PRELIMINARY_MT_SWEETGRASS_210(1)_PLAN_SET(R).pdf

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

Project Location

APPROVED:

DATE

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

SPECIFICATION:

Western Federal Lands Highway Division

Director, Project Delivery,PROJECT MANAGER

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PLANS PREPARED BY

PLANS FOR PROPOSED PROJECT

MT SWEETGRASS 210(1)

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

IMPROVEMENTS

MAIN BOULDER RIVER ROAD

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 Glasgow

HAVRE

Shelby

FALLS

GREAT

Lewistown

Dillon

E N

O T

S

WOLLEY

R E

VIR

90 15

2 2

MONTANA

REVIR

Grading, base, drainage and structures e (max)

V

ADT 2036

ADT 2016

6%

30 MPH

Scale in miles

10 5 0 10 20 30

N

BIG TIMBER

1644+75

BEGIN PROJECT

1999+23

END PROJECT

K. WONG

INDEX TO SHEETS

SEE SHEET A.2 FOR

Projects, FP-14.

of Roads and Bridges on Federal Highway

Standard Specifications for Construction

OPTION A SCHEDULE - LENGTH 0.293 MILES

BASE SCHEDULE - LENGTH 2.400 MILES

SWEET GRASS COUNTY, MONTANA

A.1

STATE PROJECT

NUMBER

SHEET

I n t_ ft

D c m y fi le s p w p r o d u c ti o n d m t-a a a .d g n

MT SWEETGRASS 210(1)

A

M

A u g u s t

K

H a r r is o n

W F L

H

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc tio

INDEX TO SHEETS

INDEX TO SHEETS

INDEX TO SHEETS

H. DRAINAGE

G. RETAINING WALL(S)

F. EROSION AND SEDIMENT CONTROL PLAN

E. APPROACH ROADS & TURNOUTS

D. PLAN-PROFILE

C. TYPICAL SECTION(S)

B. SUMMARIES

A. GENERAL INFORMATION

H.29

H.28

H.27

H.26

H.25

H.24

H.23

H.22

H.20-21

H.19

H.18

H.17

H.16

H.15

H.14

H.13

H.12

H.11

H.10

H.4-9

H.1-3

G.5-7

G.4

G.3

G.2

G.1

F.8-16

F.7

F.6

F.3-5

F.1-2

E.2

E.1

D.16-17

D.2-15

D.1

C.2

C.1

B.5-7

B.1-4

A.4

A.3

A.2

A.1

RIPRAP REVETMENT

STANDARD UNDERDRAIN SYSTEM DETAILS

PLACED RIPRAP AT CULVERT OUTLETS

RIPRAP HEADWALL DETAILS

ROCK WEIR DETAIL

CULVERT SEDIMENT RETENTION SILL DETAILS

SIMULATED STREAM CULVERT TREATMENT

BOX CULVERT RIPRAP END TREATMENT DETAILS

BOX CULVERT STRUCTURAL DETAILS

UNNAMED TRIBUTARY CULVERT STA 1961+32 PLAN AND PROFILE

SHORTY CREEK CULVERT STA 1951+43 PLAN AND PROFILE

EAST CHIPPY CREEK CULVERT STA 1882+48 PLAN AND PROFILE

UNNAMED TRIBUTARY CULVERT STA 1827+63 PLAN AND PROFILE

UNNAMED TRIBUTARY CULVERT STA 1796+89 PLAN AND PROFILE

BLAKELY CREEK CULVERT STA 1792+49 PLAN AND PROFILE

UNNAMED TRIBUTARY CULVERT STA 1787+28 PLAN AND PROFILE

GRAHAM CREEK CULVERT STA 1703+33 PLAN AND PROFILE

MILLER CREEK BRIDGE PLAN AND PROFILE

TWO MILE BRIDGE PLAN AND PROFILE

STANDARD DRAWINGS

TABULATION OF DRAINAGE QUANTITIES

MSE WALL PROFILE

SPECIAL ROCK EMBANKMENT & ROCKERY & RECP TYPICAL SECTION

MSE WALL DRAINAGE DETAILS

MSE WALL (GEOGRID) DETAILS

MSE WALL TYPICAL SECTION

EROSION CONTROL PLAN

CHECK DAM

SILT BARRIER DETAILS

STANDARD DRAWINGS

TABULATION OF QUANTITIES

ROAD APPROACH AND TURNOUT DETAILS

SURVEY CONTROL

PLAN AND PROFILE

TRAVELED WAY WIDTH & CURVE WIDENING LOCATIONS

TYPICAL SECTION

OPTION A SCHEDULE - SUMMARY OF QUANTITIES

BASE SCHEDULE - SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

INDEX TO SHEETS

TITLE SHEET

INDEX TO SHEETS

M. BRIDGES

L. ROADSIDE DEVELOPMENT

K. PERMANENT TRAFFIC CONTROL PLAN

J. TEMPORARY TRAFFIC CONTROL PLAN

I. SAFETY FEATURES

A.2

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a a a .d g n

MT SWEETGRASS 210(1)

A u g u s t

H a r r is

N in h P h a

C h e c k e d b y

D e s ig n e d b y

N. MATERIAL

MILLER CREEK PIT RECLAMATION PLAN

MILLER CREEK PIT OPERATION PLAN

APPROACH SLAB DETAILS

EPOXY COATED REINFORCING STEEL BAR LIST

MILLER CREEK BRIDGE (CONTINUE)

N.3-4

N.1-2

M.40

M.39

REINFORCING STEEL BAR LIST

RAILING DETAILS

DECK FINISH GRADE ELEVATIONS

BEARING DETAILS

INTERIOR BOX BEAM DETAILS

EXTERIOR BOX BEAM DETAILS

TYPICAL SECTION AND DECK REINFORCEMENT

FRAMING PLAN

ABUTMENT WINGWALLS

ABUTMENT REINFORCEMENT

ABUTMENT LAYOUT

FOUNDATION LAYOUT

GENERAL NOTES

PLAN AND ELEVATION

:MILLER CREEK BRIDGE

APPROACH SLAB DETAILS

EPOXY COATED REINFORCING STEEL BAR LIST

REINFORCING STEEL BAR LIST

RAILING DETAILS

DIAPHRAGM DETAILS

GIRDER DETAILS

INTERIOR GIRDER TOP FLANGE

EXTERIOR GIRDER TOP FLANGE

GIRDER SECTIONS

INTERIOR GIRDER

EXTERIOR GIRDER

TYPICAL SECTION AND FRAMING PLAN

ABUTMENT WINGWALLS

ABUTMENT ENDWALL

ABUTMENT LAYOUT

FOUNDATION LAYOUT

GENERAL NOTES

PLAN AND ELEVATION

:TWO MILE BRIDGE

LOCATIONS OF UNDERGROUND TELEPHONE CONDUITS

REMOVE AND RESET STONE PILLAR POST FENCE

REMOVE AND RESET STONE PILLAR MAILBOX

STANDARD DRAWINGS

TABULATION OF QUANTITIES

PERMANENT TRAFFIC CONTROL PLANS

MONTANA MILEPOST DETAILS

CULVERT DELINEATOR DETAILS

MONTANA DELINEATORS

PERMANENT SIGN INSTALLATION STEEL U-POST

TABULATION OF QUANTITIES

MISCELLANEOUS SIGN DETAILS

STANDARD DRAWINGS

STRUCTURE TRANSITION RAILING DETAILS

GUARDRAIL STANDARD DRAWINGS

M.38

M.36-37

M.35

M.34

M.33

M.32

M.31

M.30

M.28-29

M.27

M.26

M.25

M.24

M.23

M.22

M.21

M.19-20

M.16-18

M.15

M.14

M.13

M.12

M.11

M.10

M.9

M.8

M.6-7

M.5

M.4

M.3

M.2

M.1

L.9

L.8

L.7

L.2-6

L.1

K.7-13

K.6

K.5

K.4

K.3

K.1-2

J.8-9

J.2-7

J.1

I.3

I.1-2

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

EAST BOULDER PLATEAU

WEST BOULDER PLATEAU

Approx. 23 m iles

To Big Tim ber

GALLATIN NATIONAL FOREST

SWEETGRASS COUNTY

PARK COUNTY

M A

IN

ROAD

Mountain Tee Pee

Chrome Mountain

IN

D

E F

IN

IT

E

B O

U N

D A

R Y

INDEFINITE

BOUNDARY

INDEFI

NIT

E

BOUNDARY

BEGIN PROJECT

C h ip p y

S h o r ty

END PROJECT

F ro ze

T

C r e e k

BOULDER R

IVER

C r e e k

Contact Mountain

Campground

Aspen

Campground

Chippy Park

Campground

Falls Creek

G rouse

Taylor Flat

Burns Flat

N

Contact

C re e k

Baker Mountain

Mount Has

Creek

Green Mountain

VICINITY MAP

Ranger Station

Main Boulder

BOULDER

Bridge

Natural

Campground

Hell Canyon

SCALE IN MILES

1 0.5 0 1 2

C r e e k

G ra h m e e k

B la k e ly

Creek Sh ee p

C re e k

W est

C hippy

C re e k

S il v e rl in C re e k

F ir e w a te r

C re e k

R a sp b e rr y

C re e k

G reat Falls

C re e k

Falls C reek

G ro u s e

Creek

N o rt h

F o rk

M il le r

C re e k

Death

SWEETGRASS COUNTY

PARK COUNTY

Material Source

USFS MILLER PIT

S u s p e n d w o r k

R e s u m e w o r k

S u s p e n d w o r k

R e s u m e w o r k

S u s p e n d w o r k

R e s u m e w o r k

S u s p e n d w o r k

R e s u m e w o r k

S u s p e n d w o r k

R e s u m e w o r k

A.4

STATE PROJECT

NUMBER

SHEET

A u g u s t

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a a c .d g

MT SWEETGRASS 210 (1)

