Dene_Tene_Plans_Prelim.pdf

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

Project Location

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

Standard Specifications for Construction

APPROVED:

DATE

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

TYPE OF CONSTRUCTION:

SPECIFICATION:

Western Federal Lands Highway Division

Director, Project Delivery, INDEX TO SHEETS

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 TTP CHIC 2013(1)

PALMER

WASILLA

CHICKALOON

SUTTON

ESKA

M A T A N

U S K

A V

A L L E Y

SWAN LAKE

JIM LAKE

N for Vicinity Map

See Sheet A.3

ESKA CREEK

M at an us ka

Ri ve r

PROJECT AREA

Grading, paving, drainage, and bridge

LENGTH 0.188 MILES

SCALE IN MILES

0 2 4 62 m il e s

A N

C H

O R

A G

E

ALASKA

MATANUSKA-SUSITNA BOROUGH

CHICKALOON VILLAGE TRADITIONAL COUNCIL

DENE' TENE' PEDESTRIAN PATH

J. BRIDGE PLANS

I. PERMANENT TRAFFIC CONTROL

H. TEMPORARY TRAFFIC CONTROL PLAN

G. DRAINAGE

F. EROSION CONTROL

E. APPROACH ROADS

D. PLAN-PROFILE

C. TYPICAL SECTION(S)

B. SUMMARIES

A. GENERAL INFORMATION

A1

A1

R. JOHNSON

J.17

J.13-16

J.12

J.11

J.1-10

I.4-5

I.2-3

I.1

H.2-5

H.1

G.2-5

G.1

F.3-4

F.2

F.1

E.1

D.5

D.4

D.2-3

D.1

C.2

C.1

B.1-4

A.3

A.2

A.1

RIPRAP LAYOUT

GRS-IBS DETAILS

GRS-IBS PLAN AND ELEVATION

TABULATION OF GRS-IBS QUANTITIES

BRIDGE SHEETS

DRAWINGS

PERMANENT TRAFFIC CONTROL STANDARD

SIGNING AND PAVEMENT MARKING PLAN

QUANTITIES

TABULATION OF PERMANENT TRAFFIC CONTROL

DRAWINGS

TEMPORARY TRAFFIC CONTROL STANDARD

QUANTITIES

TABULATION OF TEMPORARY TRAFFIC CONTROL

CULVERT PIPE STANDARD DRAWINGS

TABULATION OF DRAINAGE QUANTITIES

EROSION CONTROL STANDARD DETAILS

AND PLAN

EROSION AND SEDIMENT CONTROL PLAN

TABULATION OF EROSION CONTROL QUANTITIES

TYPICAL APPROACH DETAIL

GUARDRAIL STANDARD DETAILS

SURVEY CONTROL

PLAN AND PROFILE

TABULATION OF PLAN QUANTITIES

TYPICAL SECTION

TABULATION OF TYPICAL SECTION QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

A.1

STATE PROJECT

NUMBER

SHEET

AK

TTP CHIC 2013(1)

P

J u n e

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 t-c h ic a a .d g n

K

H A

R R I S

O N

B

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not For

Con str uc tio n

VICINITY MAP

GLENN

HIGHWAY

SUTTON

C r e e k

Es ka

N

Glennallen

123 miles

E s k a

Anchorage 57 miles

River

Matanuska

F r e it a g S t.

F r e it a g S t.

S ti c k m a n S t.

E s k a C r e e k S t.

E s k a C r e e k S t.

J o n e s v il le R d

K u o p p a la R d

E s k a S t.

E s k a S t.

G r a n it e S t.

G r a n it e S t.

P a r k S t.

U ta h S t.

U ta h S t.

E. Grand Ave.

Grand Ave.

K u o p p a la R d

McPherson Ave. McPherson Ave.

Health Dept.

Village

Chickaloon

Office

US Post

School

Elementary

Sutton

Myers St.

Shaginoff Ave.

E s k a C k

S t.

E

C r a ig M o u n ta in C ir

Transfer Site

Borough

Interstate A-1

BEGIN PROJECT

SCALE IN MILES

0 8 m ile s

River

Matanuska

Traditional Council

Chickaloon Village

Store

Sutton General

N

W r ig h t

W a y

N

W r ig h t

W a y

E. Grand Ave.

McPherson Ave.

E. Danielson Ave. E. Danielson Ave.

N

C h ic k a lo o n W a y

N

C a ll is o n S t.

Historical Park

END PROJECT

SCHEDULE A & B

PEDESTRIAN PATH

SEPARATED

20+00

SCHEDULE A

PEDESTRIAN PATH

SEPARATED

24+84

END PROJECT

SCHEDULE B

PEDESTRIAN PATH

SEPARATED

30+92

See Sheet I.3

Schedule A & B

Pathway buffer layout

A.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 t-c h ic a c .d g

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not For

Con str uc

TYPICAL SECTION

NO SCALE

FOOTNOTE:

Existing roadway

PATHWAY SECTION A

LC

1V:4 H

1V:3H

Roadway Aggregate, Method 2

4" Compacted depth Select Borrow

24" Compacted depth

Turf Establishment

2 2 approaches.

Transition cross slope over 20 feet to ± 2% maximum at

Profile grade point

ROUNDING DETAIL

CUT SLOPE

D

Va ria ble

S lo p e s ta k e

D

ROUNDING DETAIL

FILL SLOPE

3 3

C le a r in g l im it

C le a r in g l im it

0.25 D

0.25 D

Existing ground

Slope stake

Existing ground

Select Borrow

1.5% 1.5%

Construct slopes as shown in the Staking Report.

li m it s

C le a r in

Va ria ble

5'5'

5'5'

Turf Establishment li m it s

C le a r in g existing right of way.

