mta-bor298001_Plans Sun River Bridge Replacement.pdf

Project Location

BRITISH

I __ S:AN�DA ___ 2-?�T�t!s_W_AJi_ - T

UNITED STATES

' 0 t ��-'

MONTANA KEY MAP

TYPE OF CONSTRUCTION:

Bridge construction, grading, MSE walls, drainage, aggregate surfacing, and guardrail.

DESIGN DESIGNATION:

ADT (2021)*

ADT (2042)

V e (max)

25MPH

6.0%

* Most recent data

SPECIFICATION:

Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14

PLANS PREPARED BY

ROBERT PECCIA AND ASSOCIATES

HELENA, MONTANA

FOR

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

VANCOUVER, WASHINGTON

PROJECT MANAGER

M. TRAFFALIS

I I I rl

OPTIONX

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

�P!�' \) rl t TRA,yspo�.

Q.. -

LU C>

STATES ll� �

PLANS FOR PROPOSED PROJECT

MT FLAP BOR 2980(1)

SUN RIVER BRIDGE REPLACEMENT

LEWIS AND CLARK COUNTY

AND

TETON COUNTY

MONTANA

BASE SCHEDULE LENGTH 0.33 MILES

OPTION X 0.27 MILES

1 0

Scale in miles

I I 1 2 3 4

PROJECT

MT FLAP BOR 2980(1)

SE C TION IN DEX

A. GENERAL INFORMATION

B. SUMMARY OF QUANTITIES

C. TYPICAL SECTIONS

D. PLAN-PROFILE

E. APPROACH ROADS

F. SOIL EROSION AND SEDIMENT CONTROL

G. DRAINAGE

H. RETAINING WALLS

I. GUARDRAIL AND SAFETY

J. MISCELLANEOUS

K. TEMPORARY TRAFFIC CONTROL PLAN

L. PERMANENT TRAFFIC CONTROL PLAN

M. BRIDGE

N. OPTION X

See Sheet A.2 for complete Sheet Index.

APPROVED:

Chief of Engineering, Western Federal Lands Highway Division

SHEET

NUMBER

A.1

DATE

:2

P

M

A u g u s t

S h e e t

I n d e x

R

P A

H

L N

\S h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\G e n e r a l

I n f o r m a ti o n

\m ta b o r p ln g e n

.d g n

SHEET INDEX

PROJECT

NUMBER

SHEET

A.2

MT FLAP BOR 2980(1)

BH TP

CUYD

culv.

CUFT

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

min.

MGAL

max.

matl.

M.P.

M.L.

monument minimum thousand gallon maximum material mile post main line

W

RIP

DI

G W G WV

CP GPS

36 31

36 31

N

E

N 1000EL. 1234.56

TP

TP

SEC.

SEC.

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

AH

ADT

abut.

between bearing bridge balance point bench mark back face back btwn brg.

br.

BP

BM

b.f.

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

NO SCALE

NOTE:

1.

on the appropriate plan sheet.

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

W west drwg(s).

dist.

diaph.

dia.

DHV

D exp. jt.

exc.

EW

EQ or eq.

EOP

emb.

elev.

El. 94.16 e.f.

e E expansion joint excavation edge of water equation edge of pavement embankment elevation elevation in feet each face superelevation rate east drawing(s) distance diaphragm diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge) jt.

IE

ID

joint invert elevation inside diameter ftg.

flg.

fin.

f.f.

footing flange finish front face

LW

lt. or LT Ls

LPSM

long.

LNFT

lat.

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

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sect.

SC

SADT

S 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

KSI

square inch thousand pounds per pvmt.

PT

PST

PSC

PSI

PSF

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve pounds per square inch pounds per square foot 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

OHWM

OG

OD

o. to o.

o.c.

ordinary high water mark original ground outside diameter out to out on center

NC

N normal crown north

A A

DI

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

Section Line

Section Corner (Found, Projected)

Control Point (Terrestrial and GPS)

Gas & Water Meter; Gas & Water Valve

Flagpole; Fire Hydrant

Cooking Grate; Garbage Can; Picnic Table

Boulder; Well; Antenna; Grave

Above Ground Tank; Underground Tank

Spot Elevation; Coordinate Grid Tick

Material Source; Bore Hole; Test Pit

Treeline; Individual Trees

Spring or Seep

Section Line 4

Section Corner (Found, Projected) 4

Section Line 16

Section Corner (Found, Projected)16

Property Line

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

BLM Lands Boundary

Indian Reservation Boundary

Existing Roadway (Paved, Gravel)

Railroad

Trail

Fiber Roll

Silt Fence

Sandbag

Intermittent Drainage or Small Creek

Large Creek or River

Lake, Pond or Reservoir; Marshland

North Arrow

Slope Stake Limits Top of Cut

Toe of Fill

Construction Limits

Bottom of Ditch

Fence

Gate with Fence

Cattleguard

Guardrail

Concrete Barrier and Guard Wall

Retaining Wall wall face

Signs (single, double post; portable)

Delineators

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Pipe Culvert with Drop Inlet

Box Culvert

Underdrain

Overhead/Above Ground Utilities

Underground Utilities

Light, Support w/Anchor) Poles (Power, Telephone, Joint Use, Miscellaneous Utility Features

Building

Right-of-Way Line

Permanent Easement

Construction Easement

Riprap

- no symbol -

Section A-A

EXISTING PROPOSED

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, TP = telephone pedestal, TV = CATV pedestal,

- no symbol -

ABBREVIATIONS

PLAN SYMBOLS AND

101-1W

FP-14

6/2022

WFLHD DETAIL

:0 u g u s t

D e t W

-1 rp a -h ln -0

\s h a re d

\h ig h w a y s \F

H W

A \2 m ta

-b o r2

-1

S u n R iv e rB ri d g e

\D G

N \G e n e ra l In fo rm a ti o n \m ta -b o r2 p ln g e n

W

-1

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

A.3

Scale in feet

1000 0 1000 40002000 3000

Ch ote au m ile s t o

Augusta

16 miles to

B la c k ta il G u lc h

H a n n a h G u lc h

Sun River

B e a v e r C r e e k

N o r w e g ia n G u lc h

F r e n c h G u lc h

H o m e G u lc h

B u to p h C r e e k

Willo w Cre ek Fe eder

Pi sh ku n

C an al

BEGIN CONSTRUCTION

Irrigation Diversion Dam

Existing Sun River Bridge

N

Staging Areas

BEGIN PROJECT

END PROJECT

OPTION X

Staging Area

H A

N N

A N G

U L C

H R

D

B A

R R C

R E E

K R

D

PI

SHKUN

RO

AD

SU

N C

AN

YO

N R

D

B E

A V

E R W

I L L

O W R

D

H O

M E G

U L

C H

SUN C

ANYON R

D

T. 21 N., R. 9 W.

T. 22 N., R. 9 W.

T. 21 N., R. 8 W.

T. 22 N., R. 8 W.

TETON CO.

