AKNPSDENA_Preliminary_Plans.pdf

U. S. DEPARTMENT OF THE INTERIOR

I

PROJECT LOCATION

/ Kotzebue

N=e

,.&<;:.9 \::,, diak GLI If Of NA oo t::=\ �nalaska

PACIFIC OCEAN

ALASKA KEY MAP

WORUD@

HrERnrAGrE N=

§ff[E

TYPE OF CONSTRUCTION:

Bridge construction, excavation, rock scaling and roadway

DESIGN DESIGNATION:

ADT (2022)

ADT{2042)

V e{max)

<100 <100

20MPH

6%

SPECIFICATION:

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

PLANS PREPARED BY

JACOBS.

FOR

"1/�

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

VANCOUVER, WASHINGTON

PROJECT MANAGER

B. Stokes

BC

NATIONAL PARK SERVICE

DENALI NATIONAL PARK AND PRESERVE

PLANS FOR PROPOSED PROJECT

AK NPS DENA 10(49)

NPS PMIS NO. 251978D

POLYCHROME AREA IMPROVEMENTS

PROJECT LOCATION

See Sheet A. 3

DENALI BOROUGH

ALASKA

LENGTH 0.25 MILES

for Vicinity Map

N

SCALE IN MILES

0 60 120

NPS PMIS No. 251978D NPS Drwg No. XXX/XXXXXXX

STATE PROJECT

AK NPA DENA 10( 49)

INDEX TO SHEETS

A. GENERAL INFORMATION

A.1 TITLE SHEET

A.2 PLAN SYMBOLS AND ABBREVIATIONS

A.3 VICINITY MAP

A.4-5 CONTRACTOR STAGING/HOUSING

A.6 GENERAL NOTES

B. SUMMARIES

B.l-2 SUMMARY OF QUANTITIES

C. TYPICAL SECTIONS

C.1-2 TYPICAL SECTIONS

D. PLAN-PROFILE

D.1 TABULATION OF PLAN AND PROFILE QUANTITIES

(RESERVED)

D.2 MAINLINE PLAN

D.3 MAINLINE PROFILE

D.4 DISPOSAL AREA

E. EROSION CONTROL (RESERVED)

G. WALLS (RESERVED)

H.DRAINAGE(RESERVED)

I. TEMPORARY TRAFFIC CONTROL (RESERVED)

J. PERMANENT TRAFFIC CONTROL (RESERVED)

K. BRIDGE

K.1 PLAN & ELEVATION

K.2 CONSTRUCTION STAGING

K.3 TYPICAL SECTION

K.4 ABUTMENT DETAILS

K.5 THERMOSIPHON DETAILS

K.6 PERLITE SLIDE RETAINING WALL

K.7 WALL FACING DETAILS

K.8 GABION BASKET

K.9-10 GABION FACED WALL

APPROVED:

SHEET

NUMBER

A.1

DATE ____ _

Director, Project Delivery, Western Federal Lands Highway Division

Regional Director, Alaska Region, National Park Service

Superintendent, (Denali National Park and Preserve)

DATE _ _ _ __

DATE ____ _ PRELIMINARY - NOT FOR CONSTRUCTION

LI

Lie es abut.

ADT

AH

appr.

BK

b.f.

BM

BP

br.

brg.

btwn cc or c. to c.

rt.

cir.

CMP

col.

cone.

conn.

constr. jt.

cont.

cs ctrs.

CUFT

culv.

CUYD

D

DHV

dia.

diaph.

dist.

drwg(s).

E e e.f.

El. 94.16 elev.

emb.

EOP

EQ or eq.

EW

exc.

exp. jt.

f.f.

fin.

fig.

ftg.

ga.

galv.

ID

IE

jt.

KSI

L lat.

LNFT

long.

LPSM

Ls It. or LT

LW

total central angle curve central angle diameter spiral central angle abutment average daily traffic ahead approach back back face bench mark balance point bridge bearing between center to center centerline clear corrugated metal pipe column concrete connection construction joint continuous point of curve to spiral centers cubic foot (feet) culvert cubic yard(s) diameter design hourly volume diameter diaphragm distance drawing(s) east superelevation rate each face elevation in feet elevation embankment edge of pavement equation edge of water excavation expansion joint front face finish flange footing gage (gauge) galvanized inside diameter invert elevation joint thousand pounds per square inch length of curve latitude linear foot (feet) longitudinal lump sum length of spiral left low water

NOTE:

M.L.

M.P.

mat/.

max.

MGAL

min.

man.

N

NC

o.c.

o. to o.

OD

OG

OHWM

PC

PCC

PCS

PI

pl.

POC

POS

POT

PS

PSF

PSI

PSC

PST

PT

pvmt.

R R.

R/W rdwy.

reinf.

reqd.

rt. or RT rte.

s

SADT

SC

sect.

shldr.

SLRY

spa.

SQFT

SQYD

SRS

ST

STA, Sta.

std.

stgr.

stiff.

struc.

STS

T T.

TBM

thd.

TS

Ts typ.

V vph

VPI

w main line mile post material maximum thousand gallon minimum monument north normal crown on center out to out outside diameter original ground ordinary high water mark point of curve point of compound curve point of curve to spiral point of intersection plate point on curve point on spiral point on tangent point of tangent to spiral pounds per square foot pounds per square inch point of spiral to curve point of spiral to tangent point of tangent pavement radius range right-of-way roadway reinforcement required right route south seasonal average daily traffic point of spiral to curve section shoulder slurry unit spacing, spaces or spaced square foot square yard point of spiral to reverse spiral point of spiral to spiral (no curve) point of spiral to tangent station standard stringer stiffener structural point of spiral to tangent spiral tangent distance township temporary bench mark thread point of tangent to spiral tangent distance (spiraled curve) typical design speed (velocity) vehicles per hour vertical point of intersection west

1. Other symbols used in the plans will be shown in a legend on the appropriate plan sheet.

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

Section Line

Section Corner (Found, Projected)

¼ Section Line

¼ Section Corner (Found, Projected)

½6 Section Line

½6 Section Corner (Found, Projected)

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 Reservior; Marshland

Spring or Seep

Treeline; Individual Trees

Material Source; Bore Hole; Test Pit

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Boulder; Well; Antenna; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Control Point (Terrestrial and GPS)

3�1

½6

Sl:C.

