Preliminary_Plans_AK_DOT_135(2).pdf

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

SPECIFICATION:

Western Federal Lands Highway Division

Director, Project Delivery, PROJECT MANAGER

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PLANS PREPARED BY

PLANS FOR PROPOSED PROJECT

COMMITMENT TO EXCELLENCE

FEDERAL LANDS HIGHWAY

R

E N

O R

A I

N

N

ST F

R

I

D

D E P A

T

NTOFT A SP

T T

O

U

TE

ATESO

AM

E R

IC

A

M

CEAN

OCITCRA

i r e B n g ea S

PACIFIC OCEAN

Gulf of A la k a s

Dillingham

Bethel ANCHORAGE

Homer

King Salmon

Kodiak

Valdez

Tok YUKON

WHITEHORSE

JUNEAU

Unalaska

Kotzebue

Nome

FAIRBANKS

Barrow

S

IB

E R

IA

C A

N A

D A

U N I T

E D S

T A

T E S

BC

PARK

NATIONAL

DENALI

NAT'L PARK

ST. ELIAS

WRANGELL-

NAT'L PARK

LAKE CLARK

N.P.

FJORDS

KENAI

NAT'L PARK

THE ARCTIC

GATES OF

N.P.

VALLEY

KOBUK

PRESERVE

KATMAI N.P.

NAT'L PARK

GLACIER BAY

ALASKA KEY MAP

k u

Y o n

R

UNI

TE

D

STATE

S

RUSS

IA

AK DOT 135(2)

N. Christensen

ALASKA

MATANUSKA-SUSITNA BOROUGH

ALASKA DEPARTMENT OF TRANSPORTATION & PUBLIC FACILITIES

Glennallen

Palmer

Valdez

Portage

Whittier

ANCHORAGE

Richardson Highway

GLENN

HWY.

M O U N T A I N S T A L K E E T N A

Wiener Lake

Sutton

ST. ELIAS

N.P.

Long Lake

PRINCE WILLIAM SOUND

TRADING BAY

CHICKALOON BRIDGE

GLENN HIGHWAY

N

5002550

SCALE IN MILES

PRESERVE

DENALI N.P

Project Location

Projects, FP-03 US Customary Units of Roads and Bridges on Federal Highway

Standard Specifications for Construction

APPROVED:

DATE

PROJECT LOCATION

See Sheet A.3

Gold Creek

CHICKALOON

M O U N T A I N S

C H U G A C H

INDEX TO SHEETS

Temporary connections

Bridge replacement

60 MPH

4.0%e (max)

V

ADT (2033)

ADT (2013)

LENGTH 0.46 MILES

A.1

STATE PROJECT

NUMBER

SHEET

AK

DOT 135(2)

P

J u ly

U

S S u r ft

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

W

W it u c k i

C h e c k e d b y

D e s ig n e d b y

K. PERMANENT TRAFFIC CONTROL PLAN

J. BRIDGE

I. TEMPORARY TRAFFIC CONTROL PLAN

H. SAFETY FEATURES

G. RETAINING WALL(S)

F. EROSION CONTROL

E. APPROACH ROADS AND PARKING AREAS

D. PLAN-PROFILE

C. TYPICAL SECTION(S)

B. SUMMARIES

A. GENERAL INFORMATION

PERMANENT PAVEMENT MARKING DETAILS

PERMANENT SIGN DETAILS

PERMANENT TRAFFIC CONTROL PLANS

QUANTITIES

TABULATION OF PERMANENT TRAFFIC CONTROL

BRIDGE SHEETS

POTENTIAL CONSTRUCTION SEQUENCING

TTC STANDARD DRAWINGS

QUANTITIES

TABULATION OF TEMPORARY TRAFFIC CONTROL

GUARDRAIL STANDARD DRAWINGS

GEOSYNTHETIC WALL

EROSION CONTROL DETAILS

TEMPORARY EROSION CONTROL PLANS

TABULATION OF EROSION CONTROL QUANTITIES

PLAN AND PROFILE

TABULATION OF APPROACH ROAD QUANTITIES

PLAN AND PROFILE

TABULATION OF PLAN QUANTITIES

TYPICAL SECTIONS

TABULATION OF QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAP(S)