Slope rounding may be adjusted by the CO to catch within the

23+69 to 30+92

21+00 to 22+25

Minor Hot Asphalt Concrete

2" Compacted depth

R ig h t-o f-

W a y

1V:3 H

Varies

1V:3 H

1V:2H

Turf Establishment

5'

5' - 7'

Varies

5' - 7'

Varies

C le a r in g l im it s

Forced Ditch

21+15 to 22+13

V a r ie s

C.2

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 t-c h ic c b .d

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

5'

Existing roadway

1V:4 H

1V:4H

Varies Varies

Turf Establishment

21+27 to 22+13

Select Borrow

PRELIM

IN

ARY

Not For

Con str uc

.9

.1

+1.489 8%

30' VC

K = 12

SSD = 448'

.2

-1.0000%

-2.9966%

25' VC

K = 13

SSD = 553'

.9

.3

-1.6703%

470470

CP

BM

CP

T

Profile grade

Existing ground Left forced ditch

Match existing

Match existing

Install prefabricated steel bridge

.8

.1

Match existing

See J Sheets for details

Profile grade

-0.50%

.7

.2

CUYD

EXC.

CUYD

EMB.

465 465

470 470

475 475

480 480

D.2

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 t-c h ic fb .d

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00

R

T

.5 R

T

T

Terminal section type tangentT

E S

K A C

R E

E K S

T R

E E

T

P C

.9

P R

C

.6

P T

.8

P C

.6

P R

C

.4

P T

.2

P C

.4

P R

C

.5

P T

.5

N

D

R= 100.00'

T= 20.66'

L= 40.74'

D

R= 100.00'

T= 20.88'

L= 41.18'

D

R= 100.00'

T= 16.01'

L= 31.76'

D

R= 100.00' T= 16.01' L= 31.76'

GLENN HIGHWAY

approach detail

See Sheet E.1 for typical approach detail

See Sheet E.1 for typical

El=472.94

E=1831613.3718

N=2818767.4233

PEDESTRIAN PATH

END SEPARATED

PEDESTRIAN PATH

BEGIN SEPARATED

El=476.96

E=1831235.0164

N=2818811.3412

21+00

SCHEDULE A & B

AK TTP CHIC 2013(1)

24+84

SCHEDULE A

AK TTP CHIC 2013(1)

Slope stake limitsSlope stake limits

D

R= 100.00'

T= 10.05'

L= 20.03'

D

R= 100.00'

T= 10.05'

L= 20.03'

BEGIN WORK

20+00

Install 24" culvert

Forced ditch

See J Sheets for details

Install prefabricated steel bridge culvert

Remove Removal of guardrail existing utility box

Grade around

PRELIM

IN

ARY

Not For

Con str uc

-1.6703%

.4

.1

-1.4049%

.6

.4

-2.8385%

.8

-1.5330%

.3

0 AC

Profile grade

Existing ground

S k e w a n g le

'0

I n s ta ll c u lv e r t

S k e w a n g le

'1

I n s ta ll c u lv e r t

Match existing

Match existing

Match existing

Profile grade

Profile grade

-1.2830%

CUYD

EXC.

CUYD

EMB.

455 455

460 460

465 465

470 470

475 475

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 t-c h ic fc .d

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

26+00 27+00 28+00 29+00 30+00 31+00 32+00

J O

N E S

V I L L E R

O A

D

P T

.5

P C

.2

P R

C

.5

P T

.2

P C

.6

P R

C

.2

P T

.2

N

D

R= 50.00'

T= 17.48'

L= 33.62'

D

R= 49.99'

T= 17.09'

L= 32.93'

El=463.30

E=1832207.9962

N=2818690.8722

GLENN HIGHWAY

PEDESTRIAN PATH

END SEPARATED

approach detail

See Sheet E.1 for typical approach detail

See Sheet E.1 for typical

30+92

SCHEDULE B

AK TTP CHIC 2013(1)

D

R= 100.00'

T= 23.78'

L= 46.70'

D

R= 100.00'

T= 23.55'

L= 46.26'

Clean culvert

Clean culvert

Clean culvert

E

C R

A I G

U N

T A I N C I R

Line to be constructed

Slope stake limits

Slope stake limits

Install 18" culvert

Install 18" culvert

24" culvert outlet

Grade around existing

Clean culvert

PRELIM

IN

ARY

Not For

Con str uc

PROJECT COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION

10 2818964.421 1829735.048 502.433 61°42'40.127016" N 148°54'32.054374" W 543.4336 0.99991486 5/8"x30" Iron Rod w/2' Alum Cap

20 2818708.483 1831560.681 473.378 61°42'37.304284" N 148°53'54.274591" W 514.5623 0.99991703 5/8"x30" Iron Rod w/2' Alum Cap

30 2818407.756 1833945.692 458.368 61°42'33.943422" N 148°53'04.909977" W 499.7984 0.99991878 5/8"x30" Iron Rod w/2' Alum Cap

40 2818517.411 1835989.425 479.788 61°42'34.676261" N 148°52'22.479505" W 521.4546 0.99991865 5/8"x30" Iron Rod w/2' Alum Cap

Note:

PROJECT :Dene' Tene' Pedestrian Bridge DATE OF FIELD WORK : October 2012 DATE OF FINAL ADJUSTMENT :November 2012

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : SPCS NAD83;Alaska SPCS zone 4

VERTICAL DATUM :NAVD88 Determined through differential leveling holding elevation at CP 20

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.

STATE PROJECT

TTP_CHIC_2013(1) D.4AK

C

M yF ile s\

Pr oj ec ts

\A la sk a\

D en e Te ne \G

PS

D en e' Te ne co nt ro ls he et

.x ls x] S he et

-N ov

-2

9:

H

L

H

D L

D es ig ne d by

C he ck ed b y:

NUMBER

SURVEY CONTROL

SHEET

PRELIM

IN

ARY

Not For

Con str uc

3.