P/L

/ NP/

C 400 J

�1

0\6

NP, / / /

/ /NWR / NWR/ /NWR / NWR /

X >0<xx >0<xx >0<xx >0<xx >0<xx >0<xx >0<xx >0<xx >0<xx >0<xx >0<xx >0<, ,c:::e:c::co =c=c:

1::::z ______ ::::i::::x:::c:::e:c:::cc:r=r:::::C

-------- O O O

-------- 0 0 O � ------

BH

E:L. 1234.56

C r "--}I

G

CP GPS

4- -4-

TP

-a:

G WV

E'

NPS PMIS No. 251978D NPS Drwa No. XXX/XXXXXXX

STATE

AK

North Arrow ------1$�----- z

EXISTING

Slope Stake Limits

Construction Limits

Bottom of Ditch

Fence

Gate with Fence

Cattleguard

Guardrail

Top of Cut Toe of Fill

Concrete Barrier and Guard Wall

- no symbol -

Ji-- -X- -X---l< li----le=-=:J-----l(

O" ----u-- ----u-- ----u-

PROJECT

NPS DENA 10( 49)

SHEET

NUMBER

A.2

PROPOSED

JOI JOI l!K

Retaining Wall wall face

V V V V V ' ' ' ' '

Signs (single, double post; portable) "'CT" 0-0 --.-- .-. "

Delineators ct �

Pipe Culvert (arrow shows flow) - - - - - - - - - -'v-- 'v--

Pipe Culvert with End Section [>- 'v-- ► 'v--f I Pipe Culvert with Headwall 'v-- I

'v--

Pipe Culvert with Drop Inlet "01> 'v-- @) 'v--

Box Culvert J_ r

Underdrain UDI UD

Overhead/ Above Ground Utilities ---P---P- --P P--

Underground Utilities w w ----1 w w 1-- FM = force main, FO = fiber optic, G = gas, IRR = irrigation, 0 = oil, P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, STEAM= steam, T = telephone, TV= CATV, W = water

Poles (Power, Telephone, Joint Use, ---r,- --0-- --CTD-

Light, Support w/Anchor) � ----{)----1

Miscellaneous Utility Features □ T T

EM = electric meter, T = telephone pedestal, TV = CA TV pedestal, UP = transformer or junction box, WF = water fountain

Building

Right-of-Way Line

Permanent Easement

Construction Easement

Riprap

NO SCALE

r ---- I , _ r/w -----RIW--

P/' --PIE-----

- no symbol - --TCE-----

A A Section A-A

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

PLAN SYMBOLS AND

ABBREVIATIONS

DETAIL APPROVED FOR USE 11/2001 I DETAIL

REVISED: 9/2005 1/2007 10/2009 10/2014 I Wl0l-16/2022

PRELIMINARY - N

OT FOR CONSTRUCTION

N DENALI NATIONAL

Potential Construction Vehicle Turnaround at MP 44. 7 (Bear Cave), See Note 3

;o Cl) ., MP 27.2

Teklanika Pit Staging/Contractor Housing Area

IGLOO

MTN.

Road Closed

Sable Pass

Tok/at Ranger Station

Stony Hill Overlook

NOTES

1. Denali Park Rd closed at East Fork Toklat River bridge.

2. See Special Contract Requirements for roadway load restrictions.

MP 45.8 to 45.9

Polychrome Overlook

MT. PENDLETON

3. A construction vehicle turnaround can be constructed near MP 44.7, a location known as "Bear Cave", any fill material shall be placed on the uphill (north) side of the road and coordinated with current fill permit restrictions.

PARK

SCALE IN MILES

0 2 4

MP 5.0

Mile 5 Pit

Staging/Contractor Housing Area

DENALI PARK RD.

\Jl \0

Cl)

Denali National Park Headquarters c? .

Cl)

FANG MTN.

N

END

PRO.JECT

113+00

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE

AK

er

IJ.J

l') er

IJ.J

l')

PROJECT

NPA DENA 10( 49)

BEGIN

PRO.JECT

100+00

SHEET

NUMBER

A.3

SCALE IN FEET

500 0 500 1000

VICINITY MAP PRELIMINARY - N

Mile 5 PIT

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE PRDJECT

WA NPS DENA 10( 49)

CONTRACTOR

STAGING/HOUSING

SHEET

NUMBER

A.4

TEKLANIKA PIT

MP 27.2

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE PRDJECT

WA NPS DENA 10( 49)

CONTRACTOR

STAGING/HOUSING

SHEET

NUMBER

A.5

NPS PMIS No. 51 7 D 2 9 8 NPS Drwa No. XXX XXXXXXX

STATE PRDJECT

SHEET

NUMBER

AK NPA DENA 10( 49) A.6

POLYCHROME AREA IMPROVEMENTS - DESIGN DRAWINGS INFORMATION

PMIS 251978

August 30, 2022

INFORMATION ABOUT DENALI PARK ROAD RELATED TO CONSTRUCTION:

1. Construction Season: Late April/early May to mid-October.

2. Bus Traffic: Buses start running May 20 through mid-September.

SPECIFICATION SECTIONS HIGHLIGHTED:

1. Section 101/104/108 Oversized Vehicles: Vehicles greater than 22 feet long, 8 feet wide, and 12 4 feet high or vehicles with trailers. The following restrictions apply from May 20 through September 20. Between MP 27.2 (Teklanika Pit) and MP 43.4 (East Fork Bridge) the following restriction applies:

a. Oversized Vehicle Traffic is not allowed between the hours of 6:00 a.m. 10:00 p.m.

2. Section 105.02 Material Sources (aggregate material):

a. Government-provided material stockpile. Add the following:

1) Aggregate surface course (1,000 cuyd) for use in constructing the final road surface may be obtained from Tok/at Pit (MP 53.5). The aggregate surface course meets the material requirements outlined in Subsection 703.05.

2) Unprocessed aggregate material is available at the following locations and may be used to assist with accessing the slide. The material volume may not be sufficient to be the only means of accessing the slide.

a) Mp 42 of Denali Park Road (adjacent to the Ghiglione Bridge), 200 cuyd.

b) Teklanika Pit Mp 27 of Denali Park Road, 300 cuyd.

c) MP 5 Pit, estimated 3,000 cuyd.