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

K.7

K.3-6

K.2

K.1

J01-29

I.8-9

I.2-7

I.1

H.1-5

G.1-2

F.3

F.2

F.1

E.2

E.1

D.2-3

D.1

C.2-3

C.1

B.1-3

A.3

A.2

A.1

P

RELIM

IN

ARY

Not fo r C onstru cti on

VICINITY MAP

END PROJECT

416+19.45

AK DOT 135(2)

CHICKALOON BRIDGE

GLENN HIGHWAY

BEGIN PROJECT

400+00.00

AK DOT 135(2)

CHICKALOON BRIDGE

GLENN HIGHWAY

N

SCALE IN MILES

1/4 1/40 1/21/8

Drill Lake

A K S U N A T A M

R E V I R

NNELG

YAWHGIH

d a o R revi R no ol a k ci h C

R E V I

R N O O L A K C I

H C

C a r b o n C r e e k

Harrison Lake

C o a l C ree k

A.3

STATE PROJECT

A p r il

U

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

W

W it u c k i

C h e c k e d b y

D e s ig n e d b y

Glennallen

110 miles

Su tt on m ile s

P

RELIM

IN

ARY

Not fo r C onstru

NO SCALE

TYPICAL CROSS SECTION

SAFETY EDGE DETAIL

Second lift of asphalt

First lift of asphalt

Aggregate base course

Red top in survey notes Point available to cover safety edge Pull aggregate base

TYPICAL SECTION

GLENN HIGHWAY

Va ria ble

S lo p e s ta k e

ROUNDING DETAIL

FILL SLOPE

C le a r in g l im it

5'10'

Existing ground

D

ROUNDING DETAIL

CUT SLOPE

C le a r in g l im it

D

B=5'5'

5'

Existing ground0.25 D

Slope stake

C.2

STATE PROJECT

A p r il

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k c b .d

C h e c k e d b y

D e s ig n e d b y

30°

C le a r in g l im it

Va ria ble

1:4 1:4 Va ria bl e

C le a r in g l im it

LC

Profile grade stimil tnemhsilbatse frut

Tu rf es tab lis hmen t l im its

See Safety Edge Detail

SHLDRLANESHLDR LANE

4" compacted depth, placed in two equal lifts

Hot Asphalt Concrete Pavement

8" compacted depth

Roadway Aggregate, Method 2

16'16' 12' 12'

2%

2%

VARIES VARIES

Variable 1

GUARDRAIL DETAIL

2' 3.4' VARIES

SHLDR

Edge of traveled way g r a v e l s h o u ld e r

E d g e o f

36" compacted depth

Select Borrow (NFS)

FOOTNOTE:

and reduce the front slope rounding distance proportionally.

For cut heights less than "B" reduce "B" to the cut height dimension

Construct slopes as shown in the Staking Report.

plan and profile curve data.

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

R/W

R/W

First lift of asphalt

Second lift of asphalt

1:10 or flatter slope

P

RELIM

IN

ARY

Not fo r C onstru

C.3

STATE PROJECT

NUMBER

SHEET

AK DOT 135(2)

a k c c .d g n

I n t_ ft

D

C h e c k e d b y

N in h P h a e s ig n e d b y

TYPICAL SECTION

CHICKALOON RIVER ROAD

SAFETY EDGE DETAIL

Second lift of asphalt

First lift of asphalt

Aggregate base course

Red top in survey notes Point available to cover safety edge Pull aggregate base

ROUNDING DETAIL

CUT SLOPE

Va ria ble

S lo p e s ta k e

D

0.25 D

ROUNDING DETAIL

FILL SLOPE

C le a r in g l im it

C le a r in g l im it

D

B=5'5'

5'

5'10'