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

BASE SCHEDULE

1644+75

MT SWEETGRASS 210(1)

IMPROVEMENTS

MAIN BOULDER RIVER ROAD

END WORK

BASE SCHEDULE

1963+00

MT SWEETGRASS 210(1)

IMPROVEMENT

MAIN BOULDER RIVER ROAD

BEGIN WORK

OPTION A SCHEDULE

1983+75

MT SWEETGRASS 210(1)

IMPROVEMENTS

MAIN BOULDER RIVER ROAD

OPTION A SCHEDULE

1999+23

MT SWEETGRASS 210(1)

IMPROVEMENTS

MAIN BOULDER RIVER ROAD

Falls

Nurses Lakes

PRELIM

IN

ARY P

LA

N

Not For

Con str uc le a r in g l im it

1:4 1:4

C le a r in g l im it

LC

Profile grade stimil tnemhsilbatse frut

5'

Tu rf es tab lis hmen t l im its

Existing ground

ROUNDING DETAIL

CUT SLOPE

S lo p e s ta k e

D

0.25 D

ROUNDING DETAIL

FILL SLOPE

C le a r in g l im it

C le a r in g l im it

D

5'5' B=5'5'

5'

Existing ground0.25 D

Slope stake

FOOTNOTE:

of conserved topsoil over all fills

Place 3-inch depth layer

MAIN BOULDER RIVER ROAD

TYPICAL SECTION

[5] [4]

[5]

[3]

Va ria ble

[3]

Va

[2] 3% Crown

[1]Traveled way

[3

Va

Pay limit for aggregate surface

Aggregate surface course, 8-inch depth

Include quantitities for turnouts, curve and guardrail widening. [6] require reduced rounding.

See SCR Subsection 107.10 for wetland and other areas that[5] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height[4]

Construct slopes as shown in the Staking Report.[3] the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated on[2] location.

See Sheet C.2 for traveled way widths and curve widening[1]

C.1

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a c a .d g n

MT SWEETGRASS 210(1)

P

A u g u s t

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

CURVE WIDENING LOCATIONS

TRAVELED WAY WIDTH &

NOTE:

Curve widening is reflected in the Staking Reports.1.

C.2

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a c b .d g n

MT SWEETGRASS 210(1)

A u g u s t

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc s la b

.3

B e g in b r id g e a p p r o a c h s la b

.3

E n d b r id g e a p p r o a c h

N

Line to be constructed

Profile grade

Existing ground

BEGIN PROJECT

P C

.9

Main Boulder River

Main Boulder River

Pinochle Inn

I n s ta ll p ip e c u lv e r t

R e m o v e e x is ti n g c u lv e r t bridge replacement

Bridge upon completion of

Remove existing Two Mile

See Section H & M

Two Mile Bridge

Construct new

See Section H

Riprap ditch

See Section H

Riprap ditch

F

T

T

F

ST

ST

ST

ST

Guardrail LT

Guardrail RT

4.15 %

1652+70

Curve= MLPIH_A-1

D

R= 500.00'

T= 59.69'

D

R= 115.00'

T= 65.20'

Curve= MLPIH_A-2

D

R= 115.00'

T= 52.09'

Curve= MLPIH_A-3 e= 0.0340

L= 118.82' e= 0.0400

L= 118.63' e= 0.0400

L= 97.82'

See Section E

Construct turn out

EL= 5,265.16

E= 1784329.85

N= 452605.54

UTILITY CONTACT:

406-222-3100 Livingston, Montana 59047 P.O. Box 1119 Park Electric

POWER:

406-394-7807 406-394-2859 Harve, Montana 59501-1140 P.O. Box 1140 Triangle Communication

TELEPHONE:

CPCP

CP

CP

14107

14106

14105 a t a p p r o a c h r o a d

I n s ta ll p ip e c u lv e r t

See cross sections

Special ditch Lt.

10,319 (included 287 CUYD conserved topsoil)

346 (included 68 CUYD conserved topsoil)

-14.0 %

1654+92

-8.10 %

1646+37

9 ft. dia. boulder

Remove and reset

CUYD

EXC.

CUYD

EMB.

1655+001652+501650+001647+501645+00

5230 5230

5235 5235

5240 5240

5245 5245

5250 5250

5255 5255

5260 5260

5265 5265

5270 5270

D.2

STATE PROJECT

NUMBER

SHEET

MT SWEETGRASS 210(1)

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fb .d g

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

Great Falls Creek

USFS Trailhead

Remove sign

Remove sign

Remove sign

Remove sign

Remove sign Remove sign

Remove sign

BASE SCHEDULE

1644+75.00

MT SWEETGRASS 210(1)

ROAD IMPROVEMENTS

MAIN BOULDER RIVER

P O

T

.0

P C

.4

P T

.2

P C

.9

PT

.5

PC

.2

P T

.0

P C

.9

P C

C

.9

C S P

IN

V .I

N

C S P

IN

V .O

U T

T

T

T

Y P

C E S P

IR

,2

.5

-0.6123%

-4.5000%110' VC

K = 28

SSD = 333'

,2

.1

180' VC

K = 47

,2

.0

-0.6500%

180' VC

K = 41

+3.7

0%PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Line to be constructed

Profile grade

Existing ground

-12%

1657+09

Curve= MLPIH_A-5

D

R= 400.00'

T= 76.80'

Curve= MLPIH_A-6

D

R= 900.00'

T= 72.46'

Curve= MLPIH_A-7

D

R= 145.00'

T= 58.30'

Curve= MLPIH_A-8

D

R= 345.00'

T= 62.98'

D

R= 200.00'

T= 61.87'

Curve= MLPIH_A-4 e= 0.0400

L= 120.00' e= 0.0380

L= 151.76' e= 0.0380

L= 144.60' e= 0.0600

L= 110.87' e= 0.0560

L= 124.59'

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

EL= 5,254.31

E= 1785749.58

N= 451441.77

1665+00

SUSPEND WORK

CP

CP

CP

CP

14108

14110

14111

M a in B o u ld e r R iv e r

See cross sections

Special ditch Lt.

1138 (included 276 CUYD conserved topsoil)

Remove sign

CUYD

EXC.

CUYD

EMB.

1670+001667+501665+001662+501660+001657+501655+00

5230 5230

5235 5235

5240 5240

5245 5245

5250 5250

5255 5255

5260 5260

5265 5265

5270 5270

D.3

STATE PROJECT

NUMBER

SHEET

MT SWEETGRASS 210(1)

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fc .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

P C

.9

P C

C

.9

P T

.6

P C

.1

1 1 0P

T

.7

P C

.0

P T

.9

P

C

.9

P T

.5

RES

ID

ENTS

IG

N

RES

ID

ENTS

IG

N

T

T

TV

USF

S

ROAD

SI

GN

,2

.3

180' VC

K = 43

SSD = 345'

,2

.3

-0.5005%

-0.6250%

180' VC

K = 1445

SSD = 8755'

,2

.9

180' VC

K = 2034

,2

.3

-0.5365%PRELIM

IN

ARY P

LA

N

Not For

Con str uc

EL= 5,369.48

E= 1787156.82

N= 448447.01

1700+75

RESUME WORK

Existing ground

Profile grade c u lv e r t

I n s ta ll x c o n c r e te b o x

R e m o v e e x is ti n g c u lv e r t

I n s ta ll p ip e c u lv e r t

Curve= MLPIH_A-19

D

R= 1,650.00'

T= 135.27'

Curve= MLPIH_A-20

D

R= 835.00'

T= 120.17'

Curve= MLPIH_A-21

D

R= 345.00'

T= 86.16'

Curve= MLPIH_A-22

D

R= 1,050.00'

Curve= MLPIH_B-1 Curve= MLPIH_B-2

D

R= 350.00'

T= 36.23'

Curve= MLPIH_B-3

D

R= 2,100.00'

T= 36.65'

I n s ta ll p ip e c u lv e r t e= 0.0300

L= 269.94' e= 0.0400

L= 238.70' e= 0.0560

L= 168.86' e= 0.0360

T= 36.63' e= 0.0560

L= 72.19' e= 0.0300

L= 73.29'

Standard underdrain system

CP

CP

CP

14116

14117

14118

CP

14115

See Section E

Construct turnout

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

Line to be constructed

GRAHAM CREEK

See Section H

Riprap ditch mechanically- placed embankment

Special rock

Retaining wall

Design-build

1008 (included 265 CUYD conserved topsoil) single-lane road 1711+25 two-lane road to

Begin transition of

E Q S

T A

T I O

N

Existing ground

Profile grade

CUYD

EXC.

