stake limits

Line to be constructed

"MAIN 01"

Construction limit

Pishkun Canal

Section See Typical

CONNECTION DETAIL

Pishkun Road

Install gate

PISHKUN ROAD

Bureau of Land Management Lands

10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00

4,440 4,440

4,450 4,450

4,460 4,460

4,470 4,470

+2.26

-0.71% +0.17%

SSD = 438'

K = 50

150' VC

HLSD = INF'

K = 114

100' VC

p ip e c u lv e rt a rc h In s ta ll e q u iv a le n t

M a y

P is h k u n R d

P la n

S h e

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

-b o r2

-1

S u n R iv e rB ri d g e

\D G

N \P la n a n d P ro fi le

\m ta

-b o r2 p ln p p

.d g n

PROJECT

D.5 im ina ry

Not for

C on str uc

N33°34'41"W

S '1 "W

N42°25'37"W

PI 1001+92.94

Δ = 57°49'11" (RT)

R = 60.00' T = 33.14' L = 60.55' e = 0.056

PI 1000+76.74

Δ = 66°40'08" (LT)

R = 60.00' T = 39.46' L = 69.82' e = 0.056

P C

PT 1001+

07.09

PC 1001+

59.80

P T

0 1001

BEGIN CONSTRUCTION

"APPR 01" 1000+00.00

N= 44075.3798

E= 82357.3959

El.= 4453.60

+33.00

5.94' LT

+95.74

7.00' LT

' R T

+29.75

7.00' RT

+93.52

30.03' RT

+03.61

47.95' LT

"APPR 01" 999+88.84 =

"PISHKUN RD" 9+28.63

' L

END CONSTRUCTION

"APPR 01" 1002+33.00

N= 44150.8122

E= 82160.7505

El.= 4442.53

Edges of traveled way

Slope stake limits

Construction limits

Profile grade

Existing ground

16 feet Install gate, metal, Fence, wildlife-friendly

Road Section See Approach

CONNECTION DETAIL

Existing Road

Remove gate guard Remove cattle

Remove gate

Line to be constructed

"APPR 01"

999+00 999+50 1000+001000+00 1000+50 1001+00 1001+50 1002+00

4,440 4,440

4,442 4,442

4,444 4,444

4,446 4,446

4,448 4,448

4,450 4,450

4,452 4,452

4,454 4,454

4,456 4,456

HLSD = 72'

K = 6

40' VC

+5.2 6% -1.00%

-6.56%

-0.30%

SSD = 204'

K = 4

20' VC

In s ta ll p ip e c u lv

S H K U

N R

J u n e

A p p r L

C L

P la n

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 -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\A p p ro a c h R o a d s \m ta -b o r2 p ln p p .d g n

MAINLINE LT

9+28.63

"APPR 01"

PROJECT

E.2 im ina ry

Not for

C on str uc

S33°34'41"E

S6 2°

'4 9"

S27°05'16"E

PI 2001+31.34

Δ = 35°10'32" (RT)

R = 100.00' T = 31.70' L = 61.39' e = 0.046

PI 2000+50.22

Δ = 28°41'08" (LT)

R = 100.00' T = 25.57' L = 50.07' e = 0.048

BEGIN CONSTRUCTION

"APPR 02" 2000+00.00

N= 44056.7675

E= 82369.7516

El.= 4452.43

+11.25

40.51' LT

"APPR 02" 1999+88.82 =

"PISHKUN RD" 9+28.63

+32.46

6.00' RT

L T

' R T

END CONSTRUCTION

"APPR 02" 2001+65.00

N= 43944.9205

E= 82486.5130

El.= 4445.84

Existing ground

Profile grade

Line to be constructed

"APPR 02"

Slope stake limits

Construction limits way Edges of traveled

Road Section See Approach

CONNECTION DETAIL

Existing Road

1999+00 1999+50 2000+002000+00 2000+50 2001+00 2001+50

4,440 4,440

4,442 4,442

4,444 4,444

4,446 4,446

4,448 4,448

4,450 4,450

4,452 4,452

4,454 4,454

4,456 4,456

HLSD = 159'