3. Section 107.10 Environmental Protection (blasting):

a. Limit blasting to occur between 8:00 a.m. and 8:00 p.m.

4. Section 107.12 Contractor Housing: A construction camp/housing facility may be established at Mile 5 Pit located at MP 5.6 along the Denali Park Road and Teklanika Pit located at MP 27 along the Denali Park Road. The area available for the contractor's use is outlined in the Plans.

5. Section 108.0l(d): East bound and west bound traffic must stop for the first ten minutes of every hour at the wildlife crossing signs located at MP 21.6 (Hogan Creek) and MP 37.6 Tattler Creek. For example, if a vehicle arrives at 1 :00pm, the vehicle will stop and remain queued at the wildlife crossing sign until 1: 10pm (a ten-minute wait). If a vehicle arrives at the wildlife crossing at 1 :07pm, the vehicle will stop and reamin queued at a wildlife crossing sign until 1: 10pm (a three-minute wait). If a vehicle arrives at a wildlife crossing at 1: 10pm, the vehicle can continue without stopping. If wildlife are still on the roadway at 1:10pm, drivers will follow normal wildlife etiquette procedures.

6. Section 156.0S(c): Denali National Park will perform snow removal for public access up to the East Fork Bridge at MP 43.4 between April 8 and October 30. The contractor may perform snow removal east of MP 43.4 during the month of November.

Snow removal west of MP 43.4 is the Contractor's responsibility. Perform snow removal without damaging road surfaces, ditch lines, culverts, adjacent vegetation adn features along the roadway, signs, streams, and other park resources; and to prevent erosion and material loss.

ii:

GENERAL NOTES PRELIMINARY - N

Sheet and Description

SECTION C SECTION D SECTION E SECTION - -

TYPICAL

SECTIONS PLAN & PROFILE APPROACH ROADS

<add additional lines, usually 13 max> ALLOWANCE Bid Schedule

X0020 15101-0000 MOBILIZATION LPSM ALL

X0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM All ALL

X0060 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM All ALL

X0080 15401-0000 CONTRACTOR TESTING LPSM All ALL

X0100 15501-0000 CONSTRUCTION SCHEDULE LPSM All ALL

X0120 15701-0000 SOIL EROSION CONTROL LPSM All ALL

X0140 20401-0000 ROADWAY EXCAVATION CUYD 30,100 30,100

X0160 20402-0000 SUBEXCAVATION CUYD 400 400

X0180 20403-0000 UNCLASSIFIED BORROW CUYD 2,000 2,000

X0200 26001-0000 ROCK BOLT LNFT 1,600 1,600

X0220 62201-0300 DUMP TRUCK, 12 CUBIC YARD

MINIMUM CAPACITY HOUR 1,200 1,200

X0240 62201-1000 WHEEL LOADER, 4 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 500 500

X0260 62201-1350 BULLDOZER, 200HP MINIMUM

FLYWHEEL POWER HOUR 500 500

X0280 62201-2050 ROLLER HOUR 120 120

X0300 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM

BLADE HOUR 120 120

X0320 62301-0000 GENERAL LABOR HOUR 250 250

X0340 62302-0100 SPECIAL LABOR, SLOPE SCALING HOUR 400 400

MileStone: 30% - CMGC Date Completed: In Progress Report Date: 09/14/22

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Option X

-S ep

-2

:3

A M

Remarks and/or Determination of Estimated QuantityPay Item Description Unit

Estimated Quantities

C

M yF ile s\

Ty le r' s

D oc um en ts \D

EN

A

P ol yc hr om e\ C M

G C

D en a0

_S

O Q

.x ls m ]S he et

STATE PROJECT

B.1AK NPS DENA 10(49)AK

SHEET

NUMBER

Sheet and Description

SECTION C SECTION D SECTION E SECTION - -

TYPICAL

SECTIONS PLAN & PROFILE APPROACH ROADS

<add additional lines, usually 13 max> ALLOWANCE Bid Schedule

Y0020 20801-0000 STRUCTURE EXCAVATION CUYD 2,000 2,000

Y0040 20802-0000 FOUNDATION FILL CUYD 30 30

Y0060 20803-0000 STRUCTURAL BACKFILL CUYD 250 250

Y0080 25501-2000 MECHANICALLY STABILIZED EARTH

WALL, GABION FACE SQFT 1,350 1,350

Y0100 25801-0000 REINFORCED CONCRETE RETAINING

WALL SQFT 100 100

Y0120 25902-0000 SOIL NAIL RETAINING WALL SQFT 4,000 4,000

Y0140 25903-0000 VERIFICATION TEST NAIL EACH 2 2

Y0160 26302-0000 TIMBER LAGGING (ARCHITECTURAL

WOOD FASCIA) SQFT 1,350 1,350

Y0180 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 900 900

Y0200 55210-0000 PRECAST STRUCTURAL CONCRETE CUYD 331 331

Y0220 55235-0000 EXPANSION JOINTS LNFT 45 45

Y0240 55501-0000 STRUCTURAL STEEL (STEEL

SANDWICH PLATE DECK WITH

FRICTION SURFACE, 10100 SQFT) LPSM All ALL

Y0260 55502-0000 STRUCTURAL STEEL, FURNISHED,

FABRICATED, AND ERECTED LB 1,425,000 1,425,000

Y0280 55601-1100 BRIDGE RAILING, STEEL, TWO

RAIL LNFT 960 960

Y0300 56201-0000 BRIDGE ERECTION SYSTEM LPSM All ALL

Y0320 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 44 44

Y0340 56401-4000 BEARING DEVICE, DISK EACH 4 4

Y0360 56701-0000 MICROPILE LNFT 1,672 1,672

Y0380 56705-0000 MICROPILE LOAD VERIFICATION

TEST EACH 2 2

Y0400 56706-0000 MICROPILE PROOF LOAD TEST EACH 4 4

Y0420 58701-0000 POST-TENSIONING SYSTEM LPSM All ALL

Y0440 60201-0800 24-INCH PIPE CULVERT LNFT 50 50

Y0460 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM All ALL

Y0480 64605-0000 FIXTURE (THERMOSIPHON SYSTEM) LPSM All ALL

Y0500 64630-0000 ROADSIDE DEVELOPMENT LPSM All ALL

-S ep -2

:3

A M

MileStone: 30% - CMGC Date Completed: In Progress Report Date: 09/14/22

C

M yF ile s\

Ty le r' s

D oc um en ts \D

EN

A

P ol yc hr om e\ C M

G C

D en a0

_S

O Q

.x ls m ]S he et

2) SUMMARY OF QUANTITIES - Option Y

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated Quantity

STATE PROJECT

B.2AK NPS DENA 10(49)AK

SHEET

NUMBER

<Jl z a

<Jl

C:

u�

.s .§ V) -.J C:

a

10'

