mt-a2013018_Plans_160406.pdf

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 A

M

F e b r u a r y

U

S C

F H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n G e n e r a l I n fo r m a ti o n m t-a a b .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.2 PHILLIPS 201(1) MT

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

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

Fiber Roll or Wattle x x x x x

1 6

B N S F

Nelson

B la ck

C o u le e

S o u th

B N S

F

A.3

STATE PROJECT

NUMBER

MT

PHILLIPS 201(1)

F e b

P

M m t-a a c .d g n

U

S I n t2

D

B .W

A C

K

R h e c k e d b y

V O

E R

M A e s ig n e d b y

1 0.5 0 1 2

SCALE IN MILES

VICINITY MAP

N

REFUGE

WILDLIFE

NATIONAL

BOWDOIN

LAKE BOWDOIN

PHILLIPS COUNTY

STRATER RD

S T

R A

T E

R R

D

BOWDOIN

RD

A U T O T O

U R R

O U T E

B O

W D

O

IN

R

E

FU

G E

MONTANA

MALTA

CANAL BRIDGE

DODSON SOUTH

DODSON SOUTH CANAL

B L

A C

K C

O U

L E E

BRIDGE REPLACEMENT

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

END PROJECT

R. 30 E.

T

N

T

N

R. 31 E.

STA. 12+90.72

BRIDGE REPLACEMENT

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

BEGIN PROJECT

STA. 206+00.00

BRIDGE REPLACEMENT

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

BEGIN RESURFACING

END REHABILITATION

REFUGE HEADQUARTERS

BOWDOIN NATIONAL WILDLIFE

1.0 miles

Malta

STA. 314+36.00

BRIDGE REPLACEMENT

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

HEADQUARTERS ACCESS ROAD

BEGIN RESURFACING

OLD HIGHWAY 2

END RESURFACING

Sheet and Description

Section C Section D Section E Section F Section G Section H Section K Section L

Typical Sections Plan & Profile Approach

Roads Erosion Control Bridge Drainage 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 1,854 46 1,900

A0140 15801-0000 WATERING FOR DUST CONTROL MGAL 800

A0160 20101-0000 CLEARING AND GRUBBING ACRE 0.8 0.1 0.9 Contract Quantity

A0180 20301-2400 REMOVAL OF SIGN EACH 23 2 25

A0200 20304-2000 REMOVAL OF BRIDGE (DODSON SOUTH CANAL BRIDGE) LPSM ALL

A0220 20401-0000 ROADWAY EXCAVATION CUYD 678 238 916 Contract Quantity

A0240 20402-0000 SUBEXCAVATION (TYPE 1) CUYD 740 60 800

A0260 20402-0000 SUBEXCAVATION (TYPE 2) CUYD 760 40 800

A0280 20411-0000 SELECT BORROW TON 2,535 7,971 427 567 11,500

A0300 20701-0100 SEPARATION-STABILIZATION GEOTEXTILE, CLASS 1,

TYPE A (NONWOVEN) SQYD 3,011 489 3,500

A0320 20801-0000 STRUCTURE EXCAVATION CUYD 133 7 140

A0340 21101-1000 ROADWAY OBLITERATION, METHOD 1 SQYD 4,831 169 5,000

A0360 30202-1000 ROADWAY AGGREGATE, METHOD 1 TON 218 32 250

A0380 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 444 388 168 1,000

A0400 30402-5000 FULL DEPTH RECLAMATION, METHOD 2 SQYD 42,761 739 43,500

A0420 30502-0000 FULL DEPTH RECLAMATION WITH CEMENT (14-INCH

DEPTH) SQYD 10,392 608 11,000

A0440 30502-0000 FULL DEPTH RECLAMATION WITH CEMENT (7-INCH

DEPTH) SQYD 32,369 631 33,000

A0460 30510-0000 CEMENTITIOUS MATERIAL TON 1,102 98 1,200

A0480 30702-0000 CEMENT TREATED AGGREGATE COURSE TON 1,683 167 1,850

A0500 40301-0200 ASPHALT CONCRETE PAVEMENT, TYPE 2 TON 7,494 151 355 8,000

A0520 40601-0000 FOG SEAL TON 1 1

A0540 40702-0300 CHIP SEAL, TYPE 1C SQYD 29,692 308 30,000

A0560 40711-0000 EMULSIFIED ASPHALT TON 33 2 35

A0580 41201-0000 TACK COAT TON 40 1 4 45

A0600 41401-1000 CRACKS, ROUTING, CLEANING AND SEALING LNFT 15,096 904 16,000

A0620 55101-1900 STEEL H-PILE, 14 X 89, IN PLACE LNFT 1,147 53 1,200

A0640 55104-1000 DYNAMIC PILE LOAD TEST EACH 2 2

A0660 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 83 2 85

A0680 55302-3700 PRECAST, PRESTRESSED CONCRETE DECKED BULB TEE Contract Quantity

GIRDER LNFT 378 378

A0700 55401-2000 REINFORCING STEEL, EPOXY COATED LB 13,452 13,452 Contract Quantity

A0720 55601-0900 BRIDGE RAILING, STEEL LNFT 223 223 Contract Quantity

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

-F eb -2

:0

PM

C

F_ dr iv e\

H ig hw ay s\

FH

W A\

_O ld

_H ig hw ay

_2 \E st im at e\

Si gn of f\

[m t-a2

_E st im at e-

.x ls x] Sh ee t

STATE PROJECT

B.1PHILLIPS 201(1)MT

Sheet and Description

Section C Section D Section E Section F Section G Section H Section K Section L

Typical Sections Plan & Profile Approach

Roads Erosion Control Bridge Drainage Temporary

Traffic Control Permanent

Traffic Control Allowance Bid Schedule

A0740 55901-0000 MEMBRANE WATERPROOFING SQYD 260 260 Contract Quantity

A0760 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 8 8 Contract Quantity