CUYD

EMB.

1715+001712+501710+001707+501705+001702+501700+00

5340 5300

5345 5305

5350 5310

5355 5315

5360 5320

5365 5325

5370 5330

5375 5335

5380 5340

D.4

STATE PROJECT

NUMBER

SHEET

MT

SWEETGRASS 210(1)

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a ff .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

Remove sign

Remove sign

0 P

T

.6

P C

.7

P T

.4

P C

.4

P T

.2

P C

.6

P T

.9

P C

.5

P T

.7

P C

.9

P T

.2

5 P

C

.1

A H

B K

M T L

F T

M T L

F T

,3

.7

6.

270' VC

K = 40

SSD = 294'

,3

.5

-0.8000%

-7.4250%200' VC

K = 30

SSD = 263'

,3

.0

-8.0500%240' VC

K = 384

SSD = 1846'

,3

.7

240' VC

K = 38

-8.0500%

-1.7442%

240' VC

K = 38

,3

.4

-0.5500%

120' VC

K = 100

-8.0500%

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Profile grade

Existing ground

Standard underdrain system

Curve= MLPIH_B-4

D

R= 2,100.00'

T= 48.85'

D

R= 2,100.00'

T= 95.86'

Curve= MLPIH_B-5

Curve= MLPIH_B-6

D

R= 500.00'

T= 57.65'

Curve= MLPIH_B-7

D

R= 350.00'

T= 34.20'

Curve= MLPIH_B-8

D

R= 700.00'

T= 80.04' Curve= MLPIH_B-9

D

R= 350.00'

T= 120.11' e= 0.0300 L= 97.68' e= 0.0300 L= 191.59' e= 0.0300 L= 114.79' e= 0.0300 L= 68.19' e= 0.0300 L= 159.38' e= 0.0300 L= 231.40'

CP

CP

CP

14119

14120

14121

Design-build retaining wall

See Section E Construct turnout See Section E

Construct turnout mechanically- placed

Special rock embankment

BEAVER POND AREAS

Line to be constructed

I n s ta ll in c h o u tl e t p ip e

I n s ta ll in c h o u tl e t p ip e

I n s ta ll in c h o u tl e t p ip e

I n s ta ll in c h o u tl e t p ip e

3-4 ft. dia. boulders (3)

Remove and reset

CUYD

EXC.

CUYD

EMB.

1730+001727+501725+001722+501720+001717+501715+00

5285 5285

5290 5290

5295 5295

5300 5300

5305 5305

5310 5310

5315 5315

5320 5320

5325 5325

D.5

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fg .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

5 P

C

.1

P T

.8

P C

.5

0 P

T

.1

P C

.0

P T

.8

5 P

C

.5

P T

.7

P C

.9

P T

.3

P C

.8

T

T O P

W A T E R

T O P

W A T E R

T O P

W A T E R

T O P

W A T E R

T O P

W A T E R

T O P

W A T E R

,3

.0

-0.5500% +0.5008%

120' VC

K = 114

,3

.2

120' VC

K = 96

,3

.2

+1.754

4%

180' VC

K = 65

SSD = 482'

,3

.6

-1.0000%

120' VC

K = 44

,3

.0

+1.757 1%

120' VC

K = 119

SSD = 1131'

,3

.6

+0.7500% -0.7500%

120' VC

K = 80

SSD = 779'

,3

.7

160' VC

K = 37

+3.5

0%

+3.5

0%

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

CUYD

EXC.

CUYD

EMB.

1745+001742+501740+001737+501735+001732+501730+00

5335 5335

5325 5325

Existing ground

Profile grade

1732+00

SUSPEND WORK

underdrain system

Standard

I n s ta ll p ip e c u lv e r t

EL= 5,318.12

E= 1789059.37

N= 446078.56

Line to be constructed

CP

CP

CP

CP

CPCP

14121

14122

14123

14124

14125

See Section E

Construct turnout

D.6

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fh .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

P T

.2

T W P

,3

.1

+3.5

0%

+1.3500

140' VC

K = 64

SSD = 560'

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Profile grade

Existing grade

1783+50

RESUME WORK

EL= 5,354.03

E= 1788969.27

N= 441409.07

See Section H

Riprap ditch

I n s ta ll r o u n d p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t s tr u c tu r a l p la te p ip e a r c h

I n s ta ll .3 x .2

Curve= MLPIH_C-9

D

R= 600.00'

T= 94.95'

Curve= MLPIH_C-10

D

R= 235.00'

T= 72.47'

D

R= 235.00'

T= 51.10'

Curve= MLPIH_C-11 e= 0.0460

L= 188.35' e= 0.0600

L= 140.59' e= 0.0400

L= 100.62'

See Section H

Riprap ditch

BLAKELY CREEK

-12.75%

1793+46

P T

.1

Line to be constructed

CP

CP

CP

CP

14135

14134

14133

14132

534 (included 247 CUYD conserved topsoil)

Curve= MLPIH_C-8

D

R= 600.00'

T= 114.44' e= 0.0460

L= 226.15'

CUYD

EXC.

CUYD

EMB.

1795+001792+501790+001787+501785+001782+501780+00

5350 5350

5355 5355

5365 5365

5375 5375

5385 5385

D.7

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fl .d

H a r r is

.P h

C h e c k e d b y

D e s ig n e d b y

Remove sign

Remove sign

PC

.6

P C

C

.6

P T

.8

P C

.6

P T

.0

P C

.9

P T

.5

P C

.4

P T

.1

M P

A S

PE

N -C

G

T W

P- 2-

5- .6

C A

M P

P

O S T

S

IG

N

S U P

,3

.0

+2.6

% 1

,3

.0

+2.6

270' VC

K = 69

,3

.4

6.

-5.0000%

180' VC

K = 16

SSD = 184'

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Existing ground

Profile grade

1801+50

SUSPEND WORK

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

-2.25%

1797+92

D

R= 235.00'

T= 29.13'

Curve= MLPIH_C-12

D

R= 175.00'

T= 124.60'

Curve= MLPIH_C-13 e= 0.0400

L= 57.97' e= 0.0600

L= 216.56' p ip e c u lv e r t

I n s ta ll r o u n d r o a d c u lv e r t

I n s ta ll a p p r o a c h

EL= 5,375.42

E= 1789822.03

N= 440188.09

Line to be constructed

CPCP

CP

CPCPCPCP

14136

14137

760 (included 196 CUYD conserved topsoil)

See cross sections

Special ditch Lt.

Remove sign

See Section H

Riprap ditch

Sign to be removed by others

CUYD

EXC.

CUYD

EMB.

1805+001802+501800+001797+501795+00

D.8

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fm .d g n

MT SWEETGRASS 210(1)

A u g u s t

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

P T

.1

P C

.6

P T

.6

P C

.9

P T

.5

E L

K W

IN

T E

R R

A N

G E

E L

K W

IN

T E

R R

A N

G E

T

C A

M P

,3

.9

,3

.0

-0.5000%

-2.5000%

120' VC

K = 60

SSD = 600'

,3

.3

150' VC

K = 38 1

,3

.5

+1.500 0%

120' VC

K = 41

SSD = 426'

,3

.4

-1.4500%

170' VC

K = 38

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Profile grade

Existing ground

I n s ta ll p ip e c u lv e r t

I n s ta ll r o u n d p ip e c u lv e r t

1826+00

RESUME WORK

EL= 5,400.50

E= 1790259.70

N= 438110.37

1831+00

SUSPEND WORK

See Section H

Riprap ditch

Line to be constructed

Curve= MLPIH_C-22

D

R= 950.00'

T= 130.82'

Curve= MLPIH_C-23

D

R= 725.00'

T= 141.94' e= 0.0380

L= 260.00' e= 0.0420

L= 280.33'

EL= 5,407.62

E= 1790644.18

N= 437803.28

CP

CP

CP

14143

14142

14141

422 (included 151 CUYD conserved topsoil)

See cross sections

Special ditch Lt.

CUYD

EXC.

CUYD

EMB.

1835+001832+501830+001827+501825+001822+501820+00

5380 5380

5385 5385

5390 5390

5395 5395

5400 5400

5405 5405

5410 5410

5415 5415

5420 5420

D.9

STATE PROJECT

J u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fo .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

10 ft. dia. boulder

Remove and reset

P C

C

.1

P T

.4

A Z

D

IS

T

C A

M P

T

W P -6 -2

.0

C

M P

C

M P F U

LL

C

M P -0 .5

F U

LL

C

M P

II

C -2

-3

,4

.8

8.