LEWIS & CLARK CO.

NATIONAL FOREST

LEWIS & CLARK

RED LAKE

1+02.68

"MAIN 01"

Unimproved Road

Minor Gravel Road

Major Gravel Road

Paved Road

Line to be Constructed

LEGEND

0+80.47

"MAIN 01"

18+30.00

"MAIN 01"

END CONSTRUCTION

See Sheet N.1

:1

A u g u s t

V ic in it y

M a p r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\G e n e r a l

I n f o r m a ti o n

\m ta b o r p ln g e n

.d g n

VICINITY MAP

PROJECT

A.4

:0

A u g u s t

S u m m a r y

R

P A

H

L N

\S h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\S u m m a r y o f Q u a n ti ti e s \m ta b o r p ln q ta b s u m m a r y

.d g n

PROJECT

B.1

A u g u s t

S u m m a r y

R

P A

H

L N

\S h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\S u m m a r y o f Q u a n ti ti e s \m ta b o r p ln q ta b s u m m a r y

.d g n

PROJECT

B.2

A u g u s t

S u m m a r y

R

P A

H

L N

\S h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\S u m m a r y o f Q u a n ti ti e s \m ta b o r p ln q ta b s u m m a r y

.d g n

PROJECT

B.3

[1]

5% Crown

Profile grade

[1]5% Crown 1:41:4

[2]

Variable

Slope stake limit and turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth, Travel lane

Original ground

18-inch compacted depth

Roadway aggregate, method 2, 7+57.76 TO 18+30.00

1+02.68 TO 2+95.50

"MAIN 01"

LC

[3]

11'-0" [3]

11'-0" establishment (hydraulic method) 4-inch depth, and turf

Placing conserved topsoil, Travel lane

1' min.

Variable

Original ground

FOOTNOTE:

NOTE:

Taper lane widths as shown in the staking report.

[3]

Construct slopes and ditches as shown in the staking report.[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated[1]

1. See Sheet D.2 - D.3 for quantities.

Slope stake limit

1:4

5'

10'

Construction limit

Construction limit

:4

J u n e

T y p ic a l

S e c ti o n r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\T y p ic a l

S e c ti o n s \m ta b o r p ln ty p

.d g n

TYPICAL SECTION

PROJECT

C.1

NOTE:

a mean combined factor of the two points.

coordinates and multiply the computed distance by measured on the ground, inverse the state plane

To precisely check grid distances between points as 1.

:0

J u ly

S u r v e y

C o n tr o l r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\P la n a n d P r o f il e \m ta b o r p ln p p c o n tr o l.

d g n

SURVEY CONTROL

PROJECT

D.1

2. Additional excavation that is suitable for use in embankment construction (Section 209 Structural excavation, Culverts).

1. All volumes are in-place cubic yards (compacted in place).

:5

S e p te m b e r

P la n Q u a n ti ti e s

R P

A -H

L N

-0

\S h a re d \h ig h w a y s \F

H W

A \2 m ta

-b o r2

-1

S u n R iv e rB ri d g e

\D G

N \P la n a n d P ro fi le

\m ta

-b o r2 p ln p p q ta b

.d g n

SHEET 1 OF 2

PROFILE QUANTITIES

TABULATION OF PLAN AND

PROJECT

D.2

FOOTNOTE:

Location stationing includes terminal section lengths.

[6]

See Section M for details.[5]

See Section I for details.[4]

See Sheet J.5 for details.[3]

See Sheet J.2 for details.[2]

See Sheets J.3 - J.4 for details.

[1]

:1 u g u s t

P la n

Q u a n ti ti e s r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\P la n a n d

P r o f il e \m ta b o r p ln p p q ta b .d g n

SHEET 2 OF 2

PROFILE QUANTITIES

TABULATION OF PLAN AND

PROJECT

D.3

+ B C

G P S

B

G P S

G P S

G P S e = 0.050

'38.70L =

'19.38T =

'300.00R =

(RT)07°23'30"Δ =

1+74.67PI

e = 0.054 '194.91L = '102.71T = '250.00R =

(RT)44°40'11"Δ =

9+55.20PI

10+ 47.39

PT

N41°34'47" E N48°58'18"E

.2

C

.0

T

.4

.4

P

O B 1 2 3 4 5 6 7 8 9

B r id g e

B T

G B r id g e B

B r id g e

B T

G B r id g e B

N

81740.3118E=

43526.7219N=

1+02.68"MAIN 01"

BEGIN CONSTRUCTION

81725.5703E= 43510.1064N=

0+80.47"MAIN 01"

BEGIN PROJECT

11.00' LT

+54.14

8.00' LT

+79.84

11.00' RT

+54.14

8.00' RT

+79.84

8.00' LT

+55.08

.7

L T

.3

.0

L T

.3

.2

' R

T

.4

.0

' R

T

.4

.0

L T

.0

.0

' R

T

.0

.0

' R

T

.0

Slope stake limit

Slope stake limit

Line to be constructed

"MAIN 01"

Existing ground

Profile grade

Special ditch bottom

2+95.50 Begin Sun River Bridge

7+57.76 End Sun River Bridge

See Section H for details.

7+42.14 to 8+29.83 LT

"WALL 03" MSE wall

See Section H for details.

7+42.14 to 8+04.82 RT

"WALL 04" MSE wall

Construction limit (typ.)