Varies

4H:1V

� Existing ground

C:

u .._, ::J ·- .b .§ V) -.J C:

a

10'

Varies varieS

� Existing ground

9'

Traveled Lane

3%

I 9' Varies

Traveled Lane

Profile grade

Roadway aggregate, method 2 8-inch compacted depth

DENALI PARK ROAD

9'

Traveled Lane

3%

100+00 to 101+60

102+50 to 102+93

I 9'

Traveled Lane

Profile grade

3%

DENALI PARK ROAD

101+60 to 102+50

6'MIN

Roadway aggregate, method 2 8-inch compacted depth

Construction limit 10'

Existing ground

Slope stake

10'

Slope stake

Retaining structure, see K sheets

STATE PROJECT

Construction limit

SHEET

NUMBER

C.1

�l----------------------------------r-----------i "'

NOTES:

1. See FAR Clause 52.236-4, Physical Data and Section 152 for additional design data to use in constructing the project.

2. Superelevate roadway on curves at the rate 'e' as indicated on the Plan curve data.

NO SCALE TYPICAL SECTIONS PRELIMINARY - N

"C

10' Varies

- - - - - -\_ Undass;fled bo,row

,, � Existing ground

9'

Traveled Lane

3% ct I 9'

Traveled Lane

Profile grade

3%

DENALI PARK ROAD

107+77 to 113+00

Varies

See Note 1

Roadway aggregate, method 2 8-inch compacted depth

10'

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE

SHEET

PROJECT

NUMBER

AK NPA DENA 10( 49) C.2

Construction limit

Existing ground

Slope stake

�l----------------------------------r-----------i NOTES.

� 1. Ditch width shall be 12' in all areas unless noted below.:s: 107+90 to 108+10 - transition from 12' to 19' 108+10 to 109+40 - 19' 109+40 to 109+60 - transition from 19' to 12'

NO SCALE TYPICAL SECTIONS PRELIMINARY - N

0.

ij

NOTES:

348 740.1 t 166 (569.4

EL 3617.90

o.

1. Remove and sculpt existing deep patch to match the surrounding topography. Approximate size of patch is 50' long x 10' deep (vertically) x 15' wide.

2. The existing topography shown is from a 2021 ground survey. The existing ground elevations have changed within the project area since the 2021 survey. A new survey is being acquired to update the existing ground elevations at the site and in the vicinity of the bridge abutments. Survey will be required again prior to beginning construction.

SCALE IN FEET

100 0 100 200

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE PRDJECT

AK NPA DENA 10( 49)

BEGIN PRO.JECT

AK NPS DENA 10(49)

N 3484761.61 E 1670786.17

EL 3619.65

N

MAINLINE PLAN

SHEET

NUMBER

D.2 i e::

I

I i

1i: "

NPS PMIS No. 251978D NPS Drwa No. XXX/XXXXXXX

J,/uu STATE PRDJECT

SHEET

NUMBER

AK NPA DENA 10( 49) D.3

3,690

3.680

3,670

BEGIN PROJECT

AK NPS DENA 10(49)

· 100+00- · · · · · · · · · · · · · · · · · · · · ·.· · · · · · · · · · · · ·.· · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·

N 3484761_61 Begrn Constru�tron

E 1670786.17 of 8nd9e 102+93.25

1' ........ ,.�.

I i I \

END PROJECT

( '\ . AK NPS DENA 10(49)

· · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · .·. · · · · ..... ) ..... \ ................... : .............................. 113+00

I j I End Construction N 3484761.61 1 \, of Bridge . E 1670786.17

, , , I I .............................................................. / ......... \ .. J0.7:t-.77, ?!5. ... :

I I I I I I i,..;;..,..;;..;..;;.__ •.•.•.• : •.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•••. :; • . . . . . • . • . • . • . • • • . • . • . . . • . • . • . • . • . • • • . • . • . . •.•.•.•.•.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•••.•.•. � .;. . • . • . . •.•• ·\ •.•...•.•.•.•.• :· •••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•• Lr ' /\ I

3.660

3,650

3.640 : I

3,630

3.620

\.C+

' JI I \ \

, I \1 I \ en s:t r- ./ 1\, N ID C \ .. +. .. . .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . :1 \ N � a.

�� ::c r '.

� I.

. ·l ·\· . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................ ! . . . . . . . . . . . . . . . . . . . . \ ..... .- I \ !· \ i I

1--'---........................................................................ ·� ........................ : ......................................... . I .............................................. '. ............... �-�- ......................................... . . \ I . +� 3,610 rofile grade � �

, \ , I . ....., M i,..;;..,..;;..;..;;.__ •.•.•.• : •.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•••.• ·, ...•.•.•.•.•.•••.•.•.•.•.•.•.•.•.•••.•.....•.•.•.•.•.•••.•.•...• / .•.•.•.•.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.• '. •••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.•••.•.•...•.•.•.•.•.••

. I .