2.

1.

ELEVATION

PLAN

TEST LEVEL

L

(min.)

Taper Length

L post section

Standard

Pay limits terminal section type tangent

Guardrail system G4

Pay limits

Length of Need according to manufacturer's recommendations

Install a reflectorized object marker the standard post section.

face of the last two post blocks in

Tangent line projected from the embankment

Edge of widened fl a tt e r o r

See manufacturer's drawings for other details.

taper per manufacturer's recommendations.

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

Install terminal at a 1:25 taper or flatter, to position the meets appropriate test level for the project.

manufacturer's recommendations. Ensure that terminal terminal that meets NCHRP-350 or MASH requirements per details may vary. Install a tangent G4 W-beam guardrail

Use details shown as a general guide since manufacturer's

617-20

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2016

REVISED:

TYPE TANGENT TERMINAL

G4 W-BEAM GUARDRAIL

(ft)

3 (> 45 mph)

2 (≤ 45 mph)

37.5 or 50

STATE PROJECT

NUMBER

SHEET

D.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

TTP CHIC 2013(1) AK

U S

C c m y fi le s p w p r o d u c ti o n d a k t-c h ic fd .d g n

J u n e

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

10' m in m in

PRELIM

IN

ARY

Not For

Con str uc

PLAN VIEW

of highwayLC

SECTION A-A

p a th

S h a r e d

GLENN HIGHWAY

V a r ie s p a th

S h a r e d

Existing paved approach

DETAIL

TYPICAL APPROACH

Edge of pavement

Varies or driveway

Existing approach road

4" Compacted depth

Roadway Aggregate, Method 2

24" Compacted depth

Select Borrow on cut edge.

approach, place tack coat

Sawcut edge of existing on cut edge.

approach, place tack coat

Sawcut edge of existing

FOOTNOTE:

1 Tack coat is incidental to the pavement.

2" Compacted depth

Minor Hot Asphalt Concrete on cut edge.

Place tack coat

E.1

STATE PROJECT

M a r c h

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 t-c h ic g b .d g n

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not For

Con str uc

F.2 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 t-c h ic d b .d g n

D

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

20+00 TO 30+92

CONTROL PLAN AND PLAN

EROSION AND SEDIMENT

470470

J O

N E S

V I L L E R

O A

D

E S

K A C

R E

E K S

T R

E E

T

El=463.30

E=1832207.9962

N=2818690.8722

EROSION CONTROL LEGEND

PEDESTRIAN PATH

END SEPARATED

PEDESTRIAN PATH

BEGIN SEPARATED

El=476.96

E=1831235.0164

N=2818811.3412

21+00

SCHEDULE A & B

AK TTP CHIC 2013(1)

El=472.94

E=1831613.3718

N=2818767.4233

PEDESTRIAN PATH

END SEPARATED

24+84

SCHEDULE A

AK TTP CHIC 2013(1)

30+92

SCHEDULE B

AK TTP CHIC 2013(1)

Flow arrow

Clearing limit

Silt fence

Tree line

Compost sock

BEGIN WORK

20+00

Install compost sockInstall compost sock Install compost sockInstall compost sock

N

Install silt fence

Install 24" culvert

Clearing limitClearing limit

Install silt fence

Clearing limit

Clearing limit

Clearing limit

Clearing limit

Install silt fence

Clearing limitClearing limit

Clearing limit

Clearing limit

Install 18" culvert

Install 18" culvert

Install silt fence

Install silt fenceInstall silt fence

Install silt fence

N

Clearing limit

Clearing limit

Remove culvert

Install compost sock

Install compost sock

Install compost sock

Install compost sockInstall compost sock

Install compost sock

PRELIM

IN

ARY

Not For

Con str uc

STANDARD NO SCALE

U.S. CUSTOMARY STANDARD

NUMBER

SHEET

FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION

STATE

F.3

PROJECT

P

A T

H

D

A T

E

STANDARD APPROVED FOR USE 6/2005

REVISED: 6/2007

m in m in m in

6" min. trench

4" min.

SILT FENCE

157-1

6 ft. (max.) spacing without fence support.

10 ft. (max.) spacing with fence support.

NOTE:

ELEVATION

PLAN

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Flow

Fi ll slo pe

Flow

T o e o f s lo p e

Flow

Flow

(undisturbed)

Existing ground

Varies

Varies Limits of clearing

Geotextile, type V-A

Support mesh

Steel or wood post

See Note 4 for spacing

Backfilled and compacted soil around the end of the silt fence prevent water from flowing

Provide sufficient length to fo r s p a c in g

S e e n o te

See Note 1

SILT FENCE INSTALLATION IN A DRAINAGE DITCH

around the ends.

of silt fence upgrade to prevent water from running

Install silt fence along ground contours. Curve ends does not slide down, supporting posts.

types must ensure silt fence remains attached to, and recommendations for installation procedures. All dimensions are satisfied. Follow manufacturer's type V-B) will be allowed as long as specified

Alternate preassembled silt fence options (geotextile, only when specified on Erosion Control Plan.

Use drainage ditch installation for low flow conditions

4.

3.

2.

1.

PRELIM

IN

ARY

Not For

Con str uc

F.4

NUMBER

AK TTP CHIC 2013(1)

K

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

COMPOST SOCK

NOTE:

1.

2.

3.

4.

5.

4H : 1V

3H : 1V

2H : 1V

1H : 1V 10' - 0"

20' - 0"

30' - 0"

40' - 0"

MAXIMUM SPACINGSLOPE

PLAN VIEW

COMPOST SOCK DETAIL

control product, see note 3

Biodegradable rolled erosion

See detail

Compost sock (typ.)