Construction limit

S u n R iv e r

Fence (wildlife-friendly)

Fence (wildlife-friendly)

Install gate, metal, 16 feet

CONNECTION DETAIL

(406) 564-5677 Scott Steyee Fairfield, MT 59436 310 1st Avenue South Sun River Electric Co-Op

(406) 590-2591 Scott Kocan Fairfield, MT 59436 406 2nd Avenue South/P.O. Box 429 3 Rivers Communications

UTILITY OWNER CONTACT(S)*

Road Sun Canyon

.6

Section See Typical

Existing EOP

Pishkun Road

"APPR 01"

"APPR 02"

LT & RT

Guardrail System MGS, Type 4, Class B Wood Posts

.6

LT & RT

(Weathering Steel) Structure Transition Railing, MGS System

.7

LT & RT

(Weathering Steel)

Terminal Section, Type MGS Tangent

.1

.1

Guardrail System MGS, Type 4, Class B Wood Posts RT

.7

LT & RT

(Weathering Steel)

Structure Transition Railing, MGS System

.3

.2

Guardrail System MGS, Type 4, Class B Wood Posts LT

.1

Terminal Section, Type MGS Tangent (Weathering Steel) LT 8

.8

Terminal Section, Type MGS Tangent (Weathering Steel) RT

.3

.2

National Forest Service Lands

Bureau of Land Management Lands

50'R

R

See Section H for details.

3+03.15 RT

"WALL 02" MSE wall

See Section H for details.

3+03.15 LT

"WALL 01" MSE wall move prior to construction.

Sun River Electric Co-Op to Overhead power pole

* Preserve and protect existing utilities

Klick & Robinson, LLC

Canal

Pishkun edge of water2 Q

-5+00 -4+00 -3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00

4,440 4,440

4,450 4,450

4,460 4,460

4,470 4,470

.0

.7

HLSD = INF'

K = 67

75' VC4

,4 .0

HLSD = 270'

K = 54

250' VC

-0.83%

+0.29%

-2.38%

.0

.0

.0

.5

SSD = 447'

K = 32

85' VC

a rc h p ip e c u lv rt q u iv a le n t In s ta ll

PISHKUN ROAD

:5

A u g u s t

P is h k u n R d

P la n

S h e t]

R

P A

-H L

N -0

\S h a re d

\h ig h w a y s \F

H W

A \2 m ta

-b o r2

-1

S u n R iv e rB ri d g e

\D G

N \P la n a n d P ro fi le

\m ta

-b o r2 p ln p p

.d g n

PROJECT

D.4

23104

BM

GPS

e = 0.054

'194.91L =

'102.71T =

'250.00R =

(RT)44°40'11"Δ =

9+55.20PI

e = 0.050 '418.27L = '210.71T = '1,400.00R =

(LT)17°07'05"Δ =

14+17.93PI

.3

.5

S86°21'31"E

N76°31'23"E

3 1

4 1

N

83253.0107E=

44159.6789N=

18+30.00"MAIN 01"

END CONSTRUCTION

END PROJECT

11.00' LT

+37.73

33.46' LT

+39.00 8

.5 L T

.0

.5

L T

.0

.0

' R

T

.0

.0

' R

T

.0

Existing ground

Profile grade

Slope stake limits

Slope stake limits

Line to be constructed

"MAIN 01"

Construction limit

Construction limit

Pishkun Canal

.0

Section See Typical

CONNECTION DETAIL

Pishkun Road

Install gate

PISHKUN ROAD

Bureau of Land Management Lands

Klick & Robinson, LLC

10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00

4,440 4,440

4,450 4,450

4,460 4,460

4,470 4,470

,4

.4

+2.26

-0.71%

.0

.9

SSD = 438'

K = 50

150' VC

p ip e c u lv e rt a rc h In s ta ll e q u iv a le n t

:0

A u g u s t

P is h k u n R d

P la n

S h e

R

P A

-H L

N -0

\S h a re d

\h ig h w a y s \F

H W

A \2 m ta

-b o r2

-1

S u n R iv e rB ri d g e

\D G

N \P la n a n d P ro fi le

\m ta

-b o r2 p ln p p

.d g n

PROJECT

D.5

1. See Sheets E.2 - E.4 for approach road details.

:3

J u n e

A p p r o a c h Q u a n ti ti s r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\A p p r o a c h R o a d s \m ta b o r p ln a p p r o a c h q ta b .d g n

QUANTITIES

TABULATION OF APPROACH ROAD

PROJECT

E.1

N

'R

R

BEGIN CONSTRUCTION

"APPR 01" 1000+00.00

N= 44075.3798

E= 82357.3959

El.= 4453.60

+33.00

5.94' LT

+95.74

7.00' LT

.7

.0

' R

T

.0

.9

' R

T

+29.75

7.00' RT

+93.52

30.03' RT

+03.61

47.95' LT

"APPR 01" 999+88.84 =

"MAIN 01" 9+28.63

.7

.0

' L

T

END CONSTRUCTION

"APPR 01" 1002+33.00

N= 44150.8122

E= 82160.7505

El.= 4442.53

Edges of traveled way

Slope stake limits

Construction limit

Profile grade

Existing ground

16 feet

Install gate, metal, Fence, wildlife-friendly

.0

Road Section

See Approach

CONNECTION DETAIL

Existing Road

Remove gate guard

Remove cattle

Remove gate

Line to be constructed

"APPR 01"

not disturb. (typ.)

fencing and do

Protect with orange

Rock cairn site

999+00 999+50 1000+001000+00 1000+50 1001+00 1001+50 1002+00

4,440 4,440

4,442 4,442

4,444 4,444

4,446 4,446

4,448 4,448

4,450 4,450

4,452 4,452

4,454 4,454

4,456 4,456

HLSD = 72'

K = 6

40' VC

.0

.1

,4

.4

-1.00%

-6.56%

-0.30%

.0

.6

SSD = 204'

K = 4

20' VC

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

P

IS

H K

U N R

O A

D

:2

A u g u s t

A p p r L

T

C L

P la n

S h e

R

P A

H

L N

\S h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\A p p r o a c h R o a d s \m ta b o r p ln p p .d g n

MAINLINE LT

9+28.63

"APPR 01"

PROJECT

E.2

N

R

S33°34'41"E

S6 2°

'4 9"

E

PI 2001+31.34

Δ = 35°10'32" (RT)

R = 100.00' T = 31.70' L = 61.39' e = 0.046

PI 2000+50.22

Δ = 28°41'08" (LT)

R = 100.00' T = 25.57' L = 50.07' e = 0.048

S27°05'16"E

BEGIN CONSTRUCTION

"APPR 02" 2000+00.00

N= 44056.7675

E= 82369.7516

El.= 4452.43

+11.25

40.51' LT"APPR 02" 1999+88.82 =

"MAIN 01" 9+28.63

'R

.2

.0

L T

END CONSTRUCTION

"APPR 02" 2001+65.00

N= 43944.9205

E= 82486.5130

El.= 4445.84

.0

.9

R

T

.0

.0

R

T

.0

.0

R

T

.0

.0

L T

.0

.0

L T

+32.46

6.00' RT

Existing ground

Profile grade

Line to be constructed

"APPR 02"

Slope stake limits

Construction limits way Edges of traveled

.8

Road Section See Approach

CONNECTION DETAIL

Existing Road and do not disturb. (typ.)

