mt-a2013009_Plans_Prelim_Watermark_Pre_add.pdf

Spring

Cr Spring

Creek Spring

Cr

St ill wa te r

Ditch

Ditch

DitchPhelp's

Brey

Riddle

Sandb orn

Cr

Cr az y

M a n

C re ek

Cr eek

Creek

David son

Gro ve

Fladberg Bench

N or th

F or k

F or k

S ou th

Gr ove

Creek

C r e e k

Arn ey

Box

Cany on

Ca nyo n

C a n y o n

Murp hy Ca ny on

C a n y o n

Da rk

Mi dn igh t

Mi dn igh t

MUD BUTTE

ROCK

BEEHIVE

T r o u t

Creek wild cat

Draw

Win ge

Lund y

Dra w

Dra w

D r a w

D ra w

B o u n d a r y

D r a w

Canyon

Creek

Robinson

D raw

S tanley

C o u le e

S m it h

C ou le e

W es t

T ra il

FOREST

JUMP

BUFFALO

Nye

STILLWATER RIV

ER

M a g p ie

Creek

D a le

C r e e k

Creek

M a g p ie

C a n y o n

Sheep

P r a ir ie

C r e e k

C r e e k

Li tt le

R o c k y

Creek

Cr eek C re ek

Cr ee k

Cr ee k

Cr ee k

Cr ee k

Cr eek

Creek

C r e e k

C reek

De an

Ba si n

BUTTE

FISHTAIL

F is ht ai l

TWIN BUTTES

NELLIES

M cD o nald

B asin

F id dl er

F id dl er

Phillip s

Ditc h

Fiddler

M id d le

Fo rk

F id d le r

In g e r s o ll

CRATER

LAKE

LILY PAD

LAKE

LAKE

REEVES

E as t

F or k

W e s t

R o s e b u d

C o ld

C r

B la c k

C a n yo n

Lin e

M ea do w

LAKE

ISLAND

LAKE

HART

E a s t

Fi sht ail

F is ht ai l

LAKE

CHROME

BLACK BUTTECUSTER

WILDERNESS

BOUNDARY

FISHTAIL PLATEAU

W e s t

RANGE

12151

PYRAMID MTN

12661

MT WOOD

12329

MT HAGUE

LAKE

EMERALD

LAKE

ROSEBUD

WEST

MOUNTAIN

SADDLEBACK

10545

PRAIRIEVIEW MTN

Plant

Hydroelectric

Mystic Lake

MYSTIC LAKE

LAKE

ISLAND

F is h

C r

H u c k le b e r r y

W es t

R os eb ud

Cr

W

IL

D E R

N E S S

BOUNDARY

E k w o r tz e l

B

213 C

E

B

0.6

201 B

B

E 220 220 C

E

4.2

E

0.1

E

C

0.3

B

E

3.4

B 269 E

0.1

0.1

E

8 E

B

E

E 263 B

207 B

217 B

S-4

END

S420

S -4

FOREST

S-419

END

West

Ditch

D it c h

Jack Stone

C r

Cr ee k

Phillip s

Ga rr ig us

C r

T o w n

R o s e b u d

R os eb ud

C r

R o s e b u d

Cr ee k

C r e e k

C r e e k

C r e e k

C re ek

Creek Grove

Horse

We st

F is ht a il

B u tc h e r

B eaver

C r e e k

STILLWATER

C r

C h im n e y

R o s e b u d

A nt el op e

We st

C re ek

Cr

Antelpoe

Hill

Yancey

B 212

B

E

213 B

0.4

E

0.2

0.2

B 271 E

B

E

E

0.4 B

9C

B 206

B

0.4

E

C 220

B

C 213

S-4

P

S-

P

S-420

0.1 P-78

BEGIN

S-420

BEGIN

S-419

B 277

F o r k

C r e e k

C r e e k

E ll is

H o g a n

Cr ee k

B a r lo w

F or k

R e d

C r e e k

W e s t

R e d

L o d g e

Lo dg e

Vo ln ey

B u tc h e r

W e s t

F o r k

F or k

E as t

Ro seb ud

C r e e k

E a s t

R o s e b u d

C r e e k

C r e e k

A n te lo p e

C r e e k

M or ri s

C re ek

B e a v e r

C r e e k

BOUNDARYCUSTER

Luther

W es t

0.1

3.2

B 40

E

40 E

37 E

0.3

B 39

11.2

P-78

P

ABSAROKEE

FISHTAIL

ROSCOE

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

Project Location

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

Standard Specifications for Construction

APPROVED:

DATE

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

SPECIFICATION:

Western Federal Lands Highway Division

Director, Project Delivery, INDEX TO SHEETS

PROJECT MANAGER

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PLANS PREPARED FOR

PLANS FOR PROPOSED PROJECT

MT STILLWATER 207(1)

RECONSTRUCTION

WEST ROSEBUD CREEK ROAD

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 m t-a a a .d g n

I n t_ ft

D

A.1

STATE PROJECT

NUMBER

SHEET

MT

STILLWATER 207(1)

A u g

A

M

N

B E

L

T H

O M

P S

O

C h e c k e d b y

D e s ig n e d b y

MONTANA

STILLWATER COUNTY

CUSTER NATIONAL FOREST

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

and aggregate surfacing

Grading, drainage, bridge, e (max)

V

ADT (2035)

ADT (2015)