Protected area

Disturbed area

(typ.)

Spacing varies table sock spacing

See compost

See note 3

Rolled erosion control product

2" x 2" x 24" untreated wooden

Compost sock

8"

M in im u m

M in

M a x wooden stake (typ.)

2" x 2" x 24" untreated

SECTION A

A

A

Le ng th v ar ie s off securely (typ.)

Excess sock material drawn in and tied

(typ.)

Stagger overlaps m ax

O .C

S pa ci n g around sock (typ.)

24" to 48" to prevent flow

Angle terminal end uphill o ve rl ap ty p.

2" m in

NO SCALE

Flow

Flow COMPOST SOCK SPACING TABLE

8" DIAMETER

Place on 1-2% slope towards slope drain

Contour line

Lap in direction of flow manufacturer's recommendation tie-down method per

Allowable alternative

Diameter Minimum

D e fa u lt m y fi le s p w p r o d u c ti o n d a k t-c h ic d d .d of the Compost Sock.

of the effective height 2 1when accumulation has reached

Remove sediment from the up slope side of the Compost Sock

Install Compost Sock perpendicular to flow along contours.

Sock on top of blanket.

If Rolled Erosion Control Product is specified, place Compost when vegetation covers the surface.

Compost to be dispersed on site as determined by the CO, tie together.

Compost Sock ends 12" behind one another and securley

Securely knot each end of Compost Sock. Overlap adjacent u n e

PRELIM

IN

ARY

Not For

Con str uc

10.4 x 16 20301 -1900

20426 -1000

60201 -0600

60201 -0800

60210 -0800

60704 -0000

63309 -0000

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

R

EM

O V A L

O F

PI

PE

C U

LV

ER

T

D

IT

C H

EX

C A V A

TI

O N

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

EN

D

S

EC

TI

O

N F

O R

4-

IN

C H

PI

PE

C

U

LV

ER

T

C

LE

A N

IN

G

C U

LV

ER

T

IN

P

LA

C E

D

EL

IN

EA

TO

R

S K

EW

A N

G

LE

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD EACH CUYD LNFT LNFT EACH EACH EACH Lt Rt

20+80 LT 1 20 66 2 GS 1, 2, 3, 6, 8

20+80 LT 1 3, 6

27+75 RT 1 3, 7

28+97 1 15 10 50 2 61°12'06" GS 1, 2, 4, 7, 8

29+54 1 1 1 2, 5, 7

29+95 LT 1 3, 7

30+70 1 5 30 2 38°29'14" GS 1, 2, 4, 7, 8

31+00 RT 1 3, 7

PROJECT TOTAL 40 1 10 80 66 1 4 7

Allowable Pipe Material

NOTE: A Aluminum

1. See Std. 602-1 for steel pipe culvert minimum wall thickness. 5. Highway cross culvert. AS Aluminized steel

2. Install flexible delineator post at each at culvert inlet and outlet. See SCR Section 602 for requirements. 6. Schedule A & B. C Concrete

3. Approach cross culvert. 7. Schedule B. GS Galvanized steel

4. Pathway cross culvert. 8. Metal end section is incidental to culvert pay item. P Plastic

(blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

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

STATE PROJECT

G.1 c:

\m yf ile s\ pw

_p ro du ct io n\ d0

D ra in ag e.

xl sx

]S he et

-J un

-2

8:

A

M B

S

TO

K

ES

D es ig ne d by

C he ck ed b y:

NUMBER

SHEET

TTP CHIC 2013(1)AK

PRELIM

IN

ARY

Not For

Con str uc

GLENN HWY

GLENN HWY

Pathway

Pathway

El=463.30

E=1832207.9962

N=2818690.8722

PEDESTRIAN PATH

END SEPARATED

PEDESTRIAN PATH

BEGIN SEPARATED

El=476.96

E=1831235.0164

N=2818811.3412

21+00

SCHEDULE A & B

AK TTP CHIC 2013(1)

El=472.94

E=1831613.3718

N=2818767.4233

PEDESTRIAN PATH

END SEPARATED

24+84

SCHEDULE A

AK TTP CHIC 2013(1)

30+92

SCHEDULE B

AK TTP CHIC 2013(1)

placement details

See Sheet I.5 for

Stop bar placement details

See Sheet I.5 for

Stop bar placement details

See Sheet I.5 for

Detectable warning panels placement details

See Sheet I.5 for

Detectable warning panels placement details

See Sheet I.5 for

Detectable warning panels

R e m o v e a n d r e s e t

S to p S ig n

S e e S h e e t I .5 f o p la c e m e n t d e ta il s

R e m o v e a n d r e s e t

S to p S ig n

S e e S h e e t I .5 f p la c e m e n t d e ta il s

FOOTNOTE:

(MMA) pavement markings.

See Special Contract Requirements for inlaid Methyl Methacrylate

I.2

STATE PROJECT

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 t-c h ic p b .d

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

20+00 TO 31+00

MARKING PLAN

SIGNING AND PAVEMENT

J O

N E S

V I L L E R

O A

D

E S

K A C

R E

E K S

T R

E E

T

PRELIM

IN

ARY

Not For

Con str uc

GLENN HWY

Pathway

60+00 TO 67+00

MARKING PLAN

SIGNING AND PAVEMENT

C H I C

K A

L O

O N W

A Y

Pat hway

Alpine Historical Park

DIRECTION OF TRAVEL

DIRECTION OF TRAVEL

30' 30'

D R I V

E W

A Y

CONTINUOUS GAP IN BUFFER

45°

PathwayPathway

Existing 4" White line

B e g in b u ff e r

E n d b u ff e r

20'

Paved buffer 4' (typ.)

