mt08601_Plans_PreAd.pdf

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

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

18 MPH

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

MONTANA

GALLATIN COUNTY

PLANS FOR PROPOSED PROJECT

MT DOT 86(1)

BOZEMAN TO BRIDGER MOUNTAINS TRAIL

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 t0 a a .d g n

I n t_ ft

D

A.1

STATE PROJECT

NUMBER

SHEET

MT

DOT 86(1)

M a y

P

M

N

B e ll

B

T h o m p s o n

C h e c k e d b y

D e s ig n e d b y

N

SCALE IN MILES

0 2

PLANS PREPARED BY

R E

R E

G a lla tin R iv e r

Bridger Creek

T. 2 S

T. 1 S

MONTANA

BOZEMAN

MONTANA

N. F.

GALLATIN

K. LOFTSGAARDEN

V bridge, and underpass.

aggregate base, asphalt concrete pavement, Pedestrian/bicycle path grading, drainage, K. PERMANENT TRAFFIC CONTROL PLAN

J. TEMPORARY TRAFFIC CONTROL PLAN

I. MISCELLANEOUS

H. DRAINAGE

G. BRIDGE

F. EROSION CONTROL

E. APPROACH ROADS AND PARKING AREAS

D. PLAN-PROFILE

C. TYPICAL SECTIONS

B. SUMMARIES

A. GENERAL INFORMATION

LENGTH 2.163 MILES

1506+31.66

BEGIN PROJECT

FI

N

AL

(9

5%

REVI

EW

1620+50

END PROJECT

K.7

K.6

K.5

K.2-4

K.1

J.4-8

J.3

J.2

J.1

I.8

I.7

I.5-6

I.3-4

I.2

I.1

H.8-11

H.7

H.6

H.5

H.3-4

H.1-2

G.1-15

F.5

F.2-4

F.1

E.4

E.3

E.2

E.1

D.3-7

D.2

D.1

C.4

C.2-3

C.1

B.1-2

A.3

A.2

A.1

0.51 1

PAVEMENT MARKING DETAILS

(PEDESTRIAN) DETAILS

SYSTEM INSTALLATION, TRAFFIC SIGNAL

MT 86 CROSSWALK DETAILS

PERMANENT TRAFFIC CONTROL PLANS

QUANTITIES

TABULATION OF PERMANENT TRAFFIC CONTROL

STANDARD DRAWINGS

DETAIL

TEMPORARY TRAFFIC CONTROL ROAD CLOSURE

DETAIL

PEDESTRAIN UNDERPASS ROAD CLOSURE

QUANTITIES

TABULATION OF TEMPORARY TRAFFIC CONTROL

DETECTABLE WARNING PANEL DETAILS

PEDESTRIAN UNDERPASS FENCING DETAILS

PLAN AND DETAILS

SYSTEM INSTALLATION, LIGHTING (UNDERPASS)

PLAN AND DETAILS

SYSTEM INSTALLATION, LIGHTING (CROSSWALK)

FENCE, PEDESTRIAN RAIL DETAILS

TABULATION OF MISCELLANEOUS QUANTITIES

STANDARD DRAWINGS

DETAIL

1562+91 PEDESTRIAN BRIDGE RIPRAP LAYOUT

ENERGY DISSIPATOR AND RIPRAP DITCH DETAILS

INLET, FLH TYPE 7B DETAILS

1613+00 PEDESTRIAN UNDERPASS DETAILS

TABULATION OF DRAINAGE QUANTITIES

BRIDGE CONSTRUCTION DETAILS

EROSION CONTROL DETAIL

EROSION CONTROL PLAN

TABULATION OF EROSION CONTROL QUANTITIES

APPROACH ROAD DETAILS

PEDESTRIAN UNDERPASS RAMP DETAIL

DRINKING HORSE MTN PARKING LOT PLAN

AREA QUANTITIES

TABULATION OF APPROACH ROAD AND PARKING

PLAN AND PROFILE

SURVEY CONTROL

TABULATION OF PLAN AND PROFILE QUANTITIES

TYPICAL DETAILS

TYPICAL SECTIONS

TABULATION OF TYPICAL SECTION QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es ig

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

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

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve rte.

rt. or RT reqd.

reinf.

rdwy.

R/W

R.

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

Ts

TS

thd.

TBM

T.

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

VPI

vph

V vertical point of intersection vehicles per hour design speed yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

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

CUYD

culv.

CUFT

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

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material

J a n u a r y

U

S C

F h ig h w a y s F

H W

A

B o z e m a n

T r a il D e s ig n G e n e r a l I n fo r m a ti o n m t0 a b .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

A.2 DOT 86(1) MT

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

E

RIP

G G

W W

DI

T T

NOTE:

NO SCALE

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub

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

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

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

M.P.

M.L.

STEAM = steam, T = telephone, TV = CATV, W = water

P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain

EM = electric meter, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use,

- no symbol -

EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut wall face

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

N

Fiber Roll or Wattle

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es m t0 a c .d g n

I n t_ ft

D

A.3

STATE PROJECT

M a y

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

VICINITY MAP

N

SCALE IN MILES

0 10.50.5

L y m a n C re e k

Bridger Creek

M a y fi e ld G u lc h

C h u rn C re e k

P la c e C re e k

NATIONAL FOREST

GALLATIN

MONTANA

MONTANA

Gallatin River

G a lla tin R iv e r

BOZEMAN

S to r y M il l

R d

R o u s e A v e

N th A v e

N th A v e

Main St

Oak St

Griffin Dr

Frontage Rd

Baxter Ln

W College St

S W il ls o n A v e

H ig h la n d B lv d

S p r in g h il l

R d

Valley Center Dr

M a n le y R d

M c Ilh a tta n R d

F is h H a tc h e ry R d

Bridger Creek Bridge

T. 1 S

T. 2 S

R E

R E

"M" Trailhead Parking Area

Bridger Canyon Rd

Pedestrian Underpass

Center Fish Tech

MOUNTAINS TRAIL

BOZEMAN TO BRIDGER

MT DOT 86(1)

1506+31.66

BEGIN PROJECT

MOUNTAINS TRAIL

BOZEMAN TO BRIDGER

MT DOT 86(1)

1620+50

END PROJECT

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

Sheet and Description

Section C Section D Section E Section F Section G Section H Section I Section J Section K

Typical Section

Plan & Profile

Approach Roads

Erosion Control Bridge Drainage Miscellaneous

Temporary Traffic Control

Permanent Traffic Control ALLOWANCE Bid

Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 1,000 1,000

A0140 15801-0000 WATERING FOR DUST CONTROL MGAL 750

A0160 20101-0000 CLEARING AND GRUBBING ACRE 8.8 8.8 Contract Quantity

A0180 20303-3200 REMOVAL OF SIDEWALK, CONCRETE SQYD 42 42

A0200 20401-0000 ROADWAY EXCAVATION CUYD 29,572 29,572 Contract Quantity

A0220 20402-0000 SUBEXCAVATION CUYD 604 46 650

A0240 20701-0100 SEPARATION-STABILIZATION GEOTEXTILE, CLASS 1, TYPE

A (NONWOVEN) SQYD 5,103 97 5,200

A0260 20801-0000 STRUCTURE EXCAVATION CUYD 170 170 Contract Quantity

A0280 20802-0000 FOUNDATION FILL CUYD 12 2 14

A0300 20810-0000 SHORING AND BRACING LPSM ALL ALL Contract Quantity

A0320 25101-0200 PLACED RIPRAP, METHOD A, CLASS 2 (ENERGY DISSIPATOR) CUYD 13 2 15

A0340 25101-0400 PLACED RIPRAP, METHOD A, CLASS 4 CUYD 345 5 350

A0360 25120-0200 RIPRAP DITCH, METHOD A, CLASS 2 LNFT 1,302 48 1,350

A0380 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 9,233 149 268 9,650

A0400 40301-0200 ASPHALT CONCRETE PAVEMENT, TYPE 2 TON 1,673 123 54 1,850

A0420 41201-0000 TACK COAT TON 1 1

A0440 41401-2000 CRACKS, CLEANING AND SEALING LNFT 100 100

A0460 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 58 58 Contract Quantity