+1.500 0%

340' VC

K = 52

SSD = 336'

,4

.8

+1.500 0%

350' VC

K = 51

SSD = 330'

-5.4205%

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

5415 5430

Profile grade

Profile grade

Existing ground

Existing ground+2.50 00%

+2.50 00%

1855+00

RESUME WORK

EL= 5,429.55

E= 1791180.50

N= 435489.65

Line to be constructedSee Section H

Riprap ditch

Curve= MLPIH_D-7

D

R= 1,200.00'

T= 30.91'

D

R= 1,200.00'

T= 46.45'

Curve= MLPIH_D-8

D

R= 1,200.00'

T= 29.54'

Curve= MLPIH_D-9 Curve= MLPIH_D-10

D

R= 600.00'

T= 49.80'

D

R= 600.00'

T= 40.55'

Curve= MLPIH_D-11

Curve= MLPIH_D-12

D

R= 1,200.00'

T= 44.78'

See Section H

Riprap ditch

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t e= 0.0320

L= 61.80' e= 0.0320

L= 59.06' e= 0.0320

L= 92.86' e = 0.0460

L= 99.36' e= 0.0460

L= 80.97' e= 0.0320

L= 89.52'

CP

CP CP

14149 14148

14147

See Section E

Construct turnout

3152 (included 275 CUYD conserved topsoil)

CUYD

EXC.

CUYD

EMB.

1865+001862+501860+001857+501855+001852+501850+00

5385 5430

5390 5435

5395 5440

5400 5445

5405 5450

5410 5455

5415 5460

5420 6465

5425 5470

D.10

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fq .d

H a r r is h

C h e c k e d b y

D e s ig n e d b y

P T

.7

P C

.7

P T

.5

P C

.4

P T

.3

P C

.1

P T

.2

P C

.6

P T

.0

P C

.4

P T

.4

P C

.8

P T

.3

,4

.5

,4

.6

7.

-0.7500%

180' VC

K = 22

SSD = 222'

,4

.1

175' VC

K = 52

+2.6

,4

.6

+2.6

200' VC

K = 37

,4

.2

8.

+3.6

9%

90' VC

K = 20

SSD = 291'

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Profile grade

Profile grade

Existing ground

Existing ground

CUYD

EXC.

CUYD

EMB.

1880+001877+501875+001872+501870+001867+501865+00

5450 5430

5455 5435

5460 5440

5465 5445

5470 5450

5475 5455

5480 5460

5485 5465

5490 5470

Line to be constructed

See Section H

Riprap ditch

See Section H

Riprap ditch

,4

.0

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

-9.00%

1874+25

I n s ta ll p ip e c u lv e r t

Curve= MLPIH_D-13

D

R= 1,000.00'

T= 38.69'

Curve= MLPIH_D-14

D

R= 500.00'

T= 84.62'

Curve= MLPIH_D-15

D

R= 725.00'

T= 100.64'

Curve= MLPIH_D-16

D

R= 500.00'

T= 60.22'

Curve= MLPIH_D-17

D

R= 600.00'

T= 168.49' e= 0.0360

L= 77.35' e= 0.0500

L= 167.66' e= 0.0420

L= 200.00' e= 0.0500

L= 119.87' e= 0.0460

L= 328.51'

Standard underdrain system

CP

CP

CP

14152

14151

14150

See cross section

Special ditch Lt.

4845 (included 496 CUYD conserved topsoil)

See Section E

Construct turnout two-lane road 1872+00 single-lane road to

Begin transition of

D.11

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fr .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

Remove sign

Remove sign

P T

.3

P C

.0

P T

.3

P C

.9

P T

.5

P C

.0

P C

C

.0

P T

.9

P C

.3

C M

P T

O P

T O

P

C M

P F

U L

T

U S F E

E

C H I P P

Y P

A R

K C

G C

H I P P

Y P

A R

K C

G

C A

M P L E F T

,4

.0

+3.6

9%

-8.0000%

225' VC

K = 19

SSD = 205'

-8.0000%

200' VC

K = 18

,4

.9

+2.9

+1.550 0%

120' VC

K = 84

SSD = 819'

,4

.5

300' VC

K = 47

-8.0000%

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

CUYD

EXC.

CUYD

EMB.

1895+001892+501890+001887+501885+001882+501880+00

Profile grade

Existing ground

I n s ta ll p ip e c u lv e r t

1885+00

SUSPEND WORK

D

R= 145.00'

T= 46.81'

Curve= MLPIH_D-18 D

Curve= MLPIH_D-19

R= 450.00' e= 0.0400

L= 90.55' e= 0.0360

L= 86.12'

T= 43.19'

EL= 5,462.31

E= 1791403.97

N= 432629.81

Line to be constructed

EAST CHIPPY CREEK

See Section H

Riprap ditch s tr u c tu r a l p la te p ip e a r c h

I n s ta ll

.6 x .9

R e m o v e e x is ti n g c u lv e r t

CP

CP

CP

14153

14154

798 (included 185 CUYD conserved topsoil)

Remove sign

D.12

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fs .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

P T

.8

P C

.4

P T

.0

P C

.7

P T

.9

E Q S

T A

T I O

N

P I C

N I C

E C

H I P P

Y C

R

F T C

M P

F T C

M P

I N

F O

I N

F O

P I C

N I C A

R E

A

P I C

N I C A

R E

A

,4

.9

8.

250' VC

K = 20

SSD = 209'

,4

.3

-4.4000%

,4

.5

300' VC

K = 47 PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Profile grade

Profile grade

Existing ground

Existing ground

Line to be constructed

1949+25

RESUME WORK

See Section H Riprap Ditch

D

R= 450.00'

T= 72.94'

Curve= MLPIH_E-25 Curve= MLPIH_E-26

D

R= 485.00'

T= 54.26'

D

R= 485.00'

T= 55.63'

Curve= MLPIH_E-27 Curve= MLPIH_E-28

D

R= 245.00'

T= 78.31'

Curve= MLPIH_E-29

D

R= 2,500.00'

T= 49.46' e= 0.0520

L= 144.62' e= 0.0500

L= 108.07' e= 0.0500

L= 110.78' e= 0.0600

L= 151.60' e= 0.0300

L= 98.91'

I n s ta ll r o u n d p ip e c u lv e r t

R e m o v e e x is ti n g c u lv e r t

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

I n s ta ll p ip e c u lv e r t

-3.00%

1958+29 9

-7.87%

1960+35

-5.65%

1961+74

EL= 5,557.17

E= 1792059.87

N= 426746.77

EL= 5,515.16

E= 1791923.76

N= 425402.27

CP

CP

CP

14165

14166

SHORTY CREEK

p p r o a c h r o a d

I n s ta ll p ip e c u lv e r t a p p r o a c h r o a d

I n s ta ll p ip e c u lv e r t a p p r o a c h r o a d

I n s ta ll p ip e c u lv e r t

1503 (included 350 CUYD conserved topsoil)

See cross sections

Special Ditch Lt.

See cross sections

Special Ditch Lt.

p ip e c u lv e r t

I n s ta ll r o u n d c u lv e r t

R e m o v e e x is ti n g

-5.50%

1961+82

CUYD

EXC.

CUYD

EMB.

1964+001961+501959+001956+501954+001951+501949+00

5520 5495

5525 5500

5530 5505

5535 5510

5540 5515

5545 5520

5550 5525

5555 5530

5560 5535

D.13

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fx .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

BASE SCHEDULE

1963+00

END WORK

P C

.2

P T

.9

P C

.7

P T

.7

P C

.6

P T

.4

P C

.0

P T

.6

P C

.7

P T

.6

T

W P

A

I N

V I N

C H

B L

K P

L A

S T I C

I N C

M P

I N C

M P

M I L E

C P P

T

W P .6

+1.1839

,5

.3

-7.5000%

220' VC

K = 25

SSD = 234'

,5

.7

-7.5000%

250' VC

K = 38

,5

.0

-0.9000%

90' VC

K = 43

SSD = 559'

,5

.5

-3.0000%

90' VC

K = 17

,5

.1

+2.27 77%

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Profile grade

Existing ground

Line to be constructed

Curve= MLPIH_E-36

D

R= 725.00'

T= 173.13'

See Section H Riprap ditch e= 0.0420

L= 339.90'

EL= 5,635.30

E= 1791747.22

N= 423397.65

I n s ta ll p ip e c u lv e r t

CP

CP

14172

14171

1134 (included 141 CUYD conserved topsoil) installed by USFS

Gate to be Mate ria l S ou rce

To M ille r P it

CUYD

EXC.

CUYD

EMB.

1990+001887+501985+001982+501980+00

D.14

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fz .d

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y to be constructed by USFS.

Forest Service Road #6666

OPTION A SCHEDULE

1983+75

BEGIN WORK

0 1

P C

.7

P T

.6

P C

.2

,6

.3

,6

.6

+1.88 79%

+2.8

%250' VC

K = 274

,6

.0

120' VC

K = 44

,6

.5

+5.