A0780 60201-0600 18-INCH PIPE CULVERT LNFT 246 14 260

A0800 60201-0800 24-INCH PIPE CULVERT LNFT 288 12 300

A0820 60201-0900 30-INCH PIPE CULVERT LNFT 44 6 50

A0840 60201-1000 36-INCH PIPE CULVERT LNFT 46 4 50

A0860 60704-0000 CLEANING CULVERT IN PLACE EACH 2 1 3

A0880 61701-1200 GUARDRAIL SYSTEM G4, TYPE 2, CLASS A STEEL

POSTS LNFT 76 76

A0900 61702-0800 TERMINAL SECTION TYPE TANGENT EACH 4 4

A0920 61707-0000 STRUCTURE TRANSITION RAILING LNFT 52 52

A0940 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM CAPACITY HOUR 20

A0960 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT MINIMUM RATED

CAPACITY BUCKET, 24-INCH WIDTH HOUR 20

A0980 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM BLADE HOUR 20

A1000 62301-0000 GENERAL LABOR HOUR 40

A1020 62406-0300 PLACING CONSERVED TOPSOIL, 4-INCH DEPTH ACRE 0.6 0.1 0.3 1.0

A1040 62503-0000 TURF ESTABLISHMENT (HYDRAULIC METHOD) SLRY 17 1 2 20

A1060 63302-0000 SIGN SYSTEM SQFT 61 61

A1080 63309-0100 DELINEATOR, TYPE 1 EACH 40 5 45

A1100 63316-1000 REMOVE AND RESET SIGN EACH 1 1

A1120 63401-0100 PAVEMENT MARKINGS, TYPE A, SOLID (WHITE) LNFT 1,104 46 1,150

A1140 63401-0100 PAVEMENT MARKINGS, TYPE A, SOLID (YELLOW) LNFT 11,314 86 11,400

A1160 63401-0200 PAVEMENT MARKINGS, TYPE A, BROKEN (YELLOW) LNFT 35,150 350 35,500

A1180 63502-0500 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 2 EACH 10 10

A1200 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 EACH 6 6

A1220 63502-1000 TEMPORARY TRAFFIC CONTROL, CONE, TYPE 36-INCH EACH 20 20

A1240 63502-1700 TEMPORARY TRAFFIC CONTROL, WARNING LIGHT TYPE

C EACH 20 20

A1260 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN SQFT 402 8 410

A1280 63509-1000 TEMPORARY TRAFFIC CONTROL, FLAGGER FXHR 2,400 100 2,500

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-M ar -2

:4

PM

F:

\h ig hw ay s\

FH

W

A\

_O ld _H ig hw ay _2

\S ub m itt al s\

_S ig no ff _U pd at ed m t-a2

_E st im at e-

.x ls x] Sh ee t

(2

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2PHILLIPS 201(1)MT

42,761 42,761 SQYD

32,369 32,369 SQYD

10,392 10,392 SQYD

682 1,001 1,683 TON

272 5,062 1,625 371 7,330 TON

1 1 TON

29,692 29,692 SQYD

33 33 TON

1 27 9 2 39 TON

See sheets C.3 and C.5 for details.

Based on 1.97 TON/CUYD.

Includes quantity for transitions between Typical Section No. 1 and Typical Section No. 3 See Typical Section Quantities table for application rate.

Typical No. 7

Typical No. 4

TYPICAL SECTION QUANTITIES

Description Unit Remarks

30402-5600

Emulsified asphalt

Item 20411-0000 Select borrow

(TON)

40711-0000 Based on 0.26 GAL/SQYD and 240 GAL/TON 40702-0300 40601-0000

Item 20402-0000 Subexcavation

(type 1)

(CUYD)

2,535

30510-0000 Cementitious material

177+00.00 to 180+00.00

Tack coat

41201-0000

Total 740

30502-0000

Item Number Total

Station to Station

Chip seal, type 1C

30502-0000

40301-0200 Asphalt concrete pavement, type 2

Full depth reclamation, method 2

Full depth reclamation with cement (14-inch depth)

Typical No. 3

Typical No. 1

Typical No. 2

Typical No. 5

Typical No. 6

208+00 to 223+00

Station to Station

Based on 1.97 TON/CUYDCement treated aggregate course

1,102 TON

208+00.00 to 223+00.00

Item 20402-0000 Subexcavation

(type 2)

(CUYD)

30702-0000

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

(SQYD)

Length

(LNFT)

Item 40301-0200 Asphalt concrete pavement, type 2

(TON)

Headquarters Access Road

223+00 to 314+36 Headquarters Access Road

Headquarters Access Road Headquarters Parking Area

Based on 1.94 TON/CUYD

Based on 0.10 GAL/SQYD and 240 GAL/TON

Item 30202-2000 Roadway aggregate, method 2

(TON)

206+00 to 208+00 300 208+00 to 223+00 2300

Total 15096

206+00 to 208+00

223+00 to 314+36

SUBEXCAVATION QUANTITIES

223+00.00 to 314+36.00 83

174+40.00 to 176+04.50 636

0.1

Item 41201-0000 Tack coat

(TON)

0.8

0.1

1643,011

1,278

30106

Based on 5% by weight of items 30502-0000 and 30702-0000

Full depth reclamation with cement (7-inch depth)

Fog seal Based on 0.10 GAL/SQYD and 240 GAL/TON

FOOTNOTE:

Based on 20' road width less 5' subexcavation, cracks 25' on center

ITEM 41401-1000

CRACKS, ROUTING, CLEANING AND SEALING

(LNFT)

Remarks

Transverse Cracking

Longitudinal Cracking

Based on 20' road width and cracks 25' on center

Based on 20' road width and cracks 25' on center Based on 18' road width and cracks 30' on center

STATE PROJECT

PHILLIPS 201(1) C.1MT

C

F_ dr iv e\

H ig hw ay s\

FH

W A\

_O ld

_H ig hw ay

_2 \D es ig n\ Ty pi ca l S ec ti on s\ [M

T-

-F eb

-2

9:

A

M C

V O

ER

M

A N

S 2/

B

W A C K

ER

2/

D es ig ne d by

C he ck ed b y:

NUMBER

TABULATION OF TYPICAL

SECTION QUANTITIES

C.2

STATE PROJECT

A p r

P

M m t-

A

C A .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:

TYPICAL SECTIONS

LC

2% Crown

2% Crown

1:3

10'10'

1:3

Profile grade

Original ground or existing pavement

LC

2% Crown 2% Crown

Center line

Existing pavement surface

5 5 li m it s

C le a r in g li m it s

C le a r in g

Original ground

Original ground

181+50.00 to 206+00.00

17+00.00 to 171+50.00

TYPICAL SECTION NO. 2

Va ria bl e m in

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, Placing conserved topsoil, 4-inch depth

Placing conserved topsoil, 4-inch depth

Va ria ble

1:3

Va ria bl e

Variable

(below asphalt and between lifts)

Tack coat

Traveled Lane Traveled Lane

12+90.72 to 17+00.00

TYPICAL SECTION NO. 1

10'-9"10'-9"

LC

2% Crown 2% Crown

Center line

5 5

Original ground 1:

3 1:3

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, (7-inch depth)

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

Tack coat

194+00.00 to 206+00.00

165+00.00 to 171+50.00

17+00.00 to 134+00.00

TYPICAL SECTION NO. 3

10'10'

Existing reclamation surface

Traveled Lane Traveled Lane

Turf establishment (hydraulic method)

Turf establishment (hydraulic method)

(7-inch depth)

Cement treated aggregate course Suitable roadway excavation or select borrow

Full depth reclamation, method 2

(9-inch depth)

Construct to Typical Section No. 2. prior to completing this work.