A0480 55302-3700 PRECAST, PRESTRESSED CONCRETE DECKED BULB TEE GIRDER LNFT 189 189 Contract Quantity

A0500 55401-2000 REINFORCING STEEL, EPOXY COATED LB 6,950 6,950 Contract Quantity

A0520 55601-0900 BRIDGE RAILING, STEEL LNFT 226 226 Contract Quantity

A0540 55901-0000 MEMBRANE WATERPROOFING SQYD 436 436 Contract Quantity

A0560 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 4 4 Contract Quantity

A0580 60201-0600 18-INCH PIPE CULVERT LNFT 620 20 640

A0600 60201-0800 24-INCH PIPE CULVERT LNFT 118 2 120

A0620 60201-0900 30-INCH PIPE CULVERT LNFT 270 10 280

A0640 60201-1000 36-INCH PIPE CULVERT LNFT 58 2 60

A0660 60220-4150 12 FEET SPAN, 10 FEET RISE PRECAST REINFORCED

CONCRETE BOX CULVERT LNFT 108 108

A0680 60403-2300 INLET, FLH TYPE 7B EACH 3 3

A0700 60501-0000 STANDARD UNDERDRAIN SYSTEM LNFT 108 108

A0720 61509-0000 DETECTABLE WARNING PANELS SQYD 4 4

A0740 61901-0000 FENCE (PEDESTRIAN RAIL) LNFT 500 500

A0760 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM CAPACITY HOUR 40

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-M ay -2

9:

A M

F:

\h ig hw ay s\

FH

W

A\

_B oz em an _T ra il\

Es tim at e\

[m t0

_E st im at e-

_N ew

.x ls x] S he et

STATE PROJECT

B.1DOT 86(1)MT

SHEET

NUMBER

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

Sheet and Description

Section C Section D Section E Section F Section G Section H Section I Section J Section K

Typical Section

Plan & Profile

Approach Roads

Erosion Control Bridge Drainage Miscellaneous

Temporary Traffic Control

Permanent Traffic Control ALLOWANCE Bid

Schedule

A0780 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 40

A0800 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM BLADE HOUR 40

A0820 62301-0000 GENERAL LABOR HOUR 40

A0840 62406-0300 PLACING CONSERVED TOPSOIL, 4-INCH DEPTH ACRE 4.6 4.6

A0860 62503-0000 TURF ESTABLISHMENT (TYPE 1, HYDRAULIC METHOD) SLRY 5 5

A0880 62503-0000 TURF ESTABLISHMENT (TYPE 2, HYDRAULIC METHOD) SLRY 25 1 26

A0900 63302-0000 SIGN SYSTEM SQFT 151 151

A0920 63403-0400 PAVEMENT MARKINGS, TYPE D (WHITE) SQFT 184 6 190

A0940 63403-0800 PAVEMENT MARKINGS, TYPE H (WHITE) SQFT 688 12 700

A0960 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 EACH 6 6

A0980 63502-1000 TEMPORARY TRAFFIC CONTROL, CONE, TYPE 36-INCH EACH 50 50

A1000 63502-1300 TEMPORARY TRAFFIC CONTROL, DRUM EACH 50 50

A1020 63503-0400 TEMPORARY TRAFFIC CONTROL, CONCRETE BARRIER LNFT 200 200

A1040 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN SQFT 296 296

A1060 63509-1000 TEMPORARY TRAFFIC CONTROL, FLAGGER FXHR 3,000 3,000

A1080 63601-1000 SYSTEM INSTALLATION, TRAFFIC SIGNAL (PEDESTRIAN) LPSM ALL ALL

A1100 63601-2000 SYSTEM INSTALLATION, LIGHTING (CROSSWALK) LPSM ALL ALL

A1120 63601-2000 SYSTEM INSTALLATION, LIGHTING (UNDERPASS) LPSM ALL ALL

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-M ay -2

9:

A M

F:

\h ig hw ay s\

FH

W

A\

_B oz em an _T ra il\

Es tim at e\

[m t0

_E st im at e-

_N ew

.x ls x] S he et

2)

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2DOT 86(1)MT

SHEET

NUMBER

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

6,359 6,359 TON

1,533 140 1,673 TON

1 1 TON

100 100 LNFT

Locations will be determined by CO.

See sheet C.4 for details.

Based on 1.97 TON/CUYD.

1,022 1519+50 to 1528+60 226 1,375 2,247

Station to Station Item 20402-0000

Subexcavation

(CUYD)

Item 30202-2000 Roadway aggregate, method 2

(TON)

Item 20701-0100 Separation-stabilization geotextile, class 1, type A (nonwoven) (SQYD)

1509+50 to 1511+00 58 264 367 1512+50 to 1513+71 68 199 282

FOOTNOTE:

Total 604 2,874 5,103

1513+98 to 1516+50 107 396 1,185

1528+85 to 1533+00 145 640

Remarks

TYPICAL SECTION QUANTITIES

Unit

Roadway aggregate, method 2 Asphalt concrete pavement, type 2

Description Typical No. 1 TotalItem Number Typical

No. 2

SUBEXCAVATION QUANTITIES

30202-2000 40301-0200 41201-0000 Tack coat 41401-2000 Cracks, cleaning and sealing

Based on 1.97 TON/CUYD Based on 1.94 TON/CUYD Based on 0.10 GAL/SQYD and 240 GAL/TON

STATE PROJECT

DOT 86(1) C.1MT

F:

\h ig hw ay s\

FH

W A\

_B oz em an

_T ra il\ D es ig n\ Ty pi ca l

-M ay

-2

3:

P

M B

TH

O

M

PS

O N

4/

N

B

EL

L 1/

D es ig ne d by

C he ck ed b y:

SHEET

NUMBER

TABULATION OF TYPICAL

SECTION QUANTITIES

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

C.2

STATE PROJECT

M a y

P

M m t0 c a .d g n

U

S S u r ft

D

B h e c k e d b y

T h o m p s s ig n e d b y

NO SCALE

TYPICAL SECTIONS

FOOTNOTE:

NOTE:

1. See sheet C.1 for quantities.

LC

Original ground

1:3 1:3

5' 5' pathway Multi-use pathway Multi-use

Slope

Original ground

Existing asphalt surfacing

3 3

Asphalt concrete pavement, type 2, 2-inch compacted depth

Tack coat

LC

Original ground

Original ground

1:3

1:3

Va ria ble

Va ria bl e

5'

C le a r in g li m it s

5' 2' shldr.2' shldr.

5' 5'

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

Profile grade pathway Multi-use pathway Multi-use

Asphalt concrete pavement, type 2, 2-inch compacted depth

Roadway aggregate, method 2, 6-inch compacted depth

1:3 0.5' typ.

C le a r in g li m it s

Cracks, cleaning and sealing

Construct slopes as shown in the Staking Report.

Match existing cross slope or superelevation.

Adjust to match existing pavement width as approved.

Construct ditches as shown in the Staking Report.

Five feet or to right-of-way line, whichever is less.

1.5% slope

TYPICAL SECTION NO. 2

BOZEMAN TO BRIDGER

MOUNTAINS TRAIL

1545+39.27 to 1556+50

TYPICAL SECTION NO. 1

BOZEMAN TO BRIDGER MOUNTAINS TRAIL

1506+31.66 to 1513+71

1513+98.50 to 1528+60.25

1528+85.50 to 1544+57.83

1545+00 to 1545+39.27

1556+50 to 1562+37.61

1563+44.61 to 1564+90.76

1565+06.33 to 1600+59.45

1601+64.91 to 1620+50

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

C.3

STATE PROJECT

M a y

P

M m t0 c a .d g n

U

S S u r ft

B e c k e d b

T h o m p s s ig n e d b y

NO SCALE

TYPICAL SECTIONS

LC

14' max.