Protect with orange fencing Rock cairn site

1999+00 1999+50 2000+002000+00 2000+50 2001+00 2001+50

4,440 4,440

4,442 4,442

4,444 4,444

4,446 4,446

4,448 4,448

4,450 4,450

4,452 4,452

4,454 4,454

4,456 4,456

HLSD = 159'

K = 14

50' VC

,4

.7

-1.45%

-6.19%

-2.61%

.0

.7

.0

.7

SSD = 238'

K = 4

20' VC

p ip e c u lv rt

In ta ll

P

IS

H K

U N R

O A

D

:1

A u g u s t

A p p r R

T

C L

P la n

S h e rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\A p p ro a c h R o a d s \m ta -b o r2 p ln p p .d g n

MAINLINE RT

9+28.63

"APPR 02"

PROJECT

E.3

APPROACH ROAD SECTION DETAIL

LC

W

FOOTNOTE:

See Approach Road Table for approach widths and radii.

[3]

Construct slopes and ditches as shown in the staking report.[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated[1]

C of mainline L

C of designed approachL

Mainline xxx+xx =

Approach xx+xx

FULL-DESIGN APPROACH ROAD LOCATION SYMBOL

Edge of traveled way

C of approachL

C of mainlineL

W R

APPROACH ROAD PLAN DETAIL

[3]

[3

R

[3 mainline stationing Direction of increasing

5% Crown

Profile grade

[1]5% Crown 1:41:4

Variable

Slope stake limit and turf establishment (hydraulic method) Placing conserved topsoil, 4-inch depth, Original ground

6-inch compacted depth

Roadway aggregate, method 2, establishment (hydraulic method) 4-inch depth, and turf

Placing conserved topsoil, 1' min.

Original ground

Slope stake limit

1:4

5'

10'

Construction limit

Construction limit

:4

J u n e

A p p r o a c h

R o a d

D e ta il r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\A p p r o a c h

R o a d s \m ta b o r p ln a p p r o a c h ty p

.d g n

APPROACH ROAD DETAILS

PROJECT

E.4

See Sheet G.2 for details.

[3]

See Sheet F.6 for details.

[2]

See Sheet F.7 for details. [1]

:2

A u g u s t

E r o s io n C o n tr o l Q u a n ti ti r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c q ta b .d g n

CONTROL QUANTITIES

TABULATION OF SOIL EROSION

PROJECT

F.1

23103

23101

23104

+ BC

G

PS

G

PS

G

PS

B r i d g e

B

T G

B r i d g e

B

B r i d g e

B

T G

B r i d g e

B

N

81740.3118E=

43526.7219N=

1+02.68"MAIN 01"

BEGIN CONSTRUCTION

81725.5703E=

43510.1064N=

0+80.47"MAIN 01"

BEGIN PROJECT

23104

GPS

N fiber roll (typ.)

Install soil erosion control, class 1 (typ.)

ditch, method A, Install riprap class 1 (typ.)

method A, Install riprap ditch, control, fiber roll (typ.)

Install soil erosion

(filter rock) (typ.)

control, check dam

Install soil erosion

S u n R iv e r

Pishkun Canal

NOTE:

2. Contour interval = 2 foot.

1. Contours shown represent existing topography, prior to construction.

EROSION CONTROL LEGEND*:

Riprap ditch, method A, class 1

Temporary work area, below OHW

Ordinary High Water (OHW) Line

Soil erosion control, temporary diversion berm

Soil erosion control, check dam (filter rock)

Soil erosion control, fiber roll

*See Sheet A.2 for other features not listed in legend.

temporary diversion berm (typ.)

Install soil erosion control, Construction limits

Construction limits

Construction limits

Construction limits

Temporary bridge area

(typ.)

OHW Line

Existing bridge per 157 and 562.

design their system for review and approval through the 404/401 and 318. Contractor to Limits of diversion and bridge work permitted

Power poles and lines to be protected in place

83253.0107E=

44159.6789N=

18+30.00"MAIN 01"

END CONSTRUCTION

END PROJECT

:2

A u g u s t

E r o s io n C o n tr o l

P la

.6 t o r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c p p .d g n

1+02.68 TO 18+30.00

EROSION CONTROL PLANS

PROJECT

F.2

23104

23102

.6

BC

GPS

B r id g e

B T

G B r id g e B

B r id g e

B T

G B r id g e B

N

Approved staging areas.

LEGEND

Existing fence

S u n R iv e r

Pishkun Canal fiber roll (typ.)

Install soil erosion control, Install soil erosion control, fiber roll (typ.)

control, fiber roll (typ.)

Install soil erosion

Staging Area

Staging Area

Staging Area

:0 u g u s t

E

R O

S

IO

N C

O N

T R

O L

P L

A N

S S

T A

G

IN

G A

R E

S r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c s ta g in g .d g n

STAGING AREAS

EROSION CONTROL PLANS

PROJECT

F.3

Limit of work zone

Limit of work zone

Existing ground

Concrete barrier

Concrete barrier

Existing ground

Concrete barrier

Existing ground

Waterproof membrane

Existing ground at time of contsruction

Diverted water level at time of construction

Diverted water level at time of construction Diverted water level water surface elevation

Min. Top of berm elevation

Water surface elevation water surface elevation water surface elevation

OPTION C

OPTION D

OPTION B

OPTION A

Sandbag (typ.)

Sandbag (typ.)

NOTES:

barrier.

when deposits reach half the height of the sandbag events or as directed by the CO. Remove sediment diversion berm daily. Repair as needed after rainfall

While in use, inspect and maintain the temporary joints in lower rows.

course. Upper rows of sandbags should overlap the numbers of rows on the bottom as there are vertical

Place sandbags to form a pyramid by laying equal

157.10.