Complete according to Section 304.

Construct no steeper than 1:2.

Adjust to meet field conditions as approved.

Match existing roadway superelevation on curves as approved.

See sheet D.1 for locations and quantities.

Construct slopes as shown in the Staking Report.

on the plan and profile curve data.

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

Construct curve widening as shown in the Staking Report.

C.3

A p r

P

M m t-

A

C A .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:

TYPICAL SECTIONS

LC

2% Crown 2% Crown

Center line

10'10'

1 1

Original ground 1:

3 1:3

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, (14-inch depth)

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

Tack coat

181+50.00 to 194+00.00

134+00.00 to 165+00.00

TYPICAL SECTION NO. 4

Original ground

Profile grade

Select borrow, 24" compacted depth

Existing pavement

177+00.00 to 181+50.00

171+50.00 to 176+04.50

TYPICAL SECTION NO. 5

Existing reclamation surface li m it s

C le a r in g

Placing conserved topsoil, 4-inch depth

1:3

Va ria ble

Traveled Lane

2% Crown 2% Crown

Traveled Lane

1:3

Placing conserved topsoil, 4-inch depth li m it s

C le a r in g

10' 10'LC

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, (below asphalt and between lifts)

Tack coat class 1, type A,(nonwoven)

Separation-stabilization geotextile, (depth varies)

Select Borrow

Traveled Lane Traveled Lane

3 3

4 4

Variable

6Type 1 24" Subexcavation, Turf establishment (hydraulic method)

Turf establishment (hydraulic method)

(7-inch depth)

Cement treated aggregate course

See sheet D.1 for quantities.

See sheet C.1 for locations and quantities.

Construct slopes as shown in the Staking Report.

on the plan and profile curve data.

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

Construct curve widening as shown in the Staking Report.

Construct to Typical Section No. 2 prior to completing this work.

approved.

Match existing roadway superelevation on curves as

Existing surfacing

Center line

Original ground

Cross slope Cross slope

Chip seal, type 1C

Cracks, routing, cleaning and sealing

Headquarters Access Road (2,192 LNFT)

206+00.00 to 314+36.00

TYPICAL SECTION NO. 6

LC

C.4

STATE PROJECT

F e b

P

M m t-

A

C A .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:

NOTE:

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

Existing surfacing

LC

Original ground

Fog seal

5'

Display Pond Path

TYPICAL SECTION NO. 7

TYPICAL SECTIONS

Traveled Lane Traveled Lane

See sheet C.1 for locations and quantities.

Match existing crown or superelevation.

Adjust to match existing width as approved.

C.5

F e b

P

M m t-

A

C C .D

G N

U

S I n t2

W A

C K e c k e d b

V O

E R

M A s ig n e d b y

FOOTNOTE:

LC

Original ground

Select borrow, 16" compacted depth

Subexcavation limit (W)

Crown Crown

(ft) Width (W)

Locations (ft)

Total Length

1,500

(ft) Subex Length

Saw cut existing pavement (typ.)

1 1

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, (nonwoven)

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

SUBEXCAVATION

On centerline1208+00 to 223+00

223+00 to 314+36

Station to Station

Access Road Headquarters

1,500

Edge of pavementEdge of pavement

SUBEXCAVATION LOCATIONS

SUBEXCATION TYPE 2

NOTE:

1. See sheet C.1 for quantities.

Remarks

Tack coat (between lifts)

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

SUBEXCAVATION (TYPE 2)

Roadway aggregate, method 2, 8" compacted depth

For use at unstable areas as approved.

conditions as approved.

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

Adjust to match existing roadway crown as approved by CO.

RT

RT 1. See sheet E.1 for approach road quantities.

LT

LT

RT

LT

RT Quantities include widening for approaches and guardrail.

LT Bridge length is not included.

RT Unadjusted quantity. Includes conserved topsoil.

LT Based on conserved topsoil depth of 4 inches in excavation areas.

See section I for details.

Adjust to meet field conditions as approved.

section J for details.

177+56.83 to 177+81.83 1 Total 76 4 52

177+06.25to 177+19.33 13 177+18.83 to 177+56.83 38 177+19.33 to 177+44.33 1

175+85.17 to 175+72.09 13 175+85.67 to 175+98.75 13 177+05.75 to 177+18.83 13

175+47.67to 175+85.67 38 175+60.17 to 175+85.17 1

GUARDRAIL QUANTITIES

Station to Station Side

Item 61701-1200 Item 61702-0800 Item 61707-0000 Guardrail system G4, Terminal section Structure transition type 2, class A type tangent railing steel posts

Station to Station

12+90.72 to 17+00.00

171+50.00 to 181+50.00

Total 181+50.00 to 206+00.00

0.4

Item 20101-0000

0.4

0.8

Item 20411-0000

(ACRE)

Clearing and grubbing

Conserved topsoil

17+00.00 to 171+50.00

(CUYD)

Turf establishment, (hydraulic method)

FOOTNOTE:

4,425 4

12+73.00 to 14+86.00 189+71.00 to 190+79.00

Total

Station to Station

(SQYD)

RT 406

RT

Item 21101-1000 Roadway obliteration, 175+22.67 to 175+47.67 1

7,971 514

Item 62503-0000

(EACH) (LNFT)

(LNFT)

NOTE:

(SLRY)

method 1

Side

4,831 5

0.6 depth

(SLRY)

ONLY

0.4 2

0.2

(ACRE)

4,366

3,605

(TON)

2862,216

Item 62406-0300 Item 62503-0000 Select Placing conserved Turf establishment,(CUYD)

Item 20401-0000 Roadway excavation topsoil, 4-inch (hydraulic method)FOR INFORMATIONborrow

4,311

Embankment

(CUYD)

ROADWAY QUANTITIES

ROADWAY OBLITERATION QUANTITIES

FOR INFORMATION

ONLY

2,095

STATE PROJECT

PHILLIPS 201(1) D.1MT

F:

\h ig hw ay s\

FH

W

A\

_O ld _H ig hw ay _2

\D es ig n\

Pl an a nd

P ro fil e\

[M T-

-M ar -2

9:

A M

C

V O

ER

M

A N

S 2/

B .W

A C K

ER

2/

D es ig ne d by

C he ck ed b y:

NUMBER

TABULATION OF PLAN

QUANTITIES

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

13601 1502580.345 2371576.669 2262.814 5/8" IR W/FHWA ALUM CAP 1.