NOTE:

1.

(MMA) pavement markings.

See Special Contract Requirements for Methyl Methacrylate

PATHWAY BUFFER LAYOUT AT DRIVEWAYS

I.3

STATE PROJECT

M a r c h

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 t-c h ic p c .d

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

16" White line

PRELIM

IN

ARY

Not For

Con str uc

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE --/----

DRAFT: 10/2009

REVISED: 2/1998

8 x 12

8 x 10

6 x 10

6 x 8

6 x 6

4 x 6

4 x 4

6'-0"

5'-0"

5'-0"

4'-0"

4'-0"

4'-0"

3'-0"

Product of X-Y-Z in CUFT

For all retroflectorized signs where W > 25'

(inch)

V may be reduced by 1 foot in rural districts for

6 ft

2 ft

5 ft

7 ft than 6" x 8" when located within the clear zone

" lock nut16

" outside dia.) 4 1(1 oversized washer

" nonmetallic16

" oversized washer16

" bolt16

" bolt thru the post8

22 ft (max.)

X=14 ft (min.) to

18 ft (max.)

X=10 ft (min.) to to 12 ft (max.)

X=4 ft (min.)

maximum

X=5 ft all around (typ.)

3" minimum all around (typ.)

3" minimum all around (typ.)

3" minimum all around (typ.)

3" minimum

"4

"4

"2

WOOD POSTS

INSTALLATION

PERMANENT SIGN

W633-7

NUMBER

SHEET

STATE

I.4

PROJECT

e p te m b e r

U

C m y fi le s p w p r o d u c ti o n d a k t-c h ic p d .d g n

U.S. CUSTOMARY DETAIL

DETAIL

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NOTE:

NO SCALE

E d g e o f tr a v e le d w a y of traveled way

Elevation at edgeLC

E d g e o f s h o u ld e r

Rural Districts

Location

E d g e o f tr a v e le d w a y

E d g e o f s h o u ld e r of traveled way

Elevation at edge

E d g e o f s h o u ld e r of traveled way

Elevation at edge

E d g e o f tr a v e le d w a y

E d g e o f s h o u ld e r of traveled way

Elevation at edge

E d g e o f tr a v e le d w a y exceeds the limit for the largest post, use steel post installation.

Values shown are the maximum permitted. If the product of XYZ

5.

4.

3.

2.

1.

a secondary sign mounted below another sign.

Residence Districts

Business or

See table for hole size post, parallel to sign face.

Field drill holes through

SINGLE POST SIGNS TWO POST SIGNS

POST DETAIL

THREE POST SIGNS FOUR POST SIGNS

MINIMUM DISTANCE TO SIGN

SIGN INSTALLATION ANGLE

SIGNS WITHOUT ANGLES

TYPICAL MOUNTING FOR

WOOD POST SELECTION TABLE

Direction of traffic flow

SIZE

POST NUMBER OF POSTS

1 2 3 4 D diameter and hole depth

Notch from curb

Offset (W)

Lateral

Height (V)

Mounting

Backfill material

Backfill material

Same post size

Long side of post

Bottom of sign

(See Post Selection table)

Notch depth (where required) post

Finish ground line single post installations of post. Omit notch for

Saw cut notch full width

W

V Y

.5

Y

Z ty p

D

H

W

.5

Y

Z ty p

D

V Y

H 2

H

0.2X 0.2X0.6X

Same post size

Backfill material

Traffic barrier protection is required for all posts larger

V Y

W ty p

D

.5

Y Z

0.125X0.25X0.25X0.25X0.125X

H

H

H

H

0.15X0.35X0.35X0.15X ty p

Z

.5

Y

W

V Y

H

H

H

Same post size

Backfill material of a rectangle enclosing all the signs.

- Multiple sign installations: X and Y are the dimensions overall dimensions of the signs.

- Single sign, or back to back signs: X and Y are the

For the purpose of post selection X and Y are as follows:

the longest post.

Z is the height from ground line to mid-height of sign at soil conditions. See Wood Post Selection Table below.

D is the minimum post embedment depth for average lengths to fit field conditions.

indicate overall post length. Select post 4 thru H1H outside the clear zone.

or if the post is vulnerable to being struck when placed

PRELIM

IN

ARY

Not For

Con str uc

Side street shoulder width

TYPICAL UNCURBED RETURN WITH PATHWAY

MAIN STREET

Pathway

Pa th way

Shoulder

TRUNCATED DOME

SECTION

PLAN

.2

Truncated dome

WITH TRUNCATED DOMES

DETECTABLE WARNING PANELS

1.6"-2.4" C. to C.

50%-65% of the base diameter

Top diameter of

0.9"-1.4"

Base diameter of

INTERSECTION DETAIL

m a x

13.5' m in im u m

P a th w a y w id th

Edge of shoulder

Edge of traveled way extended

Width=2'(typ)

R=100' (typ) 36' Minimum

R=100' (typ)

24" White stop bar

S I D

E S

T R

E E

T

Detectable warning panels

Detectable warning panels

STOP

R1-1

Ditch

Detectable warning panels

Detectable warning panels

4'-0"

I.5

STATE PROJECT

O c to b e r

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 t-c h ic p e .d g n

D

S L

A N I

S T

O K

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not For

Con str uc

PAVEMENT MARKINGS

HIGH PERFORMANCE

Thickness

Material

SECTION A - A

GROOVE INSTALLED MARKINGS

NOTE:

AA

Marking Length

Taper

3 ± 1 in.

Taper

3 ± 1 in.

.1 i n

M a r k in g w id th

W id th

M a r k in

Top of pavement Marking material d e p th

G r o o v e

NO SCALE

PLAN

other requirements.