0.060

35 MPH

<400

<400

PLANS PREPARED BY

K. WONG

LENGTH 3.738 MILES

HELENA, MT

500+00

BEGIN PROJECT

210+50

END PROJECT

N

SCALE IN MILES

0 844

(7 0% D

ESI

G

N

PLAN

-I

N -H

AN

D

507+00

SUSPEND WORK

20+01.15 AH

505+00 BK =

CONTINUE PROJECT

L. PERMANENT TRAFFIC CONTROL PLAN

K. TEMPORARY TRAFFIC CONTROL PLAN

J. MISCELLANEOUS

I. SAFETY FEATURES

H. DRAINAGE

G. BRIDGE

F. EROSION CONTROL

E. APPROACH ROADS

D. PLAN-PROFILE

C. TYPICAL SECTION

B. SUMMARIES

A. GENERAL INFORMATION

PERMANENT TRAFFIC CONTROL STANDARD DRAWING

PERMANENT TRAFFIC CONTROL SIGN DETAILS

PERMANENT TRAFFIC CONTROL PLAN

QUANTITIES

TABULATION OF PERMANENT TRAFFIC CONTROL

TEMPORARY TRAFFIC CONTROL STANDARD DRAWINGS

TEMPORARY TRAFFIC CONTROL ROAD CLOSURE DETAIL

TEMPORARY TRAFFIC CONTROL SIGN IDENTIFICATION

TEMPORARY TRAFFIC CONTROL SIGNING PLAN

QUANTITIES

TABULATION OF TEMPORARY TRAFFIC CONTROL

CATTLE GUARD DETAILS

MONTANA ENTRANCE GATE DETAIL

MONTANA FENCE DETAILS

GUARDRAIL STANDARD DRAWING

DRAINAGE STANDARD DRAWINGS

ALLEN GRADE BRIDGE RIPRAP PLAN AND DETAIL

42+28 UNNAMED IRRIGATION PIPE CULVERT DETAIL

TABULATION OF DRAINAGE QUANTITIES

BRIDGE DECK PLAN DETAILS

BRIDGE PLAN & ELEVATION

TABULATION OF BRIDGE QUANTITIES

EROSION CONTROL DETAIL

EROSION CONTROL PLAN

TABULATION OF EROSION CONTROL QUANTITIES

APPROACH ROAD DETAILS

PRIVATE APPROACH PLAN AND PROFILE

TABULATION OF APPROACH ROAD QUANTITIES

PLAN AND PROFILE

SURVEY CONTROL

TABULATION OF PLAN AND PROFILE QUANTITIES

TYPICAL SECTIONS

TABULATION OF TYPICAL SECTION QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

L.4

L.3

L.2

L.1

K.5-9

K.4

K.3

K.2

K.1

J.4-6

J.3

J.1-2

I.1

H.4-7

H.3

H.2

H.1

G.3

G.2

G.1

F.6

F.2-5

F.1

E.3

E.2

E.1

D.3-10

D.2

D.1

C.2

C.1

B.1-2

A.3

A.2

A.1

PRELIM

IN

ARY

NOT FOR C

ONSTRUCTIO

N

Leeann.Bush Rectangle

Leeann.Bush Rectangle

Leeann.Bush Rectangle

Leeann.Bush Rectangle m t-a a c .d g n

I n t_ ft

D

A.3

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

N

VICINITY MAP

SCALE IN MILES

0 211

Allen Grade Bridge

FISHTAIL

T. 5 S., R 17 E T. 6 S., R 17 E m ile s

Co lu m bu s

Fiddler Creek

Road

W e s t

R o s e b u d

C re e k

R o a d

500+00

BEGIN PROJECT

20+01.15 AH

505+00 BK =

CONTINUE PROJECT

210+50

END PROJECT

507+00

SUSPEND WORK

N or th

S ou th

Arn ey

Box

Cany on

Ca nyo n

Mi dn igh t

Mi dn igh t

Creek

Sheep

C re ek

Cr ee k

Cr ee k

Cr ee k

Cr ee k

Cr eek

Creek

De an

Ba si n

BUTTE

FISHTAIL

F is ht ai l

TWIN BUTTES

NELLIES

M cD o nald

B asin

F id dl er

F id dl er

Phillip s

Ditc h

Fiddler

Fo rk

F id d le r

In g e r s o ll

E

0.1

E

C

0.3

B

West

R o s e b u d

Cr ee k

C r e e k

C r e e k

C re ek

F is ht a il

B u tc h e r

C r

C h im n e y

R o s e b u d

A nt el op e

We st

C re ek

Cr

Antelpoe

Hill

Yancey

B

E

E

0.4 B

9C

B 206

B

0.4

S-4

P

C r e e k

C r e e k

A n te lo p e

C r e e k

P

FISHTAIL

ROSCOE

PRELIM

IN

ARY

NOT FOR C

ONSTRUCTIO

C.2

STATE PROJECT

A u g

P

M m t-a c a .d g n

U

S S u r ft

D

B E

C h e c k e d b y

T H

O M

P S e s ig n e d b y

NO SCALE

TYPICAL SECTIONS

FOOTNOTE:

NOTE:

LC

Traveled way

Original ground

Original ground

1:3 1:3

1:3

Va ria ble

Va ria bl e

C le a r in g l im it s

5'

C le a r in g li m it s

5' m in

Profile grade

1. See sheet C.1 for quantities.

4% 4%

Slope stake

Slope stake

Placin g con serve d top soil, 4-inc h dep th

Turf e stabl ishment

4-i nc h d ep th

Pla cin g c on ser ve d t op so il, Tu rf est ab lish men t

12'

Traveled way

12'

Aggregate surface course, 9-inch compacted depth

LC

Traveled way

Original ground

Original ground

1:3 1:3

1:3

Va ria ble

Va ria bl e

C le a r in g l im it s

5'

C le a r in li m it s

5' m in

Profile grade

4% 4%

Slope stake

Slope stake

Placin g con serve d top soil, 4-inc h dep th

Turf e stabl ishment

4-i nc h d ep th

Pla cin g c on ser ve d t op so il, Tu rf est ab lish men t

10'

Traveled way

10'

Aggregate surface course, 9-inch compacted depth

TYPICAL SECTION NO. 1

FIDDLER CREEK ROAD

500+00 TO 507+00

WEST ROSEBUD CREEK ROAD

20+13.15 TO 31+44.61

TYPICAL SECTION NO. 2

WEST ROSEBUD CREEK ROAD

32+31.36 TO 205+59.79

206+65 TO 210+50

Variable

1:1.5

GUARDRAIL DETAIL

Original ground way Edge of traveled

Superelevate roadway on curves at the rate 'e' as indicated on the plan and profile sheet curve data.

Construct slopes as shown in the Staking Report.

