mt-a203018_Plans_Final.pdf

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

TYPE OF CONSTRUCTION:

SPECIFICATION:

INDEX TO SHEETS

Projects, FP-14 US Customary Units of Roads and Bridges on Federal Highway

Standard Specifications for Construction

PROJECT MANAGER

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PLANS PREPARED FOR

PLANS FOR PROPOSED PROJECT

APPROVED:

DATE

Western Federal Lands Highway Division

Director, Project Delivery, COMMITMENT TO EXCELLENCE

FEDERAL LANDS HIGHWAY

R

E N

O R

A I

N

N

ST F

R

I

D

D E P A

T

NTOFT A SP

T T

O

U

TE

ATESO

AM

E R

IC

A

M

A.1

STATE PROJECT

NUMBER

SHEET

MT

PHILLIPS 201(1)

A u g

A

M m t-a a a .d g n

U

S I n t2

D

B

W A

C K

E R

C h e c k e d b y

V O

E R

M A

N S e s ig n e d b y

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

UNITED STATES

CANADA

GLACIER

NATIONAL

PARK

YELLOWSTONE

NATIONAL

PARK

CHARLES M. RUSSELL

NATIONAL

WILDLIFE RANGE

Lake

Flathead

Elwell

Lake

M

Lake

Fort Peck

I SOS U IR

KALISPELL

MISSOULA

Anaconda

HELENA

BUTTE

BOZEMAN

Livingston

BILLINGS

City

Miles

Glendive

Point

Wolf Glasglow

HAVRE

Shelby

FALLS

GREAT

Lewistown

Dillon

E N

O T

S

WOLLEY

R E

VIR

90 15

2 2

MONTANA

REVIR

PLANS PREPARED BY

Project Location

N

43210

Scale in miles

K. WONG

ROBERT PECCIA AND ASSOCIATES

HELENA, MONTANA

MT PHILLIPS 201(1)

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

MONTANA

PHILLIPS COUNTY,

T

N

MI

LK

C o u le e

S o u th

B N S

F

MALTA

CO.

PHILLIPS

HIGHWAY 2

OLD

REFUGE

WILDLIFE

NATIONAL

BOWDOIN

LAKE BOWDOIN

HEADQUARTERS

REFUGE

Dodson

ROAD

BOWDOIN

ROAD

STRATER

asphalt concrete pavement and chip seal

Grading, drainage, bridge, cement treated base, DESIGN DESIGNATION:

e (max)

V

ADT (2035)

ADT (2015)

0.060

35 MPH

MT PHILLIPS 201(1)

END PROJECT

STA. 12+90.72

MT PHILLIPS 201(1)

BEGIN PROJECT

L. PERMANENT TRAFFIC CONTROL

K. TEMPORARY TRAFFIC CONTROL

J. MISCELLANEOUS

I. GUARDRAIL

H. DRAINAGE

G. BRIDGE

F. EROSION CONTROL

E. APPROACH ROADS

D. PLAN-PROFILE

C. TYPICAL SECTIONS

B. SUMMARIES

A. GENERAL INFORMATION

TOTAL LENGTH 6.12 MILES

RESURFACING LENGTH 2.46 MILES

REHABILITATION LENGTH 3.66 MILES

STANDARD DETAILS

PERMANENT TRAFFIC CONTROL PLANS

QUANTITIES

TABULATION OF PERMANENT TRAFFIC CONTROL

STANDARD DRAWINGS

CLOSURE DETAIL

TEMPORARY TRAFFIC CONTROL ROAD

TEMPORARY TRAFFIC CONTROL PLAN

QUANTITIES

TABULATION OF TEMPORARY TRAFFIC CONTROL

ROADWAY OBLITERATION AND WATER BAR DETAILS

GUARDRAIL STANDARD DRAWINGS

DRAINAGE STANDARDS

TABULATION OF DRAINAGE QUANTITIES

BRIDGE GRADING PLAN AND SECTION

REBAR LISTS

BRIDGE CONSTRUCTION DETAILS

EROSION CONTROL DETAIL

EROSION CONTROL PLANS

TABULATION OF EROSION CONTROL QUANTITIES

APPROACH ROAD DETAILS

APPROACH ROAD PLAN AND PROFILE

TABULATION OF APPROACH ROAD QUANTITIES

POND PATH

HEADQUARTERS ACCESS ROAD AND DISPLAY

LINE GRAPHS

PLAN AND PROFILES

SURVEY CONTROL

TABULATION OF PLAN QUANTITIES

SUBEXCAVATION DETAILS

STABILIZATION DETAIL

TYPICAL SECTION AND CEMENT SUBGRADE

TYPICAL SECTIONS

TABULATION OF TYPICAL SECTION QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