2. See SCR Section 634 for marking installation tolerances and dimensions.

1. See Sheets I.2-3 and I.5 for marking length and width

I.6

STATE PROJECT

NUMBER

SHEET

U

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

d g n

AK TTP CHIC 2013(1)

u n e

K

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

PRELIM

IN

ARY

Not For

Con str uc

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

Elev. 477.61

Sta. 22+33.82

Begin bridge

Eska Creek

Trail

Backwall

Concrete

Elev. 476.35

Sta. 23+61.15

End bridge

PLAN

ELEVATION

Ground Line

Proposed

Rail

Approach

Steel

-1.0000%

Elev. 474.00

Low Chord

GRS Foundation Existing Ground Line

J.1

1No ScaleSL BAO/SL

PLAN & ELEVATION

bridge

Edge existing

5'-2"

15'-0"

Typ.

StructureCL

CL

(Typ.)

Edge OHW

127'-4"

Curve=

DENE1-6

D

R= 100 .00'

T= 16 .01'

L= 31.

76'

RG3007- A

P C

.6

BAO

R/W

R/W

PROJECT TEAM LEADER BRIDGE DRAWING

of

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

NO.

U.S. DEPARTMENT OF TRANSPORTATION

DRAWING NO.

TTP CHIC 2013(1)AK

DENE TENE PEDESTRIAN BRIDGE

B. Oltmann 17 JUNE, 2016

PRELIM

IN

ARY

Not For

Con str uc

GENERAL NOTES

SPECIFICATIONS:

Federal Highway Projects, FP-03 (U.S. Customary Units).

Standard Specifications for Construction of Roads and Bridges on

Construction:

Design:

Live loads:

Dead loads:

DESIGN LOADS:

Cast-in-place Concrete:

Reinforcing Steel:

Miscellaneous Structural Steel:

MATERIALS:

" unless noted otherwise on the plans.4 3Chamfer exposed edges of all concrete

Welding:

Bearings:

GEOTECHNICAL REPORT:

Structural steel:

Bridge rail, hand rail, and approach rails:

Furnish welded anchors conforming to AASHTO M169.

galvanize guard angle assemblies after fabrication.

Furnish structural metal for guard angles and beveled sole plates conforming to ASTM A36, Furnish diaphragm anchor bolts conforming to ASTM A307.

Lateral Earth Pressure: equivalent fluid weight of soil, .012 kcf

Concrete: 150 pcf

DRAWING TITLESHEET NO.

SHEETS INDEX

Provide 2" cover for reinforcing steel unless otherwise noted.

Furnish reinforcing steel conforming to AASHTO M31, Grade 60 deformed.

GENERAL NOTES

AASHTO H-10

Pedestrian live load = 90 psf

2BAO No Scale

J.2

- MT. - 10% min.

Fillet welds - Visual - 100%

Non-destructive testing of welds shall be performed as follows:

using low hydrogen electrodes classified E7028.

Perform welding process manual shielded metal arc welding (SMAW)

D1.1 Bridge Welding Code.

Perform all welding in accordance with the current AASHTO/AWS

AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges, 2009

AASHTO Guide Specifications for LRFD Seismic Bridge Design, 2011.

AASHTO LRFD Bridge Design Specifications 2014, 7th edition.

Galvanize structural steel components according to ASTM A123 otherwise noted on the plans.

type 1, (ASTM A325 TYPE 1) with ASTM A563 Grade C nuts and ASTM F463 washer unless

Furnish slip critical, friction type, Class A, field connections conforming to AASHTO M164, to the ASTM A847 Supplemental Requirements, 583 (for Zone 2), and 593.

Furnish main load carrying member components subjected to tensile stress conforming

Furnish shear connectors conforming to AASHTO M169 (ASTM A108).

Grade 50 truss steel and floor beam system.

Furnish high-strength low alloy structural steel conforming to ASTM A847

Provide hot dip galvanized fasterners conforming to ASTM A307.

Provide steel tubes conforming to ASTM A847.

LRFD Bridge Construction Specifications with 60 durometer hardness, Grade 5. Follow AASHTO LRFD design Method B.

Provide elastomeric bearing pads conforming to the requirements of Section 18.2 of the AASHTO

Seismic Parameters:

For boring logs and other geotechnical information, see Soils and Foundation Report No. GR01-15, dated 03-2015.

RG3007- B

AASHTO 7% chance of exceedence in 75 years

Liquifaction Potential = Low

= BSite Class

= 0.503S1

= 1.294Ss

= 0.571PGA

J.17

J.16

J.15

J.14

J.13

J.12

J.11

J.10

J.9

J.8

J.7

J.6

J.5

J.4

J.3

J.2

J.1

Riprap Layout

GRS-IBS Details View C-C

GRS-IBS Details View B-B Wing Wall

GRS-IBS Details

GRS-IBS Details View A-A

GRS-IBS Plan and Elevation

Tabulation of GRS-IBS Quantities

Bar List

Approach Rail Details

Railing Details

Miscellaneous Details

Typical Section

Abutment Slab Reinforcement

Abutment Slab Layout

Foundation Plan

General Notes

Plan And Elevation

SL BAO

(1) Contract quantity assemble, and set in final location.

truss, bearings, and railings from temporary storage site, others. It is the the contractor's responsibility to move only. Truss, bearings, and railings are to be furnished by approach railings are shown for informational purposes

Note: Prefabricated pedestrian truss bridge, truss bearings, and f'c = 4,000 psi at 28 days.

Furnish minor concrete for abutments, deck, and approach railing footings.

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

TTP CHIC 2013(1)AK

DENE TENE PEDESTRIAN BRIDGE

B. Oltmann 17 JUNE, 2016

PRELIM

IN

ARY

Not For

Con str uc

3.