See Standard 602-6, "Pipe Culvert Inlet Treatment in Cut

Slopes."

Five feet, or to Right-of-Way line, whichever is less.

Two feet minimum. Construct widening as shown in Staking

Report.

PRELIM

IN

ARY

NOT FOR C

W

R N I

G

U R I

T I L I T Y

T

T

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 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 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

T

TT

TT

T

T

T

EM

D

R= 835.00'

T= 106.12'

L= 211.10'

P O

T

.0

P C

.7

P T

.8

P O

T

.3 e= 0.046

Existing ground

CP

14101

CUYD

EXC.

CUYD

EMB.

505+00500+0010+00

5060 5060

5070 5070

5080 5080

5090 5090

5100 5100

5110 5110

5120 5120

5130 5130

5140 5140 m t-a fh .d g n

I n t_ ft

D

D.3

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Line to be constructed

Fishtail, MT 59028

634 W Rosebud Rd.

Pat S Mclean

Allyn, WA 98524

P.O. Box 1226

Cheryl L, Dick & Gary W Sinclain

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Absarokee, MT 59001

770 Spring Creek Rd.

Sarah M Barlau

Absarokee, MT 59001

770 Spring Creek Rd.

Sarah M Barlau

N

El.= 5101.00

E= 1946443.483

N= 416199.126

El.= 5117.00

E= 1945718.702

N= 415951.883

5X

Profile grade

507+00

RECONSTRUCTION

WEST ROSEBUD CREEK ROAD

SUSPEND MT STILLWATER 207(1)

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

R

T

No Scale

CONNECTION DETAIL

section

See typical surfacing asphalt

Existing jointvertical

Sawcut for

Typical inlet/outlet ditch

Culvert with inlet/outlet ditch

Line to be constructed

1:

:2

D

PLAN AND PROFILE LEGEND:

510+00

No Scale

CONNECTION DETAIL

section

See typical surfacing aggregate

Existing

2,587

NOTE:

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

Embankment volumes shown include unclassified borrow quantities.

Excavation volumes shown do not include conserved topsoil quantities.

ST

T

Structure transition railing type tangentTerminal section

500+00

RECONSTRUCTION

WEST ROSEBUD CREEK ROAD

BEGIN MT STILLWATER 207(1)

,1

.0

,1

.5

+4.2

7%

+0.7143%

150' VC

K = 42

SSD = 377'

,1

.0

+3.4

6%150' VC

K = 55

,1

.0

PRELIM

IN

ARY

NOT FOR C

W A R N I N G B U R I E D U T I L I T Y

T

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

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

T

T

TT

T

T

T

T

T

T

E M

L S B

E D

A R

D Y

E L L

O W

P O

T

.1

P C

.9

P

T

.6

D

R= 250.00'

T= 35.09'

L= 69.72' e= NC

CUYD

EXC.

CUYD

EMB.

40+0035+0030+0025+0020+0015+0010+00

5040 5040

5050 5050

5060 5060

5070 5070

5080 5080

5090 5090

5100 5100

5110 5110

5120 5120 m t-a fa .d g n

I n t_ ft

D

D.4

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Profile grade

Line to be constructed

CP

N

.6

.3

Do not disturb Structure No. L48207003+06001 Existing West Rosebud Creek Bridge

Tacoma, WA 98407

3707 N. Union Ave.

Deckr LLC

Red Lodge, MT 59068

P.O. Box 356

Lindsey S & Benjamin L Payne

Allyn, WA 98524

P.O. Box 1226

Cheryl L, Dick & Gary W Sinclain

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Absarokee, MT 59001

770 Spring Creek Rd.

Sarah M Barlau

Absarokee, MT 59001

770 Spring Creek Rd.

Sarah M Barlau

Fishtail, MT 59028

634 W Rosebud Rd.

Pat S Mclean

Willis, TX 77378

502 W. Montgomery ST. #132

Robert M & Virginia A Lutz

14101

CP

14102

14103

CP

Fishtail, MT 59028

673 W. Rosebud Rd.

Earl Kenneth & Linda K Powell

R

T

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

El.= 5111.60

E= 1945987.479

N= 415990.896

13A

10A -9%

34+98

A

-10%

35+38

A

18A

10A

8A

227 311 112 6

4,121 194

505+00 BK = 20+01.15 AH

RECONSTRUCTION

WEST ROSEBUD CREEK ROAD

RESUME MT STILLWATER 207(1)

,0

.5

+2.5

100' VC

K = 131

,0

.5

+3.3

+1.82 35%

200' VC

K = 132

SSD = 815'

31+75

5,046.50

,1

.6

,1

.8

-1.9116%

-7.9916%

30' VC

K = 5

SSD = 192'

,0

.2

-3.1905%

300' VC

K = 62

250' VC

K = 43

,1

.0

PRELIM

IN

ARY

NOT FOR C

T

D

R= 4,100.00'

T= 62.26'

L= 124.52'

D

R= 4,100.00'

T= 90.14'

L= 180.26'

D

R= 4,100.00'

T= 61.74'

L= 123.48'

D

R= 4,100.00'

T= 55.20'

L= 110.39'

D

R= 425.00'

T= 141.34'

L= 272.90'

D

R= 185.00'

T= 110.09'

L= 198.61'

D

R= 375.00'

T= 65.21'

L= 129.12'

P C

.0

P T

.5

P C

.9

P T

.2

P C

.9

P T

.3

P C

.1

P T

.5

P C

.4

P T

.3

P C

.4

P T

.0

P C

.3

P T

.4

P C

.4 e= NC e= NC e= NC e= NC e= 0.060 e= 0.060 e= 0.060

P C

.0

P T

.5

P C

.9

P T

.2

P C

.9

P T

.3

P C

.1

P T

.5

P C

.4

P T

.3

CUYD

EXC.

CUYD

EMB.