K = 14

50' VC

-5.22% -1.45%

-6.19%

-2.61%

SSD = 238'

K = 4

20' VC

p ip e c u lv

In s ta ll

H K

U N R

:1 u n e

A p p r R

C L

P la n

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 -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\A p p ro a c h R o a d s \m ta -b o r2 p ln p p .d g n

MAINLINE RT

9+28.63

"APPR 02"

PROJECT

E.3 im ina ry

Not for

C on str uc

APPROACH ROAD SECTION DETAIL

[3]

FOOTNOTE:

See Approach Road Table for approach widths and radii.

[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]

C of mainline L

C of designed approachL

Mainline xxx+xx =

Approach xx+xx

FULL-DESIGN APPROACH ROAD LOCATION SYMBOL

Edge of traveled way

C of approachL

C of mainlineL

W R

APPROACH ROAD PLAN DETAIL

[3]

[3 mainline stationing Direction of increasing

5% Crown

Profile grade

[1]5% Crown 1:41:4

Variable

Slope stake limit and turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth, Original ground

6-inch compacted depth

Roadway aggregate, method 2, establishment (hydraulic method) 4-inch depth, and turf

Placing conserved topsoil, 1' min.

Original ground

Slope stake limit

1:4

10'

Construction limit

J u n e

A p p r o a c h

R o a d

D e ta il 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 b o r

S u n

R iv e r B r id g e \D

G N

\A p p r o a c h

R o a d s \m ta b o r p ln a p p r o a c h ty p

.d g n

APPROACH ROAD DETAILS

PROJECT

E.4 im ina ry

Not for

C on str uc

23103

23101

23104

+ BC

B r i d g e

T G

B r i d g e

T G

B r i d g e

81740.3118E=

43526.7219N=

1+02.68"MAIN 01"

BEGIN CONSTRUCTION

81725.5703E=

43510.1064N=

0+80.47"MAIN 01"

BEGIN PROJECT

23104

N fiber roll (typ.)

Install soil erosion control, class 1 (typ.)

ditch, method A, Install riprap class 1 (typ.)

method A, Install riprap ditch, control, fiber roll (typ.)

Install soil erosion

(filter rock) (typ.)

control, check dam

Install soil erosion

S u n R iv e r

Pishkun Canal

NOTE:

2. Contour interval = 2 foot.

1. Contours shown represent existing topography, prior to construction.

EROSION CONTROL LEGEND*:

Riprap ditch, method A, class 1

Temporary work area, below OHW

Ordinary High Water (OHW) Line

Soil erosion control, temporary diversion berm

Soil erosion control, check dam (filter rock)

Soil erosion control, fiber roll

*See Sheet A.2 for other features not listed in legend.

temporary diversion berm (typ.)

Install soil erosion control, Construction limits

Construction limits

Temporary work bridge/platform area

(typ.)

OHW Line

END PROJECT

END CONSTRUCTION

"MAIN 01" 18+30.00

N= 44159.6789

J u n e

E r o s io n C o n tr o l

P la

.6 t o

.0 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 b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c p p .d g n

1+02.68 TO 18+30.00

EROSION CONTROL PLANS

PROJECT

F.2 im ina ry

Not for

C on str uc

Limit of work zone

Existing ground

Concrete barrier

Existing ground

Concrete barrier

Existing ground

Waterproof membrane

Existing ground at time of contsruction

Diverted water level at time of construction

Diverted water level at time of construction Diverted water level water surface elevation

Min. Top of berm elevation

Water surface elevation water surface elevation water surface elevation

OPTION C

OPTION D

OPTION B

OPTION A

Sandbag (typ.)

NOTES:

barrier.

when deposits reach half the height of the sandbag events or as directed by the CO. Remove sediment diversion berm daily. Repair as needed after rainfall

While in use, inspect and maintain the temporary joints in lower rows.

course. Upper rows of sandbags should overlap the numbers of rows on the bottom as there are vertical

Place sandbags to form a pyramid by laying equal

157.10.