L.6-8

L.2-5

L.1

K.4-7

K.3

K.2

K.1

J.1

I.1-2

H.2-4

H.1

G.17

G.15-16

G.1-14

F.6

F.2-5

F.1

E.3-5

E.2

E.1

D.12

D.10-11

D.3-9

D.2

D.1

C.4

C.3

C.2

C.1

B.1-3

A.3

A.2

A.1

PRELIM

IN

ARY

Not for

C on str uc tio n x x x x x

1 6

B N S F

Nelson

B la ck

C o u le e

S o u th

B N S

F

A.3

STATE PROJECT

M a y

A

M ft p .1

.1

.2 s td p la n m t-a a c .d g n

U

S I n t2

.W

A C

K e c k e d b

V O

E R

M A s ig n e d b y

1 0.5 0 1 2

SCALE IN MILES

VICINITY MAP

N

REFUGE

WILDLIFE

NATIONAL

BOWDOIN

LAKE BOWDOIN

PHILLIPS COUNTY

STRATER RD

S T

R A

T E

R R

D

BOWDOIN

RD

A U T O T O

U R R

O U T E

B O

W D

O

IN

R

E

FU

G E

MONTANA

MALTA

CANAL BRIDGE

DODSON SOUTH

DODSON SOUTH CANAL

B L

A C

K C

O U

L E E

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

END PROJECT

R. 30 E.

T

N

T

N

R. 31 E.

STA. 12+90.72

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

BEGIN PROJECT

STA. 206+00.00

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

BEGIN RESURFACING

END REHABILITATION

REFUGE HEADQUARTERS

BOWDOIN NATIONAL WILDLIFE

1.0 miles

Malta

STA. 314+36.00

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

HEADQUARTERS ACCESS ROAD

BEGIN RESURFACING

OLD HIGHWAY 2

END RESURFACING

PRELIM

IN

ARY

Not for

C on str uc

C.2

STATE PROJECT

A u g

P

M m t-

A

C A .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:

TYPICAL SECTIONS

LC

2% Crown

2% Crown

1:3

Traveled Way Traveled Way

10'10'

1:3

Profile grade

Original ground or existing pavement

LC

2% Crown 2% Crown

Traveled Way Traveled Way

Center line

10'10'

Existing pavement surface

5 5 li m it s

C le a r in g li m it s

C le a r in g

Original ground

Original ground 1:

3 1:3

Existing surfacing

LC

Center line

Original ground

Cross slope Cross slope

Traveled Way Traveled Way

177+00.00 to 181+50.00

171+50.00 to 176+04.50

12+90.72 to 17+00.00

TYPICAL SECTION NO. 1

181+50.00 to 206+00.00

17+00.00 to 171+50.00

TYPICAL SECTION NO. 2

Va ria bl e m in

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, Chip seal, type 1C

Placing conserved topsoil, 4-inch depth

Turf establishment

Placing conserved topsoil, 4-inch depth

Turf establishment

Va ria ble

1:3

Va ria bl e

Variable

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, Full depth reclamation, method 2, 9-inch depth

Cracks, routing, cleaning and sealing

(7-inch depth)

Cement treated aggregate course (grading D), (7-inch depth)

Full depth reclamation with cement, (below asphalt and between lifts)

Tack coat

(below asphalt and between lifts)

Tack coat

Suitable roadway excavation, Unclassified borrow, or select borrow

Headquarters Access Road (2,192 LNFT)

206+00.00 to 314+36.00

TYPICAL SECTION NO. 3

completing this work.

at unstable locations identified in Subsection 304.06A prior to

Complete cement subgrade stabilization as shown on Sheet C.3 depth reclamation with cement.

Complete according to Section 304 prior to completing full

See sheet D.1 for locations and quantities.

Match existing crown or superelevation.

Adjust to match existing roadway width as approved by CO.

Construct no steeper than 1:2.

Adjust to meet field conditions as approved by CO.

by CO.

Match existing roadway superelevation on curves as approved

See sheet C.1 for locations and quantities.

Construct slopes as shown in the Staking Report.

on the plan and profile curve data.

Superelevate roadway on curves at the rate "e" as indicated

(See FAR 52.236-4).

Construct curve widening as shown in the Staking Report

PRELIM

IN

ARY

Not for

C on str uc

C.3

M a y

A

M ft p .1

.1

.2 s td p la n m t-

A

C B .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:

NOTE:

1. See sheet C.1 for locations and quantities.

Existing surfacing

LC

Original ground

Fog seal

5’

LC

Center line Pavement structure

CEMENT SUBGRADE STABILIZATION DETAIL

Va ria ble Variable

STABILIZATION DETAIL

CEMENT SUBGRADE

TYPICAL SECTION AND

Display Pond Path

TYPICAL SECTION NO. 4

Construct no steeper than 1:2.

Adjust to meet field conditions as approved by CO.

See sheet C.2.

Adjust to match existing path width as approved by CO.

10’ 10’

(14-inch depth)

Full depth reclamation with cement, PRELIM

IN

ARY

Not for

C on str uc

C.4

J u l-

A

M ft p .1

.1

.2 s td p la n m t-

A

C C .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:LC

Original ground

Select borrow, 16" compacted depth

Subexcavation limit (W)

Crown Crown

(ft) Width (W)

Locations (ft)

Total Length

1,500

(ft) Subex Length

Saw cut existing pavement (typ.)

4 4

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, (nonwoven)

Separation-stabilization geotextile, class 1, type A, LC

LC

Pavement structure

Select borrow, 17" compacted depth

Original ground

Profile grade

Pavement structure

Select borrow, 24" compacted depth

Existing pavement

(nonwoven)

Separation-stabilization geotextile, class 1, type A, (nonwoven)

Separation-stabilization geotextile, class 1, type A, Va ria ble

Variable

Va ria ble Variable

DETAILS

SUBEXCAVATION

On centerline1208+00 to 223+00

223+00 to 314+36

Station to Station

Access Road Headquarters

1,500

Edge of pavementEdge of pavement

SUBEXCAVATION LOCATIONS

SUBEXCATION TYPE 1

SUBEXCATION TYPE 2

177+00 to 180+00

SUBEXCATION TYPE 3

21.5 Full width

21.5 1 165 Full width

21.5 300 1 300 Full width

174+40 to 176+04.5 164.5

NOTE:

1. See sheet C.1 for quantities.

Remarks

Tack coat (between lifts)

Subexcavation limit (W)

Subexcavation limit (W)

S u b e x c a v a ti o n

S u b e x c a v a ti o n

S u b e x c a v a ti o n

SUBEXCAVATION (TYPE 1)

SUBEXCAVATION (TYPE 2)

SUBEXCAVATION (TYPE 3)

For use at unstable areas as approved by CO.