4.

reinforcement

Geosynthetic

3'-6"9'-6"3'-6"15'-0"

1.500%

See Sheet J.16

S e e S h e e t J .1

15'-0"

Soil Foundation (RSF)

Reinforced reinforcement top three rows with epoxy-coated #4 rebar

Concrete filled CMU blocks

S h e e t J .1

S e e D e ta il e a m s e a t z o n e

Minor concrete

Epoxy-coated #4 rebar

Solid core CMU

J.12 TTP CHIC 2013(1)AK

A C

T U

A L F I L E X

X X

X

D

12NO SCALED. MOREHOUSE

GRS-IBS PLAN & ELEVATION

RG3007- L

PROJECT TEAM LEADER BRIDGE DRAWING

C.TUTTLE

NO.

U.S. DEPARTMENT OF TRANSPORTATION

DENE TENE PEDESTRIAN BRIDGE

B. OLTMANN 17 MARCH, 2015

A

A

ELEVATION VIEW

Facing Block Schedule

GRS-IBS ABUTMENT

Beam seat zone

PLAN VIEW

NOTE:

FOOTNOTE:

W in g w a ll

W in g w a ll

Wingwall (folded out) Wingwall (folded out)

See Sheet J.13

B

B

C C

GRS-IBS WEST ABUTMENT

Colored solid core concrete masonry unit (CMU) abutment wall

Face of GRS

9'-6"

CMU area (varies)

Colored solid core

1.

2.

Minor concrete

Mortar coping Mortar coping

Concrete filled hollow core concrete masonry unit (CMU) block face

GRS wall CMU area (varies)

Solid core CMU

Centerline of path

Reinforced Soil Foundation block H2

Top row reinforcement

Geosynthetic

B e a r in g b e d z o e

W ra p9'

-0 filled CMU block

Concrete

R

S solid core CMU

Colored 2

Solid core CMU

Solid core concrete masonry unit (CMU)

Wet cast mortar coping not shown.

rebar and concrete.

of upper 2 courses of CMU blocks to accept

Cut "X" into bottom geosynthetic reinforcement

468'-0" feet. (Riprap armor not shown)

Use colored solid core CMU below elevation

Wingwalls folded out for elevation view.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's and corner CMU's and fill with concrete.

Stagger CMU block vertical joints at 12 block width, including corners.

On the top row of CMU's create a mortar coping 1-inch to 3 -inch sloped to face to drain.

No colorant allowed in the concrete masonry units above elevation 468'-0".

BEARING BED ZONE

TYPICAL BEAM SEAT AND

ISOMETRIC VIEW

See Sheet J.4

Abutment.

PRELIM

IN

ARY

Not For

Con str uc

LEGEND:

1V

1H

CMU block face

GRS wall limits

Excavation

Geosynthetic reinforcement

Colored solid core concrete masonry unit (CMU) epoxy-coated #4 rebar

Concrete filled CMU with

Top longitudinal reinforcement tail unit (CMU)

Concrete filled hollow core concrete masonry

6'-4"

3 rows @ 10"

3 rows @ 10"

2'-6"

Colored solid core CMU

Existing ground

Foundation (RSF)

Reinforced Soil

Wall foundation toe elevation 461'-0"

VIEW A-A

RSF Bottom El. 458.5'

15'-0"

Existing ground line

FOOTNOTE:

NOTE:

2.

1.

3.

See Sheet J.14 for Detail A

Open-graded backfill

5'-0"20'-0"

Solid core concrete masonry unit (CMU)

Solid core CMU last reinforcement.

Extend top layer wrapped tail longitudinally 5 feet past the

2 courses of CMU blocks to accept rebar and concrete.

Cut "X" into bottom geosynthetic reinforcement of upper

Backfill and compact simultaneous to GRS-IBS construction.

specified cannot be obtained.

30 days or if the required short term back slope ratio required if the short term back slope will be open more than

(29CFR, Part 1926, Subpart P, excavation). Shoring may be

Short term back slope ratio per OSHA Safety Regulations

Colored solid core below elevation 468'-0". (Riprap not shown.)

Vertical wall face batter = 0°.

Select Borrow (GRS-IBS)

Select Borrow (GRS-IBS)

GRS pay limits

Reinforced soil foundation (RSF)

Roadway Aggregate, Method 2

GRS-IBS, Open-Graded Backfill courses

Backfill all

GRS-IBS, Open-Graded

Abutment slab above elevation 468'-0". (Riprap armor not shown)

No colorant allowed in the hollow core concrete masonry units sloped toward face to drain.

-inch4 3On the top row of CMU's create a mortar coping 1-inch to corner CMU's and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's and

Minor Hot Asphalt Concrete

2" compacted depth

Roadway Aggregate, Method 2

4" compacted depth

Select Borrow

AK TTP CHIC 2013(1) J.13

A C

T U

A L F I L E X

X X

X

D

13NO SCALED. MOREHOUSE

SHEET 1 OF 4

GRS-IBS DETAILS

RG3007- M

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 17 MARCH, 2015

Geosynthetic reinforcement

PRELIM

IN

ARY

Not For

Con str uc

FOOTNOTE:

NOTE:

3.

1.

2.

reinforcement layers

Primary geosynthetic

DETAIL AColored solid core concrete masonry unit (CMU)

Minor concrete

Roadway aggregate

Epoxy-coated #4 rebar

Minor concrete

4.

unit (CMU)

Concrete filled hollow core concrete masonry

Solid core CMU tail (min.)

reinforcement

Wrap 4' coping, sloped to drain

" Mortar4 31" to secondary reinforcement

Bearing bed geosynthetic reinforcement tail

Top longitudinal

Concrete filled

CMU with rebar (typ.)

tail, (typ.)

reinforcement geosythetic

Wrap 9'

B e a r in g b e d z o n e

(Bearing bed zone, beam seat, and integrated approach detail)

Solid core concrete masonry unit (CMU) elevation 468'-0". (Riprap armor not shown.)