Existing centerline

Original ground

Cross slope Cross slope

Original ground

2 2

Asphalt concrete pavement, type 2, 5-inch compacted depth

Roadway aggregate, method 2, 8-inch compacted depth

Va ria ble

Variable

14' max. Existing guardrail

FOOTNOTE:

4 5 section

See typical surfacing asphalt

Existing o r a p p r o a c h

E d g e o f p a v e d s tr e e t

PAVED STREET OR APPROACH

CONNECTION DETAIL

section

See typical surfacing approach

Existing

AGGREGATE APPROACH

CONNECTION DETAIL

E d g e o f a p p r o a c h

Asphalt concrete pavement, type 2, 4-inch compacted depth

Subbase grading A, 20-inch compacted depth

Adjust to match existing roadway width up to maximum shown as approved.

Reestablish roadway fill slopes, foreslopes, and crown according to Section 152.

Remove and reset existing guardrail.

All work and materials to reconstruct MT 86 as shown are incidental to item 60220-4150.

Construct typical section in all areas where the existing asphalt surfacing on MT 86 is removed for pedestrian underpass construction.

See sheet E.1 for locations and quantities.

TYPICAL SECTION NO. 3

MT 86 AT PEDESTRIAN UNDERPASS

Traveled lane Traveled lane vertical joint

Sawcut and tack

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

LC

Original ground

Original ground

Surfacing structure

Profile grade

Proposed ditch invert class 1, type A (nonwoven) Separation-stabilization geotextile, SUBEXCAVATION DETAIL

C.4

STATE PROJECT

M a y

P

M m t0 c a .d g n

U

S S u r ft

B e c k e d b

T h o m p s s ig n e d b y

NO SCALE

TYPICAL DETAILS

LC

LC

R

R underpass

Pedestrian

Edge of shoulder

Edge of shoulder

2'

2' underpass

PedestrianOriginal ground of pathway

Normal edge surfacing section Match mainline

PATHWAY AT PEDESTRIAN UNDERPASS DETAIL

ELEVATION

PLAN

FOOTNOTE:

1 See sheet C.1 for locations and quantities.

of pavement

Normal edge

Roadway aggregate, method 2, 12-inch compacted depth

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

LT 21

LT 19

LT 25

LT 76

LT 26

LT 54

LT 52

LT 49

LT 27

LT 101

LT 76

LT 58

LT 168

LT 100

RT 50

LT 250

RT 150

1,302

Unadjusted quantity. Includes conserved topsoil.

Based on conserved topsoil depth of 8 inches from 1506+31.66 to 1533+75, and 4 inches from 1533+75 to 1620+50.

See sheet H.6 for details.

1611+50 to 1612+50 1612+00 to 1612+50 1613+75 to 1616+25 1613+75 to 1615+25

Item 62503-0000 Turf establishment (type 2, hydraulic method)

(SLRY)

0.6 431 1,423 348 0.2

0.4 3

1575+00 to 1605+00 1605+00 to 1620+50

764 4,179 549 15,319 9,988 1,766 2.1

0.6

503 816 0.9

FOOTNOTE:

8.8 29,572 19,698 5,235 4.6 5

Side Quantity

(LNFT)

ITEM 25120-0200

RIPRAP DITCH, METHOD A,

CLASS 2

1560+50 to 1560+75 1562+25 to 1562+44 1565+50 to 1565+75

1589+50 to 1589+97 1592+25 to 1592+50

1570+75 to 1571+50 1576+25 to 1576+50 1579+75 to 1580+25 1588+25 to 1588+75

1592+75 to 1593+75 1599+00 to 1599+75

Total

1601+71 to 1602+25 1603+16 to 1604+75

Item 62503-0000 Turf establishment (type 1, hydraulic method)

(SLRY)

ROADWAY QUANTITIES

Station to Station

1556+50 to 1562+43.61 0.5 321 1533+75 to 1545+39.27

Total

1.5 10,855 3.4

1563+38.61 to 1575+00 1.1 1,636 245 0.2

1506+31.66 to 1515+00 501 0.2 29180.6 698 1515+00 to 1533+75 1.1 1,184 1,051 1,010

Item 20401-0000 Roadway excavation

(CUYD)

Embankment

(CUYD)

FOR INFORMATION

ONLY

Conserved topsoil

(CUYD)

FOR INFORMATION

ONLY

Item 62406-0300 Placing conserved topsoil, 4-inch depth (ACRE)

Station to Station

Item 20101-0000 Clearing and grubbing

(ACRE)

STATE PROJECT

DOT 86(1) D.1MT

F:

\h ig hw ay s\

FH

W A\

_B oz em an

_T ra il\ D es ig n\ Pl an a nd

-M ay -2

7:

TH

O

M

PS

O N

4/

N

B

EL

L 1/

D es ig ne d by

C he ck ed b y:

SHEET

NUMBER

TABULATION OF PLAN AND

PROFILE QUANTITIES

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

VERTICAL DATUM : NAVD 88

POINT

NUMBER NORTH EAST ELEVATION DESCRIPTION

4805m 533423.775 1580050.167 4733.760 2" MDT aluminum cap

14101 533494.995 1580739.244 4739.224 5/8" IR W/ALUM CAP

14102 533396.241 1581387.329 4746.512 5/8" IR W/ALUM CAP

14103 533369.703 1582064.633 4756.027 5/8" IR W/ALUM CAP

14104 533348.050 1582691.281 4763.325 5/8" IR W/ALUM CAP

14105 533340.728 1583267.859 4770.357 5/8" IR W/ALUM CAP

14106 533336.868 1583986.271 4779.947 5/8" IR W/ALUM CAP

14107 534560.459 1585683.202 4801.808 5/8" IR W/ALUM CAP

14108 534883.029 1586208.555 4808.981 5/8" IR W/ALUM CAP

14109 535206.063 1586762.991 4831.591 5/8" IR W/ALUM CAP

14110 535253.729 1588298.977 4891.606 5/8" IR W/ALUM CAP

14111 535141.619 1589543.348 4916.931 5/8" IR W/ALUM CAP

14112 535587.377 1591012.703 4945.156 5/8" IR W/ALUM CAP

A6077 535434.282 1590596.868 4942.498 2" MDT aluminum cap

B6077 535099.061 1589966.112 4938.869 2" MDT aluminum cap

C6077 535098.850 1589191.759 4924.077 2" MDT aluminum cap

D6077 535115.626 1588710.479 4902.641 2" MDT aluminum cap

E6077 535174.524 1587834.352 4868.006 2" MDT aluminum cap

F6077 535175.635 1587134.292 4841.102 2" MDT aluminum cap

G6077 535240.695 1589159.392 4930.590 2" MDT aluminum cap

CP2A 533556.899 1584545.021 4783.738 2" MDT aluminum cap

CP3A 534190.324 1585332.084 4798.057 2" MDT aluminum cap

CP3X 534264.971 1585257.461 4795.041 2" MDT aluminum cap

CP3Z 535297.276 1587087.475 4853.070 2" MDT aluminum cap

PROJECT : Bozeman to Bridger Mountains Trail DATE OF FIELD WORK : October 2014 PROJECT UNITS : INTERNATIONAL FOOT

COORDINATE SYSTEM : MONTANA STATE PLANE COORDINATES (2500)

NAD83 (2011)

PROJECT COORDINATES

STATE PROJECT

DOT 86(1) D.2MT

F:

\h ig hw ay s\

FH

W A\

_B oz em an

_T ra il\ D es ig n\ Pl an a nd

6-ay -2

2:

P M

R

PA

/2

R

PA

/2

D es ig ne d by

C he ck ed b y:

NUMBER

SURVEY CONTROL

SHEET

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

R= 100.00'

T= 6.45'

L= 12.87'

D

R= 300.00'

T= 16.71'

L= 33.38'

D

R= 300.00'

T= 7.70'

L= 15.39'

D

R= 300.00'

T= 18.05'

L= 36.05'

D

R= 275.00'

T= 72.99'

L= 142.69'

D

R= 60.00'

T= 28.15'

L= 52.63'

D

R= 100.00'

T= 18.74'

L= 37.06'

P C

.8

P T

.7

P C

.9

P T

.2

P C

.8

P

T

.2

P C

.2

P T

.3

P C

.9

P T

.6

P C

.0

P T

.7

P C

.2

P T

.3

Existing ground

Profile grade

Headlands Subdivision

Line to be constructed

CP

M4805

CP

14102

CP

14101

N

1:

:2

PLAN AND PROFILE LEGEND:1

Typical inlet/outlet ditch

Culvert with inlet/outlet ditch

Line to be constructed

D

P ip e C u lv e r t

P ip e C u lv e r t

5NOTE:

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

Excavation volumes shown do not include conserved topsoil quantities.