For use throughout project at unstable areas as approved by CO.

conditions as approved by CO.

Field verify with CO prior to construction. Adjust to meet field

Adjust to match existing roadway crown as approved by CO.

Construct slopes as shown in the staking report.

See sheet C.2.

Construct no steeper than 1:2.

Adjust to meet field conditions as approved by CO.

Roadway aggregate, method 2, 7" compacted depth

Roadway aggregate, method 2, 8" compacted depth

PRELIM

IN

ARY

Not for

C on str uc

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

24" CSP

IS

A G

UES

S

FIB

ER L

OCATIO

N

IR

4RBR

IR

4RBR

,2

.4

-1.9981%

,2

.9

,2

.5

+1.1739

160’ VC

K = 50

,2

.9

.7

.0

P C

.9

P T

.4

D

R= 150.00’

T= 117.66’

L= 199.55’

D

R= 2,050.00’

T= 267.75’

L= 532.48’

POT 12

+73.0

P T

.3

P C

.9

P T

.4

PC 13+

38.80 e= 0.020

BH ST-1

MT D.3

Line to be constructed

Profile grade

Existing ground

U.S . Hi ghway

Railroad

1:

:2

Culvert inlet/outlet ditch

Line to be constructed

PLAN AND PROFILE LEGEND:

ST

Typical inlet/outlet ditch

T

Structure transition railing

P ip e C u lv e r t

A p p r o a c h P ip e C u lv e r t

L

T

PHILLIPS 201(1)

10+00 15+00 20+00 25+00 30+00

0A

P ip e C u lv e r t

P ip e C u lv e r t

A

106.28’ LT

13+32.08

No Scale

CONNECTION DETAIL

surfacing asphalt

Existing section

See typical vertical joint

Sawcut for

.7

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

BEGIN REHABILITATION

See sheet D.1 for complete excavation and embankment totals.

Excavation volumes shown do not include conserved topsoil quantities.

type Tangent Terminal section, D

49.69’ LT

14+70.00 method 1, See sheet J.1

Roadway obliteration, CUYD

EXC.

CUYD

EMB.

M

J u ly

I n t_ ft

F H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D A .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

CP

13601

El. = 2,261.96

E=2,372,396.22

N=1,502,780.95

12+90.72

PRELIM

IN

ARY

Not for

C on str uc

FAP 142-A

TT

UP

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

DELINEATOR

P C

.6

P T

.2

BH ST-2

BH ST-3

P C

.6

P T

.2

D

R= 1,900.00’

T= 270.57’

L= 537.52’

Existing ground

Line to be constructed

2220 2220

30+00 35+00 40+00 45+00 50+00 55+00 60+00

N

P ip e C u lv e r t

P ip e C u lv e r t

A p p r o a c h P ip e C u lv e r t

L

T

10A

A 10

A 10

A 10

A

A 10

A 10

A

CP

13602

C u lv e r t I n P la c e

C le a n A p p r o a c h P ip e

R

T

C u lv e r t I n P la c e

C le a n A p p r o a c h P ip e

R

T

CUYD

EXC.

D.4

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D B .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not for

C on str uc

1001-3662,6001-8552,15001-16794

P C

.2

P T

.2

BH ST-4

R= 2,050.00’ T= 253.24’ L= 503.93’

0 6

5 7 0 7

5 8

P C

.2

P T

.2

MT D.5

Line to be constructed

Existing ground

PHILLIPS 201(1)

2220 2220

60+00 65+00 70+00 75+00 80+00 85+00 90+00

N

A p p r o a c h P ip e C u lv e r t

L

T

A

CUYD

EXC.

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D C .D

G

W A

C K

V O

E R

M A

C h e c k e d b y

D e s ig n e d b y

10A

A p p r o a c h P ip e C u lv e r t

L

T

PRELIM

IN

ARY

Not for

C on str uc

R N I

U R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I

Y

BH ST-5

MT D.6

Line to be constructed

Existing ground

PHILLIPS 201(1)

A p p r o a c h P ip e C u lv e r t

R

T

2210 2210

120+00115+00110+00105+00100+0095+0090+00

N

A 18

10A

A 10

10A

CUYD

EXC.

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D D .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y do not disturb

Existing box culvert

PRELIM

IN

ARY

Not for

C on str uc

UP

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I

Y

BH ST-6

MT D.7

Line to be constructed

Existing ground

N PHILLIPS 201(1)

P ip e C u lv e r t

2210 2210

150+00145+00140+00135+00130+00125+00120+00

A 10

A 10

See sheet C.3

Cement subgrade stabilization

CUYD

EXC.