Construct temporary diversion according to Subsection prior to installation.

for temporary stream diversion to the CO for approval elevation with 6-inch minimum freeboard. Submit plans with a minimum height equivalent to the water surface

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

diverting the stream (including any approved

The Contractor may choose an alternate means of diverting the stream during construction operations.

The options shown are suggested configurations for

Limit of work zone

Sandbag (typ.)

m in m in m in m in elevation

Min. Top of berm elevation

Min. Top of berm at time of construction

Diverted water level

(anchoring method to be approved by the CO)

Waterproof membrane

(anchoring method to be approved by the CO)

Waterproof membrane

(anchoring method to be approved by the CO)

Waterproof membrane

NO SCALE

Limit of work zone

Sandbag (typ.)

- Select "Monochrome" color option when printing. - Make all annotation (callouts, notes, dimentions) changes on the "USC View". - Make all drafting changes on the "Graphics View".- Do not make any changes on the Sheet View (it is for printing only). 21 is created and filled in properly.The project workset properties populate those fields when set. Make sure the worksetTurn on Level "D_Sheet_Number" to show the NPS Drwg. and PMIS Numbers fields.

:0 u n e

D e s ig n I n tl

F 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 b o r

S u n

R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c

D iv

B e r m

D e ta il .d g n

DIVERSION BERM METHODS

TEMPORARY IN-STREAM

PROJECT

F.3 im ina ry

Not for

C on str uc

Se e N ote

NO SCALE

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

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

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)

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

REVISED:

157-15W

WFLHD DETAIL

F e b r u a r y

D e t

W 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 b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.4 im ina ry

Not for

C on str uc

NO SCALE

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

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

S ee F ib er R ol l

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

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

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

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

permanent installations. Do not crush fiber roll while staking.

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

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

FIBER ROLL

(FT)

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

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

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

NOTE:

WFLHD DETAIL

DETAIL APPROVED FOR USE 10/2014

7/2016 REVISED:

157-21W

F e b r u a r y

D e t

W 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 b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.5 im ina ry

Not for

C on str uc

NOTE:

3. Grade ditch to define well established flowline.

0.45 CUYD/FT Widened riprap ditch:

0.30 CUYD/FTStandard riprap ditch:

Place riprap in ditches at the following rates:

FOOTNOTE:

Ditch invert

Riprap ditch, method A, class 1

STANDARD RIPRAP DITCH

Subgrade hinge

Existing ground

[1] Variable

[2]

Variable

[2]

Vari able

See Staking Report.

reduce distance as required to provide 1' back slope height.

4' nominal. In areas with back slopes steeper than 1:4, [1]

See Sheet F.1 for location and quantities.

Ditch invert

Riprap ditch, method A, class 1

WIDENED RIPRAP DITCH

Subgrade hinge

Existing ground

[1] Variable

[2]

Variable

[2]

Vari able

M a y

R ip r a p D it c h D e ta 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 b o r

S u n

R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o r p ln h y r ip r a p d it c h

.d g n

RIPRAP DITCH DETAIL

PROJECT

G.2 im ina ry

Not for

C on str uc

METAL ROUND PIPE CULVERT

METAL PIPE ARCH 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

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

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

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 b o r S u n R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o 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.3 im ina ry

Not for

C on str uc

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

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

BoltsBand

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

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

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-2

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 b o r S u n R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o 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.4 im ina ry

Not for

C on str uc

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.

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

Width

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

Finished subgrade

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

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

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"

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.)

