dena01036_plans.pdf

BH TP

CUYD

culv.

CUFT

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

min.

MGAL

max.

matl.

M.P.

M.L.

monument minimum thousand gallon maximum material mile post main line

W

RIP

DI

G W G WV

CP GPS

36 31

36 31

N

E

N 1000EL. 1234.56

TP

TP

SEC.

SEC.

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

AH

ADT

abut.

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

br.

BP

BM

b.f.

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center

NO SCALE

NOTE:

1.

on the appropriate plan sheet.

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

W west drwg(s).

dist.

diaph.

dia.

DHV

D exp. jt.

exc.

EW

EQ or eq.

EOP

emb.

elev.

El. 94.16 e.f.

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

ga.

galvanized gage (gauge) jt.

IE

ID

joint invert elevation inside diameter ftg.

flg.

fin.

f.f.

footing flange finish front face

LW

lt. or LT Ls

LPSM

long.

LNFT

lat.

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

rt. or RT reqd.

reinf.

rdwy.

R/W R.

R route right required reinforcement roadway right-of-way range radius typ.

Ts

TS

thd.

TBM

T.

T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance

VPI

vph V vertical point of intersection vehicles per hour design speed (velocity)

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sect.

SC

SADT

S point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south

KSI

square inch thousand pounds per pvmt.

PT

PST

PSC

PSI

PSF

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve pounds per square inch pounds per square foot point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve

OHWM

OG

OD

o. to o.

o.c.

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

NC

N normal crown north

A A

DI

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

Section Line

Section Corner (Found, Projected)

Control Point (Terrestrial and GPS)

Gas & Water Meter; Gas & Water Valve

Flagpole; Fire Hydrant

Cooking Grate; Garbage Can; Picnic Table

Boulder; Well; Antenna; Grave

Above Ground Tank; Underground Tank

Spot Elevation; Coordinate Grid Tick

Material Source; Bore Hole; Test Pit

Treeline; Individual Trees

Spring or Seep

Section Line 4

Section Corner (Found, Projected) 4

Section Line 16

Section Corner (Found, Projected)16

Property Line

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

BLM Lands Boundary

Indian Reservation Boundary

Existing Roadway (Paved, Gravel)

Railroad

Trail

Fiber Roll

Silt Fence

Sandbag

Intermittent Drainage or Small Creek

Large Creek or River

Lake, Pond or Reservoir; Marshland

North Arrow

Slope Stake Limits Top of Cut

Toe of Fill

Construction Limits

Bottom of Ditch

Fence

Gate with Fence

Cattleguard

Guardrail

Concrete Barrier and Guard Wall

Retaining Wall wall face

Signs (single, double post; portable)

Delineators

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Pipe Culvert with Drop Inlet

Box Culvert

Underdrain

Overhead/Above Ground Utilities

Underground Utilities

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

Building

Right-of-Way Line

Permanent Easement

Construction Easement

Riprap

- no symbol -

Section A-A

EXISTING PROPOSED

STEAM = steam, T = telephone, TV = CATV, W = water P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain EM = electric meter, TP = telephone pedestal, TV = CATV pedestal,

- no symbol -

ABBREVIATIONS

PLAN SYMBOLS AND

101-1W

FP-14

6/2022

WFLHD DETAIL

:5

P

M

J u n e

D e t W

-1 c p w w o rk w fl \d

\W

-1 d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

NUMBER

SHEET

A.2

NPS PMIS No. 335520 NPS Drwg No. 184/196968

AK PRA DENA 10(36)

L ittle

S to n y

Mt. Galen

T o k la t

R iv e r

S to n y

C re e k kro F e s o oM k e er C

SCALE IN MILES

1 21

Thorofare

To Healy 52 miles

Mtn. Bar

Copper

Den ali

Par k

Ro ad

De na li

Park Ro ad

East

F o rk

T o k la t

R iv e r

C k

Eielson Visitors Center

Overlook

Mountain

Polychrome

Pass

Thorofare

Overlook

Stony Hill

Pass

Highway

Hill

Stony

MP 53.88

Toklat Road Camp

Staging/Water Source

Toklat Pit Material/ MP 41.9

LOCATION

PROJECT

River

C re e k

Gorge

Moose

C re ek

D E N A L I N A T I O N A L P A R K

N

VICINITY MAP

A.3

STATE PROJECT

NUMBER

SHEET

D e f a u lt p w w o r k

\d

\d e n a a c .d g n

AK PRA DENA 10(36)