No colorant allowed in the concrete masonry units above girders.

Strike CMU concrete fill flush with top of CMU's under bridge sloped toward face to drain.

-inch4 3On the top row of CMU's create a mortar coping 1-inch to corner CMU's and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's and

GRS-IBS, Open-Graded Backfill all courses

Graded Backfill, GRS-IBS, Open secondary reinforcement

Bearing bed geosynthetic primary reinforcement

Bearing bed geosynthetic

Select Borrow (GRS-IBS)

I n te g r a te d a p p r o a c h z o n e

Beam seat zone the last reinforcement.

Extend top layer wrapped tail longitudinally 5 feet past

2 courses of CMU blocks to accept rebar and concrete.

Cut "X" into bottom geosynthetic reinforcement of upper

Vertical wall face batter = 0°.

Minor Hot Asphalt Concrete

2" compacted depth

Roadway Aggregate, Method 2

4" compacted depth

Select Borrow

AK TTP CHIC 2013(1) J.14

A C

T U

A L F I L E X

X X

X

D

14NO SCALED. MOREHOUSE

SHEET 2 OF 4

GRS-IBS DETAILS

RG3007- N

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 17 MARCH, 2015

PRELIM

IN

ARY

Not For

Con str uc

FOOTNOTE:

NOTE:

1V

1H

2.

1.

CMU block face

GRS wall

WINGWALL ELEVATION

VIEW B-B

Colored solid core concrete masonry unit (CMU)

Colored solid core CMU

Minor concrete

Roadway aggregate

3.

reinforcement top three rows with epoxy-coated #4 rebar

Concrete filled CMU blocks

Mortar coping

4.

Concrete filled hollow core concrete masonry unit (CMU)

Existing ground

See Sheet J.17 for Riprap Detail

2'-6"

15'-0"

Wall foundation toe elevation 461'-0"

Solid core CMU block elevation 468'-0". (Riprap armor not shown)

No colorant allowed in the concrete masonry units above block width, including corners.2 1Stagger CMU blocks at sloped toward face to drain.

-inch4 3On the top row of CMU's create a mortar coping 1-inch to corner CMU's and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's and

Solid core concrete masonry unit (CMU)

Reinforced soil foundation

Select Borrow (GRS-IBS)

Select Borrow (GRS-IBS)

Select Borrow (GRS-IBS)

GRS-IBS, Open-Graded Backfill

Select Borrow Backfill

Open-Graded

GRS-IBS,

GRS pay limits reinforcement

Integrated approach pavement structure

See Sheet C.2 for

Excavation limits

Top longitudinal reinforcement tail last reinforcement.

Extend top layer wrapped tail longitudinally 5 feet past the

2 courses of CMU blocks to accept rebar and concrete.

Cut "X" into bottom geosynthetic reinforcement of upper

Backfill and compact simultaneous to GRS-IBS construction.

specified cannot be obtained.

30 days or if the required short term back slope ratio required if the short term back slope will be open more than

(29CFR, Part 1926, Subpart P, excavation). Shoring may be

Short term back slope ratio per OSHA Safety Regulations

Colored solid core to elevation 468'-0". (Riprap armor not shown)

Vertical wall face batter = 0°.

AK TTP CHIC 2013(1) J.15

A C

T U

A L F I L E X

X X

X

D

15NO SCALED. MOREHOUSE

SHEET 3 OF 4

GRS-IBS DETAILS

RG3007- O

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 17 MARCH, 2015

Geosynthetic reinforcement

PRELIM

IN

ARY

Not For

Con str uc

CMU block face

GRS wall reinforcement

Geosynthetic

Select borrow

Colored solid core concrete masonry unit (CMU) solid core CMU

Colored

Minor concrete

Mortar coping reinforcement top three rows with epoxy-coated #4 rebar

Concrete filled CMU blocks

G R

S w in g w a ll p a y l im it s v a r ie s

Concrete filled hollow core concrete masonry unit (CMU)

2'-6"

13'-0"

Wall foundation toe elevation

Existing ground

VIEW C-C

FOOTNOTE:

NOTE:

2.

1.

3.

4.

R S

F

G R

S b e d z o n e

B e a r in g s e a t z o n e

B e a m la y e r s approach reinforcement layers

10" (max.) spacing all integrated

A p p r o a c h

I n te g r a te d

Solid core concrete masonry unit (CMU)

Vertical wall face batter = 0°.

LC

Minor Hot Asphalt Concrete

2" compacted depth

Roadway Aggregate, Method 2

4" compacted depth

Select Borrow

GRS-IBS, Open-Graded Backfill

Roadway Aggregate, Method 2

Reinforced soil foundation (RSF)

7'-0" elevation 468'-0". (Riprap armor not shown)

No colorant allowed in the concrete masonry units above block width, including corners.2 1Stagger CMU block vertical joints at sloped toward face to drain.

-inch4 3On the top row of CMU's create a mortar coping 1-inch to corner CMU's and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's and

Backfill, all courses

GRS-IBS, Open-Graded

AK TTP CHIC 2013(1) J.16

A C

T U

A L F I L E X

X X

X

D

16NO SCALED. MOREHOUSE

SHEET 4 OF 4

GRS-IBS DETAILS

RG3007- P

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 17 MARCH, 2015

Geosynthetic reinforcement

PRELIM

IN

ARY

Not For

Con str uc

PRELIM

IN

ARY

Not For

Con str uc