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

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 b o r S u n R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o 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.5 im ina ry

Not for

C on str uc

Bridge (BTG Bridge - B)N

"MAIN 01"

STABILIZED EARTH WALL RT

"MAIN 01"

STABILIZED EARTH WALL RT

"MAIN 01"

STABILIZED EARTH WALL LT

"MAIN 01"

STABILIZED EARTH WALL LT

END "WALL 01" MECHANICALLY

(Top of Wall)

El.= 4462.85

' LT25.63, 3+03.15

BEGIN "WALL 01" MECHANICALLY

(Top of Wall)

El.= 4465.54

' LT9.63, 3+03.15

(Top of Wall)

El.= 4465.54

' RT9.63, 3+03.15

(Top of Wall)

El.= 4462.85

' RT25.63, 3+03.15

BEGIN "WALL 02" MECHANICALLY

END "WALL 02" MECHANICALLY

profile grade

"MAIN 01"

Construction limit

Slope stake limit Slope stake limit

Existing ground at face of retaining wall

Profile at base of retaining wall on station ground back

Proposed finished on station ground ahead

Proposed finished

Top of wall profile constructed

Line to be

"WALL 01"

Line to be constructed

"WALL 02"

"WALL 01" "WALL 02"

H K

U N

R D

-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70

4,445 4,445

4,450 4,450

4,455 4,455

4,460 4,460

4,465 4,465

4,470 4,470

4,475 4,475

4,480 4,480

4,485 4,485

J u n e

A b u t W a ll

P la n

S h e 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 b o r

S u n

R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln p p w a ll

.d g n

PROJECT

H.2 im ina ry

Not for

C on str uc

Bridge (BTG Bridge - B)

"MAIN 01"

STABILIZED EARTH WALL RT

BEGIN "WALL 04" MECHANICALLY

"MAIN 01"

STABILIZED EARTH WALL LT

BEGIN "WALL 03" MECHANICALLY

"MAIN 01"

STABILIZED EARTH WALL LT

END "WALL 03" MECHANICALLY

"MAIN 01"

STABILIZED EARTH WALL RT

END "WALL 04" MECHANICALLY

(Top of Wall)

El.= 4,444.63

' RT0.00, 7+42.14

(Top of Wall)

El.= 4,444.63

' LT0.00, 7+42.14

(Top of Wall)

El.= 4,452.22

' LT17.90, 8+29.83

(Top of Wall)

El.= 4,452.00

' RT17.38, 8+04.82

16.38' LT

+79.84

16.38' RT

+79.84

Existing ground at face of retaining wall

�Road profile grade at �Road profile grade at bridge Proposed

Slope stake limit

Construction limit

Slope stake limit

Profile at base of retaining wall

Sta. 7+42.14

"MAIN 01"

Top of wall profile

Line to be constructed

"WALL 03"

Line to be constructed

"WALL 04"

"WALL 03" "WALL 04"

H K

U N

R D

8+30 8+20 8+10 8+00 7+90 7+80 7+70 7+60 7+50 -10 0 10 7+60 7+70 7+80 7+90 8+00 8+10 8+20 8+30 8+40 8+50 8+60 8+70

4,420 4,420

4,425 4,425

4,430 4,430

4,435 4,435

4,440 4,440

4,445 4,445

4,450 4,450

4,455 4,455

4,460 4,460

8+408+508+608+70 7+5016.38-16.38

J u n e

M S

E W a ll

P la n

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 -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\R e ta in in g W a ll s \m ta -b o r2 p ln p p w a ll .d g n

PLAN AND PROFILE

EARTH WALL

MECHANICALLY STABILIZED

PROJECT

H.3 im ina ry

Not for

C on str uc

LEGEND

Select granular backfill prevent loss of backfill, all lifts

Place and join facing to

Base length of

Face of wall geotextile overlap 1' bottom

MSE WELDED WIRE FACED RETURN MAT

varies reinforcem ent (L)

2% min.

size maximum)

(4" x 4" opening

Welded wire face

1:10 backfill granular

Select for bottom reinforcement

Provide level bearing surface m a x

D e s ig n w a ll h e ig h t v a r ie s

1' outlet pipe polyethylene drainage tubing 8" nonperforated corrugated

Granular backfill tubing drain pipe polyethylene drainage 8" perforated corrugated

(leveling course) Min. 6" bed course

2' (typ.)

"WALL 02"

"WALL 01"

MSE WALL TYPICAL SECTION

gabion rock

Face material, 4" to 8" Ø

1:1

Original ground

Finished slope reinforcement (typ.)