:5

J u n e

/2

/2

C h e c k e d b y

B V in c e n t

P E

D e s ig n e d b y

R J M e a d o w s P

E

NPS Drw. No. 184/196968

NPS PMIS No. 335520

See A Sheets

Option X, Toklat River material source

NO SCALE

Storage pit

Approximate mining area

Approximate mining progression

A.4

STATE PROJECT

NUMBER

AK PRA DENA 10(36)

/2

/2

C h e c k e d b y

B V in c e n t

P E

D e s ig n e d b y

R J M e a d o w s P

E signs, streams, and other park resources; and to prevent erosion and material loss.

damaging road surfaces, ditch lines, culverts, adjacent vegetation adn features along the roadway, Snow removal west of MP 43.4 is the Contractor's responsibility. Perform snow removal without east of MP 43.4 during the month of November.East Fork Bridge at MP 43.4 between April 8 and October 30. The contractor may perform snow removal

Denali National Park will perform snow removal for public access up to theSection 156.05(c):6.

normal wildlife etiquette procedures. can continue without stopping. If wildlife are still on the roadway at 1:10pm, drivers will follow 1:10pm (a three-minute wait). If a vehicle arrives at a wildlife crossing at 1:10pm, the vehicle crossing at 1:07pm, the vehicle will stop and reamin queued at a wildlife crossing sign until wildlife crossing sign until 1:10pm (a ten-minute wait). If a vehicle arrives at the wildlife Creek. For example, if a vehicle arrives at 1:00pm, the vehicle will stop and remain queued at theevery hour at the wildlife crossing signs located at MP 21.6 (Hogan Creek) and MP 37.6 Tattler

East bound and west bound traffic must stop for the first ten minutes ofSection 108.01(d):5.

along the Denali Park Road. The area available for the contractor's use is outlined in the Plans.Mile 5 Pit located at MP 5.6 along the Denali Park Road and Teklanika Pit located at MP 27

A construction camp/housing facility may be established at Section 107.12 Contractor Housing:4.

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

Section 107.10 Environmental Protection (blasting):3.

c) MP 5 Pit, estimated 3,000 cuyd.b) Teklanika Pit Mp 27 of Denali Park Road, 300 cuyd.a) Mp 42 of Denali Park Road (adjacent to the Ghiglione Bridge), 200 cuyd.of accessing the slide.assist with accessing the slide. The material volume may not be sufficient to be the only means 2) Unprocessed aggregate material is available at the following locations and may be used to meets the material requirements outlined in Subsection 703.05.

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

Section 105.02 Material Sources (aggregate material):2.

Vehicles greater than 22 feet long, 8 feet wide, and 12Section 101/104/108 Oversized Vehicles:1.

DESIGNATED MINING AREA

TOKLAT RIVER FLOODPLAIN

OPTION X

MATERIAL SOURCE

TOKLAT RIVER

NPS PMIS No. 335520 NPS Drwg No. 184/196968

M a te r ia l S o u r c e s p w w o r k \d

\D

E N

A A g g S c r a p e .d g n

NPS PMIS NO. 335520 NPS Drwg No. 184/196968

Sheet and Description

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I

TYPICAL

SECTION

PLAN-

PROFILE

EROSION

CONTROL DRAINAGE BRIDGE

PLANS

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BID

SCHEDULE

A0010 15101-0000 MOBILIZATION LPSM ALL

A0020 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0030 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0040 15401-0000 CONTRACTOR TESTING LPSM ALL

A0050 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0060 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 519 31 550