J u n e

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D E .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not for

C on str uc

R N I

R I

I L I T Y

,2

.9

,2

.2

5+0.5600%

100’ VC

K = 93

,2

.5

+1.630 8%

100’ VC

K = 89

SSD = 1007’

,2

.9

+0.5026%

,2

.4

,2

.7

-0.3991%

100’ VC

K = 111

SSD = 1250’

.5

BH ST-7

BH ST-12

BH ST-13

BH ST-8

MT D.8

Line to be constructed

Profile grade

Existing ground

N PHILLIPS 201(1)

22102210

.5

.0

A 10

A 6

A 3

GR LT

GR RT

STT ST T

T ST ST T

150+00 155+00 160+00 165+00 170+00 175+00 180+00

See sheets G.1 - G.14 Construct new bridge.

Remove existing bridge.

176+52.25 Bridge.

Dodson South Canal

See sheets G.1 - G.14 Construct new bridge.

Remove existing bridge.

176+52.25 Bridge.

See sheet C.4

.5

Subexcavation, type 2

Subexcavation, type 2

See sheet C.4

Cement subgrade stabilization

See sheet C.3

1,440

See sheet D.1 for complete excavation and embankment totals.

Excavation volumes shown do not include conserved topsoil quantities.

CUYD

EXC.

A u g u s t

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D F .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not for

C on str uc

R N I

R I

I

L I

T Y

,2

.1

-0.3991%

D

R= 1,200.00’

T= 478.36’

L= 910.39’

P C

.2

P T

.6

H

S

-10

S

-9

S T -11

P C

.2

P T

.6

MT D.9

Line to be constructed

Profile grade

Existing ground

No Scale

CONNECTION DETAIL

section

See typical surfacing asphalt

Existing joint @ 15° skew

Sawcut for vertical

S T -11

0.5% max.

PHILLIPS 201(1)

2220 2220

N

180+00 185+00 190+00 195+00 200+00 205+00 210+00

A 10

A 10

A 10

A 10

B

See sheet E.2

Bowdoin Road

Approach 500+00

Mainline 190+86.74 =

76.34 RT

191+50.00

54.28 RT

191+50.00

CP

13603

13604

CP

El. = 2,257.13

E=2,390,646.66

N= 1,506,737.82

206+00.00

MT PHILLIPS 201(1)

BEGIN RESURFACING

END REHABILITATION

See sheet J.1

Roadway obliteration, method 1

See sheet C.3

Cement subgrade stabilization1

Subexcavation, type 3

See sheet C.4 do not disturb

Existing culverts

See sheet D.1 for complete excavation and embankment totals.

Excavation volumes shown do not include conserved topsoil quantities.

CUYD

EXC.

A u g u s t

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D G .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not for

C on str uc

210+00 TO 270+00

OLD HIGHWAY 2

Line to be constructed

Line to be constructed

See sheet C.4

Subexcavation, type 3

D.10

STATE PROJECT

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D H .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

0PRELIM

IN

ARY

Not for

C on str uc

270+00 TO 314+36.00

OLD HIGHWAY 2

CP

26601

See sheet D.12

Headquarters Access Road

314+36.00

OLD HIGHWAY 2 AND BRIDGE RESTORATION

MT PHILLIPS 201(1)

BEGIN RESURFACING HEADQUARTERS ACCESS ROAD

END RESURFACING OLD HIGHWY 2

D.11

STATE PROJECT

A u g u s t

I n t_ ft h ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D I .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not for

C on str uc

AND DISPLAY POND PATH

HEADQUARTERS ACCESS ROAD

DISPLAY POND

Display pond path

Headquarters parking area

BRIDGE RESTORATION

OLD HIGHWAY 2 AND

END PROJECT MT PHILLIPS 201(1)

CP

26602

314+36.00

OLD HIGHWAY 2 AND BRIDGE RESTORATION

MT PHILLIPS 201(1)

BEGIN RESURFACING HEADQUARTERS ACCESS ROAD

END RESURFACING OLD HIGHWAY 2

REFUGE HEADQUARTERS

BOWDOIN NATIONAL WILDLIFE

Do not disturb

Wood bollards

Chip seal, type 1C

Fog seal

Access Road

Headquarters

D.12

STATE PROJECT

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n P la n a n d P r o fi le m t-

A

D J .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

CP

26601

Do not disturb

Gate sensor

PRELIM

IN

ARY

Not for

C on str uc

S

G P S

,2

.8

+0.7000% -0.9929%

,2

.7

,2

.4

3 +0.3667%

70’ VC

K = 51

,2

.6

P C

.2

P T

.6

P C

.2

P T

.6

POT 500+00.00

PC 5

00+

49.

P T

.5

D

R= 50.00’

T= 34.64’

L= 60.59’ e= 0.020

Line to be constructed

Profile grade

Existing ground

Bowdoin Road

NOTE:

2220 2220

500+00 505+00

(MAINLINE 190+87 RT)

500+10 TO 502+10

BOWDOIN RD.

N

1. Adjust tie in to match existing field conditions.

CP

13604

CP

13603

El.= 2,259.82

E= 2,389,746.98

N= 1,505,529.29

MAINLINE 190+86.74

500+10.00

BEGIN APPROACH ROAD

El.= 2,258.65

E= 2,389,919.25

N= 1,505,498.14

502+10.00

END APPROACH ROAD

54.28 RT

Mainline 191+50.00

76.34 RT

Mainline 191+50.00

CUYD

EXC.

E.2

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n A p p r o a c h R o a d s m t-

A

E B .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

See sheet E.1 for complete excavation and embankment totals.

Excavation volumes shown do not include conserved topsoil quantities.