120' VC

K = 31

SSD = 342'

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Existing ground

END OF PROJECT

Profile grade

Line to be constructed

Curve= MLPIH_E-38

D

R= 345.00'

T= 35.24'

Curve= MLPIH_E-39

D

R= 345.00'

T= 34.44'

D

R= 300.00'

T= 121.40'

Curve= MLPIH_E-37

D

R= 345.00'

T= 41.19'

Curve= MLPIH_E-40

See Section H

Riprap ditch

See Section H

Riprap ditch of replacement bridge

Creek Bridge upon completion

Remove existing Miller

See Section H & M

Miller Creek Bridge

Construct new

-12.1%

1992+81

I n s ta ll p ip e c u lv e r t

EL= 5,627.18

E= 1791161.14

N= 422007.09 e= 0.0580

L= 230.71' e= 0.0560

L= 70.24' e= 0.0560

L= 68.65' e= 0.0560

L= 82.00'

T

FST

ST

STF

ST T

Guardrail LT

Guardrail RT

CP

CP

14104

14173

3113 (included 176 CUYD conserved topsoil) 1856 (included 131 CUYD conserved topsoil) s la b

.1

B e g in b r id g e a p p r o a c h s la b

.1

E n d b r id g e a p p r o a c h to be constructed by USFS

Forest Service Road #6656

CUYD

EXC.

CUYD

EMB.

2000+001997+501995+001992+501990+00

D.15

STATE PROJECT

A u g u s t

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a fz z .d

H a r r is h

C h e c k e d b y

D e s ig n e d b y

Remove sign

OPTION A SCHEDULE

1999+23.33

MT SWEETGRASS 210(1)

ROAD IMPROVEMENT

MAIN BOULDER RIVER

P C

.2

P T

.9

P C

.6

P T

.9

5 P

C

.8

P T

.4

P C

.2

P T

.2

P O

T

.3

T

IN

V

IN

C H

C S P

C A

U T

IO

N

C A

U T

IO

N

C A

M P

IN

G

M

IL

L E

R C

R E E

K

C A

U T

IO

N

T

R E F L E

C T

O R

IN

V

IN

C H

C S P

+1.725 0%

,6

.7

-5.0000%

180' VC

K = 27

SSD = 250'

,6

.7

-5.0000%

160' VC

K = 43

,6

.6

-1.2500%

-6.2000%

100' VC

K = 20

SSD = 268'

,6

.3

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

L f a p p r o a c h

W

R

R

Right of way or easement line

CL of mainline roadway

3'

1:3

W

0'-5'

5'-10'

OVER 10'

1:3

1:2

1:1.5

0'-10'

10'-20'

OVER 20'

1:3

1:2

1:1.5

Max. skew angle 30°

ROAD APPROACH SYMBOL

-4 %2

A

LC

BACK SLOPES (V:H)

FILL SLOPES (V:H)

W

Beyond Clear Zone

Within Clear Zone

Mainline station

. of mainline roadway

Approach grade

1:6 min.1:6 min

LC of approach ditch Main lineditch

Main line

1:1.5 m ax

1:1.5 m ax

Varies

Varies

NOTE:

c o n s tr u c ti o n

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

Match existing approach road profile and superelvation tr a v e le d w a y

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

L

LC

Edge of traveled way

ROAD APPROACH PLAN VIEW

ROAD APPROACH CONNECTION DETAIL

Number

Approach

CL of mainline roadway

Edge of traveled way

W

LTaper in Taper out

TURNOUT DETAIL

V a r ie s

V a r ie s

DETAILS

AND TURNOUT

ROAD APPROACH

ROAD APPROACH TYPICAL SECTION

ROAD APPROACH TYPICAL SECTION

6-inch depth

Aggregate surface course, 6-inch depth

Aggregate surface course, 6-inch depth Aggregate surface course, ROAD APPROACH VERTICAL PROFILE

Landing area

LC

G

Traveled way

Landing grade

Land ing g rade

Approach grade

Ap pr oa ch g ra de approach and landing grades.

See Sheet E.1 for dimension of W, R1, R2, L and beyond the right of way or construction easement line.

Secure written permission from landowner for work and from the main road.

traffic hazards, and afford entry and exit of traffic to

Construct approaches to fit local conditions, minimize

3.

2.

1.

Approach area

E.2

STATE PROJECT

NUMBER

SHEET

u g u s t

U

S I n t2

D c m y fi le s p w p r o d u c ti o n d m t-a g b .d g

MT SWEETGRASS 210(1)

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

NO SCALE

1:4 or flatter

V a rie s

4' (min.)0.7H (8' min.)

Bench WidthReinforcment length

Existing ground

Subgrade shoulder

Layout line

L im it s o f

M S

E w a ll f o r p a y m e n t

Top of wall

TYPICAL SECTION

Slope to drain

D e s ig n w a ll h e ig h t, 12" (min.)

m in

Leveling course

12" (min.)

1713+20 to 1729+75

Placed riprap

NOTE:

(See Subsection 704.03(a))

Backfill material

(See Subsection 704.08)

Select granular backfill elements reinforcement spacing between

18" (max.) vertical

3'-0" (Min.)

drain and collector pipe

Geocomposite sheet elements (Metallic or geogrid)

Reinforcement

Wall facing fill

TYPICAL SECTION

MSE WALL

FOOTNOTE:

Contract quantity[1] front of wall.

See Sheet H.29 for riprap revetment and pole planting details in

Slope or shore excavation according to Section 208.

Sample and test materials or products according to Table 255-2.

18-inches up the wall face on all walls.

Bottom geotextile to cover the base reinforcement and extend lower, than those shown in the plans and cross-sections.

will be allowed. Design the bottom of wall at the elevations, or

Top of wall will be as shown on wall layout drawings. No steps backfill = 34°.

d. Internal friction angle of foundation soil and retained

130 PCF.

c. Moist unit weight of foundation soil and retained backfill =

b. Internal friction angle of select granular backfill = 34°.

a. Moist units weight of select granular backfill = 130 PCF.

Federal Lands Highway Division).

(See geotechnical report No. 04-16, prepared by Western

DESIGN SOIL PARAMETERS

and AASHTO LRFD Bridge Design Specifications.

Design welded wire face MSE walls according to Section 257

7.

6.

5.

4.

3.

2.

1.

G.1

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a g a .d g n

MT SWEETGRASS 210(1)

A u g u s t

B ia n C o ll u s ti n W o o d

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

Welded wire facing

WIRE FORM TYPICAL LAYOUT

PROFILE

ty p

8'-0" (typ.)

min.

40"

Stagger form joints

FORMING DETAIL

(ALL LIFTS)

No. 4 wire

Support strut, (a p p ro x

(a p p ro x

Geogrid

DETAILS

MSE WALL (GEOGRID)

Geotextile

GEOGRID DETAIL

P a r a ll e l to r o a d w a y

PLAN

Reinforcement length, L

Geogrid

Butt geogrid, no overlap

2"

12" m a x

255.05)

(See Subsection compaction zone

3' special

(min.)

GEOGRID REINFORCED MSE WALL DETAIL

ISOMETRIC VIEW

RETURN MAT

MSE WELDED WIRE FACED

4' (m in.) 18"

18"

12" bottom geotextile overlap

NOTE:

FOOTNOTE:

2.

1.

reinforce the wall face.

mat unless the wall facing uses stiffeners to adequately

Welded wire reinforcement systems require a top reinforcement

4-feet into the backfill. Returns will not be measured for payment.

lift with a return of the wall facing material a minimum of

Terminate wire-face wall at the beginning and end of each

(See Sheet G.1)

Bottom geotextile

18"

4' (min.)

3' (min.)

(See Subsection 714.01(a)) class 1-type A non-woven

Top geotextile

(See Subsection 714.01(a)) class 1-type A non-woven

Geotextile geogrid (See Subsection 714.04)

Primary reinforcement 4 x 4 - W4 x W4 (min.)

Welded wire form

(See Subsection 705.08)

Wall facing fill

Face of wall

Base reinforcement

(See Note 1)

Returns

Stiffener

24"

G.2

STATE PROJECT

NUMBER

SHEET

MT SWEETGRASS 210(1)

D A

T E

P

A T

H e c k e d b y s ig n e d b y prevent loss of backfill, all lifts

Place and join facing to varies reinforcem ent (L)

Base length of

(See Subsection 714.01(a) class 1-type A non-woven

Bottom geotextile

WELDED WIRE FORM

4 x 4 - W4 x W4 (Min.)

C. to C.(min.)

spaced 16-inchs

Support struts

96"

18" galvanized ring type fasterners

Alternately, butt forms and use adjoining wire form for support.

Place edge of wire form inside

Longitudinal wires

Top of form Transverse wires

Support strut length to be determined by Contractor.

requirements.