A0070 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 2382 118 2500

A0080 15706-0200 SOIL EROSION CONTROL, CHECK DAM EACH 2 2 4

A0090 20101-0000 CLEARING AND GRUBBING ACRE 1.3 0.1 1.4

A0100 20301-1900 REMOVAL OF PIPE CULVERT EACH 1 1

A0110 20304-2000 REMOVAL OF BRIDGE LPSM ALL

A0120 20401-0000 ROADWAY EXCAVATION CUYD 1276 124 1400

A0130 20403-0000 UNCLASSIFIED BORROW,(GOVERNMENT FURNISHED) CUYD 1120 80 1200

A0140 20702-0300 GEOTEXTILE FILTER, CLASS 1, TYPE C,(NON-WOVEN) SQYD 473 314 313 1100

A0150 21101-1000 ROADWAY OBLITERATION, METHOD 1 SQYD 410 410

A0160 25101-0300 PLACED RIPRAP, METHOD A, CLASS 3,(GOVERNMENT FURNISHED) CUYD 70 242 88 400

A0170 25120-0200 RIPRAP DITCH, METHOD A, CLASS 2,(GOVERNMENT FURNISHED) LNFT 433 37 470

A0180 30201-2000 ROADWAY AGGREGATE, METHOD 2,(GOVERNMENT FURNISHED) CUYD 830 80 910

A0190 55101-0200 CONCRETE FILLED STEEL PIPE PILE, IN PLACE,(18-INCH X

0.5-INCH)(GOVERNMENT FURNISHED PILE) LNFT 1258 1258

A0200 55104-1000 DYNAMIC PILE LOAD TEST EACH 5 5

A0210 55116-0000 SPLICE,(18-INCH DIAMETER) EACH 20 20

A0220 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 230 230 Contract Quantity, A0230 55401-1000 REINFORCING STEEL LB 20200 20200 Contract Quantity, A0240 55401-2000 REINFORCING STEEL, EPOXY COATED LB 44500 44500 Contract Quantity, A0250 55502-0000 STRUCTURAL STEEL, FURNISHED, FABRICATED, AND ERECTED LB 137000 137000 Contract Quantity, A0260 55601-1400 BRIDGE RAILING, TIMBER, STEEL-BACKED LNFT 388 388 Contract Quantity, A0270 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 40 40 Contract Quantity, A0280 60201-0800 24-INCH PIPE CULVERT LNFT 173 12 185

A0290 61103-1600 24-INCH ENCASEMENT PIPE, POLYVINYL CHLORIDE (PVC),(PILE SLEEVE) LNFT 180 180 Contract Quantity, A0300 61707-2000 STRUCTURE TRANSITION RAILING, SBT SYSTEM LNFT 40 40 Contract Quantity, A0310 62201-0300 DUMP TRUCK, 12 CUBIC YARD MINIMUM CAPACITY HOUR 40

A0320 62201-1000 WHEEL LOADER, 4 CUBIC YARD MINIMUM RATED CAPACITY HOUR 40

A0330 62201-1350 BULLDOZER, 200HP MINIMUM FLYWHEEL POWER HOUR 40

A0340 62201-2050 ROLLER HOUR 40

A0350 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM BLADE HOUR 40

A0360 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC YARD MINIMUM CAPACITY WITH THUMB

ATTACHMENT HOUR 40

A0370 62301-0000 GENERAL LABOR HOUR 40

A0380 62406-0100 PLACING CONSERVED TOPSOIL, 2-INCH DEPTH ACRE 0.6 0.1 0.7

PAY ITEM

NUMBER

LINE

ITEM

NO.

ht tp s:

us do t-m y.

sh ar ep oi nt

.c om

/p er so na l/ ty le r_ ye om an _a d_ do t_ go v/ D oc um en ts

/T yl er 's

D oc um en ts /P

R O

JE

C

TS

/A

LA

SK

A/

AK

P

R A

D

EN

A

(3 6)

R ep la ce G hi gl io ne

B ri dg e/

[m w

-s um m ar y-qu an tit ie s.

xl sm

]S he et 1-

O ct

-2

2:

P

M

A M E N D

SUMMARY OF QUANTITIES

Milestone: Final Date Completed: 08/24/25 Report Date: 8/24/25

Remarks and/or Determination of

Estimated Quantity

Estimated Quantities

ALLOW-

ANCEUNITPAY ITEM DESCRIPTION

PROJECT

B.1AK PRA DENA 10(36)

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I

TYPICAL

SECTION

PLAN-

PROFILE

EROSION

CONTROL DRAINAGE BRIDGE

PLANS

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BID

SCHEDULE

A0390 62515-1000 MULCHING, DRY METHOD,(Placing conserved mulch) ACRE 1.3 1.3

A0400 63302-0000 SIGN SYSTEM SQFT 17 17

A0410 63308-2000 OBJECT MARKER, TYPE 2 EACH 4 4

A0420 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 EACH 4 4

A0430 63502-0700 TEMPORARY TRAFFIC CONTROL, CONE EACH 45 15 60

A0440 63502-1600 TEMPORARY TRAFFIC CONTROL, WARNING LIGHT TYPE B EACH 4 4

A0450 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN SQFT 127 13 140

A0460 63506-0500 TEMPORARY TRAFFIC CONTROL, FLAGGER HOUR 800 50 850

A0470 63704-0000 VEHICLE EACH 2

A0480 63708-0000 CELLULAR PHONE SERVICE MO 18

A0490 63713-0000 FIELD OFFICE SERVICES,(INTERNET) MO 18

-A ug -2

:1

A M

Milestone: Final Date Completed: 08/24/25 Report Date: 8/24/25

PAY ITEM

NUMBER PAY ITEM DESCRIPTION UNIT ALLOW-

ANCE

Estimated Quantities Remarks and/or

Determination of Estimated Quantity ht tp s:

us do t-m y.

sh ar ep oi nt

.c om

/p er so na l/ ty le r_ ye om an _a d_ do t_ go v/ D oc um en ts

/T yl er 's

D oc um en ts /P

R O

JE

C

TS

/A

LA

SK

A/

AK

P

R A

D

EN

A

(3 6)

R ep la ce G hi gl io ne

B ri dg e/

[m w

-s um m ar y-qu an tit ie s.

xl sm

]S he et

2)

SUMMARY OF QUANTITIES

A M E N D

LINE

ITEM

NO.