70+0065+0060+0055+0050+0045+0040+00

5050 5050

5060 5060

5070 5070

5080 5080

5090 5090

5100 5100

5110 5110

5120 5120

5130 5130 m t-a fb .d g n

I n t_ ft

D

D.5

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Profile grade

N

P ip e C u lv e r t

P ip e C u lv e r t

P ip e C u lv e r t

Tacoma, WA 98407

3707 N. Union Ave.

Deckr LLC

Fishtail, MT 59028

685 W. Rosebud Rd.

Ronald P McCloud

Billings, MT 59102

3238 Durland Dr.

Mark LLC

C Heyneman, Bench

Line to be constructed

Billings, MT 59102

3238 Durland Dr.

Charles & Valeria L Heyneman

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

CP

14104

CP

14105

CP

14106

14107

CP

CP

14108

R

T

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

P ip e C u lv e r t

E q u iv a le n t

A r c h

18A

19A

13A

14A

14A

A

-1

A

1 1 4 2 4 2 4 3

2,596

See sheets J.1-J.2

Fence, RT

See sheets J.1-J.2

Fence, LT

See sheets J.1-J.2

Fence, RT

,0

.2

100' VC

K = 108

,0

.0

+2.7

100' VC

K = 44

SSD = 530'

,0

.5

+0.5000%

100' VC

K = 80 4

,0

.7

+1.750 0%

+1.533 3%

100' VC

K = 462

SSD = 5030'

,0

.5

200' VC

K = 306

,0

.2

+2.18 75%

+0.3750%

200' VC

K = 110

SSD = 695'

,0

.0

+1.588

2%200' VC

K = 165

,0

.7

200' VC

K = 202

,1

.5

+2.5

+1.607 1%

200' VC

K = 206

SSD = 1213'

PRELIM

IN

ARY

NOT FOR C

R= 425.00'

T= 74.67'

L= 147.83'

D

R= 500.00'

T= 123.29'

L= 241.76'

D

R= 500.00'

T= 131.41'

L= 257.01'

D

R= 425.00'

T= 62.50'

L= 124.12'

D

R= 500.00'

T= 89.32'

L= 176.78'

P C

.4

P T

.2

P C

.6

P T

.4

P C

.3

P T

.3

5 9

P C

.3

P T

.4

P C

.8

P T

.6 e= 0.060 e= 0.056 e= 0.056 e= 0.060 e= 0.056

CUYD

EXC.

CUYD

EMB.

100+0095+0090+0085+0080+0075+0070+00

5110 5110

5120 5120

5130 5130

5140 5140

5150 5150

5160 5160

5170 5170

5180 5180

5190 5190 m t-a fc .d g n

I n t_ ft

D

D.6

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Profile grade

Line to be constructed

N

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Tacoma, WA 98407

3707 N. Union Ave.

Deckr LLC

CP

14109

14110

CP

14111

CP

14112

CP

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

L

T

P ip e C u lv e r t

E q u iv a le n t

A r c h

P ip e C u lv e r t

E q u iv a le n t

A r c h

A

15 164

3,320

See sheets J.1-J.2

Fence, RT 9

See sheets J.1-J.2

Fence, RT

See sheets J.4-J.6

Install cattle guard, 24 feet

,1

.0

+1.500 0%

200' VC

K = 157

SSD = 944'

,1

.5

150' VC

K = 62

,1

.7

+1.607 1%

200' VC

K = 53

,1

.5

+5.

+1.441 2%

200' VC

K = 51

SSD = 374'

,1

.7

+2.7

%200' VC

K = 150

,1

.2

+3.9

1%

+1.444 4%

400' VC

K = 162

SSD = 638'

,1

.7

200' VC

K = 78

,1

.7

+4.0

0%

+2.03 85%

200' VC

K = 102

SSD = 650'

PRELIM

IN

ARY

NOT FOR C

R= 4,100.00'

T= 15.72'

L= 31.44'

D

R= 750.00'

T= 141.39'

L= 279.49'

D

R= 1,700.00'

T= 114.07'

L= 227.79'

P C

.0

P T

.4

P C

.0

P T

.5

P C

.7

P T

.5 e= NC e= 0.048 e= 0.040

CUYD

EXC.

CUYD

EMB.

130+00125+00120+00115+00110+00105+00100+00

5180 5180

5190 5190

5200 5200

5210 5210

5220 5220

5230 5230

5240 5240

5250 5250

5260 5260 m t-a fd .d g n

I n t_ ft

D

D.7

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Profile grade

Line to be constructed

N

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

CP

14113

CP

14114

CP

14115

CP

1411501

Billings, MT 59102

2811 Terrace Dr.

Flying 11 Ranch LLC

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

P ip e C u lv e r t

P ip e C u lv e r t

A

A 2

77 8 10 20 10

2,378

See sheets J.1-J.2

Fence, RT

See sheets J.1-J.2

Fence, RT

+2.52 38%

,2

.5

,2

.0

+2.11 11%

100' VC

K = 113

SSD = 1264'

,2

.7

+2.8

200' VC

K = 264

,2

.0

+3.3

%100' VC

K = 225

,2

.5

+3.0

100' VC

K = 210

,1

.0

+2.03 85%

100' VC

K = 206

PRELIM

IN

ARY

NOT FOR C

D

R= 4,100.00'

T= 50.53'

L= 101.06'

D

R= 2,000.00'

T= 128.60'

L= 256.86'

D

R= 4,100.00'

T= 21.55'

L= 43.09'

D

R= 4,100.00'

T= 40.04'

L= 80.08'

D

R= 4,100.00'

T= 134.94'

L= 269.78'

P T

.5

P C

.2

P T

.2

P C

.9

P T

.8

P C

.6

P T

.6

P C

.5

P T

.6

5 P

C

.0

P T

.8

P C

.3

T= 161.64'

D

R= 4,100.00'

L= 323.11'e= NC e= 0.040 e= NC e= NC e= NC e= NC

CUYD

EXC.

CUYD

EMB.