Existing ground0.25 D

Slope stake

Existing ground

CHICKALOON RIVER ROAD

TYPICAL SECTION

NO SCALE

C le a r in g l im it

Va ria ble

1:4 1:4 Va ria ble

C le a r in g l im it

LC

Profile grade stimil tnemhsilbatse frut

Tu rf es tab lis hmen t l im its

See Safety Edge Detail

SHLDRLANESHLDR LANE

2'2'

4" compacted depth, placed in two equal lifts

Hot Asphalt Concrete Pavement

8" compacted depth

Roadway Aggregate, Method 2

10'8' 12' 12'

2%

2%

30°

12" compacted depth

Select Borrow (NFS)

FOOTNOTE:

and reduce the front slope rounding distance proportionally.

For cut heights less than "B" reduce "B" to the cut height dimension

Construct slopes as shown in the Staking Report.

plan and profile curve data.

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

R/W

R/W

P

RELIM

IN

ARY

Not fo r C onstru

0N

D

L= 128.98'

T= 65.27'

R= 340.00'

L= 76.42'

T= 38.37'

R= 340.00'

D

D

R= 1,060.00'

T= 187.35'

L= 370.87'

CP

13192

CP

13193

CP

13194

Profile grade

Existing ground

Line to be constructed

BEGIN PROJECT

396+00.00

CHICKALOON BRIDGE

GLENN HIGHWAY

El=844.81

E=168818.35

N=222343.13

C h ic k a lo o n R iv e r

R o a d

D

R= 600.00'

T= 243.80'

L= 463.14' e= 0.04 e= 0.04 e= 0.04 e= 0.04

Guardrail , Lt

Guardrail , Rt

+6.

Existing 1.3%

Construct Chickaloon Bridge

Future Alignment

T

TC

E

C

E

T Terminal section type tangent

Terminal section type CRT

Tie into existing guardrail

.0

CUYD

EXC.

CUYD

EMB.

410+00407+50405+00402+50400+00397+50395+00

840 840

845 845

850 850

855 855

860 860

865 865

870 870

875 875

D.2

STATE PROJECT

J u ly

U

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

W

W it u c k i

C h e c k e d b y

D e s ig n e d b y

B Structure transition railing

B

B

B

B

PO

T

6+ .0

PC

6+ .4

P C

C

.5

P T

.5

P C

.3

P T

.8

P C

.9

8 7

M P

.1

+1.3000

+3.

5%

260' VC

.0

+0.9576%

330' VC

.3

760' VC

P

RELIM

IN

ARY

Not fo r C onstru

0 8

N

D

R= 600.00' T= 184.15' L= 357.35'

CP

13195

Line to be constructed

Existing ground

Existing ground

Profile grade

Profile grade

416+20.00

AK DOT 135(2)

CHICKALOON BRIDGE

GLENN HIGHWAY

END PROJECT

El=926.60

E=169767.23

N=223976.79 e= 0.04

Ex is ti ng .0

Future Alignment

CUYD

EXC.

CUYD

EMB.

417+50415+00412+50410+00

D.3

STATE PROJECT

J u n e

U

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

C h e c k e d b y

D e s ig n e d b y

P C

C

.8

P T

.1

.8

+6 .4

4%

200' VC

+7 .5

9%

.6

P

RELIM

IN

ARY

Not fo r C onstru

LEGEND:

Silt Fence

Notes:

C h ic ka lo on R iv er

CONTROL PLAN

EROSION AND SEDIMENT

F.2

STATE PROJECT

NUMBER

SHEET

AK DOT 135(2)

J u ly

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k d b .d

C h e c k e d b y

D e s ig n e d b y

2. See sheet F.3 for silt fence detail determined in the field as approved by the CO.

1. Final location of erosion control devices to be

5 4

8 7

M P

C h ic k a lo o n R iv e r

R o a d

Install silt fence

BEGIN PROJECT

396+97.00

CHICKALOON BRIDGE

GLENN HIGHWAY

416+20.00

CHICKALOON BRIDGE

GLENN HIGHWAY

END PROJECT

0 840

0 8

840 840

0 8

880 880

0 8

P

RELIM

IN

ARY

Not fo r C onstru

NO SCALE

GEOSYNTHETIC WALL

KEY NOTES

face of geosynthetic layers

Approximate final batter for

Top geosynthetic layer

Geosynthetic layers (typ) w a ll h ie g h t H m in

4' Min (Typ)

Lane

Finished grade

H

Z

G.1

STATE PROJECT

A p r il

U

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

C h e c k e d b y

D e s ig n e d b y s al al al v

5.