Geogrid reinforcement

Geogrid

1' overlap of geotextile nonwoven. Provide minimum of Geotextile filter, class 1, type B, class 1, type B, nonwoven

Bottom geotextile filter, outlet screen

MSE drain li m it s

E x c a v a ti o n

Wall drainage system

Structure excavation

Backfill material

Embankment m in

Top of wall profile grade

Bottom of wall profile grade to cover the reinforcement and extend 1' up the wall face.

Bottom geotextile filter, class 1, type B, nonwoven, :5

J u n e

D e s ig n I n tl 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 b o r

S u n

R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln w a ll

.d g n

SHEET 1 OF 2

EARTH WALL DETAILS

MECHANICALLY STABILIZED

PROJECT

H.4 im ina ry

Not for

C on str uc size maximum)

(4" x 4" opening

Welded wire face

D e s ig n w a ll h e ig h t v a r ie s

1:1.5

Original ground

2' min.

Guardrail

LEGEND

Select granular backfill size maximum)

(4" x 4" opening

Welded wire face backfill granular

Select m a x

D e s ig n w a ll h e ig h t v a r ie s structure surfacing

Proposed

MSE WALL DETAIL

"WALL 03" AND "WALL 04"

gabion rock

Face material, 4" to 8" Ø

1.5 ground

Original reinforcement (typ.)

Geogrid

2' min.

Guardrail

FOOTNOTE:

See Sheet M.8 for details.

H-piles with CMP shells at abutment 4 only.

[2] drain outlet screen as shown on Sheet H.4.

centerline to daylight out from wall. Install MSE

Extend drain pipe longitudinally along roadway [1]

Wall drainage system

(leveling course) Min. 6" bed course for bottom reinforcement

Provide level bearing surface

5Finished slope

1:1

1' overlap of geotextile nonwoven. Provide minimum of Geotextile filter, class 1, type B, Granular backfill tubing drain pipe polyethylene drainage 8" perforated corrugated

4' Setback 2' (typ.) 2' (typ.)

4' Setback

Finished slope1:1.5

EmbankmentEmbankment prevent loss of backfill, all lifts

Place and join facing to

Base length of

Face of wall geotextile overlap 1' bottom

MSE WELDED WIRE FACED RETURN MAT

varies reinforcem ent (L) reinforcement

Geogrid class 1, type B, nonwoven

Bottom geotextile filter, the wall face.

reinforcement and extend 1' up type B, nonwoven, to cover the Bottom geotextile filter, class 1, H-piles with CMP shells through wall (typ.)

J u n e

D e s ig n I n tl 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 b o r

S u n

R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln w a ll

.d g n

SHEET 2 OF 2

EARTH WALL DETAIL

MECHANICALLY STABILIZED

PROJECT

H.5 im ina ry

Not for

C on str uc

embankment

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

Tangent line projected from the embankment

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

Tangent line projected from the

Varies by manufacturer end of terminal not shown.

Terminal posts and

Varies by manufacturer end of terminal not shown.

Terminal posts and

NOTE:

terminal grading extents where practical.

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

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

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

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

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

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

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

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

recommendations. See manufacturer's drawings for

Install tangent terminal according to the manufacturer's

See Note 6

Guardrail terminal grading o r f la tt e r

Front of rail face

PLAN

PREFERRED GRADING

Post section

Standard

See Note 6

Guardrail terminal grading o r f la tt e r

:1 H

Hinge point line

See Note 3

Length of Need

Guardrail system

Pay limits

Pay limits terminal section type tangent or type MGS tangent

Back of post

Front of rail face

Hinge point line

PLAN

ALTERNATIVE GRADING

post section

Standard

Guardrail system

Pay limits

Pay limits terminal section type tangent or type MGS tangent

See Note 3

Length of Need

12'-6"

(min.)