13602 1502785.589 2374094.945 2275.593 5/8" IR W/FHWA ALUM CAP

13603 1505905.853 2390119.363 2258.617 5/8" IR W/FHWA ALUM CAP

13604 1506604.224 2390543.401 2256.903 5/8" IR W/FHWA ALUM CAP

26601 1514952.936 2396736.781 2251.696 5/8" IR W/FHWA ALUM CAP

26602 1516632.254 2398270.545 2229.412 5/8" IR W/FHWA ALUM CAP

PROJECT : OLD HIGHWAY 2 and BRIDGE RESTORATION PROJECT UNITS : INTERNATIONAL FOOT

COORDINATE SYSTEM : NAD 83(2011) MONTANA STATE PLANE COORDINATES

(Zone 2500)

EPOCH DATE : 2010

VERTICAL DATUM : NAVD88 based on Geoid 12a

To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.

C

U se rs \b ra dt

\A pp

D at a\ Lo ca l\

M ic ro so ft \W in do w s\

Te m po ra ry I nt er ne t

-M ar -2

8:

V O

ER

M

A N

S 2/

B

W A C K

ER

2/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.2

SHEET

NUMBER

PHILLIPS 201(1)MT

SURVEY CONTROL

W

R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

24" CSP

IS

A G

UES

S

FIB

ER L

OCATIO

N

IR

4RBR

IR

4RBR

,2

.4

-1.9981%

,2

.9

,2

.5

+1.1739

160' VC

K = 50

,2

.9

.7

.0

P C

.9

P T

.4

D

R= 150.00'

T= 117.66'

L= 199.55'

D

R= 2,050.00'

T= 267.75'

L= 532.48'

POT 12

+73.0

P T

.3

P C

.9

P T

.4

PC 13+

38.80 e= 0.020

BH ST-1

MT D.3

Line to be constructed

Profile grade

Existing ground

U.S . Hi ghway

Railroad

1:

:2

Culvert inlet/outlet ditch

Line to be constructed

PLAN AND PROFILE LEGEND:

ST

Typical inlet/outlet ditch

T

Structure transition railing

P ip e C u lv e r t

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

L

T

PHILLIPS 201(1)

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

P ip e C u lv e r t

P ip e C u lv e r t

A

106.28' LT

13+32.08

No Scale

CONNECTION DETAIL

surfacing asphalt

Existing section

See typical vertical joint

Sawcut for

.7

BRIDGE REPLACEMENT

OLD HIGHWAY 2 AND

MT PHILLIPS 201(1)

BEGIN REHABILITATION

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

Excavation volumes shown do not include conserved topsoil quantities.

type Tangent Terminal section, D

49.69' LT

14+70.00 method 1, See sheet J.1

Roadway obliteration, CP

13601

El. = 2,261.96

E=2,372,396.22

N=1,502,780.95

12+90.72

44.00' RT

13+75.05

38.15' RT

13+65.58

60.79' RT

13+32.73

P E

P/ E

CUYD

EXC.

CUYD

EMB.

P p r il

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D A .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

FAP 142-A

TT

UP

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

DELINEATOR

P C

.6

P T

.2

BH ST-2

BH ST-3

P C

.6

P T

.2

D

R= 1,900.00'

T= 270.57'

L= 537.52'

Existing ground

Line to be constructed

2220 2220

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

N

P ip e C u lv e r t

P ip e C u lv e r t

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

L

T

10A

A 10

A 10

A 10

A

A 10

A 10

A

CP

13602

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

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

R

T

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

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

R

T

CUYD

EXC.

D.4

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D B .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

1001-3662,6001-8552,15001-16794

C

.2

P T

.2

BH ST-4

R= 2,050.00' T= 253.24' L= 503.93'

0 6

5 7 0 7

5 8

P C

.2

P T

.2

MT D.5

Line to be constructed

Existing ground

PHILLIPS 201(1)

2220 2220

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

N

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

L

T

A

10A

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

L

T

CUYD

EXC.

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D C .D

W A

C K

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

R N I

U R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I

Y

BH ST-5

MT D.6

Line to be constructed

Existing ground

PHILLIPS 201(1)

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

R

T

2210 2210

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

N

A 18

10A

A 10

10A do not disturb

Existing box culvert

CUYD

EXC.

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D D .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

UP

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I

BH ST-6

MT D.7

Line to be constructed

Existing ground

N PHILLIPS 201(1)

P ip e C u lv e r t

2210 2210

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

A 10

A 10

See sheet C.3

Cement subgrade stabilization

CUYD

EXC.

J u ly

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D E .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

R N I

R I

I L I T Y

,2

.2

5+0.5600%

100' VC

K = 93

,2

.5

+1.630 8%

100' VC

K = 89

SSD = 1007'

,2

.9

+0.5026%

,2

.4

,2

.7

-0.3991%

100' VC

K = 111

SSD = 1250'

.5

,2

.9

BH ST-7

BH ST-12

BH ST-13

BH ST-8

MT D.8

Line to be constructed

Profile grade

Existing ground

N PHILLIPS 201(1)

22102210

.5

.0

A 10

A 6

A 3

GR LT

GR RT

STT ST T

T ST ST T

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

Dodson South Canal

See sheets G.1 - G.18 Construct new bridge.

Remove existing bridge.

176+52.25 Bridge.

See sheet C.3

.5

See sheet C.3

Cement subgrade stabilization

See sheet C.3

1,440

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

Excavation volumes shown do not include conserved topsoil quantities.

CUYD

EXC.

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D F .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b y

Subexcavation (type 1) Subexcavation (type 1)

See sheets G.1-G.18

Construct new bridge.

Remove existing bridge.

176+52.25 Bridge.

59.32' LT

175+15.00

103.39' LT

175+24.08

86.23' LT

176+07.33

42.16' LT

175+98.25

R N I

R I

I

L I

T Y

-0.3991%

,2

.1

D

R= 1,200.00'

T= 478.36'

L= 910.39'

P C

.2

P T

.6

H

S

-10

S

-9

S T -11

P C

.2

P T

.6

MT D.9

Line to be constructed

Profile grade

Existing ground

No Scale

CONNECTION DETAIL

section

See typical surfacing asphalt

Existing joint @ 15° skew

Sawcut for vertical

S T -11

0.5% max.