Field cut transverse wires to meet welded wire form layout

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

MSE wall face

Placed riprap, method B, class 3

TYPICAL ELEVATION

Subgrade shoulder at face of wall

Proposed ground

Collector pipe

Collector pipe

Outlet pipe

MSE WALL DRAINAGE DETAIL

24"

Min. 2%

1:10

12"

(See Subsection 703.03(a))

Granular backfill

H

D G

N

See note 4

See note 3

DRAINAGE DETAIL

MSE WALL

NOTE:

NO SCALE

(See Subsection 714.02)(See Note 1)

Geocomposite sheet drain

(See Subsection 714.01(a))

Geotextile filter collector pipe (See Note 2)

6" Ø perforated direction of flow as appropriate)

Drain to fill side of road (skew in the

6" Non perforated diameter outlet pipe.

Retaining wall reinforce the wall face.

mat unless the wall facing uses stiffeners to adequately

Welded wire reinforcement systems require a top reinforcement 5.

the pipe.

other suitable marker. Place post within 12-inchs of the end of

Mark the outlet of the outlet pipe with a 4-foot long post or 4.

securing screws.

standard coupling bands or by other approved means with

Subsection 605.03. Hold the screen securely in place with

Cover the end of the outlet pipe with screen according to 3.

requirements of Subsection 708.04.

Furnish collector pipe, outlet pipe, and fittings meeting the outlet at low points of wall and at 50-foot (max.) spacing.

Connect collector pipes to outlet pipes using a t-connector and 2.

H.3 2backslope to a spacing to achieve 30% ± 5% coverage area on excavation

Place geocomposite sheet drains in 3-foot (min.) wide strips with 1.

G.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d m t-a g c .d g n

MT SWEETGRASS 210(1)

J u ly

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc topsoil, 2" depth

Placing conserved

7'-0" embankment per 705.04

Rock for special rock

NO SCALE

M

ax. slope 1 V:1.5 H

M

ax. slope 1 V:1.5 H

:1 geotextile, class 1, type C

Separation-stabilization embankment per 705.04

Rock for special rock geotextile, class 1, type C

Separation-stabilization

: 1

.3

V

H

.3

V

H

1H

1V

LC

LC

Product per 713.17 (R)

Rolled erosion control

(m in

1867+25 - 1867+75

1729+75 - 1730+00

1712+25 - 1713+20

SPECIAL ROCK EMBANKMENT

MECHANICALLY PLACED

(m in

FOR SEEPS AND SPRINGS

ROCKERY

TYPICAL SECTION

RECP

TYPICAL SECTION

ROCKERY AND RECP

SPECIAL ROCK EMBANKMENT &

1867+50 - 1871+00 m a x

G.4

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a g d .d g n

MT SWEETGRASS 210(1)

A u g u s t ia n C o ll s ti n W o o

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280 face of MSE wall

Design bottom

(14' offset from centerline)

Top face of wall

(14' offset from centerline)

Top face of wall face of MSE wall

Design bottom

G.5

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a g e .d g n

MT SWEETGRASS 210(1)

A u g u s t ia n C o ll s ti n W o o

C h e c k e d b y

D e s ig n e d b y

MSE Wall Station 0+00 Mainline Station 1713+25 Begin MSE wall

Original ground at wall face

Original ground at wall face

1713+25 - 1719+25

MSE WALL PROFILE

.4

.0

.9

.0

.2

.0

.7

.0

.7

.0

.2

.0

.9

.0

.4

.0

.8

.0

.3

.0

.5

.0

.9

.0

.4

.0

.0

.0

.5

.0

.0

.0

.2

.0

.7

.0

.7

.0

.2

.0

.7

.0

.2

.0

.5

.0

.0

.0

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

G.6

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a g f.

d g n

MT SWEETGRASS 210(1)

u g u s t ia n C o ll s ti n W o o

C h e c k e d b y

D e s ig n e d b y

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

(14' offset from centerline)

Top face of wall face of MSE wall

Design bottom face of MSE wall

Design bottom

(14' offset from centerline)

Top face of wall

Original ground at wall face

Original ground at wall face

1719+25 - 1725+25

MSE WALL PROFILE

.4

.0

.9

.0

.4

.0

.9

.0

.5

.0

.0

.0

.2

.0

.7

.0

.6

.0

.1

.0

.1

.0

.6

.0

.9

.0

.0

.0

.4

.0

.5

.0

.0

.0

.5

.0

.9

.0

.4

.0

.4

.0

.9

.0

.5

.0

.0

.0

.1

.0

.6

.0

.0

.0

.5

.0

.4

.0

.9

.0

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

G.7

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d m t-a g g .d g n

MT SWEETGRASS 210(1)

u g u s t ia n C o ll s ti n W o o

C h e c k e d b y

D e s ig n e d b y

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280

5,320

5,310

5,300

5,290

5,280 face of MSE wall

Design bottom face of MSE wall

Design bottom

(14' offset from centerline)

Top face of wall

(14' offset from centerline)

Top face of wall

MSE Wall Station 16+43

Mainline Station 1729+75

End MSE Wall

Original ground at wall face

Original ground at wall face

1725+25 - 1729+25

MSE WALL PROFILE

.7

.0

.2

.0

.0

.0

.5

.0

.2

.0

.1

.0

.6

.0

.7

.0

.9

.0

.9

.0

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

10.4 x 16 25101 -2200

25101 -2300

25101 -2400

60201 -0400

60201 -0800

60201 -1400

60221 -4050

60302 -0000

60302 -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

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

-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

F

EE

T

S

PA

N

FE

ET

R

IS

E

R

EI

N

FO

R C

ED

C

O N

C R

ET

E B O

X

U

LV

ER

T, S

IN

G

LE

B

A R R

EL

S

TR

U C

TU

R A L

PL

A

TE

P

IP

E- A R

9'

-4 x 6'

-3

S

TR

U C

TU

R A L

PL

A

TE

P

IP

E- A R

8" x

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 CUYD CUYD CUYD LNFT LNFT LNFT LNFT LNFT LNFT Lt Rt 1646+00 3 100 7 40 x/ P 1662+50 3 110 7 65 x/ P 1664+25 3 45 7 30 x/ P 1703+33 5 520 35 42 93°17'26" Graham Creek 1705+50 1 62 7 40 x/ P 1707+25 4 100 7 48 x/ P 1709+50 2 48 7 36 x/ P 1712+40 1 7 27 x/ P 1731+00 2 59 7 32 x/ P 1787+28 2 170 37 50 120°00'00" Unnamed Tributary 1790+00 1 40 7 38 x/ P 1792+49 4 380 83 62 120°34'55" Blakely Creek 1795+36 2 82 7 60 58°20'43" x/ P 1796+89 3 360 37 54 69°54'18" Unnamed Tributary 1798+68 2 75 7 55 117°39'15" x/ P 1826+00 7 36 x/ P 1827+63 5 352 38 55 101°26'16" Unnamed Tributary 1858+25 2 60 7 34 x/ P 1862+25 2 30 7 28 x/ P 1866+00 2 35 7 30 x/ P 1870+50 1 2 7 26 x/ P 1872+50 7 7 60 x/ P 1874+50 1 123 7 48 x/ P 1877+50 2 55 7 38 x/ P 1880+50 3 34 7 46 1882+48 8 933 105 62 73°55'52" East Chippy Creek 1951+43 4 238 39 55 99°06'17" Shorty Creek 1952+50 2 14 7 48 x/ P 1954+75 2 68 7 50 59°35'36" x/ P 1956+50 3 15 7 40 x/ P 1959+00 1 13 7 42 x/ P 1961+32 2 330 37 51 97°27'46" Unnamed Tributary

CUMULATIVE TOTAL 4453 168 376 35 0 997 265 42 62 62

Allowable Pipe Material A Aluminum AS Aluminized steel C Concrete GS Galvanized steel P Plastic (blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

BASE SCHEDULE - TABULATION OF DRAINAGE QUANTITIES

c:

\m yf ile s\ pw _p ro du ct io n\ d0

D ra in ag e_

FP

_0

6.

xl sx

]S he et

-A ug

-2

2:

P

M N

Ph an

J

N ei gh or n

/2

K H ar ri so n 8/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

H.1

SHEET

NUMBER

SWEETGRASS 210(1)MT

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

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

10.4 x 16 25101 -2200

25101 -2300

25101 -2400

60201 -0400

60201 -0800

60201 -1400

60221 -4050

60302 -0000

60302 -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

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

-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

F

EE

T

S

PA

N

FE

ET

R

IS

E

R

EI

N

FO

R C

ED

C

O N

C R

ET

E B O

X

U

LV

ER

T, S

IN

G

LE

B

A R R

EL

S

TR

U C

TU

R A L

PL

A

TE

P

IP

E- A R

9'

-4 x 6'

-3

S

TR

U C

TU

R A L

PL

A

TE

P

IP

E- A R

8" x

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 CUYD CUYD CUYD LNFT LNFT LNFT LNFT LNFT LNFT Lt Rt

PREVIOUS SHEET: 4453 168 376 35 997 265 42 62 62

APPROACH

1652+70 1 2 25 x/ P 1797+92 1 2 30 x/ P 1958+29 1 2 22 x/ P 1960+35 1 2 42 x/ P 1961+74 1 2 16 x/ P x/ P

PROJECT TOTAL 4463 168 376 35 135 997 265 42 62 62

Allowable Pipe Material A Aluminum AS Aluminized steel C Concrete GS Galvanized steel P Plastic (blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

BASE SCHEDULE - TABULATION OF DRAINAGE QUANTITIES

c:

\m yf ile s\ pw _p ro du ct io n\ d0

D ra in ag e_

FP

_0

6.

xl sx

]S he et

2)

-A ug

-2

2:

P

M N

Ph an

J

N ei gh or n

/2

K H ar ri so n 8/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

H.2

SHEET

NUMBER

SWEETGRASS 210(1)MT

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

PRELIM

IN

ARY P

LA

N

Not For

Con str uc centerline

Proposed roadway

PLAN

ELEVATION

Q Vel.