10'-0" m in m in m in

12'-6" m in

TEST LEVEL

50 (for MGS)

37.5 or 50 (for G4)

(FT)

3 (> 45 mph)

2 (≤ 45 mph)

6/2022 REVISED: 617-20

AND GRADING

TYPE TANGENT TERMINAL

W-BEAM GUARDRAIL

MGS AND G4

6/2005 STANDARD APPROVED FOR USE

F e b ru a ry

S td

-2 rp a -h ln -0

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

H W

A \2 m ta -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\G u a rd ra il a n d S a fe ty \m ta -b o r2 p ln

S td -2

.d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

I.1 im ina ry

Not for

C on str uc guardrail post bolt

3" x 4" (min.)

NOTE:

fill slope

Variable

TOP

symmetry of�

FRONTSIDE SIDE

TOP

PLAN VIEW

BLOCK

steeper than fill slope Variable slope but not

W beam rail

(See Note 2) Modified Block on terminal sections All posts except those

DETAIL

POST AND BLOCK

SHAPE POST

STRUCTURAL

Note 4 See terminal sections approach and departure Widening required for Subgrade shoulder.

TYPICAL GUARDRAIL ELEVATION OMITTED POST DETAIL

See Note 1

POST FACE

terminal sections approach and departure Widening required for Subgrade shoulder.

Hinge point Hinge point

1V:2H or flatter slope shown on Typical Section Aggregate base or as groundline at face of rail Edge of pavement or

1V:10H or flatter slope block (typ.)

Post and rail as applicable ground line at face of Edge of pavement or splice Mid-span

See Note 2

TYPICAL GUARDRAIL CROSS SECTION TYPICAL GUARDRAIL CROSS SECTION

s t le n g th

P o s t le n g th

GUARDRAIL MOUNT

FLEXIBLE DELINEATOR

1V:10H or flatter slope groundline at face of rail Edge of pavement or shown on Typical Section Aggregate base or as terminal sections approach and departure Widening required for Subgrade shoulder.

1V:2H or flatter slope

Hinge point shown on Typical Section Aggregate base or as

1V:10H or flatter slope

TYPICAL GUARDRAIL CROSS SECTION

manufacturer's recommendations.

an adhesive or mechanical means according to the Fasten delineator to the web of the steel post using either Install a flexible hinged delineator every fourth post.

practices.

part, including its appearance, and accepted manufacturing to be those consistent with the proper functioning of the Dimensional tolerances not shown or implied are intended consistent material throughout the length of guardrail run.

may be wood, plastic, or composite material. Use Size of block shown elsewhere on the plans. Modified block guardrail post and the hinge point. For all other locations, be omitted in locations where the typical guardrail cross When encountering impenetrable material, one post may

Traffic

(one omitted post) Unsupported span

(max.)

Note 2 See

N o te

S e e sheeting Retroreflective

Note 2

See

" x 10" or 14" guardrail bolt8

(ty p.)

8" or 12"

(t y p

" dia. (typ.)4

" plain round washer4

" recess nut8

" dia.4

W6 x 9 or W6 x 8.5

8" or 12"

"4 o r

5" (max.)

see Section 617 and Standard 617-13 or 617-37.

section includes 2-feet (min.) between the back of the

8" or 12" block

6' Post 8' Post

8" Block

8' POST ON SLOPE, 8" BLOCK6' POST CENTERED ON HINGE, 8" OR 12" BLOCK

56'-3" (min.) Distance between omitted posts

43'-9" (min.)

12'-6" bolts and nuts (8 per splice)

" guardrail splice4 1" x 18

5 Post spacing 6'-3""2 13'-1

6' Post

6' POST, 8" OR 12" BLOCK

(typ.)

2'-0"

8" or 12" block

(t y p

" x 10" or 14"8

Lap in direction of traffic

REVISED: 617-32

STEEL POSTS

MGS W-BEAM GUARDRAIL

7/2022 STANDARD APPROVED FOR USE

F e b ru a ry

S td

-3 rp a -h ln -0

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

H W

A \2 m ta -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\G u a rd ra il a n d S a fe ty \m ta -b o r2 p ln

S td -3

.d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

I.2 im ina ry

Not for

C on str uc

23103

23101

23104

23102

GPS

B r id g e

B T

G B r id g e B

B r id g e

B T

G B r id g e B

Approved staging areas.