El.= 4740.67

E= 1580621.603

N= 533434.855

NOTE:

boundary locations and descriptions.

Right-of-Way Plans for right-of-way and permanent easement

Refer to MT DOT 86(1) Bozeman to Bridger Mountains Trail

See sheet C.41

Subexcavation

See sheet C.4

1506+31.66

MOUNTAINS TRAIL

BOZEMAN TO BRIDGER

MT DOT 86(1)

BEGIN PROJECT

See sheet C.4

Subexcavation 1

Subexcavation

2 19 91 85

915 3

CUYD

EXC.

CUYD

EMB.

1515+001510+001505+001500+00

4700 4700

4710 4710

4720 4720

4730 4730

4740 4740

4750 4750

4760 4760

4770 4770

4780 4780

D.3

STATE PROJECT

A

M a y

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

H W

A

B o z e m a n

T r a il D e s ig n P la n a n d P r o fi le m t0 fa

.d

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

,7

.5

+2.10 00%

+0.4883%

50' VC

,7

.8

,7

.2

,7

.6

50' VC

+3.2

,7

.0

VC

50'

,7

.6

,7

.4

+0.4336%

50' VC

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

R= 1,180.00'

T= 106.33'

L= 212.09'

D

R= 100.00'

T= 19.16'

L= 37.86'

D

R= 100.00'

T= 25.72'

L= 50.35'

D

R= 1,500.00'

T= 117.92'

L= 235.35'

D

R= 40.00'

T= 41.11'

L= 63.93'

P T

.5

P C

.4

P R

C

.5

P T

.3

P C

.5

P C

C

.8

P C

C

.2

PT

+57

.15

D

R= 100.00'

T= 10.42'

L= 20.77'

D

R= 300.00'

T= 44.57'

L= 88.50'

D

R= 100.00'

T= 13.41'

L= 26.66'

D

R= 300.00'

T= 40.30'

L= 80.12'

D

R= 100.00'

T= 9.04'

L= 18.03'

D

R= 500.00'

T= 14.88'

L= 29.74'

D

R= 100.00'

T= 7.77'

L= 15.50'

D

R= 100.00'

T= 7.79'

L= 15.56' D

R= 100.00'

T= 12.90'

L= 25.65'

D

R= 60.00'

T= 7.97'

L= 15.85'

P T

.3

P C

.1

P T

.9

P C

.3

P T

.8

P C

.5

P T

.1

P C

.4

P T

.5

P C

.7

P T

.7

P C

.0

P T

.7

P C

.5

P T

.0

P C

.3

P T

.8

P C

.6

P T

.3

P C

.6

Existing ground

Profile grade

N

CP

14103

CP

14104

CP

14106

14105

CP

be constructed

Line to

P ip e C u lv e r t

D o N o t

D is tu r b

P ip e A r c h C u lv e r t

L T

E x x

.5

A p p r o a c

P ip e C u lv e r t

E x te n s io n

9 1

PT

+57

.15

Subexcavation

See sheet C.4

See sheet C.4 1

P T

.3

P ip e C u lv e r t

Subexcavation

Subexcavation

See sheet C.4 1

28 22 9 2 27 30 56 10 21 36 6

555 323 1,596

CUYD

EXC.

CUYD

EMB.

1545+001540+001535+001530+001525+001520+001515+00

4720 4720

4730 4730

4740 4740

4750 4750

4760 4760

4770 4770

4780 4780

4790 4790

4800 4800

D.4

STATE PROJECT

M a y

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

H W

A

B o z e m a n

T r a il D e s ig n P la n a n d P r o fi le m t0 fb

.d

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

-2.0000%

,7

.0

+3.2

+1.2500

50' VC

,7

.5

50' VC

,7

.5

+3.1

50' VC

,7

.0

-0.3030%

50' VC

,7

.0

+1.714 3%

+0.8654%

50' VC

,7

.2

,7

.6

+1.2525

,7

.8

,7

.0

,7

.8

-0.2500%

,7

.8

+1.637 4%

,7

.2

,7

.8

+1.692 3%

,7

.0

,7

.2

+2.00 00%

,7

.9

-1.4222%

50' VC

,7

.7

+4.

200' VC

,7

.0

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

.7

P T

.1

P C

.1

P T

.4

P C

.4

P C

C

.0

D

R= 300.00'

T= 24.74'

L= 49.37'

D

R= 300.00'

T= 18.13'

L= 36.22'

D

R= 1,200.00'

T= 92.46'

L= 184.55'

D

R= 1,175.00'

T= 324.11'

L= 632.49'

L= 63.93'

D

R= 60.00'

T= 15.64'

L= 30.60'

D

R= 60.00'

T= 18.46'

L= 35.82'

D

R= 100.00'

T= 27.94'

L= 54.48'

D

R= 100.00'

T= 24.18'

L= 47.45'

D

R= 100.00'

T= 8.75'

L= 17.45'P C

C

.2

PT 1544+57.16

P C

.2

P T

.8

P C

.2

P T

.1

P C

.8

P R

C

.2

P T

.7

P C

.1

P T

.6

Existing ground

Profile grade

N

CP

CP

14107

CP

14109

CP

14108

CP

2A

3X

3A

CP

.6

.6

See sheets G.1 -G.15 Construct new pedestrian bridge Bridger Creek Bridge

Bridger Creek

P ip e C u lv e r t

P ip e C u lv e r t

D o N o t

D is tu r b

P ip e C u lv e r t

R T

E x A p p r o a

D o N o t

D is tu r b

E x P ip e C u lv e r t

R T

P ip e C u lv e r t

D o N o t

D is tu r b

P ip e C u lv e r t

E x A p p r o a

D o N o t

D is tu r b

P ip e C u lv e r t

R T

E x A p p r o a

8 19

1,636 4,179

76 2 11 183

Line to be constructed

CUYD

EXC.

CUYD

EMB.

1575+001570+001565+001560+001555+001550+001545+00

4770 4770

4780 4780

4790 4790

4800 4800

4810 4810

4820 4820

4830 4830

4840 4840

4850 4850

D.5

STATE PROJECT

e p te m b e r

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

H W

A

B o z e m a n

T r a il D e s ig n P la n a n d P r o fi le m t0 fc

.d

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

+2.00 00%

,7

.0

-2.0000%

,7

.0

,7

.5

+1.1719

,7

.2

50' VC

,8

.2

+2.42 86%

,8

.2

-3.5556%

,8

.0

80' VC

,8

.2

,8

.9

+4.0

5%

50' VC

+2.00 00%

+0.0000%

40' VC 40' VC

,8

.5

7.

40' VC

,8

.2

+4.3

6%

50' VC

,8

.9

-1.7872%

150' VC

,8

.7

100' VC

,8

.7

7.

50' VC

6.