4.

3.

2.

1.

NOTES

SHEET 1 OF 2

2' TRAFFIC SURCHARGE

GEOSYNTHETIC WALL WITH

Type 1, AS < 0.51g of stucture excavation, wall backfill and compaction

Geosynthetic reinforcement length and limits

L

Gravel borrow backfill

(only needed if a geogrid is used for geosynthetic reinforcement)

Geotextile for underground drainage class A, moderate survivability

1'-0" Min. geotextile overlap, top & bottom 2

Specifications for each specified limit state.

the wall. The load factors used are as specified in the AASHTO LRFD Bridge Design

The maximum factored bearing stress acts in the vertical direction at the base of

"L," the geosynthetic reinforcement length behind the wall face, is graphically defined.

mine "T " for that layer.

"Z" is the distance from the top of the wall to a geosynthetic layer, and is used to deter-

"D," for products in which "T " has been determined. "H" and "Z" are graphically defined.

with WSDOT Standard Practice T925. See Qualified Products List (QPL), Appendix

The long-term geosynthetic design strength "T " shall be determined in accordance

LRFD Bridge Design Specifications, Articles 3.10.4.1 and 11.6.5.

"A " is the peak seismic ground acceleration as defined and applied in the AASHTO

For Geosynthetic Wall Construction Sequence, see sheet G.3.

For the values of "L," see sheet G.2, and for the values of "S " see sheet G.2.

Traffic Barrier

2'16'2'

BARRIER TO ROADWAY

PINNING CONCRETE

Side

Traffic

Surfacing

Top of concrete surface not project above

Anchor Pin shall

2" dia. pinning hole

2 pins required per barrier section

1" dia. x 30" galvanized anchor pin

Traffic Barrier

P

RELIM

IN

ARY

Not fo r C onstru

G.2

A p r il

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k w b .d

C h e c k e d b y

D e s ig n e d b y

GEOSYNTHETIC WALL

SHEET 2 OF 2

STRENGTH REQUIRED, T (lbs/ft)*

LONG-TERM GEOSYNTHETIC REINFORCEMENT

UP TO 5

_5 < H < 10

10 < H < 15_

15 < H < 20_

20 < H < 25_

25 < H < 30_

30 < H < 35_

WALL TYPE 1

GEOSYNTHETIC

FACE, z(ft)

WALL TOP AT

DEPTH BELOW

HEIGHT, H(ft)

TOTAL WALL

V

EXTERNAL STABILITY DESIGN

PERMANENT GEOSYNTHETIC WALL

NOTE: See General Note 5, sheet G.1.

< 0.51g) S

(INCLUDES SEISMIC DESIGN FOR LARGE EARTHQUAKE: A _

H (ft)

HEIGHT,

WALL

TOTAL

L (FT)

EVENT l

EXTREME

MAX. FACTORED BEARING STRESS (psf)

GEOSYNTHETIC WALL TYPE 1

SERVICE

STRENGTH

25 5863

9874 8080

EVENT ll

EXTREME

NOTE: See Note 4, sheet G.1.