Construct temporary diversion according to Subsection

104.03 prior to installation.

for temporary stream diversion according to Subsection elevation with 6-inch minimum freeboard. Submit plans with a minimum height equivalent to the water surface

As a minimum, provide a temporary diversion berm prefabricated or portable diversion berms, dams, etc.).

diverting the stream (including any approved

The Contractor may choose an alternate means of diverting the stream during construction operations.

The options shown are suggested configurations for

Limit of work zone

Sandbag (typ.)

4.

3.

2.

1.

m in m in m in m in elevation

Min. Top of berm elevation

Min. Top of berm at time of construction

Diverted water level

(anchoring method to be approved by the CO)

Waterproof membrane

(anchoring method to be approved by the CO)

Waterproof membrane

(anchoring method to be approved by the CO)

Waterproof membrane

NO SCALE

Limit of work zone

Sandbag (typ.)

- Select "Monochrome" color option when printing. - Make all annotation (callouts, notes, dimentions) changes on the "USC View". - Make all drafting changes on the "Graphics View".- Do not make any changes on the Sheet View (it is for printing only). 21 is created and filled in properly.The project workset properties populate those fields when set. Make sure the worksetTurn on Level "D_Sheet_Number" to show the NPS Drwg. and PMIS Numbers fields.

:0 u g u s t

D e s ig n I n tl

F t r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c

D iv

B e r m

D e ta il .d g n

DIVERSION BERM METHODS

TEMPORARY IN-STREAM

PROJECT

F.4

LANDSCAPING LOG INSTALLATION

SLOPE TREATMENT PLAN

Landscape logs (typ.) log on the slope necessary to retain Berm soil material as

Depress ground for log placement

Place limbs on uphill side of logs

:0 u g u s t

D e s ig n I n tl r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c

F e ll e d

T im b e r .d g n

DETAIL

FELLED TIMBER PLACEMENT

PROJECT

F.5

Se e N ote

6%

5%

4%

3%

2%

NO SCALE

6%

5%

4%

3%

2%

5%

4%

3%

2%

7.

6.

5.

4.

3.

2.

1.

Adjust check dam spacing based on site-specific conditions.

around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

stakes. Drive stakes at each end of the fiber roll and at

Install check dams in ditches perpendicular to the flowline.

installation.

Repair all rills or gullies and properly compact prior to functional requirements of the check dam device.

gravel bags as approved by the CO, to meet the

Construct check dams from fiber rolls, filter rock, or

MODERATE GRADES

CHECK DAM

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

CROSS SECTION

CROSS SECTION

STAKING DETAIL

FIBER ROLL

PLAN

are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

Flow line

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

Gravel bag the ends. See Note 6 to prevent flow around

Curve ends upstream

Filter rock

Filter rock

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

SPACING (max.)

CHECK DAM

See Note 5

NOTE:

GRADE

DITCH

SPACING (max.)

CHECK DAM

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

SPACING (max.)

CHECK DAM

FILTER ROCK CHECK DAM

uphill side of fiber roll trench material on

Place excavated

Flow

F lo w on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on on ditch grades steeper than 6%.

* Do not use gravel bag check dams

(FT)

(FT)

(FT)

Trench 2" (min.)

m in

Fiber roll 9" Ø (min.)

Trench 2" (min.)

-inch wood 8 1-inch x 18

1Stake fiber rolls in place with 1

Expose stakes 2-inches (min.) above top of fiber roll.

2-foot (max.) spacing.

m in

"6 m in m in .6

9" Ø minimum fiber roll.

DETAIL APPROVED FOR USE 7/2016

REVISED:

157-15W

WFLHD DETAIL

:0 u g u s t

D e t

W r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.6

NO SCALE

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

Direction of runof f from distur bed area s sp ac in g ch ar t

S ee F ib er R ol l

Fiber roll ff o n ur f o n oi t c er i

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

Flow larger than fiber roll wood stakes. See Note 2.

Pay lim its

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

2.

1.

permanent installations. Do not crush fiber roll while staking.

roll is secure to slope. Live stakes may be used for and install fiber rolls

Step 1: Excavate trench Step 2: Backfill soil against fiber rolls

FIBER ROLL

(FT)

(FT)

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

Drive stakes at each end and at 4-foot spacing until fiber fiber roll and space stakes at 4-foot max.

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

NOTE:

WFLHD DETAIL

DETAIL APPROVED FOR USE 10/2014

7/2016 REVISED:

157-21W

:0 u g u s t

D e t

W r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\E r o s io n C o n tr o l\ m ta b o r p ln e c W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.7

:0

J u n e

D e s ig n I n tl r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o r p ln h y q ta b .d g n

PROJECT

G.1

2.

1.

NOTE:

3. Grade ditch to define well established flowline.

0.45 CUYD/FT Widened riprap ditch:

0.30 CUYD/FTStandard riprap ditch:

Place riprap in ditches at the following rates:

FOOTNOTE:

Ditch invert

Riprap ditch, method A, class 1

1000+00 TO 1000+60 RIGHT

11+40 TO 14+70 LEFT

9+60 TO 10+50 LEFT

STANDARD RIPRAP DITCH

Subgrade hinge

Existing ground

[1] Variable

[1] Variable

[2]

Variable

[2]

Vari able

See Staking Report.

reduce distance as required to provide 1' back slope height.

4' nominal. In areas with back slopes steeper than 1:4, [1]

See Sheet F.1 for location and quantities.

Ditch invert

Riprap ditch, method A, class 1

10+50 TO 11+40 LEFT

WIDENED RIPRAP DITCH

Subgrade hinge

Existing ground

[1] Variable

[1] Variable

[2]

Variable

[2]

Vari able

:1 u g u s t

R ip r a p D it c h D e ta r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o r p ln h y r ip r a p d it c h

.d g n

RIPRAP DITCH DETAIL

PROJECT

G.2

1.

2.

3.

4.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

Measure minimum cover from the top of the pipe culvert to the subgrade for flexible pavements, and to the top of the pavement for rigid pavements. Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavement.

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-1

:0

F e b r u a r y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o r p ln h y S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.3

Band Band

Band Band

Band BoltsBolts corrugation in pipe end with second annular around band meshes

Continuous corrugation heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Pipe Pipe

Pipe

Band

BandBand

Bolts Bolts

Angle Angle strap connector

Bolt, bar andof corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest

Wedge

NO SCALE

NOTE:

1.

used.