P R

C

.4

P R

C

.3

P T

.5

5 P

C

.5

P T

.9

P C

.7

R= ,1 .0 0'

T= .1 1'

L= .4 9'

D

R= 800.00'

T= 81.71'

L= 162.85'

D

R= 800.00'

T= 45.66'

L= 91.21'

D

R= 300.00'

T= 16.72'

L= 33.40'

D

R= 1,500.00'

T= 154.07'

L= 307.06'

D

R= 200.00'

T= 8.72'

L= 17.42'

D

R= 200.00'

T= 10.81'

L= 21.60'

D

R= 200.00'

T= 10.81'

L= 21.60'

D

R= 200.00'

T= 12.25'

L= 24.46'

D

R= 200.00'

T= 33.20'

L= 65.81'

D

R= 200.00'

T= 20.75'

L= 41.34'

P R

C

.1

P T

.5

P C

.7

P T

.3

P C

.5

P T

.1

5 P

C

.7

P T

.2

P C

.6

P T

.4

P C

.4

P T

.8

Existing ground

Profile grade

Line to be constructed

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

E x te n s io n

P ip e C u lv e r t

P ip e C u lv e r t

E x te n s io n

N

14109

CP

F6077

CP

CP

E6077

CP

14110

CP

D6077

CP

C6077

CP 14111

CP

G6077

CP

3Z

D o N o t

D is tu r b

C u lv e r t

L T

E x ip

D o N o t

D is tu r b

C u lv e r t

L T

E x

A p p r o a c h R d

L T

P ip e C u lv e r t

P ip e C u lv e r t

E x te n s io n

P ip e C u lv e r t

A p p r o a c h R d

L T

P ip e C u lv e r t

P ip e C u lv e r t

D o N o t

D is tu r b

E x e C u lv e r t

R T

197 7,715 246

303 5,092

2,228 767 1,160 1,397 4,436

CUYD

EXC.

CUYD

EMB.

1605+001600+001595+001590+001585+001580+001575+00

4860 4860

4870 4870

4880 4880

4890 4890

4900 4900

4910 4910

4920 4920

4930 4930

4940 4940

D.6

STATE PROJECT

e p te m b e r

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

H W

A

B o z e m a n

T r a il D e s ig n P la n a n d P r o fi le m t0 fd

.d

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

Cut retaining wall, LT 1

Cut retaining wall, LT1

Cut retaining wall, LT

Cut retaining wall, LT

Cut retaining wall, LT1

Fill retaining wall, RT1

Fill retaining wall, RT 1

,8

.4

6.

,8

.9

,8

.8

+4.1

6%

100' VC

,8

.4

+2.5

,8

.9

+3.2

,8

.7

7.

100' VC

1598+25

4,928.90

-1 .0

175' VC

,9

.4

100' VC

,9

.7

+0.5797%

,9

.5

,9

.8

50' VC

,9

.0

-5.2826% 5.

150' VC

,8

.3

50' VC1576+25

4,848.20

+1.1377%

50' VC

,8

.0

+4.

-0.1400%

50' VC

,8

.6

100' VC

,8

.6

.0

+0.6750%

100' VC

,8

.0

150' VC

,8

.5

.0

+3.9

6%

100' VC

,8

.0

-1 .0

150' VC

,8

.0

50' VC

,8

.6

0+2.08 00%

6.

100' VC

R= 1,076.00'

T= 207.43'

L= 409.84'

D

R= 200.00'

T= 7.99'

L= 15.97'

D

R= 200.00'

T= 7.54'

L= 15.07'

D

R= 1,000.00'

T= 85.39'

L= 170.36'

D

R= 100.00'

T= 37.42'

L= 71.61'1

P C

.7

P R

C

.5

P T

.5

P C

.9

P T

.9

P C

.2

P R

C

.6

P T

.2

P O

T

.4

Existing ground

Profile grade

"M" Parking Lot

Line to be constructed

P e d e s tr ia n u n d e r p a s s s p a n x r is e R

C B

N

B6077

CP

A6077

CP

14112

CP

1620+50

MOUNTAINS TRAIL

BOZEMAN TO BRIDGER

END MT DOT 86(1)

A p p r o a c h R d

L T

P ip e C u lv e r t

P ip e C u lv e r t

D o N o t

D is tu r b

P ip e C u lv e r t

R T

E x A p p r o a

3,659 6,380

El.= 4941.40

E= 1591115.161

N= 535672.825

I n le t, F

L H t y p e

B R

T

P ip e C u lv e r t

4 421 7 71

I n le ts

F L

H t y p e

B R

T

P ip e C u lv e r t

Parking Lot

Drinking Horse Mtn

CUYD

EXC.

CUYD

EMB.

1625+001620+001615+001610+001605+00

4880 4880

4890 4890

4900 4900

4910 4910

4920 4920

4930 4930

4940 4940

4950 4950

4960 4960

D.7

STATE PROJECT

M a y

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

H W

A

B o z e m a n

T r a il D e s ig n P la n a n d P r o fi le m t0 fe

.d

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

,9

.0

5.

-2.9091%

150' VC

,9

.0

50' VC

,9

.3

+1.0000%

,9

.8

,9

.8

-0.2000%

-9 .8

%50' VC

,9

.0

150' VC

,9

.0

8.

150' VC

,9

.5

+1.2500 % -0.5500%

200' VC

,9

.4

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

1. See sheet E.4 for approach road details.

Based on 1.97 TON/CUYD.

Based on 1.94 TON/CUYD.

See sheet E.2.

APPROACH ROAD AND PARKING AREA QUANTITIES

1612+50 RT 344 149

NOTE:

Embankment

(CUYD)

FOR INFORMATION

ONLY

Item 30202-2000 Roadway aggregate, method 2

(TON)

FOOTNOTE:

1539+75 RT

Mainline Station

Item 40301-0200 Asphalt concrete pavement, type 2

(TON)

1534+69 RT 10

1590+20 LT 15

1592+01 LT 17

1610+98 LT 56

Total

1533+88 RT

STATE PROJECT

DOT 86(1) E.1MT

F:

\h ig hw ay s\

FH

W A\

_B oz em an

_T ra il\ D es ig n\ A pp ro ac h 6-

M ay

-2

2:

P

M B

TH

O

M

PS

O N

4/

N

B

EL

L 1/

D es ig ne d by

C he ck ed b y:

SHEET

NUMBER

TABULATION OF APPROACH

ROAD AND PARKING AREA

QUANTITIES

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

NO SCALE

4902.851590494.016535199.170A1 top center of drop inlet grate

Coordinates and elevation are at

A1

Edge of new gravel parking surface

Toe of slope

N

Pedestrian underpass

El. 4908.00

Edge of existing parking area El. 4908.00

4%

Edge of new gravel parking surface

Toe of slope

El. 4908.46

A3

A2

B3

B2

B4

B5

B1

A3

A2

B5

B4

B3

B2

B1

Begin drainage swale

Drainage swale

Edge of new gravel surface

Edge of new gravel surface

Edge of new gravel surface

Edge of new gravel surface

Center of 10' radius arc

4908.00

4904.59

4904.78

4902.91

4903.55

4906.81

4907.63

10' R

Centerline of drainage swale

Centerline of drainage swale

4" compacted depth

Roadway aggregate, method 2, GRAVEL SURFACING SECTION

535184.991

535188.071

535212.759

535247.322

535225.511

1590475.246

1590492.814

1590497.476

1590470.974

1590379.490

535226.049

535218.172

1590369.504

1590455.062

Centerline of existing road

El. 4908.00

Pedestrian underpass ramp

Variable Variable

Existing contour

Proposed contour

DRINKING HORSE MTN

PARKING LOT PLAN

NOTE:

underpass excavation

Embankment from pedestrian

2. Elevations are to finished grade unless otherwise stated.

1. See sheet E.1 for quantities

E.2

STATE PROJECT

M a y

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

H W

A

B o z e m a n

T r a il D e s ig n A p p r o a c h R o a d s m t0 g c .d

B

T h o m p s

C h e c k e d b y

D e s ig n e d b y

NAME NORTHING EASTING ELEVATION DESCRIPTION

CONTROL POINTS

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

NO SCALE

E.3

STATE PROJECT

M a y

A

M m t0 g b .d g n

U

S I n t2

B e c k e d b y

T h o m p s s ig n e d b y

1:4 1:4

Roadway aggregate, method 2, 6" compacted depth

6" compacted depth

Roadway aggregate, method 2, A1

A2

A3

A4

A5

A6

A6

A5

A4

A3

A2

A1

Asphalt concrete pavement, type 2, 2" compacted depth

Asphalt concrete pavement, type 2, 2" compacted depth

Existing ground Existing ground

Toe of fill slope

B

A

A

SECTION A-A

UNDERPASS RAMP PLAN

B

SECTION B-B

1590507.586

1590502.321

1590487.823

1590484.441

1590476.530

1590473.148

Bottom of ramp, tie to existing ground

Bottom of ramp, tie to existing ground

Corner of landing pad, top of ramp

Corner of landing pad, top of ramp

Corner of landing pad

Corner of landing pad

Pedestrian underpass

Pedestrian underpass

Pedestrian underpass

RAMP DETAIL

PEDESTRIAN UNDERPASS

1.50% 8.33%

0.00%

535271.796

535280.531

535264.694

535274.104

535260.635

535270.046

4907.89

4908.18

4909.62

4909.77

4909.62

4909.77

Edge of existing parking area

N

NOTE:

1. All work and materials to construct ramp as shown are incidental to item 60220-4150.

1:4

6" compacted depth

Roadway aggregate, method 2, Asphalt concrete pavement, type 2, 2" compacted depth

Existing ground

SECTION C-C

1.50%

1:4

C

C

NAME NORTHING EASTING ELEVATION DESCRIPTION

CONTROL POINTS

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

Stationing Mainline x x x x x

L x x

Length Approach Road

L

APPROACH ROAD DETAILS

C of approach x x

FOOTNOTE:

STATION

MAINLINE

R1 R2 LW

APPROACH ROAD TABLE

c o n s tr u c ti o n

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

C of approachL

C of highwayL

1:3 1:3

W

R

APPROACH PLAN DETAIL

APPROACH PROFILE DETAIL

APPROACH SECTION DETAIL

NO SCALE

E.4

STATE PROJECT

M a y

A

M m t0 g a .d g n

U

S I n t2

B e c k e d b y

T h o m p s s ig n e d b y highway

Edge of path

Edge of

W5'

Match existing approach grade type 2, 4" compacted depth

Asphalt concrete pavement, 5'Variable 10' Path

Approach area to be paved (typ.)

4" compacted depth (typ.)

Asphalt concrete pavement, type 2, Approach length L

Width Approach

C of path

APPROACH ROAD LOCATION SYMBOL

Crown Crown

2 2

1610+98 LT

1592+01 LT

1590+20 LT

1539+75 RT

1534+69 RT

1533+88 RT

asphalt at edge of highway Sawcut and tack coat

Adjust to match field conditions as approved.

Match existing crown as approved.

to existing alignment of approach is at an angle.

Continue approach radius as required if connection

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

,8

.2

+0.0000%

40' VC

,8

.0

-3.5556%

80' VC

,7

.2

50' VC

,8

.2

+2.42 86%

40' VC

91'-0"

2'-0" concrete abutment wall (typ.)

9'-0"

T r a il

El. 4804.20

STA. 1562+43.61

BEGIN BRIDGE

95'-0" BRIDGE LENGTH

2% crown Trail & BridgeLC

Original ground

Abutment 1

Centerline bearing (typ.)

+ 0.00% GRADE

Flowline El. 4791.23

Abutment 2

El. 4,790.50

LC

Low Structure El. 4,800.40

El. 4804.20

STA. 1562+43.61

BEGIN BRIDGE

N

El. 4,790.50

PLAN

ELEVATION

Q V WS El.

HYDRAULIC DATA

100Q

Q

4.75

3.07

1,100

4796.65

4794.21

+ 0.00% GRADE

back wall (typ.)

Concrete

PROFILE GRADE DIAGRAM

NTS

Bridge elevations are at profile grade at layout line bearing (typ.)

Centerline wall (typ.)

abutment Concrete bulb-tee deck beams (typ.)

3'-8" x 7'-6" pre-stressed

RG3036-A

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

J. Schlegelmilch 1" = 6'-0" N. Bell S. Markwardt J. Schegelmilch

NO. DATE BY REVISIONS

BRIDGE SHEET

1 of 15 MAY 2016

DATE SHEET NO.

PLAN & ELEVATION

BRIDGER CREEK BRIDGE

GALLATIN COUNTY, MT

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

m t0

G A .d g n

I n t_ ft

D

G.1

STATE PROJECT

M a y

A

M

4'

2'-0" (typ.)

1'-2" (typ.)

2'-0" (typ.)

footing (typ.)

Concrete spread wing wall (typ.)

Turn back wing wall (typ.)

Turn back

4,810

4,805

4,790

4,795

4,800

Profile grade grade at

Existing

DESCRIPTION

BRIDGE SHEET INDEX

NO.

SHEET

4,785

4'-0" Bridge railing (typ.)

2'-0" (typ.)"2 18'-6

112'-1"

(typ.)

El. 4,804.05

El. 4,804.05 El. 4,804.05

El. 4,804.05

(typ.)

6'-0"

(typ.)

6'-0"

91'-0"

= El. 4796.65100Q Wildlife path at Q2 WS Elev.

Wildlife path

(typ.)

8'-0" ty p

REBAR LIST 2 OF 2

REBAR LIST 1 OF 2

BRIDGE RAILING DETAILS

BRIDGE RAILING

APPROACH SLAB

GIRDER DETAILS

P/S GIRDER SECTIONS

P/S GIRDERS A & B

DECK PLAN DETAILS

ABUTMENT WING WALLS

ABUTMENT END WALL DETAILS

ABUTMENT WALL

SUBSURFACE INFORMATION

GENERAL NOTES & FOUNDATION PLAN

PLAN & ELEVATION

RG3036-O

RG3036-N

RG3036-M

RG3036-L

RG3036-K

RG3036-J

RG3036-I

RG3036-H

RG3036-G

RG3036-F

RG3036-E

RG3036-D

RG3036-C

RG3036-B

RG3036-A

between rub rails 13'-9" clear

9'-0"

Scour El. 4,788.23100Q footing (typ.)

Concrete spread El. 4,787.73 El. 4,787.73

.8

.8

.2 according to Section 208.

and bracing as required

Provide temporary shoring

El. 4,801.83

El. 4,802.34

El. 4,802.78 of existing bridge

Upstream profile

END BRIDGE

Face of bridge barrier are at upstream face of bridge.

Note: Velocity and water surface elevations

END BRIDGE

t y p

95'-0" BRIDGE LENGTH

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

S T

S T

GENERAL NOTES:N

Abutment 1 Abutment 2

FOUNDATION PLAN AND BORING LOCATIONS

ESTIMATE

ITEM NO. DESCRIPTION UNITQUANTITY NOTES

FOOTNOTE:

1 Contract quantity.

END BRIDGE

BEGIN BRIDGE

LC

LCLC Bearing Bearing

RG3036-B

2 of 15 MAY 2016

DATE

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

BRIDGE SHEET SHEET NO.

PLAN

GENERAL NOTES & FOUNDATION

BRIDGER CREEK BRIDGE

GALLATIN COUNTY, MT

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

G.2

STATE PROJECT

M a y

A

M m t0

G B .D

G N

I n t_ ft

D

2'-0"2'-0"

Path and Bridge

Concrete abutment wall bridge

Existing highway

El. 4,790.50

Footing bearing

8'-0"

91'-0"

95'-0" BRIDGE LENGTH

2'-0"

2'-0"

Design net allowable bearing pressure = 2,000 lbs/sqft.1.

FOUNDATION NOTE:

56401-1000

55601-0900

55401-2000

55302-3700

55201-0200

20810-0000

20801-0000

Bearing device, elastomeric

Bridge railing, steel

Reinforcing steel, epoxy coated

Precast, prestressed concrete decked bulb-tee girder

Structural concrete, class A(AE)

Shoring and bracing

Structure excavation

EACH

LNFT

LB

LNFT

CUYD

LPSM

CUYD

See summary of subsurface information on sheet RG3036-C.

See Geotechnical Report No. 14-3246G, prepared by SK Geotechnical.

GEOTECHNICAL REPORT:

galvanized diaphragm anchor bolts in accordance with AASHTO M111 or M232.

flange-tie connections which are to be black iron finish. Provide ASTM A307 structural steel shapes. Galvanize all metal after fabrication except girder welded

Provide ASTM A36 for all structural metal for field welded connections and

MISCELLANEOUS STRUCTURAL METAL:

Chamfer exposed edges of all concrete 3/4", unless shown otherwise.

a grooved finish across deck perpendicular to beam centerline.