PRELIM

IN

ARY

Not for

C on str uc

Stationing Mainline x x x x x

C of highway L x x

Length Approach Road

L

APPROACH ROAD DETAILS

C of approach

E.3

STATE PROJECT

J u n

A

M ft p .1

.1

.2 s td p la n m t-

A

E C .D

G N

U

S I n t2

B E e c k e d b y

T H

O M

P S

O s ig n e d b y

C of highway L

C of designed approachL

Mainline xxx+xx =

MINOR APPROACH ROAD LOCATION SYMBOL FULL-DESIGN APPROACH ROAD LOCATION SYMBOL

A

FOOTNOTE:

See sheet E.5.1

1 1 1 1

STATION

MAINLINE

R1 R2 L REMARKSW

APPROACH ROAD TABLE

B

Approach type

Type Approach

TYPE

Approach xxx+xx

A 18 20

1515+18 RT 50

29+31 LT A

A

A

A

A

A

A

44 20 32

Farm field approach

30+30 RT 42 150 10

36+69 RT 32 90 15

39+03 LT 40 2020

A 29

47+03 RT

48+22 RT

49+17 RT

50+21 LT

74+85 LT A 31 Public approach

15 15

35 15

130 10

10 10

75 15

Farm field approach

Private approach

Private approach

Private approach

Private approach

Railroad access approach

Railroad access approach

Railroad access approach

A 10 10 10 10

A 24 30 20 10

A 21 20 20 10

A 20 25 20 18

Farm field approach

113+79 LT Farm field approach

116+95 LT

117+02 RT

Farm field approach

Railroad access approach

1 1 1 1

STATION

MAINLINE

R1 R2 L REMARKSW

APPROACH ROAD TABLE

TYPE

A 13 20 15 10

A

A

A 10

B

30 20

25 20

Private approach

Private approach

A 18 20 15 10204+95 RT Farm field approach

130+99 LT Farm field approach

144+14 LT A 15 15 10 10 Farm field approach

154+29 LT A 10 10 10 10 Farm field approach

Private approach

180+89 LT

181+07 RT 25

186+37 LT

190+87 RT

See sheet E.4.2

4 4 200 Bowdoin Road

50+24 RT A 40 25 35 10 Farm field approach

174+66 LT A Farm field approach

175+35 LT A Canal access approach

3 Adjust to match field conditions as approved by CO.

3 3

See sheet E.2.4

104+01 LT A 22 25 20 10 Farm field approach

84+82 LT

10 10 15 33

10 50 50 68

PRELIM

IN

ARY

Not for

C on str uc

Variable 1:3

1:3Variable

Fill slope stake stake

Cut slope

Clearing Limits

APPROACH ROAD DETAILS

E.4

STATE PROJECT

J u l-

P

M ft p .1

.1

.2 s td p la n m t-

A

E D .D

G N

U

S I n t2

B E e c k e d b y

T H

O M

P S s ig n e d b y

FOOTNOTE:

1’

4-inch depth

Placing conserved topsoil, Turf establishment

2% crown 2% crown

Placing conserved topsoil, 4-inch depth

Turf establishment

2 2

2% Crown 2% Crown 1:3

Traveled Way Traveled Way

13’13’

1:3

Profile grade li m it s

C le a r in g li m it s

C le a r in g

Original ground

4-inch depth

Placing conserved topsoil, Va ria bl e m in

Original ground or existing road surface

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, Va ria ble

1:3

LC

TYPE B APPROACH ROAD SECTION DETAIL

Placing conserved topsoil, 4-inch depth

Turf establishment

See sheet E.1 for locations and quantities.

Construct slopes as shown in the Staking Report.

on the plan and profile curve data.

Superelevate roadway on curves at the rate "e" as indicated

(See FAR 52.236-4).

Construct curve widening as shown in the Staking Report with adjacent roadway construction.

Construct side slopes on approaches to be compatible

Adjust to match field conditions as approved by CO.

See sheet E.3.

4 4

5 5

Tack coat

(between lifts)

Suitable roadway excavation or unclassified borrow

TYPE A APPROACH ROAD SECTION DETAIL

Suitable roadway excavation or unclassified borrow 73-inch compacted depth

Roadway aggregate, method 1, 7-inch compacted depth

Roadway aggregate, method 2, PRELIM

IN

ARY

Not for

C on str uc

C of approachL

C of highwayL

W

R

R

1 1

APPROACH ROAD DETAILS

E.5

STATE PROJECT

J u l-

P

M ft p .1

.1

.2 s td p la n m t-

A

E E .D

G N

U

S I n t2

B E e c k e d b y

T H

O M

P S s ig n e d b y

C of roadway

Point G

10’ chord a 2" depression in a exceed a 3" hump or Vertical curves not to

L c o n s tr u c ti o n

E n d o f a p p r o a c h

Edge of mainline

APPROACH ROAD PROFILE DETAIL

E d g e o f m a in li n e

FOOTNOTE:

APPROACH ROAD PLAN DETAIL

typical section Match mainline

+15% maximum

-15% maximum

L

Designed grade

APPROACH ROAD CONNECTION DETAIL - TYPE A APPROACHES

c o n s tr u c ti o n

E n d o f a p p r o a c h

Edge of mainline

L

APPROACH ROAD CONNECTION DETAIL - TYPE B APPROACHES

approach road profile and superelevation Adjust connection to match existing approach road profile and superelevation Adjust connection to match existing slope Cross

Edge of mainline

Variable

Adjust to match field conditions as approved by CO.

to existing alignment of approach is at an angle.