500Q

100Q

50Q

2Q

SLOPE PROTECTION

WS ELEV.

SCALE IN FEET

4020010

TOP EL.: 5242.0 ft.

SLOPE: 2(h):1(v)

1650+50 1651+00 1651+50 1652+00 1652+501650+00 proposed channel

Edge of

F lo w

3,855

2,842

2,434

5241.5

5240.5

5240.0

5237.5 TYPE: Riprap

F lo w

PLAN AND PROFILE

TWO MILE CREEK BRIDGE

to be removed

Existing bridge, abutments, and piers

REMARKS:

BOTTOM EL.: 5229 ft.

CLASS: 4

DEPTH: 4.0 ft.

Placed riprap, class 4

); 5222.5 ft. (Q

TOTAL SCOUR EL: 5224.1 ft. (Q

H.10

STATE PROJECT

NUMBER

SHEET

MT

D A

T E

P

A T

H

10.41

9.46

8.98

5.66

SWEETGRASS 210(1)

Remove existing boulder

126'

4'

6' at road centerline

Existing grade at road centerline

Finish grade boulder

Remove existing

El. = 5244.0

Min. low chord

El. = 5240.0

50-yr WS

Spill through abutment Channel bottom width m in

6' min.

LC

Elev. 5229.00

Elev. 5242.00

Placed riprap, method B, class 4

115'-7" Waterway opening (With abutments skewed to match channel) to be removed

Existing bridge

El. = 5233.27 @ road centerline

Proposed channel bottom

Placed riprap, method B, class 4

1652+03.35

END BRIDGE

1650+77.35

BEGIN BRIDGE

' C ha nn el bo tto m w idt h op en ingW at er way

5'-

2"

24°12' stream channel proposed

Centerline

Channel Bottom El. = 5233.27

N 452077.95, E 1784657.80

1651+40.18

S v e c k e d b y

J

N e ig h o s ig n e d b y geotextile, class 1, type C

Separation and stabilization

T

PRELIM

IN

ARY P

LA

N

Not For

Con str uc

N stream channel

Centerline proposed

ELEVATION

Q Vel.

500Q

100Q

50Q

2Q

SLOPE PROTECTION

WS ELEV.

4020010

SLOPE: 2(h):1(v)

1994+50 1995+00 1995+50 1996+00 1996+501994+00 proposed channel

Edge of

F lo w

5632.2

5631.9

5631.8

5631.1 TYPE: Riprap

F lo w

Existing Roadway Centerline

6.27

5.43

5.08

3.63

PLAN AND PROFILE

MILLER CREEK BRIDGE

Roadway CenterlineProposed to be removed

Existing bridge and abutments

CLASS: 3

DEPTH: 4.0 ft.

'R

TOP EL.: 5633.00 ft.

BOTTOM EL.: 5624.00 ft.

REMARKS:

); 5619.6 ft. (Q

TOTAL SCOUR EL: 5620.9 ft. (Q

H.11

STATE PROJECT

NUMBER

SHEET

MT

D A

T E

P

A T

H

SWEETGRASS 210(1)

4'

4'

146'R

R

'1

1994+74.13

BEGIN BRIDGE

Channel Bottom El. = 5626.3

N 422370.81, E 1791342.25

1995+15.15

1995+47.13

END BRIDGE

method B, class 3

Placed riprap, method B, class 3

Placed riprap, 36' Channel bottom width

66' Waterway opening

22'

Existing bridge to be removed

El. = 5635.8

Min. low chord

El. = 5631.8

50-yr WS

Spill through abutment centerlineEl. = 5626.3 @ road

Proposed channel bottom

4' min.

at road centerline

Existing grade at road centerline

Proposed grade

36' Channel bottom width

LC

66' Waterway opening

Placed riprap, method B, class 3

Elev. 5633.00

Elev. 5624.00

L e e c k e d b y

N e ig h o s ig n e d b y geotextile, class 1, type C

Separation and stabilization

T

PRELIM

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Not For

Con str uc

LC

SCALE IN FEET

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

FOOTNOTE:

Proposed road

LENGTH: 42 ft

PIPE SLOPE: 0.1243 ft/ft

HEADWALL: Conc.

FLOWLINE SLOPE: 0.1124 ft/ft

:1

:1

H.12

STATE PROJECT

NUMBER

D A

T E

P

A T

H

Fl ow centerline

New culvert

Existing ground

100 120100120140

Q : 25 CFS

Q : 131 CFS

BANKFULL CHANNEL WIDTH: 9 ft

Flow

Roadway

BURIAL DEPTH: 4.00 ftBURIAL DEPTH: 3.50 ft

Remove existing 42" dia. culvert

Proposed channel flowline

Remove existing 42" dia. culvert

L e e c k e d b

N e ig h o s ig n e d b y

TYPE: Conc. box culvert SPAN: 12 ft RISE: 8 ft

WALL THICKNESS: NA

Proposed road grade

Graham Creek

LOWER BEVEL HEIGHT: NA LOWER BEVEL HEIGHT: NA

BEVEL: NA

HEADWALL: Conc.

BEVEL: NA

Slope 12.43%

Proposed channel elev. 5362.26

Slope 11.24%

Sta. 1703+32.11, 22.92 RT

Q : 162 CFS

HW : 5364.89 ft

'2

INV N/E/EL: 448269.41/1787346.83/5358.76 INV N/E/EL: 448242.53/1787314.57/5353.54

PLAN & PROFILE

STA 1703+33

GRAHAM CREEK CULVERT

1703+34.52, 19.00 LT

headwalls and wingwalls culvert (12' span x 8' rise) with

Proposed precast reinforced

1703+33.43

See Sheet H.22 for Riprap Details.[1]

[1]Riprap end treatment method B, class 4, Placed riprap, [1]Riprap end treatment method B, class 4, Placed riprap, LC

Placed riprap, method B, class 4 riprap end treatment [1]

Placed riprap, method B, class 4 riprap end treatment [1] per detail Sheets H.24 and H.25 and rock weirs

Install sediment retention sillsBackfill with streambed material and fish passage boulders per detail Sheet H.23

Proposed channel elev. 5357.54

PRELIM

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N

Not For

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SCALE IN FEET

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

LC

FOOTNOTE:

Proposed road

LENGTH: 50 ft

PIPE SLOPE: 0.0200 ft/ft

HEADWALL: Riprap

FLOWLINE SLOPE: 0.0200 ft/ft

:1

:1

H.13

STATE PROJECT

NUMBER

D A

T E

P

A T

H

F lo w centerline

New culvert

Existing ground

100 120100120140

F lo w

Roadway 0

L e e c k e d b

N e ig h o s ig n e d b y

RISE: 5 ft

WALL THICKNESS: NA

Proposed road grade

HEADWALL: Riprap

Q : 12 CFS

See Sheet H.26 for riprap details

BANKFULL CHANNEL WIDTH: NA

SPAN: 5 ft

LOWER BEVEL HEIGHT: 1.25 ftLOWER BEVEL HEIGHT: 1.25 ft

BEVEL: STEP, 1.5(h):1(v) BEVEL: STEP, 1.5(h):1(v)

U n n a m e d T rib u ta ry

Remove existing 18" dia. culvert

Remove existing 18" dia. culvert

30°0'0"

PLAN & PROFILE

STA 1787+28

UNNAMED TRIBUTARY

Slope 2.0%

BURIAL DEPTH: 1.50 ft BURIAL DEPTH: 1.50 ft

Q : 0 CFS

Q : 8 CFS

INV N/E/EL: 441194.73/1789267.65/5356.10INV N/E/EL: 441226.20/1789306.52/5357.10TYPE: Round Pipe CulvertHW : 5359.45 ft

Proposed 60-inch pipe culvert

1787+28.21

[1]Riprap end treatment method B, class 3, Placed riprap, [1]Riprap end treatment metod B, class 3, Placed riprap, 1787+40.21, 20.78 LT

1787+15.21, 22.53 RT

[1]riprap end treatment method B, class 3, Placed riprap, [1]riprap end treatment method B, class 3, Placed riprap, material per detail Sheet H.23