PHILLIPS 201(1)

2220 2220

N

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

A 10

A 10

A 10

A 10

B

See sheet E.2

Bowdoin Road

Approach 500+00

Mainline 190+86.74 =

76.34 RT

191+50.00

54.28 RT

191+50.00

CP

13603

13604

CP

El. = 2,257.13

E=2,390,646.66

N= 1,506,737.82

206+00.00

MT PHILLIPS 201(1)

BEGIN RESURFACING

END REHABILITATION

See sheet J.1

Roadway obliteration, method 1

See sheet C.3

Cement subgrade stabilization1 do not disturb

Existing culverts

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

Excavation volumes shown do not include conserved topsoil quantities.

Permanent easement

CUYD

EXC.

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D G .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

206+00 TO 266+00

OLD HIGHWAY 2

Line to be constructed

Line to be constructed

See sheet C.5

MT PHILLIPS 201(1)

BEGIN RESURFACING

END REHABILITATION

El. = 2,257.13

E=2,390,646.66

N= 1,506,737.82

206+00.00

D.10

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D H .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

Subexcavation (type 2)

B H

S T

266+00 TO 314+36.00

OLD HIGHWAY 2

CP

26601

See sheet D.12

Headquarters Access Road

314+36.00

OLD HIGHWAY 2 AND BRIDGE REPLACEMENT

MT PHILLIPS 201(1)

BEGIN RESURFACING HEADQUARTERS ACCESS ROAD

END RESURFACING OLD HIGHWY 2

D.11

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D I .D

G N

B

W A

C K

E R

C

V O

E R

M A

N S

C h e c k e d b y

D e s ig n e d b y

AND DISPLAY POND PATH

HEADQUARTERS ACCESS ROAD

DISPLAY POND

Display pond path

Headquarters parking area

BRIDGE REPLACEMENT

OLD HIGHWAY 2 AND

END PROJECT MT PHILLIPS 201(1)

CP

26602

314+36.00

OLD HIGHWAY 2 AND BRIDGE REPLACEMENT

MT PHILLIPS 201(1)

BEGIN RESURFACING HEADQUARTERS ACCESS ROAD

END RESURFACING OLD HIGHWAY 2

REFUGE HEADQUARTERS

BOWDOIN NATIONAL WILDLIFE

Do not disturb

Wood bollards

Chip seal, type 1C

Fog seal

Access Road

Headquarters

CP

26601

Do not disturb

Gate sensor

D.12

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

D J .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b y

174+66 LT

175+35 LT

190+87 RT

29+31 LT

30+30 RT

36+69 RT

39+03 LT

47+03 RT

48+22 RT

49+17 RT

50+21 LT

50+24 RT

74+85 LT

84+82 LT

104+01 LT

113+79 LT

116+95 LT

117+02 RT

130+99 LT

144+14 LT

154+29 LT

174+66 LT

175+35 LT

180+89 LT

181+07 RT

186+37 LT

190+87 RT 1. See sheets E.2-E.4 for approach road details.

204+95 RT

Based on 1.97 TON/CUYD.

Unadjusted quantity. Includes conserved topsoil.

Based on conserved topsoil depth of 4 inches.

Based on 1.94 TON/CUYD.

Based on 0.1 GAL/SQYD and 240 GAL/TON

Total FOOTNOTE:

APPROACH ROAD EARTHWORK QUANTITIES

Item 62406-0300 Placing conserved topsoil, 4-inch depth

(ACRE)

Item 62503-0000 Turf establishment (hydraulic method)

(SLRY)

Item 20101-0000 Clearing and grubbing

(ACRE)

Item 20401-0000 Roadway excavation

(CUYD)

Conserved topsoil

(CUYD)

FOR INFORMATION

ONLY

Item 20411-0000 Select borrow

(TON)

Mainline Station

NOTE:

0.1 238 88 0.1 1

Side

Total

APPROACH ROAD SURFACING QUANTITIES

Mainline Station Side

Item 30202-1000 Roadway aggregate, method 1

(TON)

Item 30202-2000 Roadway aggregate, method 2

(TON)

Item 40301-0200 Asphalt concrete pavement, type 2

(TON)

Item 41201-0000 Tack coat

(TON)

Embankment

(CUYD)

FOR INFORMATION

ONLY

10.1 238 88 0.1

388 151 1

218 388 151 1

STATE PROJECT

PHILLIPS 201(1) E.1MT

C

F_ dr iv e\

H ig hw ay s\

FH

W A\

_O ld

_H ig hw ay

_2 \D es ig n\ Ap pr oa ch R oa ds m t-

-F eb

-2

4:

P

M C

V O

ER

M

A N

S 2/

B

W A C K

ER

2/

D es ig ne d by

C he ck ed b y:

SHEET

NUMBER

TABULATION OF APPROACH

ROAD QUANTITIES

S

G P S

,2

.8

+0.7000% -0.9929%

,2

.7

,2

.4

3 +0.3667%

70' VC

K = 51

,2

.6

P C

.2

P T

.6

P C

.2

P T

.6

POT 500+00.00

PC 5

00+

49.

P T

.5

D

R= 50.00'

T= 34.64'

L= 60.59' e= 0.020

Line to be constructed

Profile grade

Existing ground

Bowdoin Road

NOTE:

2220 2220

500+00 505+00

(MAINLINE 190+87 RT)

500+10 TO 502+10

BOWDOIN RD.

N

1. Adjust tie in to match existing field conditions.

CP

13604

CP

13603

El.= 2,259.82

E= 2,389,746.98

N= 1,505,529.29

MAINLINE 190+86.74

500+10.00

BEGIN APPROACH ROAD

El.= 2,258.65

E= 2,389,919.25

N= 1,505,498.14

502+10.00

END APPROACH ROAD

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

Excavation volumes shown do not include conserved topsoil quantities.

Permanent easement

CUYD

EXC.