Continue approach radius as required if connection

See sheet E.3.

3’

Existing approach surface

Existing approach surface

See type B approach road section detail

Road Section Detail See Type A Approach

PRELIM

IN

ARY

Not for

C on str uc

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. DEPARTMENT OF TRANSPORTATION

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

NO. DATE BY REVISIONS

DATE

m t-

A

G A .D

G N

I n t_ ft

D

G.1

STATE PROJECT

A u g

P

M

Q V WS EL.

upstream face of bridge.

Note: Water surface elevations are at

No Scale

PROFILE GRADE DIAGRAM

ELEVATION

HYDRAULIC DATA

Bridge elevations are at profile grade @ layout line

U.S. DEPARTMENT OF TRANSPORTATION

PHILLIPS COUNTY, MT

(Dodson South Canal Bridge)

RG XXXX-A

J. Schlegelmilch 1"= 6'-0" xxxx S. Markwardt J. Schlegelmilch

PLAN & ELEVATION

BRIDGE 176+52.25

Centerline bearing

Low chord El. 2,260.58

Profile grade

BEGIN BRIDGE

El. 2,264.95

STA. 176+04.50

END BRIDGE

El. 2,265.43

STA. 177+00.00

2'-9" Top of curb

Est. Tip El. 2,147.00

Est. Tip El. 2,142.00 op max 350

Q

Q

1.0

0.9

2,258.58

2,258.27

END BRIDGEBEGIN BRIDGE

Rdwy

Bridge @LC

Approach slab

LC

PLAN

8'-0"95'-6" Bridge length8'-0"

Approach slab railing (typ.)

Structure transition

El. 2,264.95

STA. 176+04.50

El. 2,264.67

El. 2,264.67 El. 2,264.71

El. 2,264.71 El. 2,265.19

El. 2,265.19 El. 2,265.23

El. 2,265.23

El. 2,265.43

STA. 177+00.00

95'-6" Bridge length

90'-0"

2'-9"

DESCRIPTION

1:2 1:

2,260

2,270

2,250

N

Abutment 1 Abutment 2

Existing ground @ C of roadwayL

HP 14 x 89 piling (typ.)

+0.5026% grade bulb-tee girders

Prestressed

BRIDGE SHEET

08/2015

BRIDGE SHEET INDEX

NO.

SHEET

SHEET NO.

1:

21:2

Q WS EL. = 2258.58max

Canal Flow

GRADING PLAN & SECTION

REBAR LIST

REBAR LIST

APPROACH RAILING DETAILS

BRIDGE RAILING AND CURB

GIRDER DETAILS

GIRDER SECTIONS

GIRDERS B & C

GIRDERS A & D

APPROACH SLAB

DECK PLAN DETAILS

WING WALL DETAILS

END WALL DETAILS

ABUTMENT CAP

SUBSURFACE INFORMATION

GENERAL NOTES & FOUNDATION PLAN

PLAN & ELEVATION

RG XXXX-Q

RG XXXX-P

RG XXXX-O

RG XXXX-N

RG XXXX-M

RG XXXX-L

RG XXXX-K

RG XXXX-J

RG XXXX-I

RG XXXX-H

RG XXXX-G

RG XXXX-F

RG XXXX-E

RG XXXX-D

RG XXXX-C

RG XXXX-B

RG XXXX-A

,2

.5

+1.630 8%

100' VC

K = 89

SSD = 1007'

,2

.9

+0.5026%

,2

.4

,2

.7

-0.3991%

100' VC

K = 111

SSD = 1250'

.5

PRELIM

IN

ARY

Not for

C on str uc

GENERAL NOTES:

RG XXXX-B

2 of 17 08/2015

G.2

STATE PROJECT

A u g

P

M m t-

A

G B .D

G N

I n t_ ft

D

NOTES:

J. Schlegelmilch 1"= 10'-0" xxxx S. Markwardt J. Schlegelmilch

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PHILLIPS COUNTY, MT

(Dodson South Canal Bridge)

BRIDGE 176+52.25

PLAN

GENERAL NOTES & FOUNDATION

STA. 177+00.00

END BRIDGESTA. 176+04.50

BEGIN BRIDGE

95'-6" Bridge length

2'-9"90'-0"2'-9"

Abutment 1

Abutment 2

1'-5" 1'-5"

2'-10"

Bridge @ RdwyLCLC

Bearing @ pileLC LC Bearing @ pileLC LC

Test pile p il e s p a ty p e q s p a

ST-12

ST-13

F lo w

FOUNDATION PLAN AND BORING LOCATIONS

Test pile

ESTIMATE

ITEM NO. DESCRIPTION UNITQUANTITY NOTES

EACH

SQYD

LNFT

LB

LNFT

CUYD

EACH

LNFT

CUYD

LPSM

FOOTNOTE:

1 Contract quantity.

56401-1000

55901-0000

55601-0900

55401-2000

55302-3700

55201-0200

55104-1000

55101-1900

20801-0000

20304-1000

BRIDGE SHEET SHEET NO.

Bearing device, elastomeric

Membrane waterproofing

Bridge railing, steel

Reinforcing steel, epoxy coated

Precast, prestressed concrete decked bulb tee girder

Structural concrete, class A(AE)

Dynamic pile load test

Steel H pile, 14 x 89, in place

Structure excavation

Removal of structures and obstructions, Dodson South Canal Bridge

SK Geotechnical. See Summary of Subsurface Information on Sheet G.4.