160+00155+00150+00145+00140+00135+00130+00

5260 5320

5270 5330

5280 5340

5290 5350

5300 5360

5310 5370

5320 5380

5330 5390

5340 5400 m t-a fe .d g n

I n t_ ft

D

D.8

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Existing ground

Profile gradeProfile grade

Line to be constructed

N

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Billings, MT 59102

2811 Terrace Dr.

Flying 11 Ranch LLC

CP

14119

CP

14118

CP

14117

CP

14116

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

R

T

2A

17A

90 6 27 5 43

1,995

,2

.2

+3.3

100' VC

K = 38

SSD = 465'

,2

.5

+0.7143%

250' VC

K = 57

,2

.0

+5.

+2.8

100' VC

K = 44

SSD = 524'

,3

.0

300' VC

K = 130

,3

.7

+5.

+2.6

100' VC

K = 41

SSD = 493'

,3

.7

150' VC

K = 60

,3

.4

+5.

+3.2

300' VC

K = 157

SSD = 716'

,3

.7

+3.2

200' VC

K = 230

,3

.0

+4.1

9%

150' VC

K = 97

SSD = 774'

PRELIM

IN

ARY

NOT FOR C

T

T

T

T

U P

T

D

R= 4,100.00'

T= 161.64'

L= 323.11'

D

R= 1,500.00'

T= 156.67'

L= 312.22'

D

R= 185.00'

T= 75.70'

L= 143.70'

D

R= 340.00'

T= 89.33'

L= 174.71'

D

R= 340.00'

T= 87.44'

L= 171.18'

D

R= 340.00'

T= 49.58'

L= 98.47'

P T

.4

P C

.5

P T

.7

P C

.3

P T

.0

P C

.6

P T

.4

P C

.4

P T

.6

P C

.3

P T

.8

P C

.9

P T

.5

D

R= 340.00'

T= 66.64'

L= 131.61' e= NC e= 0.040 e= 0.060 e= 0.060 e= 0.060 e= 0.060 e= 0.060

CUYD

EXC.

CUYD

EMB.

190+00185+00180+00175+00170+00165+00160+00

5370 5370

5380 5380

5390 5390

5400 5400

5410 5410

5420 5420

5430 5430

5440 5440

5450 5450 m t-a ff .d g n

I n t_ ft

D

D.9

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Profile grade

Line to be constructed

N

P ip e C u lv e r t

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Billings, MT 59102

2811 Terrace Dr.

Flying 11 Ranch LLC

Billings, MT 59102

2811 Terrace Dr.

Flying 11 Ranch LLC

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Columbus, MT 59019

P.O. Box 6

Richard L Henry

Fishtail, MT 59028

P.O. Box 44

Richard A Blenkner

Columbus, MT 59019

P.O. Box 6

Richard L Henry

Sioux Falls, SD 57108

3010 West 69th St.

Northwestern Energy

CP

14120

CP

14121

CP

14122

CP

14123

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

R

T

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

R

T

P ip e C u lv e r t

P ip e C u lv e r t

P ip e C u lv e r t

-9%

185+98

A

-13%

184+25

A

1A

15A

4A

12 1 990

1,752

See sheets J.1-J.2

Fence, LT

See sheets J.1-J.2

Fence, LT

See sheets J.1-J.2

Fence, RT

See sheet J.3 replace gate

Remove and

See sheets J.4-J.6

Install cattle guard, 24 feet

,3

.1

+2.6

+0.7385%

100' VC

K = 54

SSD = 630' 1

,3

.5

200' VC

K = 54

,4

.5

+4.

+1.90 00%

300' VC

K = 118

SSD = 574'

,4

.0

150' VC

K = 83

,4

.5

+3.7

3%

+3.4

6%

100' VC

K = 350

SSD = 3827'

,4

.5

100' VC

K = 117

,4

.0

+4.2

7%

+2.7

200' VC

K = 132

SSD = 813'

188+25

5,454.25 +0.1818%

100' VC

K = 39

SSD = 466'

PRELIM

IN

ARY

NOT FOR C

D

R= 340.00'

T= 66.64'

L= 131.61'

D

R= 500.00'

T= 103.31'

L= 203.75'

D

R= 400.00'

T= 60.50'

L= 120.10'

D

R= 185.00'

T= 125.38'

L= 220.38'

D

R= 185.00'

T= 95.21'

L= 175.87'

P C

.9

P T

.5

P C

.5

P T

.2

0 P

C

.7

P T

.8

P C

.3

PT 205+

98.70

PC

.3

P T

.1

0 P

O T

.7 e= 0.060 e= 0.056 e= 0.060 e= NC e= 0.040

CUYD

EXC.

CUYD

EMB.

220+00215+00210+00205+00200+00195+00190+00

5430 5430

5440 5440

5450 5450

5460 5460

5470 5470

5480 5480

5490 5490

5500 5500

5510 5510 m t-a fg .d g n

I n t_ ft

D

D.10

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

Existing ground

Profile grade

Line to be constructed

210+50

RECONSTRUCTION

WEST ROSEBUD CREEK ROAD

END MT STILLWATER 207(1)

No Scale

CONNECTION DETAIL

section

See typical surfacing aggregate

Existing

N

.7

.0

See sheets G.X-G.X Construct new bridge Remove existing bridge Allen Grade Bridge

Columbus, MT 59019

P.O. Box 6

Richard L Henry

Denver, CO 80202

1899 Wynkoop ST. STE. 800

Donald E Scott, Fiddler Creek LLC

Fishtail, MT 59028

990 W. Rosebud Rd.

John W & Ruth E Wade

Billings, MT 59102

2811 Terrace Dr.

Flying 11 Ranch LLC

Roscoe, MT 59071

P.O. Box 90

Lazy E L Ranch Corp.