3.600

\ I

1--'---· ...... : ....................................................................... \ ................. : ................. � .................. · .... . f ............. · .................. · .................. l

3,590

3.580

I

, '- I • l '\, i /\ I 1--'---· · · · · · · ' · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · \ · · · · · ' · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·,1 · · · · · _\ · -;,x,s;;-,;g ·g;-;,;;,;a· 1;i,1;, ·2112 ;y · · · · · · · · ·; · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·

: \ : I :

3,570

3 560

3,550

3 540

3,530

3.520

I

. I ···•·······••······•·······•·······•·······•·······••······•·······•·······•·······•······\: ····•·······•·· ····•······ ··,1·••······•·······•·· ····•·····

� i

100+00

� j : \ I ,. \ I

- - - - .. - - - - - - . - - - - - - - . - - - - - - - . - - - - - - - . - - - - - - - .. - - - - - - . - - - - - - - . - - - - - - - . - - - - - - - . - - - - - - - . - - \" - - - - . - - - - - - - . - 7 - - - - .. - - - - - - . - - - - \ I

�\ I

····••······•·······•···· \,, I

105+00

...._ I

\. / \ I

,\ I . \ I

\ I \- I

110+00

MAINLINE PROFILE

3 690

3 680

3 670

3 660

3 650

3 640

3 630

3 620

3 610

3 600

3 590

3 580

3 570

3 560

3 550

3 540

3 530

3 520

0 100 200

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE PRDJECT

SHEET

NUMBER

N

AK NPA DENA 10(49) D.4

Table E�1. Maximum fill depths at spoil area zones on Pretty Rocks Landslide

Zone M .

z ax Fill Depth (ft) one 1 35

Zone 2 20

Zone 3 35

DISPOSAL AREA PRELIMINARY - N

3690 =-

Wilderne

PLAN

475'-0"

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE PROJECT

AK NPS DENA 10(49)

SHEET

NUMBER

K.1

-place concre H-Ci:?"�/f::::±.=t=::::.::::!=::::;:::il:::l;;,::::;:::::;y ...

650 sf Roadway Aggrega Level pad for Thermosiph f:;2-0' � Condensers, Elev 3633. 00 '3

.'? \ \h /\ ...__ Top of Preca� r

7.

3690 =- 1 \ it. Brg. Abut. 2 it. Brg. Abut. 1

- "-J" 3670 = \ 'I

3660 =-

3650 =- , , - I '-"

3640 = \ \ 3630 =

3620 =

3610 =

3600 =

3590 =

3580 =

3570 =

3560 =

3550 =

3540 =

3530 =

3520 =

3510 =-

NO. DATE BY

Exp. �I 1 / / / 11 ,� -11 1 V.., 1 / 'J Finish Grade with 2,000 sf,/__,,,,/

11 � 11 , , 'f� / 1 Soil Nail Wall Apron in front / ABUTMENT 2 1 'v " - - * f h b t t

-/ 1, ·

II :-1 )/ I / \/

Approx. ex,stmg ground O eas a U m:,.n_ - / ;/ 11\\1/' / \, 11 @18'/eftoftt. ,,.,, // II \\ · ' '\. * / - - ,, -x Fix.

1:-�1/ ,, I I I \ I \ ' II ;,1 \\

1 1 1 1 I I ABUTMENT 1

\ \ \ \ \ \ \ ijll \\

\ \ \ \ \ \ Y; II \\

. . ij. II \\

// II \\

(/ II i u

(; 11 i _

Approx. existing ground --✓ ,, _ - - � _.,, Weathering Steel Truss

I ,,· /

/ t'-- _.,.,- ,,,, - --u �� "'---- _ @ 18' right of it. ---

Composite Sandwich Steel Plate Deck with Friction Surface

Live Load:

�- Micropile, typ. '\, '\

Approx. existing ground

Service and Strength I: HL-93

CJ\ ;'2; '', , @ { Roadway - ,,- ✓-� Strength II: DENA Rating Vehicles

� 1ci �- �� ,, ,, ,, ,, ---✓ Alaska Multi-State Two-Tube Steel Bridge Rails � � ','' �--....___ _,_. _ - - - _,.,------ No Bridge Deck Drains

__ ,,___.- .,,,,,.,,, .--------------------I

__,. - -� -- ,.✓-,- U.S. DEPARTMENT OF TRANSPORTATION

-_6_o�• _vc_.;;,-0�·.:;:6:..:,ll;.;o/c:!:o ��� _ _,, - -� - -

� FEDERAL HIGHWAY ADMINISTRATION

....,_ ,, - � WESTERN FEDERAL LANDS HIGHWAY DIVISION

484'-0"

PROFILE GRADE DIAGRAM

(Shown Opposite Hand From Bridge Elevation)

No Scale Elevations are at profile grade @ I[_ Rdwy.

REVISIONS NO. DATE BY

I

I

--------1

ELEVATION

* The existing topography shown is from a 2021 ground survey. The existing ground elevations have changed within the project area since the 2021 survery. A new survey is being acquired to update the existing ground elevations at the site and in the vicinity of the bridge abutments. New survey will be required prior to beginning construction.

REVISIONS DESIGNED BY DRAWN BY CHECKED BY

A. WAHR M. WEINERT G.CONNER

SCALE PROJECT TEAM LEADER

1 : 40 G.CONNER

PRETTY ROCKS SLIDE BRIDGE

DENALI NATIONAL PARK

DENALIBOROUGH,ALASKA

PLAN AND ELEVATION

BRIDGE DRAWING

DATE

SEPTEMBER 2022

DRAWING NO.

RG3227-A

Highline anchorage, typ.

3720 -

3700 =-- -

Cable 3680 - anchorage, typ.

3660 -

3640 -

3620 -

3600 -

3580 -

3560 -

3540 -

3520 -

Temporary Truss Bearing Restraint, typ.

CONSTRUCTION SEQUENCE:

Erection Stay (west side)

ABUTMENT 2

\, ,_,,,,,- Existing ground '✓ at <l. Bridge

1. Construct abutment footing and micropiles, as well as temporary erection works such as Highline system and anchors for the erection stays.

Highline

2. Construct trusses from the abutments, element by element, towards the center of the bridge in a progressive cantilever fashion with erection stays connected to the top of each truss line on each side. Use temporary bearing restraints to transfer the longitudinal forces into the abutment.

Equipment may be located on the cantilever trusses when erecting the structure (see notes 1 & 2).

3. Adjust truss erection stays to achieve required design deflections and make connections at mid span to complete single truss span.

4. Remove construction equipment and material from the bridge then destress and remove erection stays.

5. Remove temporary truss bearing restraints and all other erection equipment and hardware.

6. Install abutment back walls and cheek walls, then backfill abutments.

7. Install bridge rails and complete remaining installations.

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

Erection Stay (east side)

NPS PMIS No. 251978D

STATE

AK

NPS Drw No. XXX/XXXXXXX

PROJECT

NPS DENA 10(49)

SHEET

NUMBER

K.2

Equipment used in conjuction with highline to facilitate erection

ELEVATION

DESIGNED BY DRAWN BY

A. WAHR M. WEINERT

ABUTMENT 1

NOTES:

1. The construction sequence, erection scheme, and arrangement of temporary works shown on this drawing are conceptual and contractor may propose alternatives. Contractor is solely responsible for all construction access, means and methods, sequence, erection scheme, temporary works, and stability of structure during erection.