For geotechnical information see Geotechnical Report No. 14-3206G, prepared by

GEOTECHNICAL REPORT:

of the CO.

only. Do not drive piles beyond one foot below estimated tip elevation without approval fitted with driving points. The minimum tip elevation shown is for estimating quantities shall be full cross section pre-qualified groove weld butt joints. Steel H piles shall be

Steel H piles shall conform to ASTM A 572, A 588, or A 690, grade 50. All pile splices

STEEL H PILES:

to ASTM A307 galvanized.

tie connections shall be furnished in black iron finish. Diaphragm anchor bolts shall conform

ASTM A36. All structural metal shall be galvanized after fabrication except girder welded

All structural metal for welded connections, and structural steel shapes shall conform to

MISCELLANEOUS STRUCTURAL METAL:

manufacture and erection.

curb ties, joint filler, bearing devices, and any other details and material required for reinforcing steel (conventional and prestressed), concrete inserts, lifting devices, grouting, Specifications. Detail the precast prestressed girder units, indicating on the plans

Provide smooth finish on the top surface of the girders according to FP-14 Standard

LRFD Bridge Design Specifications, except limit tensile stresses to zero after losses.

Design precast prestressed concrete decked Bulb-Tee Units according to current AASHTO

PRESTRESSED CONCRETE DECKED BULB-TEE UNITS:

relaxation prestressing strand conforming to AASHTO M203 (ASTM A416).

Pretensioned, prestressing steel shall be Grade 270, 0.6-inch Ø, seven-wire, bright low

PRESTRESSING STEEL:

curbs, endwalls, pile cap, wing walls, approach slab, and sleeper beam).

unless shown otherwise on the plans. All reinforcing steel shall be epoxy coated (girders, Grade 60). The minimum concrete covering to the face of any bar shall be 2 inches, All reinforcing steel shall conform to AASHTO M31, Grade 60 deformed (ASTM, A615, REINFORCING STEEL:

expansion joint filler shall meet the requirements of AASHTO M213.

filler shall meet the requriements of ASTM D1056, type 2, Grade 2 or 3. Preformed

", unless shown otherwise on plans. Preformed flexible cellular joint 4 3concrete type II cement. All cement shall be low alkali cement. Chamfer exposed edges of all design compressive strength fc'=4000 psi. All Class A(AE) concrete shall be made with

All cast-in-place concrete shall be structural concrete Class A(AE) with a minimum 28-day

CAST-IN-PLACE:

Vehicle load : HL93: Maximum dynamic load allowance (Impact), IM=33%

LIVE LOAD:

Active lateral earth pressure: Equivalent fluid unit weight of soil, 37 pcf.

Asphalt wearing surface : 140 lb. per cubic foot.

Concrete in Prestressed concrete Units : 155 lb per cubic foot.

Cast-in-place concrete : 150 lb per cubic foot.

DEAD LOAD:

Construction of Roads and Bridges on Federal Highway Projects, FP-14.

CONSTRUCTION: Federal Highway Administration Standard Specifications for

Edition 2014.

DESIGN: AASHTO LRFD Bridge Design Specifications, Customary U.S. Units, 7th

SPECIFICATIONS:

13,892

1,147

SK Geotechnical. See Summary of Subsurface Information on Sheet RGxxxx-C.

For geotechnical information see Geotechnical Report No. 14-3206G, prepared by

GEOTECHNICAL REPORT:

of the CO.

Do not drive piles beyond one foot below estimated tip elevation without approval

The minimum tip elevation shown is for estimating quantities only.

pre-qualified groove weld butt joints. Fit steel H piles with driving points.

Conform to ASTM A 572, A 588, or A 690, grade 50. Splice H piling with full cross section

STEEL H PILES:

with AASHTO M111 or M232.

black iron finish. Diaphragm anchor bolts to conform to ASTM A307 galvanized in accordance shapes. Galvanize all metal after fabrication except girder welded flange-tie connections to be

Conform to ASTM A36 for all structural metal for field welded connections and structural steel

MISCELLANEOUS STRUCTURAL METAL:

shown otherwise on plans.

minus in 10 feet in any direction. Chamfer exposed edges of all concrete 3/4", unless amplitude roughness. Overall tolerance of top surfaces of girders is 1/4" plus or finish except roughen finish under field cast concrete curbs to 1/4” max to 1/8” min f’c=7,000 psi. Minimum f’ci=6,000 psi. Finish top surface of the girders with a smooth

Manufacture as detailed on the plans. Fabricate with Class P(AE) concrete. Minimum

PRESTRESSED CONCRETE DECKED BULB-TEE UNITS:

prestressing strand conforming to AASHTO M203 (ASTM A416).

Comply with Grade 270, 0.6-inch Ø, seven-wire, bright low-relaxation

PRESTRESSING STEEL:

on formed face, unless noted otherwise.

All reinforcing steel to be epoxy coated. Minimum concrete cover 2 inches

Conform to AASHTO M31, Grade 60 deformed (ASTM, A615, Grade 60).

REINFORCING STEEL:

Preformed expansion joint filler: AASHTO M213.

Preformed flexible cellular joint filler: ASTM D1056, Type 2, Grade 2 or 3.

shown otherwise on plans.

Use Type II, low alkali cement. Chamfer exposed edges of all concrete 3/4", unless

Class A(AE) with a minimum 28-day design compressive strength fc'=4000 psi.