CP

14124

CP

14125

CP

14126

CP

14127

CP

14128

W es t R os eb ud C re ek

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

L

T

El.= 5494.45

E= 1942046.305

N= 398384.521

18A

11A

Mainline 208+04 =

-6

8+

A

B

See sheet E.2

Approach 1000+00

58239

2,136 871

R

T

See sheets J.1-J.2

Fence, RT

Remove gate

See sheet J.3

Install gate

See sheets J.1-J.2

Fence, LT

See sheets J.1-J.2

Fence, RT

See sheets J.1-J.2

Fence, LT

P ip e C u lv e r t

A p p r o a c h

See sheets J.1-J.2

Remove fence, LT

ST T

ST T

ST

ST

T

T

GR LT

GR RT

GR LT

GR RT

Fishtail, MT 59028

990 W. Rosebud Rd.

John W & Ruth E Wade

,4

.7

200' VC

K = 80

,4

.5

+2.6

+2.33 33%

100' VC

K = 279

SSD = 3056'

,4

.5

100' VC

K = 78

,4

.0

+3.6

7%

-0.5357%

200' VC

K = 48

SSD = 360'

,4

.0

+5.

300' VC

K = 51

,4

.4

PRELIM

IN

ARY

NOT FOR C

R= 25.00'

T= 9.46'

L= 18.08'

0 P

C

.0

P T

.0

P O

T

.5 e= 0.000

Line to be constructed

Existing ground

Profile grade

N

CP

14128

(MAINLINE 208+04 LT)

1000+10 TO 1001+00

PRIVATE APPROACH

Approach 1000+00

Mainline 208+04=

El.= 5485.60

E= 1942191.472

N= 398562.648

MAINLINE 208+04

1000+10.00

BEGIN APPROACH ROAD

El.= 5483.35

E= 1942163.157

N= 398478.605

1001+00

END APPROACH ROAD

CUYD

EXC.

CUYD

EMB.

1001+001000+00 m t-a g a .d g n

I n t_ ft

D

E.2

STATE PROJECT

A u g

B E

T H

O M

P S

C h e c k e d b y

D e s ig n e d b y

NOTE:

1. Adjust tie in to match existing field conditions

C/E

P E

,4

.6

-4.0000%

,4

.0

,4

.0

-1.3000%

50' VC

K = 19

,4

.3

5 PRELIM

IN

ARY

NOT FOR C

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

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

S e p

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

STILLWATER COUNTY, MT

Allen Grade Bridge

RG XXXX-A

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

PLAN & ELEVATION

BRIDGE 206+12.40

Centerline bearing

Profile grade

El. 5,486.13

STA. 206+65.00

El. 5,486.69

STA. 205+59.79 2'-9"

Top of curb

Est. Tip El. 5,443.00Est. Tip El. 5,443.00 op max 100 xxx

Q

Q x.x x.x

5,477.24

5,474.84

105'-0" Bridge length

99'-6"2'-9"

DESCRIPTION

5,480

5,490

5,470

N

Abutment 1 Abutment 2

Existing ground @ C of roadwayL bulb-tee girders

Prestressed

BRIDGE SHEET

09/2015

BRIDGE SHEET INDEX

NO.

SHEET

SHEET NO.

1:2 1:

max

1:1.5

Q WS EL. = 5,477.24

BEGIN BRIDGE

END BRIDGE

Centerline bearing -0.5357% grade

No Scale

SSD = 360'

K = 48

200' VC

K = 51

300' VC

,4

.0

,4

.0

-0.5357% +3.6

7%

+5.

,4

.6

,4

.1

.7

.0

LC

PLAN

Bridge

9'-4"105'-0" Bridge length9'-4"

El. 5,486.69

STA. 205+59.79

BEGIN BRIDGE

El. 5,486.13

STA. 206+65.00

END BRIDGE

LC Roadway

LC Roadway

Flow ty p

El. 5,486.45

El. 5,486.45

El. 5,485.89

El. 5,485.89

El. 5,477.85 El. 5,478.41

GRADING PLAN & SECTION

REBAR LIST

REBAR LIST

APPROACH RAILING DETAILS

BRIDGE RAILING DETAILS

BRIDGE RAILING AND CURBS

GIRDER DETAILS

P/S GIRDER SECTIONS

P/S GIRDERS B & C

P/S GIRDERS A & D

DECK PLAN DETAILS

ABUTMENT 2 WING WALLS

ABUTMENT 1 UPSTRM. WING WALLS

ABUTMENT 1 DWNSTRM. WING WALLS

ABUTMENT END WALL DETAILS

ABUTMENT CAP

SUBSURFACE INFORMATION

GENERAL NOTES & FOUNDATION PLAN

PLAN & ELEVATION

RG XXXX-S

RG XXXX-R

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

Structure transition railing (typ.)

Low girder El. = 5,481.07

PRELIM

IN

ARY

NOT FOR C

GENERAL NOTES:

RG XXXX-B

2 of 19 09/2015

G.2

STATE PROJECT

S e p

P

M m t-

A

G B .D

G N

I n t_ ft

D

N

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

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STILLWATER COUNTY, MT

Allen Grade Bridge

BRIDGE 206+12.40

PLAN

GENERAL NOTES & FOUNDATION

STA. 205+59.79

STA. 206+65.00

Abutment 1 Abutment 2

1'-5"1'-5"

2'-10" 3

Bearing @ pile

Bearing @ pile

Test pile

ST-20

ST-19

F lo w

FOUNDATION PLAN AND BORING LOCATIONS

Test pile

ESTIMATE

ITEM NO. DESCRIPTION UNITQUANTITY NOTES

FOOTNOTE:

1 Contract quantity.

BRIDGE SHEET SHEET NO.

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:

END BRIDGE

BEGIN BRIDGE

Roadway

105'-0" Bridge length e q s p a

Bridge

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

For geotechnical information see Geotechnical Report No. 14-3227G, 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.

without splices. Drive pipe piles with inside fit cutting shoes equipped with cutting teeth.

Conform to ASTM A-252 Grade 3, Yield Strength 45. Furnish and drive full length

STEEL PIPE PILING:

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 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, 60 pcf

Active lateral earth pressure: Equivalent fluid unit weight of soil, 38 pcf.

Future wearing surface allowance: 24 psf

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:

LC

LC

LC LC

LC LC

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

14 day set-up period. Use the dynamic load test results to establish the pile driving criteria and the pile tip elevations. See Section 551.

Perform dynamic load testing with signal matching on the first pile driven at each abutment. Perform load tests on test pile during initial drive and during re-strike after

If testing during pile installation indicates the granular backfill is not warranted, it may be eliminated and replaced with concrete backfill with approval of CO.