PROJECT

B.2AK PRA DENA 10(36)

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I

TYPICAL

SECTION

PLAN-

PROFILE

EROSION

CONTROL DRAINAGE BRIDGE

PLANS

TEMPORARY

TRAFFIC

CONTROL

PERMANENT

TRAFFIC

CONTROL

BID

SCHEDULE

X0020 15101-0000 MOBILIZATION LPSM ALL

X0040 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

X0060 15401-0000 CONTRACTOR TESTING LPSM ALL

X0080 31402-0000 STOCKPILED AGGREGATE,(SELECT BORROW) CUYD 10100 10100

X0100 31402-0000 STOCKPILED AGGREGATE,(SURFACE COURSE WITH BENTONITE, TOKLAT SCRAPE) CUYD 22200 22200

-A ug -2

:1

A M

Milestone: Final Date Completed: 08/24/25 Report Date: 8/24/25

PAY ITEM

NUMBER PAY ITEM DESCRIPTION UNIT ALLOW-

ANCE

Estimated Quantities Remarks and/or

Determination of Estimated Quantity ht tp s:

us do t-m y.

sh ar ep oi nt

.c om

/p er so na l/ ty le r_ ye om an _a d_ do t_ go v/ D oc um en ts

/T yl er 's

D oc um en ts /P

R O

JE

C

TS

/A

LA

SK

A/

AK

P

R A

D

EN

A

(3 6)

R ep la ce G hi gl io ne

B ri dg e/

[m w

-s um m ar y-qu an tit ie s.

xl sm

]S he et

3) SUMMARY OF QUANTITIES - Option X

A M E N D

LINE

ITEM

NO.

PROJECT

B.3AK PRA DENA 10(36)

C le a r in g l im it

0.25 D

Existing ground

Va ria ble

D

NO SCALE

[1]3% [1]3%

Profile grade point

Va rie s

1V:2H

Existing ground

Existing ground

CONNECTION DETAIL

DENALI PARK ROAD

Existing surface

803+00 and 813+60

809+40 to 813+60

803+00 to 807+60

LC

s ta k e

S lo p e s ta k e

S lo e detail rounding

See fill slope

5'-0'5' li m it o n s tr u c ti o n

[4]Embankment p r o f il e

M a tc h method 2 (government Furnished) Roadway aggregate, [3]8" compacted depth

(government furnished)

Roadway aggregate, method 2

V ar ie s

FOOTNOTE:

C o n s tr u c ti o n l im

[2]Varies le a r in g l l le a r in g topsoil, 2" depth

Placing conserved

ROUNDING DETAIL

FILL SLOPE

(placing conserved mulch)

Mulching, dry method[2]Varies

Slope stake

5'

Traveled way

12'

Traveled way

12'

See Sheet C.2.

Use stockpile pile number 3 or other material identified by the CO.[4]

Use surface aggregate stockpile pile number 4. See Sheet C.2.[3]

Construction limit varies, see Sheets D.2 and D.4.[2] sections.

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

:1

A

A u g u s t

T

Y P

IC

A

L S

E C

T

IO

N p w w o r k w f l\ d

\d e n a c a .d g n

TYPICAL SECTION

:1

A u g u s t

T

Y P

IC

A

L S

E C

T p w w o r k w f l\ d

\d e n a c a .d g n

TYPICAL SECTION

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) C.1

STATE PROJECT

NUMBER

SHEET

C.1

LEGEND:

NOTE:

SCALE IN FEET

50 100 150 200050

3.

2.

1.

proposed and existing stockpiles.

Stack processed material to limit the footprint of the processed select borrow stockpile.

The CO will verify the location for the proposed and equipment staging will be determined by the CO.