2. A detailed erection manual shall be developed by the contractor and approved by the CO.

3. With the construction sequence shown, the bridge design allows for the following loads prior to midspan closure:

- full bridge deck construction

- 20 psf construction load on bridge deck

- a 100 k gross weight mobile crane (including dynamic effects and pick weight) at any location on the bridge deck.

4. The estimated, factored, maximum force in the erection stays is given below. The values are per stay (one stay per truss line per side: 4 stays in total for the entire bridge):

CHECKED BY

G.CONNER

West Side: 2100 (k) East Side: 2300 (k)

SCALE PROJECT TEAM LEADER

1 : 60 G.CONNER

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PRETTY ROCKS SLIDE BRIDGE

DENALI NATIONAL PARK

DENALIBOROUGH,ALASKA

CONSTRUCTION STAGING

BRIDGE DRAWING

DATE

SEPTEMBER 2022

DRAWING NO.

RG3227-B

I

-g, o'

I a, D ., D

�I n D

+ �----------------------r iT

L iT

4- I

I

\ Portal Bracing (Ends of truss only)

I[ Roadway

9'-0" I 9'-0" l Steel Deck with Friction Surface

% !, Profile grade

I

I

L------- Alaska Multi-State Rail, � r See Ra;/ DetaH, typ.

I

\ I I

-�-------iJ ____ -------J � I

\_ Floorbeam � Stringer, typ.

12'-0" 12'-0"

24'-0"

TYPICAL SECTION

¼"=1'-0" (Looking Back Station - East)

Note:

Bridge will incorporate nest deterrent detailing and devices

NPS PMIS No. 251978D NPS Drwg No. XXX/XXXXXXX

STATE PROJECT

AK NPS DENA 10(49)

1'-5½"

II

II

Steel Deck

Stringer, typ.

RAIL DETAIL

¾"=1'-0"

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PRETTY ROCKS SLIDE BRIDGE

DENALI NATIONAL PARK

DENALIBOROUGH,ALASKA

TYPICAL SECTION

SHEET

NUMBER

K.3

N---,----,--....,...---------------...----,---...... --,----------------....... -----------...-----...... -------------------------------....... -------

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

1;;1--...... ---,---+--------------_,;,;--------+---+---+-...... ----------------+---------1-----+-'"""""'----------+-----+----------+------------1--------+----------1 g ;;_1--------+- - -f------+-- - - - - - - - - - - -- - -+----+- - -+----+------------------- A. WAHR M. WEINERT G. CONNER AS NOTED G. CONNER 3 of 10 SEPTEMBER 2022 RG3227-C a,..,_...., _____ ...._ _______________ ..... ___. ___ ...._...., _______________ .._ ___________ ...._ ____ ...., _____ .._ ________ .._ ________________ .._ ______ __, "-1- C'\j

C "-1- ""I

NO. DATE BY

B t

15'-0"

{ Bearing 7�6" 7�6"

-J--t--i----- PT strand, FOUNDATION PLAN

½"=1'-0" (Abut 2 shown, Abut 1 opp hand) typ.

See Joint Closure Detail, typ.

20" Dia. void in precast for micropile connection, typ.

{ Truss chord

Post Tensioning Anchorage, typ.

REVISIONS NO. DATE BY

C "-1-

IO

"-1-

Low strength concrete, typ.

Back wall Existing ground

Rock __ � ---- ---

3'-0"

I

2'-6" I

Precast footing segment, typ .

Temporary clamp assembly

.JOINT CLOSURE DETAIL

½"=1'-0"

Cheek wall

6" Dia Steel Duct for future Ground Anchor, fill with low strength concrete, typ.

{ Bearing I i I

0 I 0

_::-L _::-_::-_::-- -

0 !

5'-0" 5'-0" 2'-6"

15'-0"

SECTION B-B

½6"=1'-0"

1 '-6" r1

NPS PMIS No. 251978D

STATE

AK

NPS Drw No. XXX/XXXXXXX

PROJECT

NPS DENA 10(49)

SHEET

NUMBER

K.4

Proposed truss

4-0. 6" dia. PT strand, 20 total

10" Stage 2 colored and sculpted Shotcrete Soil Nail Apron fascia, 50'x40' in front of each abutment

Precast footing I

4" Min. Stage 1 Shotcrete under Soil Nail Bearing Plate

I

IO

IO

6" Dia. Steel Duct

Granular fill

\ Welded wire fabric I

I

6" dia. x 25 ft Soil Nails, 5' on center

12" dia. micropiles x 44', 19 ea abutment, 1¾" dia. min. Anchor with PL 1¾"x14"x14", washers and nut, anchor will be tensioned.

(80 per abutment)

Bond breaker

I

I

I

I

I

Center bar

I

/,,, - - - - - ', r- Drilled hole

"-, I

SECTIONC-C

1 "=1 '-0"

12" dia. steel casing with ½" wall thickness

Grout

Precast footing segement, typ. _, PT strand, typ. ,;;i-

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

Granular fill

SECTION A-A

½6"=1 '-0"

REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE

A. WAHR M. WEINERT G.CONNER AS NOTED

PROJECT TEAM LEADER

G.CONNER

PRETTY ROCKS SLIDE BRIDGE

DENALI NATIONAL PARK

DENALIBOROUGH,ALASKA

ABUTMENT DETAILS

BRIDGE DRAWING

DATE

SEPTEMBER 2022

DRAWING NO.

RG3227-D

\_ . . ' ') '.._ "'--'"\_ Length of Bridge = 484'-

Proposed Truss Bridge

/,,, )./\\\\\ I ,,,,,, // I I I I I I I I

.,/ / / \ \ \ \ \ \ \ I ,,. / / I I I I I I I I

/ _/ / I I I I I I 1) ..,...-- ,,, ,,. / I I I I I /;I

I_ I I I_ I . / :

\c -;;prox. existing ground / :

- - .-- @ 18' right of If. I

Approx. existing ground @If.Roadway

Approx. existing ground @ 18' left of If.