Following pile cutoff, fill remaining portion of pile with Class A concrete, minimum 5 feet in length.

Resume pile driving to design tip elevation and specified capacity.

Halt pile driving and fill pile with 2-inch minus Foundation Fill to approximate elevation 5,470.

Drive pile with open end fitted with specified cutting shoe to elevation 5,448.0.

Pre-bore or drill pile locations to elevation 5,460.0.

The factored strength 1 limit state axial load per pile = 231 kips.

The required compressive nominal bearing resistance per pile during re-strike = 355 kips.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

FOUNDATION NOTES:

Bearing device, elastomeric

Bridge railing, steel

Reinforcing steel, epoxy coated

Precast, prestressed concrete decked bulb tee girder

Structural concrete, class A(AE)

Dynamic pile load test

Steel pipe pile, 16" dia. x 1/2" thick, in place

Structure excavation

Removal of structures and obstructions, Allen Grade Bridge

56401-1000

55601-0900

55401-2000

55302-3700

55201-0200

55104-1000

55101-1900

20801-0000

20304-1000

EACH

LNFT

LB

LNFT

CUYD

EACH

LNFT

CUYD

LPSM

218.5

10,645

415.4

61.2

2'-9" 99'-6" Span 2'-9"

PRELIM

IN

ARY

NOT FOR C

RG XXXX-C

G.3

STATE PROJECT

S e p

P

M m t-a

G C .d g n

I n t_ ft

D

Profile grade

LEGEND:

WATER LEVELS

After drilling

At completion

While drilling

NOTE:

3.

2.

1.

Existing ground

Allen Grade Bridge

STILLWATER COUNTY, MT

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

B. Wacker None xxxx S. Markwardt J. Schlegelmilch

5,380

5,390

5,400

5,410

5,420

5,430

5,440

5,450

5,460

5,470

5,480

5,490

5,000

SUBSURFACE INFORMATION

09/2015

BRIDGE SHEET SHEET NO.

5,510

5,380

5,390

5,400

5,410

5,420

5,430

5,440

5,450

5,460

5,470

5,480

5,490

5,000

5,510

-0.5357%

BRIDGE 206+12.40

by SK Geotechnical.

see Geotechnical Report No. 14-3227G, prepared

For boring logs and other geotechnical information sampler that was used for each test depth.

the blow count indicates the size of split barrel within that particular interval. The symbol next to

50 blows, the log shows the measured penetration the split barrel did not penetrate 18-inches after

The test is measured in three 6-inch intervals. If required to drive a split barrel sampler 18-inches.

of blows from a 140 lb hammer with a 30-inch drop

The series of numbers on the log shows the number locations.

Subsurface conditions may vary between these conditions encountered at the boring locations shown.

boring logs on this sheet represent the subsurface

See Sheet RGxxxx.B for soil boring locations. The

Blow counts

Blow counts

STA 205+30, 15' Lt

EL: 5479.5'

SP-SM

GP

ML

GP-GC

GP-GC

5428.5

1-2-1 1-1-5

18-35-22

5-6-11

50/0.0ft

25 - 50/0.3ft

50/0.3ft

37 - 50/0.3ft

50/0.0ft

50/0.6ft

50/0.3ft GC

ST-20

STA 206+73, 5' Rt

EL: 5483.0'

ST-19

5411.6

CL

GC

SC

CL

GC

GM

1-1-2

2-3-3

4-6-20

7-31-24

12-20-22

23-50-50/0.5ft

50/0.5ft

24-50/0.2ft

50/0.0ft

24-25-49

50.0/0ft

50/0.3ft

50/0.1ft

17-50/0.3ft

5-50/0.0ft

50/0.4ft

Hollow Stem Auger

HQ Rock Core

NW Casing Advancer

2" OD Split Spoon (SPT)

PRELIM

IN

ARY

NOT FOR C

STILLWATER COUNTY, MT

Allen Grade Bridge

BRIDGE 206+12.40

(12 Req'd.)

No Scale

LC LC

SECTION A-A

DIAPHRAGM ANCHOR BOLT

GIRDER PARTIAL ELEVATION

SCALE: 1" = 1'-0"

@ diaphragm

1" hole and inserts

LC

Scale: 1" = 1'-0"

A307 bolt

1'-6"

" Thread2

8"

DiaphramLC non-shrink grout with 1" layer of diaphragms and topped with concrete

4"4"

#5DE1

#6DE2

" cl. (typ.)2

U.S. DEPARTMENT OF TRANSPORTATION

RG XXXX-I

J. Schlegelmilch As Shown xxxx S. Markwardt J. Schlegelmilch

BRIDGE SHEET

9 of 19 09/2015

DATE

DECK PLAN DETAILS

SHEET NO.

G.9

STATE PROJECT

S e p

P

M m t-

A

G I .D

G N

I n t_ ft

D

#4DE3 Stirrup spacing Diaphragm

LC

DECK PLAN

" = 1'-0"16

3SCALE:

LC

BEGIN BRIDGE

END BRIDGE

5'-0"19 Spa. @ 5'-0" = 95'-0"5'-0"

STA. 205+59.79

STA. 206+65.00

36'-4"32'-4"36'-4"

LC Girder B

Girder CLC

LC Girder A

LC Girder D

Interior girder, typ.

Exterior girder, typ.LC

(typ. for diaphragm placement) 6"Ø blockout

See Drawing M for details

9'-4"9'-4"

Diaphragm Diaphragm

9'-4"

12'-0" 12'-0"

27'-2"

TYPICAL SECTION

" = 1'-0"2

1SCALE:

Bridge rail

1'-7"

LC Bridge

2%2%

" drip groove (typ.)4 diaphragm pour (typ.)

gdr. flange for

6"Ø blockout through

A

A

9"9"9""8 57 eq spa = 5'-3 "8

57 eq spa = 5'-1

#4DE3 Stirrups #4DE3 Stirrups

1'-7"

#6DE4 dowels, typ.