Backfill with streambed

Proposed channel flowline

Proposed channel elev. 5357.60

Proposed channel elev. 5358.60

PRELIM

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10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

FOOTNOTE:

Proposed road

RIPRAPHEADWALL:

LENGTH: 62 ft

PIPE SLOPE: 0.0981 ft/ft

WALL THICKNESS: 0.111 in

HEADWALL: RIPRAP

FLOWLINE SLOPE: 0.0981 ft/ft

:1

:1

H.14

STATE PROJECT

NUMBER

D A

T E

P

A T

H $ BEVEL: STEP, 1.5(h):1(v) BEVEL: STEP, 1.5(h):1(v)

Flow centerline

New culvert

Existing ground

100 120100120140

2 50

BANKFULL CHANNEL WIDTH: 7 ft

Roadway

SPAN: 9.33 ft

BURIAL DEPTH: 2.25 ftBURIAL DEPTH: 2.25 ft

LOWER BEVEL HEIGHT: 1.56 ft LOWER BEVEL HEIGHT: 1.56 ft

Blakely Creek

Proposed channel flowline

L e e c k e d b

N e ig h o s ig n e d b y

TYPE: Struct. plate pipe-arch RISE: 6.25 ft

N

24" dia. culverts

Remove existing dual

Flow

24" dia. culverts

Remove existing dual

Proposed road grade

Slope 9.81%

Proposed channel elev. 5376.88

Proposed channel elev. 5382.96

HW : 5386.29 ftQ : 8 CFS

Q : 107 CFS

30°34'55"

Q : 133 CFS

INV N/E/EL: 440973.16/1789766.78/5,380.71 INV N/E/EL: 440968.97/1789704.92/5,374.63 per detail Sheets H.24 and H.25

Install sediment retention sills and rock weirs

PLAN & PROFILE

STA 1792+49

BLAKELY CREEK CULVERT

pipe arch culvert

Proposed 9'-4" x 6'-3"

1792+49.49

[1]riprap end treatment method B, class 3, Placed riprap, 1792+32.2, 29.26 RT

1792+63.74, 24.11 LT

[1]riprap end treatment method B, class 3, Placed riprap, [1]Step bevel ends

LC

Placed riprap, method B, class 3, riprap end treatment [1] Placed riprap, method B, class 3, riprap end treatment [1]

Backfill with streambed material and fish passage boulders per detail Sheet H.23

[1] See Sheet H.26 for riprap details.

PRELIM

IN

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N

Not For

Con str uc

SCALE IN FEET

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

LC Proposed road

LENGTH: 54 ft

PIPE SLOPE: 0.0270 ft/ft

HEADWALL: Riprap

FLOWLINE SLOPE: 0.0270 ft/ft

:1

:1

H.15

STATE PROJECT

NUMBER

D A

T E

P

A T

H

F lo w centerline

New culvert

Existing ground

100 120100120140

Flow

Roadway

L e e c k e d b

N e ig h o s ig n e d b y

RISE: 5 ft

WALL THICKNESS: NA

Proposed road grade

HEADWALL: Riprap

Q : 133 CFS

BANKFULL CHANNEL WIDTH: NA

TYPE: Round CMP SPAN: 5 ft

LOWER BEVEL HEIGHT: 1.25 ftLOWER BEVEL HEIGHT: 1.25 ft

BEVEL: STEP, 1.5(h):1(v) BEVEL: STEP, 1.5(h):1(v)

U nnam ed Tributary

PLAN & PROFILE

STA 1796+89

UNNAMED TRIBUTARY

Remove existing 24" dia. culvert

Q : 20 CFS

Q : 107 CFS BURIAL DEPTH: 1.50 ftBURIAL DEPTH: 1.50 ft

Remove existing 24" dia. culvert

INV N/E/EL: 440596.19/1789940.56/5371.50 INV N/E/EL: 440558.57/1789901.82/5370.04

Slope 2.70%

HW : 5377.81 ft

[1]riprap end treatment method B, class 3, Placed riprap, boulders per detail Sheet H.23 material and fish passage

Backfill with streambed

[1]riprap end treatment method B, class 3, Placed riprap, 1796+79.98, 24.14 LT

Proposed 60-inch pipe culvert

1796+88.81

1796+98.54, 26.58 RT

[1]riprap end treatment method B, class 3, Placed riprap, FOOTNOTE:

[1] See Sheet H.26 for riprap details.

Proposed channel elev. 5373.00 Proposed channel elev. 5371.54

Proposed channel flowline

[1]riprap end treatment method B, class 3, Placed riprap, PRELIM

IN

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Con str uc

N LC

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

Proposed road

LENGTH: 55 ft

PIPE SLOPE: 0.1162 ft/ft

HEADWALL: Riprap

FLOWLINE SLOPE: 0.1162 ft/ft

:1

:1

H.16

STATE PROJECT

NUMBER

D A

T E

P

A T

H

Flow centerline

New culvert

Existing ground

100 120100120140

Q : 10 CFS

Flow

Roadway

Proposed channel flowline

L e e c k e d b

N e ig h o s ig n e d b y

RISE: 5 ft

WALL THICKNESS: NA

Proposed road grade

HEADWALL: Riprap

Slope 11.62%

Q : 77 CFS

BANKFULL CHANNEL WIDTH: NA

TYPE: Round CMP SPAN: 5 ft

LOWER BEVEL HEIGHT: 1.25 ftLOWER BEVEL HEIGHT: 1.25 ft

BEVEL: STEP, 1.5(h):1(v) BEVEL: STEP, 1.5(h):1(v)

Unnamed Tributary

Remove existing 36" dia. culvert

Remove existing 36" dia. culvert

10°57'23"

PLAN & PROFILE

STA 1827+63

UNNAMED TRIBUTARY BURIAL DEPTH: 1.50 ftBURIAL DEPTH: 1.50 ftQ : 61 CFS

Proposed channel elev. 5402.39

INV N/E/EL: 438052.95/1790419.81/5400.89 INV N/E/EL: 438012.56/1790382.47/5394.50 per detail Sheet H.24

Install sediment retention sills

HW : 5404.36 ft

Proposed 60-inch pipe culvert

1827+62.77

1827+56.53, 31.75 RT

1827+66.90, 22.28 LT

FOOTNOTE:

[1] See Sheet H.26 for riprap details.

boulders per detail Sheet H.23 material and fish passage

Backfill with streambed

[1]riprap end treatment method B, class 3, Placed riprap, [1]riprap end treatment method B, class 3, Placed riprap, LC

[1]riprap end treatment method B, class 3, Placed riprap, [1]riprap end treatment method B, class 3, Placed riprap, Proposed channel elev. 5396.00

5 5

PRELIM

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Not For

Con str uc

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

Proposed road

RIPRAPHEADWALL:

LENGTH: 62 ft

PIPE SLOPE: 0.1551 ft/ft

WALL THICKNESS: 0.111 in

HEADWALL: RIPRAP

FLOWLINE SLOPE: 0.1551 ft/ft

:1

:1

H.17

STATE PROJECT

NUMBER

D A

T E

P

A T

H $ BEVEL: STEP, 1.5(h):1(v) BEVEL: STEP, 1.5(h):1(v)

Flow centerline

New culvert

Existing ground

100 120100120140

Q : 9.0 CFS

Q : 116 CFS

BANKFULL CHANNEL WIDTH: 9 ft

Roadway

SPAN: 10.67 ft

BURIAL DEPTH: 2.75 ftBURIAL DEPTH: 2.75 ft

LOWER BEVEL HEIGHT: 1.73 ft LOWER BEVEL HEIGHT: 1.73 ft

Remove existing 48" dia. culvert

Proposed channel flowline

Remove existing 48" dia. culvert

L e e c k e d b

N e ig h o s ig n e d b y

N

TYPE: Struct. plate pipe-arch RISE: 6.92 ft

Proposed road grade

Flow Chippy Creek

Slope 15.51%

Proposed channel elev. 5462.54

Proposed channel elev. 5452.92

HW : 5465.95 ft

Q : 144 CFS

INV N/E/EL: 432874.84/1791507.11/5459.79 INV N/E/EL: 432856.29/1791447.95/5450.17

19°47'53

PLAN & PROFILE

STA 1882+48

EAST CHIPPY CREEK CULVERT

FOOTNOTE:

[1] See Sheet H.26 for riprap details.

[1]riprap end treatment method B, class 3, Placed riprap, [1]riprap end treatment method B, class 3, Placed riprap, boulders per detail Sheet H.23 material and fish passage

Backfill with streambed per detail Sheets H.24 and H.25 sills and rock weirs

Install sediment retention

[1]riprap end treatment method B, class 3, Placed riprap, Proposed 10'-8" x 6'-11" pipe arch culvert

1882+47.83

1882+40.82, 22.71 LT

1882+64.88, 35.07 RT

[1]riprap end treatment method B, class 3, Placed riprap, LC

PRELIM

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Not For

Con str uc

SCALE IN FEET

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20…