Minimum f’ci = 5,000 psi. Finish top surface of the girders with

Fabricate with Class P (AE) concrete. Minimum f’c = 6,000 psi.

PRESTRESSED CONCRETE DECK BULB-TEE UNITS:

prestress force per strand is 34,870 lbs based on estimated losses of 41.84 ksi.

load of 44,000 lbs at which load fpi = 0.75 fpu = 202.5 ksi. The final estimate effective strand conforming to AASHTO M203 (ASTM A416). Pre-tension each strand to a total

Provide Grade 270, 0.6-inch diameter, seven-wire, bright low-relaxation prestressing

PRESTRESSING STEEL:

noted otherwise.

reinforcing steel. Provide a minimum concrete cover of 2 inches on formed face, unless

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

REINFORCING STEEL:

Preformed expansion joint filler: AASHTO M213.

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

unless shown otherwise on plans.

Use Type II, low alkali cement. Chamfer exposed edges of all concrete 3/4", Class A (AE) with minimum 28-day design compressive strength f’c = 4500 psi.

CAST-IN-PLACE:

= 0.331 g. Site Class = C. Seismic Zone = 3.D1S

= 2.196) to give the long period spectrum acceleration, Vmodified by the Site Coefficient (F

= 0.151 g) 1 = 0.696 g. Long period acceleration at 1.0 seconds (SDSacceleration, S

= 1.40) to give the short period spectrum a = 0.496 g) modified by the Site Coefficient (FS(S

= 0.286 g. Short period acceleration at 0.2 secondsSto give a spectrum acceleration, A

= 1.388)PGAPeak Ground Acceleration (PGA = 0.206 g), modified by the Site Coefficient (F

SEISMIC:

Vehicle load: H10 (20,000 lb), dynamic load allowance (impact), IM = 0%

Snow load and H5 vehicle load applied simultaneously.

Snow load: 45 lb per square foot

Pedestrian live load: 90 lb per square foot

LIVE LOAD:

Coefficient of friction: 0.5

Passive pressure: Equivalent fluid unit weight of soil, 500 lb per cubic foot

At rest lateral earth pressure: Equivalent fluid unit weight of soil, 50 lb per cubic foot

Active lateral earth pressure: Equivalent fluid unit weight of soil, 32 lb per cubic foot

Future wearing surface allowance: 24 lb per square 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

2014, with 2015 Interim revisions.

December 2009 with 2015 interims. AASHTO LRFD Bridge Design Specifications 7th Edition, DESIGN: AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges, SPECIFICATIONS:

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

LEGEND:

WATER LEVELS

After drilling

At completion

While drilling

NOTE:

3.

2.

1.

See Sheet RG3036-B for soil boring locations. The boring logs on this sheet represent the subsurface conditions encountered at the boring locations shown.

Subsurface conditions may vary between these locations.

The series of numbers on the log shows the number of blows from a 140 lb hammer with a 30-inch drop required to drive a split barrel sampler 18-inches.

The test is measured in three 6-inch intervals. If the split barrel did not penetrate 18-inches after

50 blows, the log shows the measured penetration within that particular interval. The symbol next to the blow count indicates the size of split barrel sampler that was used for each test depth.

For boring logs and other geotechnical information see Geotechnical Report No. 14-3246G, prepared by SK Geotechnical.

0.0000%

Profile grade

RG3036-C

DATE

J. Schlegelmilch Not to Scale N. Bell S. Markwardt J. Schlegelmilch

BRIDGE SHEET SHEET NO.

MAY 2016

SUBSURFACE INFORMATION

BRIDGER CREEK BRIDGE

GALLATIN COUNTY, MT

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

G.3

STATE PROJECT

M a y

A

M m t0

G C .d g n

I n t_ ft

D

Hollow Stem Auger

2" OD Split Spoon (SPT)

4769.5

2-2-4

3-4-5

2-5-5

WH-WH-2

4-12-15

6-6-15

14-23-35

10-17-14

20-34-40

OL

CL

SM

GM

GM

OL

SC

SM

GM

4772.1

3-6-5

5-5-5

2-5-7

14-13-18

5-15-19

11-20-22

3-4-7

11-16-22

22-50/0.4ft

Blow counts

Blow counts

ST-13

EL: 4795.0'

ST-14

STA 1563+37, 11' Rt

EL: 4797.0'

STA 1562+54, 6' Rt

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

10.4 x 16 25101 -0200

60201 -0600

60201 -0800

60201 -0900

60201 -1000

60220 -4150

60403 -2300

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 A

C

LA

S S

EN

ER

G

Y D

IS

S

IP

A

TO

R

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

F

EE

T

S

PA

N

F

EE

T

R

IS

E

PR

EC

A S T

R

EI

N

FO

R

ED

O

N C R

ET

E B O

X C

U

LV

ER

T

IN

LE

T, F

LH

T

YP

E

7B

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 LNFT LNFT LNFT LNFT LNFT EACH Lt Rt 1509+25 0.5 1 28 X/P 1512+25 0.5 3 28 X/P 1517+00 0.5 3 28 X/P 1528+74 LT, Do not disturb 1541+50 0.7 1 28 X/P

1541+96 0.9 4 20 2° RT GS 2,7

1545+16 Do not disturb 1556+18 RT, Do not disturb 1558+25 0.9 2 30 X/P 1564+83 RT, Do not disturb 1565+25 0.6 1 28 X/P 1566+78 RT, Do not disturb 1570+50 3.4 1 48 X/P

1576+21 3.1 1 4 40 13° RT X/P 6

1579+74 Do not disturb

1579+88 8.1 4 3 72 24° RT X/P 6

1588+62 9.8 5 16 2° LT GS 2

1588+68 LT, Do not disturb 1588+74 LT, Do not disturb 1590+20 1.0 14 44 X/P 1

1590+62 0.4 5 32 35° LT X/P

1592+50 1.8 3 32 X/P 6

1592+70 14.8 5 26 2° RT GS 2

1601+16 2.8 79 102 X/P 1

1603+14 15.8 16 42 4° RT GS 2

1603+25 5.6 1 3 46 X/P 6 1611+04 1.8 23 38 X/P 1

1612+77 24.0 2044 270 2 3° LT C 3,5

1613+00 7.7 1655 108 C 2 2 4 1613+15 2.4 34 1 C 3,8 1619+55 RT, Do not disturb

1620+46 0.7 11 34 34° RT X/P 5

PROJECT TOTAL 3879 13 620 118 270 58 108 3

Allowable Pipe Material

NOTE: FOOTNOTES: A Aluminum

1. Steel pipe, aluminum pipe and aluminized steel pipe culvert minimum wall thickness 1. Approach road culvert 6. Energy dissipator at outlet. AS Aluminized steel is the thickness required by the Std. 602-1 fill height table. 2. Pipe culvert extension. 7. Reuse existing end section. C Concrete

2. See Std. 602-7 for acceptable concrete cell class. 3. Construct inlets, FLH type 7B. See sheets H.3, H.5, 8. Structural excavation included in GS Galvanized steel

3. Maintain cover per manufacturers recommendations on all culverts under and E.2. station 1613+00 box culvert. P Plastic live loading during consturction. 4. Pedestrian underpass. See sheets H.3-H.4. (blank) Any appropriate material

5. Inlet / Outlet ditch included in structural excavation. x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

F:

\h ig hw ay s\

FH

W A\

_B oz em an

_T ra il\ D es ig n\ D ra in ag e\

[m t0

_S ec tio n

H Q ua nt it ie s.

xl sx ]S he et

-M ay -2

2:

K N

U

TH

/2

N

B

EL

L 1/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

H.1

SHEET

NUMBER

DOT 86(1)MT

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

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

RT

LT & RT

LT & RT

RT

See sheet H.4.

See sheet H.7.