Bridges, Division II Section 26 may be

Standard specifications for Highway joint performance criteria of AASHTO fastening devices that comply with the

Other types of coupling bands or

W

SMOOTH SLEEVE BAND FLAT BAND

ANNULAR BAND HELICAL BAND

SEMI-CORRUGATED BAND

STANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW

END VIEWEND VIEW

Band Angle

Bar & Strap

Oval Lug

Integral Flange Wedge and Strap

END VIEW

SIDE VIEW

W W W

Stab type joint

Smoother sleeve with center stop.

COUPLING BANDS FOR METAL PIPE CULVERT

the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

Use annular corrugated bands with pipes having annular corrugations or with helical pipe dimension of the end corrugation in the pipe.

For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the corrugations on rerolled pipe ends.

Use helical corrugated bands with pipes having helically corrugated ends.

[4]

[5]

[6]

"2

" × 3

The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2 rerolled with 3" × 1" pipe corrugations.

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on

" corrugations. A 12 inch band is acceptable on pipe ends 2

" × 3 pipe ends rerolled with 2 diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

DIAMETER

ROUND PIPE

SPAN × RISE

PIPE ARCHCORRUGATION

CORRUGATED

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

SEMI-

BANDS

[4]

BANDS

[5]

BANDS

SIZE

[6] underline

INCHESINCHESINCHES

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

10.5

10.5

10.5

10.5

10.5

10.5

10.5

MINIMUM BAND WIDTH (INCHES)

× 2

× 3

3 × 1

5 × 1

COUPLING BAND

METAL PIPE CULVERT

602-2

FP-24, FP-14

1/2024

FLH STANDARD

:4 u g u s t

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o r p ln h y S td .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.4

Roadway embankment Roadway embankment

Natural ground

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H H

H H

H H

H

H

H

H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade before trench excavation embankment height

Finished subgrade or

Original natural ground surface

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations depth table

See bedding excavation in trench

HH

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

Metal endMetal end section or 36" (max.) for embankment installations

> 54"

12" to 54"

6"

4"

18" (min.)

* Reduce to 18" for

UP to 48"

48" and UP

24" span or 36", 18" ±

18" ±18"±

(min.)

6"

(min.)

6"

12" (min.), 24" (max.)

"/foot of cover,2 minimum

1'-0"

2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)

2H or 12' (max.)2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.)

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

1.

2.

3.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

LEGEND:

Bedding material (uncompacted)

Impermeable backfill material.

BEDDING DEPTH

MINIMUM SPACING

Toe plate Toe plate

H

Width

H H

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug

A

A

Embankment material placed in layers

Compacted backfill material placed in layers not backfill according to Section 614.

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

NO SCALE

NOTE:

not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

6" in uncompacted depth.

2'-0" ±

1'-0" ±

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

PIPE CULVERT BEDDING

METAL AND PLASTIC

602-3

:4 u g u s t

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\D r a in a g e \m ta b o r p ln h y S td .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.5

:2 u g u s t

T a b u la ti o n o f G e o te c h n ic a l

Q u a n ti ti r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln w a ll q ta b

.d g n

QUANTITIES

TABULATION OF GEOTECHNICAL

PROJECT

H.1

Bridge (BTG Bridge - B)N

"MAIN 01"

STABILIZED EARTH WALL RT

"MAIN 01"

STABILIZED EARTH WALL RT

"MAIN 01"

STABILIZED EARTH WALL LT

"MAIN 01"

STABILIZED EARTH WALL LT

END "WALL 01" MECHANICALLY

(Top of Wall)

El.= 4462.85

' LT25.63, 3+03.15

BEGIN "WALL 01" MECHANICALLY

(Top of Wall)

El.= 4465.54

' LT9.63, 3+03.15

(Top of Wall)

El.= 4465.54

' RT9.63, 3+03.15

(Top of Wall)

El.= 4462.85

' RT25.63, 3+03.15

BEGIN "WALL 02" MECHANICALLY

END "WALL 02" MECHANICALLY

profile grade

"MAIN 01"

"MAIN 01"

Construction limit

Construction limit

Slope stake limit Slope stake limit

Existing ground at face of retaining wall

Profile at base of retaining wall on station ground back

Proposed finished on station ground ahead

Proposed finished

Top of wall profile constructed

Line to be

"WALL 01"

Line to be constructed

"WALL 02"

"WALL 01" "WALL 02"

P

IS

H K

U N

R D

ABUTMENT 1

Top of wall profile

Profile at base of retaining wall earth wall design (typ.)

and contractor furnished mechanically stabilized

Mechanically stabilized earth wall, welded wire face

-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70

4,445 4,445

4,450 4,450

4,455 4,455

4,460 4,460

4,465 4,465

4,470 4,470

4,475 4,475

4,480 4,480

4,485 4,485

:2

A u g u s t

A b u t W a ll

P la n

S h e

R

P A

H

L N

\S h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln p p w a ll

.d g n

SHEET 1 OF 2

PLAN AND PROFILE

EARTH WALL

MECHANICALLY STABILIZED

PROJECT

H.2

Bridge (BTG Bridge - B)

"MAIN 01"

STABILIZED EARTH WALL RT

BEGIN "WALL 04" MECHANICALLY

"MAIN 01"

STABILIZED EARTH WALL LT

BEGIN "WALL 03" MECHANICALLY

"MAIN 01"

STABILIZED EARTH WALL LT

END "WALL 03" MECHANICALLY

"MAIN 01"

STABILIZED EARTH WALL RT

END "WALL 04" MECHANICALLY

(Top of Wall)

El.= 4,444.63

' RT0.00, 7+42.14

(Top of Wall)

El.= 4,444.63

' LT0.00, 7+42.14

(Top of Wall)

El.= 4,452.22

' LT17.90, 8+29.83

(Top of Wall)

El.= 4,452.00

' RT17.38, 8+04.82

16.38' LT

+79.84

16.38' RT

+79.84

Existing ground at face of retaining wall

�Road profile grade at �Road profile grade at bridge Proposed

Slope stake limit

Construction limit

Slope stake limit

Profile at base of retaining wall

N

Sta. 7+42.14

"MAIN 01"

Top of wall profile

Line to be constructed

"WALL 03"

Line to be constructed

"WALL 04"

"WALL 03" "WALL 04"

P

IS

H K

U N

R D earth wall design and contractor furnished mechanically stabilized Mechanically stabilized earth wall, welded wire face

8+30 8+20 8+10 8+00 7+90 7+80 7+70 7+60 7+50 -10 0 10 7+60 7+70 7+80 7+90 8+00 8+10 8+20 8+30 8+40 8+50 8+60 8+70