CAST-IN-PLACE:

Vehicle load : HL93: Maximum dynamic load allowance (Impact), IM=33%

LIVE LOAD:

At rest lateral earth pressure: Equivalent fluid unit weight of soil, 57 pcf

Active lateral earth pressure: Equivalent fluid unit weight of soil, 37 pcf.

Future wearing surface allowance: 24 psf

At time of construction: 24 psf

Asphalt wearing surface : 140 lb. per cubic foot.

Concrete in Prestressed concrete Units : 155 lb per cubic foot.

Cast-in-place concrete : 150 lb per cubic foot.

DEAD LOAD:

Construction of Roads and Bridges on Federal Highway Projects, FP-14.

CONSTRUCTION: Federal Highway Administration Standard Specifications for

Edition 2014.

DESIGN: AASHTO LRFD Bridge Design Specifications, Customary U.S. Units, 7th

SPECIFICATIONS:

Do not drive any other piling at the abutment during the test pile set-up period.

criteria and the pile tip elevations. See Section 551.

14 day set-up period. Use the dynamic load test results to establish the pile driving abutment. Perform load tests on test pile during initial drive and during re-strike after

Perform dynamic load testing with signal matching on the first pile driven at each

The factored strength 1 limit state axial load per pile = 207 kips.

The required compressive nominal bearing resistance per pile during re-strike = 351 kips.

3.

3.

2.

1.

PRELIM

IN

ARY

Not for

C on str uc

10.4 x 16 60201 -0600

60201 -0800

60201 -0900

60201 -1000

60704 -0000

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

C

LE

A N

IN

G

C U

LV

ER

T

IN

P

LA

C E

S K

EW

A N

G

LE

A llo w ab le P ip e

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

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD LNFT LNFT LNFT LNFT EACH Lt Rt

13+33 4 5 96 A,AS 4 4 1,2

14+90 4 65 98 A,AS 4 4 1,2

24+09 1 33 46 A,AS 2 2 1,2

29+31 LT 1 17 64 A,AS 2 2 1,2

44+00 5 77 48 A,AS 2 2 1,2

47+03 RT 1 1

48+22 RT 1 1

50+21 LT 1 17 36 A,AS 2 2 1,2

54+19 1 85 46 A,AS 2 2 1,2

75+03 LT 1 32 70 A,AS 2 2 1,2

84+82 LT 1 21 30 A,AS 2 2 1,2

117+01 RT 1 21 46 A,AS 2 2 1,2

134+00 3 70 44 A,AS 2 2 1,2

PROJECT TOTAL 443 246 288 44 46 2

Allowable Pipe Material

NOTE: A Aluminum

1. Aluminized steel pipe culvert minimum wall thickness is the AS Aluminized steel thickness required by the Std. 602-1 fill height table (steel). C Concrete

2. Aluminum pipe culvert minimum wall thickness is the thickness GS Galvanized steel required by the Std. 602-1 fill height table. P Plastic

(blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

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

STATE PROJECT

H.1

C

F_ dr iv e\

H ig hw ay s\

FH

W A\

_O ld

_H ig hw ay

_2 \D es ig n\ D ra in ag e\

[S ec nH

-J ul

-2

3:

P

M C

V O

ER

M

A N

S 7/

B

W A C K

ER

7/

D es ig ne d by

C he ck ed b y:

NUMBER

SHEET

PHILLIPS 201(1)MT

PRELIM

IN

ARY

Not for

C on str uc

NO SCALE

NOTE:

FOOTNOTE:

2’

2’1:

M ax 1:2 M ax

1:2 M ax 1:

M ax

Downgrade

4’ Min.

D s u rfa c e

R o a d

D it c h li n e

Downgrade

Optional storage

Compacted berm

Ditch dam

Station

RT

LOCATION TABLE

CROSS DRAIN WATER BAR

2D Min.

13+67

Offset (in) diameter (D)

Existing Pipe

PLAN VIEW

CROSS DRAIN WATER BAR

END VIEW

CROSS DRAIN WATER BAR

culvert

Remove existing

3% Minimum road bed

Existing

Existing shoulder slope

Existing fill

Existing ground

NOTE:

road bed

Existing

Excavation

Optional storage compacted berm

Ditch dam and

WATER BAR DETAILS

AND

ROADWAY OBLITERATION

5.

4.

3.

2.

1.

cross drain as approved by the CO.

pipe, or match the existing ditch channel width uptream of the

Construct water bar bottom width 2 times the diameter of the existing

Highway 2 Intersection

J.1

STATE PROJECT

J u l-

P

M ft p .1

.1

.2 s td p la n m t-a J A .d g n

U

S S u r

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

ROADWAY OBLITERATION, METHOD 1

culvert

Remove existing

See Section 211.

upgradient ditch.

create a ditch dam. Do not place excavated material within the

If road has drainage ditch, extend waterbar berm into the ditch to

Station location of the waterbar designates the centerline location.

cut slope and extends across the entire width of the roadbed.

Waterbar begins at the intersection of the roadbed and

Ensure outlet is free flowing.

Slope waterbar flowline to drain towards outside edge of road.

4. See Sheet D.1 for locations and quantities.

3. Do not disturb existing overhead power.

2. Outslope roadbed 3% or to match natural conditions.

1. Excavate outside shoulder to match the natural ground topography.

PRELIM

IN

ARY

Not for

C on str uc