1.0

1.25

1.0

1.0

1.25

1.0

1.25

1.25

1.0

1.0

1.25

1.25

1.0

1.0

1.0

1.25

1.25

1.25

1.0

1.0

1.0

1.25

1.25

1.25

1.0

1.0

1.0

1.0

1.25

1.25

1.25

1.25

0 to 10

0 to 10

10.1 to 15

0 to 10

10.1 to 15

0 to 10

0 to 10

10.1 to 20

0 to 10

10.1 to 20

0 to 10

10.1 to 20

20.1 to 25

0 to 10

10.1 to 20

20.1 to 25

0 to 10

10.1 to 20

20.1 to 30

0 to 10

10.1 to 20

20.1 to 30

0 to 10

10.1 to 20

20.1 to 30

30.1 to 35

0 to 10

10.1 to 20

20.1 to 30

30.1 to 35

GEOSYNTHETIC REINFORCEMENT DESIGN

PERMANENT GEOSYNTHETIC WALL

LAYER LOCATION

WALL GEOMETRY AND REINFORCEMENT

SPACING, S (ft)

REINFORCEMENT VERTICAL

GEOSYNTHETIC

P

RELIM

IN

ARY

Not fo r C onstru

-J u l-

:3

P

M H

T e a m F o ld e r s B

R

ID

G E

K

O

T

(2

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s P

R O J E

C T

S .d g n

NOT

FOR

CO

NST

RUCTI

ON

PRE

LIM

INARY

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

NO.

U.S. DEPARTMENT OF TRANSPORTATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

29 July 2014CWN JEG Phillip Boinske

AK AK_DOT_135(2)

GLENN HIGHWAY

CHICKALOON RIVER BRIDGE

DRAWING NO.

-J u l-

:3

P

M H

T e a m F o ld e r s B

R

ID

G E

T

(2

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s P

R O J E

C T

S .d

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

CLground at C

Existing

CL

CL21’ right of C

Existing ground ground line Proposed

21’ left of C

Existing ground ground line Proposed

Q50 = 825.00

L Pier 2C L Pier 3C

ELEVATION

No scale

Elev. 861.51

Sta. 404+07.84

Begin bridge

Elev. 870.99

Sta. 407+57.84

End bridgeCL Structure

853.29

Low chord

- 2.5%

N

350’-0"

100’-0" 150’-0" 100’-0"

Begin Bridge End Bridge

PLAN

DRAWING INDEX

TITLE DWG. NO.

45’-0"

6’-0" 6’-0"

C foundation

Drilled shaft

TYPICAL SECTION

Pier

Concrete

(Typ.)

GRADE DATA

405+00 406+00 407+00 408+00 404+00

3.1

8%

330’ VC

S ta

E le .0

0.9576

760’ VC

S ta

E le .3

0.9576% 6.

6.

B E

G I N B

R I D

G E

S ta

.8

S ta

.8

E N

D B

R I D

G E

350’-0"

GENERAL LAYOUT

GEOTECHNICAL DATA

THRIE BEAM TRANSITION

BRIDGE RAILING

ABUTMENT 4 APPROACH SLAB

ABUTMENT 1 APPROACH SLAB

EXPANSION JOINT

INTERMEDIATE DIAPHRAGM

PIER DIAPHRAGMS

END DIAPHRAGMS

SPAN 2 GIRDERS

SPAN 1 & 3 GIRDERS

GIRDER DEFLECTION DIAGRAM 2

GIRDER DEFLECTION DIAGRAM 1

SLAB CONSTRUCTION

DECK

TYPICAL SECTION

FRAMING PLAN

PIER 3

PIER 2

PIER COLUMNS

PIER DRILLED SHAFTS

ABUTMENT 4 WINGWALLS

ABUTMENT 1 SW WINGWALL

ABUTMENT 1 SE WINGWALL

ABUTMENT 4

ABUTMENT 1

ABUTMENT DRILLED SHAFTS

FOUNDATION PLAN

SITE PLAN

GENERAL LAYOUT

J01

A C

T U

A L F I L E R

A K

D O

T

G e n

L a y o u t.

D G

N L Glenn Highway

Varies

Railing

Bridge

Concrete Deck

C.I.P.

Concrete Girders

Prestressed

Overlay

4" Asphalt

Drain

Deck

2 @ 12’-0" = 24’-0"

Traffic Lanes

Profile Grade

Asphalt

Top of

RG2998- A

1’-6"3’-0" (Typ.)