RT

1563+06 to 1564+02 12 Total 12

Total 42

ITEM 20802-0000

FOUNDATION FILL

Station to Station Side Quantity

(CUYD)

ITEM 20303-3200

REMOVAL OF SIDEWALK, CONCRETE

Station to Station Side Quantity

(SQYD)

1563+42 to 1564+02 42

FOOTNOTE:

Station Side Quantity

(SQYD)

1613+00 108 Total 108

Station Side Quantity

(LNFT)

ITEM 60501-0000

STANDARD UNDERDRAIN SYSTEM

ITEM 55901-0000

MEMBRANE WATERPROOFING

1613+00 436 Total 436

Total 345

ITEM 25101-0400

PLACED RIPRAP, METHOD A, CLASS 4

Station Side Quantity

(CUYD)

1562+91 345

STATE PROJECT

DOT 86(1) H.2MT

F:

\h ig hw ay s\

FH

W A\

_B oz em an

_T ra il\ D es ig n\ D ra in ag e\

[m t0

_S ec tio

H ay -2

2:

P M

B

TH

O

M

PS

O N

/2

N

B

EL

L

/2

D es ig ne d by

C he ck ed b y:

NUMBER

TABULATION OF DRAINAGE

QUANTITIES

SHEET

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

SCALE IN FEET

5 0 5 10 15

75453015015 105 120 135

LC

B o z e m a n t o B r id g e r M o u n ta in s T r a il centerline

New culvert

1:2

1:

section (typ.)

Sloped end

OUTLET

Crown N/E/EL: 535272.1/1590478.8/4909.77

INLETPIPE

LENGTH: 108 ft

SPAN: 12 ft RISE: 10 ft

WALL THICKNESS: 8 in

TOP/BOTTOM THICKNESS: 9 in

Crown N/E/EL: 535373.6/1590442.3/4915.16

12.48 RT

1613+00.00, 120.35' RT

1613+00.00, 4915.16

Invert in elev.

4909.77

Invert out elev.

14' of roadway

Existing edge of roadway

Existing edge guardrail

Existing grade Existing road

N

TYPE: Reinforced Concrete Box grade

Proposed profile

END SECTION: 1:2 END SECTION: 1:2

30" pipe culvert

30" pipe culvert concrete box culvert precast reinforced

12' span x 10' rise

18" pipe culvert parking lot

Existing edge of

Inlet, FLH type 7B

Inlet, FLH type 7B

DETAIL

PEDESTRIAN UNDERPASS

1613+00 pipe culvert

18" culvert

Existing 24" pipe

M T system

Standard underdrain

1. See sheet H.4 for details.

NOTE:

Underdrain system measurement limits

Slope 5%

PIPE SLOPE: 0.05 ft/ft

H.3

STATE PROJECT

M a y

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

H W

A

B o z e m a n

T r a il D e s ig n D r a in a g e m t0 h c .d

B E

L

K N

U

C h e c k e d b y

D e s ig n e d b y

FOOTNOTE:

See sheet I.7.1

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

Fl ow

Fl ow

(typ.)

6"x6"x6" Tee

LC

U nd er pa ss

17'-4" min.

Granular backfill

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

Pedestrian underpass

Description Unit Total

NOTE:

quantities.

1. See sheet H.2 for underdrain system and waterproofing

FOOTNOTE:

' m ax

UnderpassLC

ISOMETRIC LAYOUT DETAIL

STANDARD UNDERDRAIN SYSTEM

ELEVATION

CUYD

SQYD

SQYD

LNFT

waterproofing Install membrane waterproofing Install membrane waterproofing Install membrane

INFORMATIONAL QUANTITIES

UNDERDRAIN SYSTEM

H.4

STATE PROJECT

M a y

A

M m t0 h c .d g n

U

S C u s to m a r y

B E e c k e d b y

K N

U s ig n e d b y

6"x6" Elbow

Provide 12" overlap on seams.

2 Do not install membrane on exposed surfaces.

(typ.)

2' min.

system Standard underdrain

4" (typ.)

4" (typ.)

:1 m ax

:1 m a x

Geogrid, biaxial

LNFT 64

Select borrow

DETAIL

PEDESTRIAN UNDERPASS

1613+00

24" tubing polyethylene drainage

6" non-perforated drainage tubing

6" perforated polyethylene

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

Granular backfill drainage tubing (typ.)

6" perforated polyethylene tubing polyethylene drainage 6" nonperforated

Outlet underdrain system in new inlet located at Station 1612+90.

Subgrade

6" perforated polyethylene drainage tubing (typ.)

drainage tubing (typ.)

6" perforated polyethylene drainage tubing 6" perforated polyethylene

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

A A

B

NOTE:Weld

V a r ia b le to be sealed by welding

Open areas at end of pipes shear connector

" x 4" stud2 each end of each pipe

" at8 3in L 2" x 2" x

" holes to be drilled8

INFORMATIONAL QUANTITIES

may be substituted.

2" dia. solid steel bar at 10.68 lbs/ft at 6.41 lbs/ft (ASTM A 53)

" OD double-extra strong steel pipe 2

H.5

STATE PROJECT

M a y

P

M m t0 h d .d g n

U

S C u s to m a r y

B E e c k e d b y

K N

U s ig n e d b y

1.

2.

3.

4.

PLAN SECTION B-B

SECTION A-A DETAIL A

DETAILS

INLET, FLH TYPE 7B

3"

3"

3"

H v a r ie s

8" 8"

INLET, FLH TYPE 7B

Trail fill slope Ro ad way fi ll slo pe See Detail A

Concrete

Ditch slope Ditc h slo pe "2

12"2 ty p ty p

W varies

W varies

W v a r ie s

(2 at W required)

"8 3L 2" x 2" x

(2 at W required)

"8 3" x 2

1" x 22 1L 2

Inlet Concrete, CUYD

Grate Dimensions

Depth (H)

Width (W)

Pipe size

Offset

Station

18"

"4 33'-4" x 2'-11

30"

4'-0"4'-0"3'-0"

"4 34'-4" x 3'-11 "4

34'-4" x 3'-11

30"

1613+15.00

12.17' RT

1612+78.33

12.88' RT

1612+89.67

194.10' RT

"2 13'-8

2.412

"4 14'-6

2.786

2"-5"

1.339 if approved.

Alternate methods of anchoring angle iron will be acceptable

AASHTO M 111.

Galvanize grate after fabrication in accordance with and vertical bars on 12 inch centers.

each way. In walls, place horizontal bars on 6 inch centers from face of concrete. In floors, place bars on 6 inch centers inch clear 2 1All reinforcing bars are #5 placed a minimum 1

See informational quantities for outside dimensions of grate.

P re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es re lim in ar y

- N ot

F or

C on st ru ct io n

- F in al

(9 5%

) D es

H.7

STATE PROJECT

M a y

P

M m t0 h k .d g n

I n t_ ft

D

W A

C K

E e c k e d b y

K N

U s ig n e d b y

A A

SECTION A-A

NOTE:

B rid g e r C re e k

N

Varie s

Existing wildlife path

New wildlife path

New pedestrian bridge

SCALE IN FEET

15 0 15 30

Path centerline

RIPRAP LAYOUT DETAIL

PEDESTRIAN BRIDGE

1562+91

4'

A1 A2 B4 B3

A3 A4

A6

A5

B9

B2 B1

B7

B6

B5

B10

B11 B12

B13

Existing highway bridge method A, class 4

Placed riprap, B8

Existing highway bridge

1:10 1:2.4

1:2 .4

1:2 .4

1:10

T y p

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

method A, Placed riprap, New pedestrian bridge

Low beam

T y p

Q100

OHW

7.5

1:

2.

:2 .4

1:

2.

1:

2.

1:

2.

B13

B12

B11

B10

B9

B8

B7

B6

B5

B4

B3

B2

B1

A6

A5

A4

A3

A2

A1

Toe of slope, tie into existing riprap tie into existing riprap

Top of slope, edge of wildlife path, tie into existing riprap

Toe of slope, edge of wildlife path, Top of slope, tie into existing riprap

Top of slope

Toe of slope

Top of slope, edge of wildlife path

To…