4,420 4,420

4,425 4,425

4,430 4,430

4,435 4,435

4,440 4,440

4,445 4,445

4,450 4,450

4,455 4,455

4,460 4,460

8+408+508+608+70 7+5016.38-16.38

:2

A u g u s t

P

L

M S

E W a ll

P la n

S h e rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m ta -b o r2

-1

S u n R iv e rB ri d g e \D

G N

\R e ta in in g W a ll s \m ta -b o r2 p ln p p w a ll .d g n

SHEET 2 OF 2

PLAN AND PROFILE

EARTH WALL

MECHANICALLY STABILIZED

PROJECT

H.3

LEGEND

Select granular backfill prevent loss of backfill, all lifts

Place and join facing to

Base length of

Face of wall geotextile overlap 1' bottom

4'

2'

1'

MSE WELDED WIRE FACED RETURN MAT

varies reinforcem ent (L)

2% min.

size maximum)

(4" x 4" opening

Welded wire face

1:10 backfill granular

Select for bottom reinforcement

Provide level bearing surface

(L)

H

D e s ig n w a ll h e ig h t v a r ie

1'

(leveling course) Min. 6" bed course

2' (typ.)

MSE WALL DETAIL

"WALL 01" AND "WALL 02"

ABUTMENT 1

gabion rock

Face material, 4" to 8" Ø

1:1

Original ground

Finished slope reinforcement (typ.)

Geogrid reinforcement

Geogrid class 1, type B, nonwoven

Bottom geotextile filter, See detail.

Rodent guard li m it s

E x c a v a ti o n

Structure excavation

Backfill material

Embankment m in

Top of wall profile grade

Bottom of wall profile grade and extend 1' up the wall face.

to cover the reinforcement class 1, type B, nonwoven, Bottom geotextile filter, FOOTNOTE:

2.0' for metal reinforcement

1.5' for geogrid reinforcement

Maximum reinforcement spacing (S):

[1]

Min. gradient = 2.0%

UNDERDRAIN SYSTEM

PERFORATED PIPE

Granular backfill

Leveling course

(2) 45° Elbows

1' overlap of geotextile nonwoven. Provide minimum of Geotextile filter, class 1, type B, 12"

Flow

24" m in beneath leveling course. Minimum gradient 0.5%

6" Ø Perforated pipe underdrain system pipe drain every 100 feet (max.)

6" Ø Rigid outlet

2%

RODENT GUARD DETAIL

2"

Outlet pipe Wire mesh

Hose clamp use stainless steel clamps.

mesh count 4, 0.0625 wire diameter and

Note: Use galvanized steel, welded wire cloth, See detail.

Perforated pipe underdrain system

See detail.

Rodent guard

:1 u g u s t

D e s ig n I n tl r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln w a ll

.d g n

SHEET 1 OF 2

EARTH WALL DETAILS

MECHANICALLY STABILIZED

PROJECT

H.4

LEGEND

Select granular backfill gabion rock

Face material, 4" to 8" Ø

FOOTNOTE:

2.0' for metal reinforcement

1.5' for geogrid reinforcement

Maximum reinforcement spacing (S):

[3]

See Sheet M.8 for details.

H-piles with CMP shells at abutment 4 only.

[2] guard at drain outlet as shown on Sheet H.4.

centerline to daylight out from wall. Install rodent

Extend drain pipe longitudinally along roadway [1] size maximum)

(4" x 4" opening

Welded wire face

H

D e s ig n w a ll h e ig h t v a r ie s

1:3

Original ground

2' min.

Guardrail size maximum)

(4" x 4" opening

Welded wire face backfill granular

Select

H

D e s ig n w a ll h e ig h t v a r ie

Proposed surfacing structure

MSE WALL DETAIL

"WALL 03" AND "WALL 04"

ABUTMENT 4

LC

1:

ground

Original reinforcement (typ.)

Geogrid

2' min.

Guardrail

(leveling course) Min. 6" bed course for bottom reinforcement

Provide level bearing surface

1:

1.

5Finished slope

1:1 tubing drain pipe polyethylene drainage 6" perforated corrugated

4' Setback 2' (typ.) 2' (typ.)

4' Setback

Finished slope1:1.5

1:

EmbankmentEmbankment the wall face.

reinforcement and extend 1' up type B, nonwoven, to cover the Bottom geotextile filter, class 1, H-piles with CMP shells through wall (typ.)

See Sheet H.4 for details.

Perforated pipe underdrain system

Abutment 4

:1 u g u s t

D e s ig n I n tl r p a h ln

\s h a r e d

\h ig h w a y s \F

H W

A \2 m ta b o r

S u n

R iv e r B r id g e \D

G N

\R e ta in in g W a ll s \m ta b o r p ln w a ll

.d g n

SHEET 2 OF 2

EARTH WALL DETAIL

MECHANICALLY STABILIZED

PROJECT

H.5

6.

5.

4.

3.

2.

1.

embankment

Edge of widened post section. See Note 4 face of the rail in the standard

Tangent line projected from the embankment

Edge of widened post section. See Note 4 face of the rail in the standard

Tangent line projected from the

Varies by manufacturer end of terminal not shown.

Terminal posts and

Varies by manufacturer end of terminal not shown.

Terminal posts and terminal grading extents where practical.

Construct a 1V:4H slope outside of the guardrail terminal.

Install a reflectorized object marker on the end of the according to the manufacturer's recommendations.

end farther from the edge of shoulder, or use a taper

Install terminal at a 1:25 taper or flatter to position the the manufacturer's recommendations.

necessary to install the tangent terminal according to manufacturer for a specific product. Adjust grading as begin at post 3. Verify the length of need with the

For design purposes, the length of need is assumed to of site limitations, use the alternative grading layout.

as practical within site constraints. If necessary because are provided, use the preferred grading layout as much staking notes or model. If no staking notes or model

Construct the terminal grading layout as shown in the other details.

recommendations. See manufacturer's drawings for

Install tangent terminal according to the manufacturer's

See Note 6

Guardrail terminal grading o r f la tt e r

V

:1 H

Front of rail face

PLAN

PREFERRED GRADING

Post section

Standard

L

See Note 6

Guardrail terminal grading o r f la tt e r

V

:1

H

Hinge point line

See Note 3

Length of Need

Guardrail system

Pay limits

Pay limits terminal section type tangent or type MGS tangent

Back of post

Back of post

Front of rail face

Hinge point line

PLAN

ALTERNATIVE GRADING

post section

Standard

L

Guardrail system

Pay limits

Pay limits terminal section type tangent or type MGS tangent

See Note 3

Length of Need

12'-6"

(min.)