LEGEND

Existing fence

S u n R iv e r

Pishkun Canal

Staging Area

J u n e

S ta g in g

A r e a P la 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 b o r S u n R iv e r B r id g e \D

G N

\M is c e ll a n e o u s \m ta b o r p ln s ta g in g .d g n

STAGING AREA PLAN

PROJECT

J.1 im ina ry

Not for

C on str uc

LOCKING DEVICE DETAIL

NOTE:

inside of pipe and drilled for lock x 4" welded to 2 x 18

outside of pipe and drilled for lock x 2" welded to 2 x 18

Left gate arm

Pipe 3 std. Right gate arm around end of 3" steel pipe " Strap iron ring welded4 fastens gate arm to lock post pipe and drilled for lock tab x 2" welded to 2 x 18

std. x 2"2

Pipe 2

" Slot, 1' long2

See Sheet D.3 for location.

" fillet unless otherwise shown.4

All welds are at each location in the field.

Adjust the width of the gate and vertical post heights, E d g e o f r o a d

OPEN GATE PLAN

Concrete base

Pipe 5 std. gate post

Pipe 3 std.

Concrete base

Detail this sheet

See Gate Lock Post

E d g e o f r o a d

GATE LOCK POST DETAIL

Pipe 3 std.

Hole for lock pipe gate arm

3" Steel detail this sheet

See cap plate

Closure plate

Concrete base

Pipe 4 std.

thru center of 4" pipe "Ø x 8" Steel cross bar2 in f ie ld

T o b e d e te r m in e d

SEAT PLATE DETAILS

CAP PLATE DETAIL

gate post

Pipe 5 std.

for lock

Hole drilled

std. gate post

Pipe 5 gate lock post

Pipe 3 std.

std. x 3"2

Pipe 2 std. x 3"

Pipe 2

10"

GATE

E d g e o f r o a d

Seat plate (typ.)

Cap plate (typ.) and gate arm (typ.)

Removable post

Pipe 5 std. (typ.)

Pipe 3 std.

(typ.)

Concrete base (typ.)

Closure plate (typ.)

Pipe 6 std. (typ.)

" std.2

Pipe 2

Locking device 2" x 12" Wide reflectorized band

Gate

Roadway thru center of 6" pipe (typ.)

"Ø x 1 ft long steel cross bar8

1'-6" 1'-7"

2' max.5'4'

11' max.

22' max.

shown on sheet L.3 Install signage as

MONUMENT DETAIL

LITTLE SHELL TRAIL MARKER

SHELL

LITTLE

MARKER

TRAIL

1/2" (typ.)

/2 ty p screw shank (typ.)

Drilled clearence hole for

J u n e

G a te

D e 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 b o r S u n R iv e r B r id g e \D

G N

\M is c e ll a n e o u s \m ta b o r p ln g a te

.d g n

DETAILS

GATE AND MONUMENT

PROJECT

J.2 im ina ry

Not for

C on str uc

NOTE:

NO SCALE

POST DIMENSIONS

DETAIL A

MEMBER

WOOD

STEEL

SQUAREROUND

TYPE 3B TYPE 4B TYPE 5B TYPE 6B

Double PanelSingle Panel line

Ground line

Ground

Double Panel Single Panel

M etal Brace M et al B ra ce concrete footing concrete footing

Nail to post with

FENCE WITH WOOD POSTS

FENCE WITH STEEL POSTS

concrete footing (typ.)

concrete footing or round

Anchor plate (typ.)

Line post

Line postLine postLine post halfway between line posts (typ.)

9.5 gauge twisted wire stay spaced Woven wire (typ.)Ground line

WILDLIFE-FRIENDLY

barbless wire

12.5 Gauge

barbless wire

12.5 Gauge

barbed wire

12.5 Gauge

when using square posts

Notching not required