Curve Widening

CURVE DATACURVE DATA

= 370.87’ L

= 187.35’ T

= 1060.00’ R

= 20° 02’ 48" (RT)

= 407+69.01 PC Sta.

= 76.42’ L

= 38.37’ T

= 340.00’ R

= 12° 52’ 43" (RT)

= 404+08.87 PC Sta.

NO.

PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY

CWN JEG Phillip Boinske

BRIDGE DRAWING

DATE

U.S. DEPARTMENT OF TRANSPORTATION

29 July 2014

GLENN HIGHWAY

CHICKALOON RIVER BRIDGE

DRAWING NO.

NOT

FOR

CO

NST

RUCTI

ON

PRE

LIM

INARY

P

RELIM

IN

ARY

Not fo r C onstru

-J u l-

:3

P

M H

T e a m F o ld e r s B

R

ID

G E

T

(2

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s P

R O J E

C T

S .d g n

NOT

FOR

CO

NST

RUCTI

ON

PRE

LIM

INARY

PROJECT TEAM LEADER BRIDGE DRAWING

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

NO.

U.S. DEPARTMENT OF TRANSPORTATION

29 July 2014CWN JEG Phillip Boinske

GLENN HIGHWAY

CHICKALOON RIVER BRIDGE

DRAWING NO.

-J u l-

:3

P

M H

T e a m F o ld e r s B

R

ID

G E

T

(2

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s P

R O J E

C T

S .d

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

CL Structure

Elev. 870.99

Sta. 407+57.84

End bridge

Elev. 861.51

Sta. 404+07.84

Begin bridge

N

PLAN

SITE PLAN

L Pier 2C

No scale

350’-0"

SUPERST.

ESTIMATE OF QUANTITIES

ITEM NO. ITEM UNIT SUBST. TOTAL

L Pier 3C

0 8

HYDRAULIC & HYDROLOGIC SUMARY

50Flood Frequency (Yr.) 100 500

LOCATION

TYPE

FOUNDATION

CAPACITY

ULTIMATE

CAPACITY

ALLOWABLE

DESIGN LIVE LOAD DISTRIBUTION FACTORS

LANE

SINGLE LOADED

LANES

MULTIPLE LOADED

EXTERIOR

INTERIOR

DESTINATION

GIRDER

FORCE EFECT

406+00 407+00405+00

J02

Abutment 4

Pier 3

Pier 2

Abutment 1

+ Moment (near midspan)

+ Moment (near midspan)

- Moment (at piers)

Shear (near supports)

- Moment (at piers)

Shear (near supports)

Span 1

INTERIOR

EXTERIOR

Span 2

+ Moment (near midspan)

- Moment (at piers)

Shear (near supports)

+ Moment (near midspan)

- Moment (at piers)

Shear (near supports)

INTERIOR

EXTERIOR

Span 3

+ Moment (near midspan)

- Moment (at piers)

Shear (near supports)

+ Moment (near midspan)

- Moment (at piers)

Shear (near supports)

0.972

0.870

1.002

0.837

0.793

0.977

1.025

0.934

1.105

0.576

0.547

0.768

0.844

0.844

0.844

0.715

0.747

0.896 0.721

0.506

0.478

0.933

0.933

0.933

0.878

0.844

0.844

0.800

0.747

0.896 0.721

0.506

0.554

0.933

0.933

0.933

5’ Ø Drilled Shaft

5’ Ø Drilled Shaft

10’ Ø Drilled Shaft

10’ Ø Drilled Shaft

788.20 ft.

794.40 ft. 794.40 ft.

788.20 ft.

747.30 ft.

755.70 ft. 755.70 ft.

747.30 ft.

A C

T U

A L F I L E R

A K

D O

T S it e P la n .D

G

GENERAL NOTES:

U.S. Customary Units, 2012, with 2013 Interim.