#6DE2

2 - #5DE1 b.f.

Reinforcing symmetrical aboutLC

9"

"8 53'-5"8

56'-9"8 56'-7"8

56'-9"8 53'-5

(typ.). See Detail

1" Anchor bolt

5'-10"

105'-0" place curb Cast in

PRELIM

IN

ARY

NOT FOR C

Proposed culvert invert

Profile grade

Slope 1.7% flowlineExisting flowlineExisting of roadway

Existing edge of roadway

Existing edge centerline

New culvert centerline

New roadway

Existing top of bank

Existing top of bank flowlineExisting

21° LT

Skew

25°

Skew bevel

22.25' RT

42+36.10, 23.46' LT

42+18.74 limits

Construction limits

Construction culvert arch pipe equivalent Existing 48"

FOOTNOTE:

class 2 (riprap bank protection) Placed riprap, method B, existing channel bank as approved by CO.

(nonwoven) behind placed riprap. Shape riprap to protect

Place separation-stabilization geotextile, class 1, type C

Install riprap 1.5 feet thick and to the dimensions shown.

N

2 2

HYDRAULIC INFORMATION PIPE INLET OUTLET

SCALE IN FEET

5 0 5 10 15

0 10 20 30 4010203040

LC

50 60 70

2.5

WALL THICKNESS:

INV N/E/EL: 413768.32/1945987.93/5064.81

SPAN: 57 IN RISE: 38 IN

LENGTH: 50 FT

PIPE SLOPE: 0.017 FT/FT FLOWLINE SLOPE: 0.017 FT/FT

1:2 1:3

PIPE CULVERT DETAIL

42+28 UNNAMED IRRIGATION

5050 5050

TYPE: ARCH CMPQ : N/A

Q : N/A

ACTIVE CHANNEL WIDTH: N/A

BURIAL DEPTH: N/A

LOWER BEVEL HEIGHT: N/A

BEVEL: N/A

HEADWALL: N/A HEADWALL: N/A

BEVEL: N/A

LOWER BEVEL HEIGHT: N/A

BURIAL DEPTH: N/A

HW : N/A

HW : N/A

H.2

STATE PROJECT

A u g

P

M m t-a h b .d g n

U

S S u r

D

B

W A

C K

E R

C h e c k e d b y

C

K N

U T

H D e s ig n e d b y

INV N/E/EL: 413787.18/1946033.04/5063.96

PRELIM

IN

ARY

NOT FOR C

N upstream face of bridge.

Note: Water surface elevations are at

Abutment 2 Abutment 1

NOTE:

F lo w

1:

1.

HYDRAULIC DATA

Q Vm WS EL.

Q

Q

Q

Q

SCALE IN FEET

10 0 10 20

PLAN

1:1.5

H.3

STATE PROJECT

A u g

P

M m t-a h c .d g n

U

S S u r ft

D

W A

C K

R h e c k e d b y

V O

E R

M A

S e s ig n e d b y

5.

4.

3.

2.

1.

Existing ground Proposed bridge grade Profile

Existing stream thalweg

Proposed bridge

New road centerline

New bridge centerline

5,470

5,475

5,480

5,485

5,490

5,465

2,828

2,623

2,405

1,113

5477.52

5477.24

5476.94

5474.84

7.4

7.4

7.3

6.7

A

A

West Ro sebud

Creek

RIPRAP PLAN AND DETAILS

ALLEN GRADE BRIDGE

structure

Existing bridge

SECTION A-A

Q100 W.S.E.

OHW W.S.E.

El. 5,470.96 El. 5,470.96

Stream thalweg

(T y p

4' (Typ.)

El. = 5,481.97 Min. low chord

3' (Typ.)

Placed riprap, method B class 4 class 4 method B, Placed riprap, class 4 (Typ.)

method B, Placed riprap, Separation-stabilization geotextile class 1, type C (nonwoven)

(Typ.)

by CO.

with proposed channel and existing slopes as approved

Adjusts limits and geometry of placed riprap to blend in place as approved by CO.

Large boulders encountered during excavation will remain

Extend excavation to bedrock if encountered.

backfilling above placed riprap.

Conserve existing streambed material and boulders for class 4.

material suitable for reuse as placed riprap, method B stream banks, and existing bridge abutments. Conserve

Remove all concrete and placed riprap from streambed, PRELIM

IN

ARY

NOT FOR C

CONTROL SIGNING PLAN

TEMPORARY TRAFFIC

m ile s

Co lu m bu s

SCALE IN MILES

0 211

K.2

STATE PROJECT

NUMBER

A u g u s t

U

S S u r

D

F h ig h w a y s F

H W

A

W e s t_

R o s e b u d D e s ig n T e m p o r a r y T r a ff ic C o n tr o l\ m t-a jb .d n

B E

K N

U

H

C h e c k e d b y

D e s ig n e d b y

FISHTAIL

507+00

SUSPEND WORK

500+00

BEGIN PROJECT

20+01.15 AH

505+00 BK =

CONTINUE PROJECT

210+50

END PROJECT

N or th

S ou th

Arn ey

Box

Cany on

Ca nyo n

Mi dn igh t

Mi dn igh t

Creek

Sheep

C re ek

Cr ee k

Cr ee k

Cr ee k

Cr ee k

Cr eek

Creek

De an

Ba si n

BUTTE

FISHTAIL

F is ht ai l

TWIN BUTTES

NELLIES

M cD o nald

B asin

F id dl er

F id dl er

Phillip s

Ditc h

Fiddler

Fo rk

F id d le r

In g e r s o ll

E

0.1

E

C

0.3

B

West

R o s e b u d

Cr ee k

C r e e k

C r e e k

C re ek

F is ht a il

B u tc h e r

C r

C h im n e y

R o s e b u d

A nt el op e

We st

C re ek

Cr

Antelpoe

Hill

Yancey

B

E

E

0.4 B

9C

B 206

B

0.4

S-4

P

C r e e k

C r e e k

A n te lo p e

C r e e k

FISHTAIL

ROSCOE

PRELIM

IN

ARY

NOT FOR C