ELEVATION

� If. Brg. Abut. 1

I

Micropile, typ.

(I) C:

Thermosiphon, typ.

Ol

.s

.8 e

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

NOTES:

1. Thermosiphons drilled vertically in approximate locations shown, adjust as necessary to avoid as constructed Iodation of micropiles.

2. Working (heat removal zone) between Elevation 3570 and 3520.

3. Piping between drilled section and condensers shall be sloped 2% min.

down toward drilled section.

4. 170 square foot min. required condenser surface area (each of 24).

5. Install two thermistor strings in two boreholes to be located within the array of the thermosiphons and extending to the depth of the thermosiphons.

DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

A. WAHR M. WEINERT G.CONNER 1 : 30 G.CONNER

NPS PMIS No. 251978D NPS Drw No. XXX/XXXXXXX

STATE PROJECT

AK NPS DENA 10(49)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PRETTY ROCKS SLIDE BRIDGE

DENALI NATIONAL PARK

DENALIBOROUGH,ALASKA

THERMOSIPHON DETAILS

SHEET

NUMBER

K.5

BRIDGE DRAWING DATE DRAWING NO.

5 of 10 SEPTEMBER 2022 RG3227-E n D

Slide Surface ,, / Existing Perlite

4x12 Dimension Lumber Crib Gabion Faced Wall in accordance 1 Facing on front and exposed with WFLHD Design Standard / 1 sides, with 4x4 supports and W253 (except as noted here), ,, ✓ steel De rods anchoced In gablons •· with 3'x3'x6' baskets , '

\,=-,.~"--L..-�c1 �:�,iL ___ __!.1Eo�:1�-----�,,:

,,�,,7,, 1 i� r l /,,,, I

- R!:��;y -

9 61� I I j

� 2= I I�

--1__=--=--=--=--=--=--=--=-----___________ --=-=-=-=i-� ,,I, I ,, Max.

--r----....:. ____'l_ \ /

- - ,,.0 , Underdrain System ,-',., _�_a_ri_e�s,_6_·-_a_" _m_ i _n

--1 . - -�- els

6,_0,, C\I I ::E: Welded Wire fabric, tie to front face of all gabion basket as well as outside faces of baskets at begin and end of wall, typ.

PERLITE SLIDE RETAINING WALL

TYPICAL SECTION

I

NPS PMIS No. 251978D NPS Drwg No. XXX/XXXXXXX

STATE PROJECT

AK NPS DENA 10(49)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PRETTY ROCKS SLIDE BRIDGE

DENALI NATIONAL PARK

DENALIBOROUGH,ALASKA

SHEET

NUMBER

K.6

PERLITE SLIDE RETAINING WALL

N---,----,--....,..---------------..----,---.,.....--,----------------...... -----------..-----...... -------------------------------...... -------

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

1;;1--....... ---,---+------........ ----......... --------+---+---+-....... ----------------+---------1-----+-................ --......... -+-----+----------+------------1--------+----------1 g ;;_1------+- - -f------+-- - - - - - - - - - - -- - -+----+- - -+----+------------------0 A. WAHR M. WEINERT G. CONNER 1 : 30 G. CONNER 6 of 10 SEPTEMBER 2022 RG3227-F

K.7

RG3227- G

C "'

Lil

N

(lJ Cl --- 1"1

':l;

E 3:!

C

"O

0.

I

0. --"'

N L (lJ

.0 E (lJ z

(X)

Side

End

1.4"

0.118" wire diameter

NOTE:

All dimensions are nominal

BEFORE CLOSURE AFTER CLOSURE

INTERLOCKING WIRE FASTENER

1.0"

1" overlap

NOTE:

A All dime'!sions

V are nommal

Crimped 0.118" wire diameter end of joint

Crimped end of joint

SPIRAL BINDER TIE

(Welded wire mesh)

Spiral binder.

Crimp ends to lock

Lacing wire. Tie with half hitch loops at 3" spacing

HALF HITCH LACING DETAIL

(Welded wire mesh)

Single half hitch

4"± nominal spacing

STATE PROJECT

0. 087" diameter lacing wire

Continuous lacing wire to next single half hitch

0.150" diameter selvage wires

Double half hitch.

Alternate single and double half hitches as shown

0.120" diameter mesh wires

HALF HITCH LACING DETAIL

(Twisted wire mesh)

TYPICAL INSTALLATION GABION BASKETS

BEFORE CLOSURE AFTER CLOSURE

OVERLAPPING RING WIRE FASTENER

(Not allowed for basket to basket connection)

0.150" DIAMETER

SPIRAL BINDER

ALTERNATE TYING FASTENERS

Lid

Side

GABION BASKET

Cut wire basket mesh front and back.

Tie mesh with 0.150" diameter selvage wire and connect front and back mesh with stiffeners to prevent wall bulging

Side

End

'--�- Lacing wire (see Lacing Details)

Lid

TYPICAL ASSEMBLED

GABION BASKET

ASSEMBLED GABION BASKET IN

WALL GRADE TRANSITION AREAS

NOMINAL SIZES AND CAPACITY Crimp hook closed t.

I

Loop two meshes at each end of stiffener

WELDED WIRE MESH TWISTED WIRE MESH

Diaphragms

Stiffeners

ALL END GABION CELLS ALL INTERIOR GABION CELLS

TYPICAL STIFFENERS

SHEET

NUMBER

Size Code Size in feet Diaphragm Capacity Stiffeners

Culvert Letter Length Height Partitions A 6 3.0 1 B 9 3.0 2 C 12 3.0 3 X 15 3.0 4 y 18 3.0 5 D 6 1.5 1 E 9 1.5 2 F 12 1.5 3 G 6 1.0 1 H 9 1.0 2 I 12 1.0 3

(CUYD)

2.00 3.00 4.00 5.00 6.00 1.00 1.50 2.00 0.67 1.00 1.33

0.150" diameter stiffener hooked at intersection of wires

ALL GABION CELLS

OPTIONAL STIFFENERS

WELDED WIRE GABION BASKET

Cut wire basket mesh front and back to outside diameter of culvert.

Tie mesh with 0.150" diameter selvage wire around pipe, and connect front and back mesh with stiffeners to prevent wall bulging.