AASHTO LRFD Bridge Design Specifications, Sixth Edition, HL-93

Liquefaction Potential = Low

Soil Class C, S = 1.216

A = 0.537g

46.67 psf for all paving.

Prestressed Concrete:

Design:

Live loads:

Seismic Load:

Dead Load:

See Girder Drawings

Concrete:

otherwise noted. f’c = 4.0 ksi

Use Class A Concrete for all other concrete unless

Use Class DS Concrete for drilled shaft foundations. f’c = 4.0 ksi

Use Class A-A Concrete for deck and approach slabs. f’c = 4.0 ksi

Reinforcing Steel:

Structural Steel:

Space bars evenly unless otherwise noted.

Use ASTM A615 reinforcing steel, Fy = 60 ksi.

whichever is applicable.

girders in conformance with AASHTO M111 or AASHTO M232

Galvanize structural steel embedded in or attached to concrete otherwise noted. Fy = 35 ksi

Use ASTM A36 Grade 36 Structural Steel unless

TIP ELEVATION

DESIRABLE *

TIP ELEVATION

ESTIMATED *

* Bedrock slopes along length and width of bridge

Elev.

Dwg.

D.H.W.

dia.

CSL

Col.

Clr.

C.I.P.

Brg.

btwn.

Br.

bot.

Abut.

Approx.

Ø P

CL

L

Typ.

Symm.

Sta.

spa.

No.

n.f.

n.c.

n.a.

min.

max.

Hwy.

f.f.

e.f.

= typical = symmetric = station = space, spaces = number = near face = not calculated = not applicable = minimum = maximum = highway = far face = each faceAbbreviations:

= elevation = drawing = Design High Water = diameter = crosshole sonic logging = column = clear, clearance = cast in place = Bearings = between = bridge = bottom = Abutment = approximate = diameter = at = and = Plate = Centerline total quantity of the particular item.

Item numbers are for reference only. Quantities shown are not necessarily the pay quantities nor the

Removal of Bridge

Placed Riprap, Class 6

Structural Concrete, Class A (AE)

Structural Concrete, Class D (AE)

Expansion Joints

Reinforcing Steel

Bridge Railing, Steel, Two Rail

Bearing Devices, Elastomeric

Drilled Shaft, 120" Diameter

Drilled Shaft, 60" Diameter

Approach Slab, Type I

Structural Concrete, Class D (AE), LB

LB

CUYD

CUYD

CUYD

SQYD

All Req’d All Req’d All Req’d

478 478

515 515

620 620

180 180

- 100 100

56,700 56,700

135,655135,655

1,711 1,711

600 600

10 10

142 142

252 252

RG2998- B

SQYD 320 - 320Earthwork Geotextile, Type IV-B

Exceedance Probability (%)

Design Discharge (cfs)

Design High Water (ft)

Contraction Scour (ft)

Abutment Scour (ft)

Pier Scour (ft)

2 1 0.2

- 1.2

- 0

7122 8023 10286

- 7.1

825.7 826.2 827.4

1.1

6.5

20301-0400

20701-1300

20801-0000

25101-6000

Structure Excavation (Bridge) CUYD -35 35

55201-0200

55201-0800

55202-2000

55220-0000

55302-2100

55401-1000

55401-2000

55601-1100

55901-0000

56401-1000

56501-0000

56501-1000

Membrane Waterproofing

Epoxy Coated Reinforcing Steel

Girders, 74" (WF74G)

Precast, Prestressed Concrete Bulb Tee

EACH

LNFT

LNFT

LNFT

SQYD

EACH

LNFT

LNFT

1665 1665

NO.

PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY

CWN JEG Phillip Boinske

BRIDGE DRAWING

DATE

U.S. DEPARTMENT OF TRANSPORTATION

29 July 2014

GLENN HIGHWAY

CHICKALOON RIVER BRIDGE

DRAWING NO.

NOT

FOR

CO

NST

RUCTI

ON

PRE

LIM

INARY

P

RELIM

IN

ARY

Not fo r C onstru