E.2

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

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

A

E B .D

G N

B

W A

C K

E R

C

V O

E R

M A

C h e c k e d b y

D e s ig n e d b y

52.34' LT

501+25.91

32.13' LT

501+34.73

Stationing Mainline x x x x x

C of highway L x x

Length Approach Road

L

APPROACH ROAD DETAILS

C of approach

E.3

STATE PROJECT

F e b

P

M m t-

A

E C .D

G N

U

S I n t2

B E e c k e d b y

T H

O M

P S

O s ig n e d b y

C of highway L

C of designed approachL

Mainline xxx+xx =

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

A

FOOTNOTE:

See sheet E.5.1

1 1 1 1

STATION

MAINLINE

R1 R2 L REMARKSW

APPROACH ROAD TABLE

B

Approach type

Type Approach

TYPE

Approach xxx+xx

2029+31 LT A

A

A

A

A

A

A

44 20 32

Farm field approach

30+30 RT 42 150 10

36+69 RT 32 90 15

39+03 LT 40 2020

A 29

47+03 RT

48+22 RT

49+17 RT

50+21 LT

74+85 LT A 31 Public approach

15 15

35 15

130 10

10 10

75 15

Farm field approach

Private approach

Private approach

Private approach

Private approach

Railroad access approach

Railroad access approach

A 10 10 10 10

A 24 30 20 10

A 21 20 20 10

A 20 25 20 18

Farm field approach

113+79 LT Farm field approach

116+95 LT

117+02 RT

Farm field approach

Railroad access approach

1 1 1 1

STATION

MAINLINE

R1 R2 L REMARKSW

APPROACH ROAD TABLE

TYPE

A 13 20 15 10

A

A

A 10

B

30 20

25 20

Private approach

Private approach

A 18 20 15 10204+95 RT Farm field approach

130+99 LT Farm field approach

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

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

Private approach

180+89 LT

181+07 RT 25

186+37 LT

190+87 RT

See sheet E.4.2

4 4 200 Bowdoin Road

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

174+66 LT A Farm field approach

175+35 LT A Canal access approach

3 Adjust to match field conditions as approved by CO.

3 3

See sheet E.2.4

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

84+82 LT

10 10 15 33

10 50 50 68

Variable 1:3

1:3Variable

Fill slope stake stake

Cut slope

Clearing Limits

APPROACH ROAD DETAILS

E.4

STATE PROJECT

F e b

P

M m t-

A

E D .D

G N

U

S I n t2

B E e c k e d b y

T H

O M

P S

O s ig n e d b y

FOOTNOTE:

1'

4-inch depth

Placing conserved topsoil, 2% crown 2% crown

Placing conserved topsoil, 4-inch depth

2 2

2% Crown 2% Crown 1:3

13'13'

1:3

Profile grade li m it s

C le a r in g li m it s

C le a r in g

Original ground Va ria bl e m in

Original ground or existing road surface

3-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 2, Va ria ble

1:3

LC

TYPE B APPROACH ROAD SECTION DETAIL

Placing conserved topsoil, 4-inch depth

See sheet E.1 for locations and quantities.

Construct slopes as shown in the Staking Report.

on the plan and profile curve data.

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

(See FAR 52.236-4).

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

Construct side slopes on approaches to be compatible

Adjust to match field conditions as approved by CO.

See sheet E.3.

4 4

5 5

Tack coat

(between lifts)

TYPE A APPROACH ROAD SECTION DETAIL

Suitable roadway excavation or unclassified borrow 73-inch compacted depth

Roadway aggregate, method 1, 7-inch compacted depth

Roadway aggregate, method 2, (hydraulic method) Turf establishment

(hydraulic method) Turf establishment

Turf establishment (hydraulic method)

Placing conserved topsoil, 4-inch depth

Turf establishment (hydraulic method)

Traveled Lane Traveled Lane

Suitable roadway excavation or select borrow

C of approachL

C of highwayL

W

R

R

1 1

APPROACH ROAD DETAILS

E.5

STATE PROJECT

F e b

P

M m t-

A

E E .D

G N

U

S I n t2

W A

C K e c k e d b y

V O

E R

M A s ig n e d b y

C of roadway

Point G

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

L c o n s tr u c ti o n

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

Edge of mainline

APPROACH ROAD PROFILE DETAIL

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

FOOTNOTE:

APPROACH ROAD PLAN DETAIL

typical section Match mainline

+15% maximum

-15% maximum

L

Designed grade

APPROACH ROAD CONNECTION DETAIL - TYPE A APPROACHES

c o n s tr u c ti o n

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

Edge of mainline

L

APPROACH ROAD CONNECTION DETAIL - TYPE B APPROACHES

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

Edge of mainline

Variable

3'

Existing approach surface

Existing approach surface

See type B approach road section detail

Road Section Detail See Type A Approach

Adjust to match field conditions as approved.

to existing alignment of approach is at an angle.

Continue approach radius as required if connection

See sheet E.3.

RT

RT / LT

RT

LT

RT

LT

RT

LT

LT

LT

RT

LT

RT

LT

LT

LT

LT

LT

RT / LT

RT / LT

RT

RT

RT / LT

RT

LT

LT

RT

For use protecting drainages, wetlands or other aquatic areas throughout the project. Final locations are to be determined in the field as approved.

EROSION CONTROL QUANTITIES

Soil erosion Station to Station Side

Item 15705-1400

(LNFT)

roll

FOOTNOTE:

control, fiber

1,854

79112+73 to 14+68 12+90 to 208+00 13+24 to 13+44 13+26 to 13+42 14+60 to 14+75 15+09 to 15+32 23+99 to 24+19 23+99 to 24+19

28+98 29+60

43+90 to 44+10 43+90 to 44+10

50+05 50+41

54+09 to 54+29 54+09 to 54+29

74+69 75+38 84+67 84+97 92+66 92+90 116+78 117+24

133+90 to 134+10 174+50 to 176+17 175+70 to 176+05

176+99 176+99 Total

STATE PROJECT

PHILLIPS 201(1) F.1MT

C

F_ dr iv e\

H ig hw ay s\

FH

W A\

_O ld

_H ig hw ay

_2 \D es ig n\ Er os io n C on tr ol m t-

-F eb

-2

:3

C

V O

ER

M

A N

S 2/

B .W

A C K

ER

2/

D es ig ne d by

C he ck ed b y:

NUMBER

SHEET

TABULATION OF EROSION

CONTROL QUANTITIES

22502

22602260

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

GPS

13601

IS

A G

UES

S

FIB

ER L

OCATIO

N

60 226

22602260

2275 2275

TT

UP

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

W A R N I N G

B U R I E D

U T I L I T Y

GPS

13602

5 2

0U.S

. Hi ghway

Railroad

NOTE:

12+90.72

OLD HIGHWAY 2 AND BRIDGE REPLACEMENT

BEGIN REHABILITATION MT PHILLIPS 201(1)

N

N

Install fiber roll

Install fiber roll

Install fiber roll

Install fiber roll

Install fiber roll

EROSION CONTROL LEGEND:

Fiber roll

12+90.72 TO 60+00

EROSION CONTROL PLAN

2. Contours shown represent existing topography prior to construction.

1. Adjust to meet field conditions as approved by the CO.

Install fiber roll

F.2

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n E r o s io n C o n tr o l\ m t-

A F

B .D

W A

C K

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

22652265

227522752275

2250225022502250225022502250225022502250225022502250225022502250225022502250225022502250 225022502250

2250 2250

0 2250 2250 2250

2250 2250

2250 2250 2250 2250 2250 2250 2250 2250

2250 2250 2250 2250 2250 2250 2250 2250 2250 2250 2250 2250 2250

2250 2250

22502250

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T

BM

R21

1001-3662,6001-8552,15001-16794

0 6

5 7 0 7

5 8 0 8

N

N

NOTE:

1. Adjust to meet field conditions as approved by the CO.

Install fiber roll

Install fiber roll

60+00 TO 120+00

EROSION CONTROL PLAN

Install fiber roll

Install fiber roll

Install fiber roll

F.3

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n E r o s io n C o n tr o l\ m t-

A F

C .D

W A

C K

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

22502250

2250 2250

2250 2250

2250 2250 2250

2250 2250 2250

225022502250

225522552255

225522552255225522552255

22552255

22552255

2255 2255

2255 2255

2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255

225522552255

T

UP

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

W A R N I

R I

I L I T Y

RCP

18"

CSP

15"

CSP

18"

CPP

15"

HOLE

SCOUR

2255225522552255

2255 2255 2255

2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255 2255

2255 22552255

2255225522552255 2255225522552255

225522552255225522552255225522552255225522552255

22552255225522552255

2255225522552255225522552255

2255 2255

2255 2255 2255 2255 2255 2255 2255

2255 2255

2255 2255 225522552255

22602260

N

N

NOTE:

1. Adjust to meet field conditions as approved by the CO.

Install fiber roll

Install fiber roll

Install fiber roll

Install fiber roll

Install fiber roll

120+00 TO 180+00

EROSION CONTROL PLAN

F.4

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n E r o s io n C o n tr o l\ m t-

A F

D .D

W A

C K

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

206+00.00

MT PHILLIPS 201(1)

BEGIN RESURFACING

END REHABILITATION

N

180+00 TO 206+00

EROSION CONTROL PLAN

F.5

STATE PROJECT

F e b r u a r y

I n t_ ft

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n E r o s io n C o n tr o l\ m t-

A F E .D

W A

C K

V O

E R

M A

C h e c k e d b y

D e s ig n e d b

Drive stakes at each end and at 4' spacing

(ft)

(ft)

Excavate trench 2"

REVISED:

DETAIL APPROVED FOR USE 10/2014

FIBER ROLL

W157-21

3' min.

3' min. or m in

M in t o

1" x 1" Wood stake

3" to 5" a y

U

H ig h w a y s F

H W

A

O ld

H ig h w a y D e s ig n E r o s io n C o n tr o l\

D e t.

W .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

F.6PHILLIPS 201(1)MT

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

ELEVATION

Direction of runoff Fi ll slo pe

Flow

PLAN

Spacing Slope

STAKES REQUIRED

disturbed areas

Runoff from

1:1

1:2

1:3

1:4 or flatter as specified in plans

2.

1.

DRAINAGE DITCH INSTALLATION

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

Fiber roll length for each roll

Stakes required

FIBER ROLL SPACINGStep 2: Backfill soil against fiber rolls and install fiber rolls

Step 1: Excavate trench

FIBER ROLL STAKING DETAIL

conditions.

Use drainage ditch installation only in low flow permanent installations.

roll while staking. Live stakes may be used for until fiber roll is secure to slope. Do not crush

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

NOTE:

NO SCALE

Fiber roll larger than fiber roll

Existing ground (typ.)

Stagger joints (typ.)

Existing ground

Fiber roll along contours.

Install fiber rolls

Flow direction to end, without overlapping the ends

Abut adjacent fiber rolls tightly, end

Install fiber rolls snugly into trench.

soil to ground level

Backfilled and compacted

Slope

Stake and entrench fiber roll water from flowing around the fiber roll

Provide sufficient length to prevent sp ac in g ch ar t

S ee f ib er r ol l

Direction of runof f from distur bed area s

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

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

NO. DATE BY REVISIONS

DATE

m t-

A

G A .D

G N

I n t_ ft

D

G.1

STATE PROJECT

F e b

A

M

Q V WS EL.

upstream face of bridge.

Note: Water surface elevations are at

No Scale

PROFILE GRADE DIAGRAM

ELEVATION

HYDRAULIC DATA

Bridge elevations are at profile grade @ layout line

PHILLIPS COUNTY, MT

RG3071-A

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

PLAN & ELEVATION

Centerline bearing

Low chord El. 2,260.58

Profile grade

BEGIN BRIDGE

El. 2,264.95

STA. 176+04.50

END BRIDGE

El. 2,265.43

STA. 177+00.00

2'-9"

Top of curb

Est. Tip El. 2,147.00

Est. Tip El. 2,142.00 op max 350

Q

Q

1.0

0.9

2,258.58

2,258.27

END BRIDGEBEGIN BRIDGE

Rdwy

Bridge @LC

Approach slab

LC

PLAN

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

Approach slab railing (typ.)

Structure transition

El. 2,264.95

STA. 176+04.50

El. 2,264.71

El. 2,264.71 El. 2,265.19

El. 2,265.19

El. 2,265.43

STA. 177+00.00

95'-6" Bridge length

90'-0" 2'-9"

DESCRIPTION

1:2 1:

2,260

2,270

2,250

Abutment 1 Abutment 2

Existing ground @ C of roadwayL

HP 14 x 89 piling (typ.)

+0.5026% grade bulb-tee girders

Prestressed

BRIDGE SHEET

BRIDGE SHEET INDEX

NO.

SHEET

SHEET NO.