TYPICAL CULVERT INSTALLATION

THROUGH GABION WALL

NO SCALE REVISED:

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

GABION BASKET

DETAIL APPROVED FOR USE --/---- DETAIL

DRAFT: 9/2011 W253-1

C "' u Lil N

(lJ Cl --- 1"1

':l;

E 3:!

C u

0.

I

0. --"'

:E a_ a, Lil

N L (lJ

.0 E

1.4"

0.118" wire diameter

NOTE:

All dimensions are nominal

BEFORE CLOSURE AFTER CLOSURE

INTERLOCKING WIRE FASTENER

1.0"

A All dime'!sions

V are nommal

1" overlap

NOTE:

Crimped 0.118" wire diameter end of joint

Crimped end of joint

SPIRAL BINDER TIE

(Welded wire mesh)

Spiral binder.

Crimp ends to lock

Lacing wire. Tie with half hitch loops at 3" spacing

HALF HITCH LACING DETAIL

(Welded wire mesh)

Continuous lacing wire to next double half hitch

Single half hitch

4"± nominal spacing

STATE PROJECT

0.087" diameter lacing wire

Continuous lacing wire to next single half hitch

0.150" diameter selvage wires

Double half hitch.

Alternate single and double half hitches as shown

0.120" diameter mesh wires

HALF HITCH LACING DETAIL

(Twisted wire mesh)

BEFORE CLOSURE AFTER CLOSURE

TYPICAL INSTALLATION GABION BASKETS

End

OVERLAPPING RING WIRE FASTENER

ALTERNATE TYING FASTENERS

0.150" DIAMETER

SPIRAL BINDER

t

I

Cut wire basket mesh front and back to outside diameter of culvert.

Tie mesh with 0.150" diameter selvage wire around pipe, and connect front and back mesh with stiffeners to prevent wall bulging.

Stiffeners

Culvert

-1 4' (min.)

TYPICAL CULVERT INSTALLATION

THROUGH GABION WALL

Lid

Side

..c:

Lacing wire (See Lacing Details)

0.150" diameter stiffener hooked at intersection of wires

Crimp hook closed

ALL GABION CELLS

OPTIONAL STIFFENERS

WELDED WIRE GABION BASKET

GABION BASKET

NOMINAL SIZES AND CAPACITY

Size Code Size in feet Diaphragm Capacity Letter Length Height Partitions (CUYD)

A 6 3 1 2 B 9 3 2 3 C 12 3 3 4 X 15 3 4 5

Loop two meshes at each end of stiffener

WELDED WIRE MESH TWISTED WIRE MESH

Diaphragms Stiffeners

ALL END GABION CELLS ALL INTERIOR GABION CELLS

TYPICAL STIFFENERS

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

GABION FACED WALL

SHEET

NUMBER

y 18 3 5 6 �

DETAIL

� TYPICAL ASSEMBLED GABION BASKET NO SCALE REVISED:

W253-2

DETAIL APPROVED FOR USE --/----

�L _____________________________________________________________________________ ....1,_.:;;,DRA:;;;:.;FT.;_: ..;9a.:/2;;;,;01:.;;,1 ________ ....i.. ____ f!

c en �

LL ---

E

C

0.

0. ---"'

E u

C0

N �"'

Top row of gabion

H

Gabions

3'

H 3'

I

/ 2" setback

I

H

6" gap (On curves measure ,,,..7- r gap at face of the wall)

6' H 9' H 12' t..

A

H 15' H 18' H t..-

PLAN

21' H-24' H = 27'

Subgrade shoulder Ground line at face of wall

H = 6'

H = 9'

H=Height of Wall

1" overhang

H - 12' H = 15'

H = 18' H = 21'

ELEVATION

TYPICAL GABION WALL

Tie welded wire \ to gabion

=1� 3" ove,hang

I

I

3" setback/

I

Face of Basket ---------

WELDED WIRE FABRIC SHEETS

FOR SOIL REINFORCEMENT

H =24' H = 27'

See the appropriate plan sheets for wire s· es and spacing IZ

- i---

5'-6"

C

H = 30'

L.

c

H = 30'

6" (typ.)

Tie upper basket selvage to transverse wire on mat

Tie mat to wire mesh on lower basket

Tie basket selvage to mat r 1 1

• 12" (typ.)

Gabion I ,--- Earthwork geotextile basket Li Type JV-D (typ.)

Gabion [ basket Welded wire fabric

TYPICAL CONNECTION DETAIL

Welded wire fabric sheets for soil reinforcement

Q;) ,_, Variable

SECTION A-A

Variable f.

I

Approximate excavation line (typ.)

STATE PROJECT

NOTE:

1. The welded wire fabric sheets vary in length within each wall.

The height ( H) of the vertical face of the wall determines the length of the welded wire fabric for the entire section. See other plan sheets for fabric lengths, wire sizes and spacing and number of mats. Where the wall construction requires the width of the welded wire fabric sheets to be less than

5.5 feet, the fabric wire may be field cut to fit. Cut fabric at center of mesh of welded wire fabric sheets.

2. Place layers of welded wire fabric sheets with 6" gaps between sheets. The 6" gaps are measured at the face of the wall. Connect the welded wire fabric sheets with spiral binders or tie wire to the front edge of each gabion basket.

3. The heights and quantities are subject to field adjustment.

Any increase in wall heights over those shown on the plans require investigation to determine that the safe bearing pressure is not exceeded.

4. Average design assumption values. See the Geotechnical Report, if available, for site specific values.

Unit weight of backfill material 125 pcf Unit weight of filled gabions is 105 pcf 0 angle = 35 ° for backfill material

Backfill with granular material from roadway excavation

Final groundline seed and mulch (typ.)

QJ ...:

E: �..... '-

£ ti Cl\ QJ C: -c:

QJ (/)

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Gabion basket g Tie welded wire fabric sheet to front of gabion (typ.)

Non perforated outlet pipe (Underdrain system)

Variable E I

Select granular backfill (typ.)

Install underdrain system (typ.)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

GABION FACED WALL

SHEET

NUMBER

g' SECTION c-c

DETAIL APPROVED FOR USE --/---- DETAIL

! NO SCALE REVISED:

W253-3 NL..------------------------------------------------------------------------------------.....IL......;

D

RA

FT

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