10'-0" m in m in m in

12'-6" m in

TEST LEVEL

L

NOTE:

NO SCALE

50 (for MGS)

37.5 or 50 (for G4)

(FT)

3 (> 45 mph)

2 (≤ 45 mph)

AND GRADING

TYPE TANGENT TERMINAL

W-BEAM GUARDRAIL

MGS AND G4

617-20

:2

J u ly

S td

-2 c p w

-w o rk \d

\S td

-2 fp

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

4.

3.

2.

1.

on terminal sections

All posts except those guardrail bolt guardrail post bolt

OMITTED POST DETAIL

PLAN VIEW

See Note 1

TYPICAL GUARDRAIL CROSS SECTION

TYPICAL GUARDRAIL ELEVATION

POST BOLT ASSEMBLY GUARDRAIL MOUNT

FLEXIBLE DELINEATOR

POST AND BLOCK

of traffic

Lap in direction splice

Mid-span of rail as applicable ground line at face

Edge of pavement or

1V:10H or flatter slope 1V:10H or flatter slope fill slope

Variable

Hinge point steeper than fill slope

Variable slope but not departure terminal sections required for approach and

Subgrade shoulder. Widening on each side of block

16d galvanized nail

Toenail with one groundline at face of rail

Edge of pavement or groundline at face of rail

Edge of pavement or on each side of block

16d galvanized nail

Toenail with one shown on Typical Section

Aggregate base or as shown on Typical Section

Aggregate base or as

See Note 4 sheeting

Retroreflective

W beam rail

Post and block block (typ.)

Post and

Hinge point departure terminal sections required for approach and

Subgrade shoulder. Widening

1V:2H or flatter slope

TYPICAL GUARDRAIL CROSS SECTION

P o s t le n g th recommendations.

or mechanical means according to the manufacturer's delineator to the top of the wood post using either an adhesive

Install a flexible hinged delineator every fourth post. Fasten including its appearance, and accepted manufacturing practices.

those consistent with the proper functioning of the part, Dimensional tolerances not shown or implied are intended to be block rotation.

the adjacent blocks with two 16d galvanized nails to prevent with anti-rotation nails. If combination blocks are used, toenail or combination of blocks (no more than two) to achieve the

Size of block shown elsewhere in the plans. Use a single block and the hinge point. For all other locations, see Section 617 omitted in locations where the typical guardrail cross section

When encountering impenetrable material, one post may be

See Note 2

(one omitted post) unsupported span

(max.)

See Note 2

Traffic ty p

(t yp

6" See Note 2

8" or 12"

(t yp

6" (typ.)

8"

" Ø hole (typ.)4

See Note 2

8" or 12"

8"

" Ø hole4

" recess nut8

5" (max.)

3" x 4" (min.)

actual 8-inch or 12-inch offset. Secure wood blocks to the posts and Standard 617-13 or 617-37.

includes 2-feet (min.) between the back of the guardrail post

6' post

(typ.)

2'-0"

6' post

6' POST CENTERED ON HINGE, 8" OR 12" BLOCK

12'-6"

43'-9" (min.)

56'-3" (min.) distance between omitted posts

"2

3'-1 6'-3" Post spacing

6' POST, 8" OR 12" BLOCK

bolts and nuts (8 per splice)

" guardrail splice4

" x 18

8" or 12" block

" x 18" or 22"8

" plain round washer.4

8" or 12" block

" x 18" or 22"8 ty p

NOTE:

NO SCALE WOOD POSTS

MGS W-BEAM GUARDRAIL

617-31

:5 u g u s t

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\G u a r d r a il a n d S a f e ty

\m ta b o r p ln

S td f p .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

I.2

23104

23102

.6

BC

GPS

B r id g e

B T

G B r id g e B

B r id g e

B T

G B r id g e B

N

Approved staging areas.

LEGEND

Existing fence

S u n R iv e r

Pishkun Canal

E1

E2

E3

W1

W2

W3

W4

W5

W6

W16

W15

W14

W13

W12

W11

W10 in place.

Preserve and protect and discharge pipe

Siphon outfall vault access road maintenance

Unimproved

Construction limits

Construction limits

Existin g brid ge to be protected in place

Power pole and lines be protected in place

Power pole and lines to

Staging Area

Staging Area

Staging Area

:2

A u g u s t

S ta g in g

A r e a P la r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m ta b o r S u n R iv e r B r id g e \D

G N

\M is c e ll a n e o u s \m ta b o r p ln s ta g in g .d g n

STAGING AREA PLAN

PROJECT

J.1

LOCKING DEVICE DETAIL

NOTE:

3.

2.

1.

inside of pipe and drilled for lock x 4" welded to 2 x 18

PL

outside of pipe and drilled for lock x 2" welded to 2 x 18

PL

Left gate arm

Pipe 3 std. Right gate arm around end of 3" steel pipe " Strap iron ring welded4 fastens gate arm to lock post pipe and drilled for lock tab x 2" welded to 2 x 18

PL

std. x 2"2

Pipe 2

" Slot, 1' long2

See Sheet D.3 for location.

" fillet unless otherwise shown.4

All welds are at each location in the field.

Adjust the width of the gate and vertical post heights, LC

E d g e o f r o a d

GATE LOCK POST DETAIL

Pipe 3 std.

Hole for lock pipe gate arm

3" Steel detail this sheet

See cap plate

Closure plate

Minor concrete base

Pipe 4 std.

thru center of 4" pipe "Ø x 8" Steel cross bar2 in f ie ld

T o b e d e te r m in e d

2'

1'

"3

SEAT PLATE DETAILS

CAP PLATE DETAIL

gate post

Pipe 5 std.

PL

for lock

Hole drilled

PL

PL

std. gate post

Pipe 5 gate lock post

Pipe 3 std.

std. x 3"2

Pipe 2 std. x 3"

Pipe 2

"2

5"

"2

"2

"4

R

"4

R

10"

LC

GATE

E d g e o f t r a v e le d w a y

Seat plate (typ.)

Cap plate (typ.) and gate arm (typ.)

Removable post

Pipe 5 std.