1:

21:2

Q WS EL. = 2258.58max

Canal Flow

N

FEBRUARY 2016

DODSON SOUTH CANAL BRIDGE

GRADING PLAN & SECTION

REBAR LIST 2 OF 2

REBAR LIST 1 OF 2

APPROACH RAILING DETAILS

BRIDGE RAILING DETAILS

BRIDGE RAILING AND CURB

GIRDER DETAILS

P/S GIRDER SECTIONS

P/S GIRDERS B & C

P/S GIRDERS A & D

APPROACH SLAB

DECK PLAN DETAILS

WING WALL DETAILS

END WALL DETAILS

ABUTMENT CAP

SUBSURFACE INFORMATION

GENERAL NOTES & FOUNDATION PLAN

PLAN & ELEVATION

RG3071-R

RG3071-Q

RG3071-P

RG3071-O

RG3071-N

RG3071-M

RG3071-L

RG3071-K

RG3071-J

RG3071-I

RG3071-H

RG3071-G

RG3071-F

RG3071-E

RG3071-D

RG3071-C

RG3071-B

RG3071-A

,2

.5

+1.630 8%

100' VC

K = 89

SSD = 1007'

,2

.9

+0.5026%

,2

.4

,2

.7

-0.3991%

100' VC

K = 111

SSD = 1250'

.5

GENERAL NOTES:

RG3071-B

2 of 18 FEBRUARY 2016

G.2

STATE PROJECT

F e b

A

M m t-

A

G B .D

G N

I n t_ ft

D

NOTES:

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

FEDERAL HIGHWAY ADMINISTRATION

PLAN

GENERAL NOTES & FOUNDATION

END BRIDGE

BEGIN BRIDGE

95'-6" Bridge length

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

Abutment 1

Abutment 2

1'-5" 1'-5"

2'-10"

Bridge @ RdwyLCLC

Bearing @ pileLC LC Bearing @ pileLC LC

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

ST-12

ST-13

F lo w

FOUNDATION PLAN AND BORING LOCATIONS

Test pile

ESTIMATE

ITEM NO. DESCRIPTION UNITQUANTITY NOTES

EACH

SQYD

LNFT

LB

LNFT

CUYD

EACH

LNFT

CUYD

LPSM

FOOTNOTE:

1 Contract quantity.

56401-1000

55901-0000

55601-0900

55401-2000

55302-3700

55201-0200

55104-1000

55101-1900

20801-0000

20304-2000

BRIDGE SHEET SHEET NO.

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

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

GEOTECHNICAL REPORT:

of the CO.

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

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

STEEL H PILES:

to ASTM A307 galvanized.

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

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

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

MISCELLANEOUS STRUCTURAL METAL:

manufacture and erection.

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

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

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

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

PRESTRESSED CONCRETE DECKED BULB-TEE UNITS:

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

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

PRESTRESSING STEEL:

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

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

expansion joint filler shall meet the requirements of AASHTO M213.

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

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

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

CAST-IN-PLACE:

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

LIVE LOAD:

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

Asphalt wearing surface : 140 lb. per cubic foot.

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

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

DEAD LOAD:

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

CONSTRUCTION: Federal Highway Administration Standard Specifications for

Edition 2014.

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

SPECIFICATIONS:

13,452

1,147

4.

3.

2.

1.

DODSON SOUTH CANAL BRIDGE

BEARING DEVICE, ELASTOMERIC

MEMBRANE WATERPROOFING

BRIDGE RAILING, STEEL

REINFORCING STEEL, EPOXY COATED

PRECAST, PRESTRESSED CONCRETE DECKED BULB TEE GIRDER

STRUCTURAL CONCRETE, CLASS A(AE)

DYNAMIC PILE LOAD TEST

STEEL H PILE, 14 X 89, IN PLACE

STRUCTURE EXCAVATION

REMOVAL OF BRIDGE, DODSON SOUTH CANAL BRIDGE

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

criteria and the pile tip elevations. See Section 551.

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

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

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

Re-strike piles to 351 kip compressive nominal bearing resistance per pile.

SK Geotechnical. See Summary of Subsurface Information on Sheet RG 3071-C.

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

GEOTECHNICAL REPORT:

of the CO.

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

The minimum tip elevation shown is for estimating quantities only.

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

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

STEEL H PILES:

in accordance with AASHTO M111 or M232.

to be black iron finish. Furnish diaphragm anchor bolts conforming to ASTM A307 and galvanized shapes. Galvanize all metal after fabrication, except girder welded flange-tie connections

Furnish ASTM A36 for all structural metal for field-welded connections and structural steel

MISCELLANEOUS STRUCTURAL METAL:

all concrete 3/4", unless shown otherwise on plans.

surfaces of girders is 1/4" plus or minus in 10 feet in any direction. Chamfer exposed edges of concrete curbs to 1/4” max to 1/8” minimum amplitude roughness. Overall tolerance of top

Finish top surface of the girders with a smooth finish except roughen finish under field cast

Fabricate with Class P(AE) concrete with a minimum f’c=7,000 psi and minimum f’ci=6,000 psi.

PRESTRESSED CONCRETE DECKED BULB-TEE UNITS:

prestressing strand conforming to AASHTO M203 (ASTM A416).

Furnish Grade 270, 0.6-inch diameter, seven-wire, uncoated low-relaxation

PRESTRESSING STEEL:

unless noted otherwise.

reinforcing steel. Provide a minimum concrete cover of 2 inches on formed face, Furnish epoxy coated, AASHTO M31, Grade 60 deformed (ASTM, A615, Grade 60).

REINFORCING STEEL:

Furnish preformed expansion joint filler conforming to AASHTO M213.

Furnish preformed flexible cellular joint filler conforming to ASTM D1056, Type 2, Grade 3.

shown otherwise on plans.

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

Furnish Class A(AE) with a minimum 28-day design compressive strength f'c = 4500 psi.

CAST-IN-PLACE:

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

LIVE LOAD:

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

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

Future wearing surface allowance: 24 psf.

At time of construction: 24 psf.

Asphalt wearing surface : 140 lb. per cubic foot.

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

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

DEAD LOAD:

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

CONSTRUCTION: Federal Highway Administration Standard Specifications for

Edition 2014.

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

SPECIFICATIONS:

RG3071-C

G.3

STATE PROJECT

F e b

A

M m t-

A

G C .D

G N

I n t_ ft

D

Profile grade

LEGEND:

WATER LEVELS

After drilling

At completion

While drilling

NOTES:

3.

2.

1.

Existing ground

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

J. Schlegelmilch As Shown N. Bell S. Markwardt J. Schlegelmilch

2,140

2,150

2,160

2,170

2,180

2,190

2,200

2,210

2,220

2,230

2,240

2,250

2,260

2,270

2,140

2,150

2,160

2,170

2,180

2,190

2,200

2,210

2,220

2,230

2,240

2,250

2,260

2,270

SUBSURFACE INFORMATION

BRIDGE SHEET SHEET NO.

+0.5026%

FEBRUARY 2016

geotechnical information.

by SK Geotechnical, for boring logs and other

See Geotechnical Report No. 14-3206G, prepared sampler that was used for each test depth.

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

50 blows, the logs show the measured…