The final location of all stockpiles, contractor housing, parking material processing area

Proposed contractor staging area

Contractor for processing

10,100 CUYDS pit run material

2 4

1 8 material processing area

Proposed contractor staging area

Contractor staging area

Contractor

Contractor Housing Area stockpile location

Proposed Select Borrow

:3

A u g u s t

T

O K

L A

T P

IT

O

P E

R A

T

IO

N P

L p w w o r k w f l\ d

\d e n a c b

.d g n

TOKLAT PIT OPERATION PLAN

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) C.2

:3

O c to b e r

T A

B U

L A

T p w w o r k

\d

\d e n a d a .d g n

PLAN AND PROFILE QUANTITIES

TABULATION OF

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) D.1

�rnes �0/ In � �ary

Placed riprap, method A, cl

Placed riprap, method A, class 3 (Government fur ·sme

END PRO _ _ - : • 'it�t:rt �P.

AK PRA DENA t

--a' 1 \ m.en

Construct

8l ·· ···· N=349 - __, E=l '

24" Pipe Culvert e

Construction Limi s rap, method A, overnment furnished)

NPS PMIS No. 335520

STATE

NPS Drw No. 184/196968

PROJECT SHEET

NUMBER

AK PRA DENA 10(36) D.2

idge 807+00 to 810+00 Stake Wilderness Boundary

UI

ap, method A, class 3 ent furnished)

,, CRTJ

Riprap ditch, method A, class 2

(Government furnished)

PI 803+15.27

t:,. = 02°05'46" (LT) R = 2,000.00' T = 36.59' L=73.17'

OJ 0

ul U'I U'I

BEGIN PROJECT

AK PRA DENA

10(36) 803+00

E= El=3397.13

N=3492184.6631 1680051.5577

3 380 ----·-······· ............ . i i i �EGIN Bridge -i -· · · · · · · · · ·

S -07+60- ·

· · · · · 3 380 3 400

3,400

END PROJECT

AK PRA DENA 10(36)

81:3+60

3 370

N=3492�89.4880 E= 1680042.6722

El;:3360.51

HLSD = 437.32'

K = 50

130' VC :\,olo 'p�

813+00

ON 0 00

N O'I .-I ID

00 �

SSD = 291. 73'

K = $3.64

180'.

vc

812+00

END BRIDGE •

809+40

811+00 810+00 809+00 808+00

HLSD :;:: 121.25'

K � 17

100' vc

807:f-O0 t'.QJ 0 2:0 ::J +u ID = Ost 00 N

3 350 3 370 806+00

"-- Existing: ground

805+00 804+00

3 390

3 380

3 370 803+00

:,: :Exe CUYD N:

� �MB CUYD 1120

N •

" _ci i' I---"~ =¥ 0 .

C .

K g

3 350

14+00 t:

(lJ

0 .2:

LI') ::J

+u M= .... st

J D 3+6

2189.48 680'0'42.67

El=336 '

Wilderness bound~r,'

.. ·:- ...................... . . ·- · -- :·..:.;· ._,.,... ---.,-0~~-0~-~5£.00~D~Vo~:-:"."'.'.":'":":~ ~-:-:-:-~7~~~~~3~~~~~~_:~~~~~~~~1!~~--=-i~I r--~rr - ~ ... - . - . - . - . . . . . - .. - . - - . - . - . - . - . . . . . . . - - . - . - . -: . - . . . . ... - - - - - . - . - . - . . . . :- .. - . - - - - -1

Profile grade

3 370 3 390 LO in .......... _.,;;_...;;;....+-..::..r..:.=.::~

:t:

' Q)

0 :.2:

o · ::i + :u .... ·-.... :~

CD ·N

CJ) {'I')

\ ~ j g Pcoposed b,;dge

\_ : See G sheets

Proposed embankment

-0 n (tJ N -.J (tJ ·o, (tJ

RIPRAP DITCH DETAIL

Aggregate shoulder

Existing ground method A, class 2 (Government furnished)

Riprap ditch, Vari able

Variable

FOOTNOTE:

803+00 to 807+40

[1] type C (non-woven)

Geotextile filter, class 1, 4' - 8' Varies

The CO will determine exact dimensions in the field.[1]

Geotextile filter, class 1, type C, nonwoven

Existing ground

Slope stake limit

Profile grade

1:1 m in

RIPRAP BLANKET DETAIL

813+40 to 813+60

810+90 to 811+10

806+50 to 806+90

805+90 to 806+10

LC

1:

1.

to :1

V ar ie s

Placed riprap, method A, class 3 (government furnished)

30" (min.)

Place conserved topsoil see riprap ditch detail

:3

A u g u s t

R

IP

R

A P

D E

T A

IL

S p w w o r k w f l\ d

\d e n a d c .d g n

RIPRAP DETAILS

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) D.3

POINT

NUMBER NORTH EAST ELEVATION DESCRIPTION

2997 93102.962 81171.338 3435.333 5/8" IR w/RPC

2998 93234.737 80664.009 3421.876 5/8" IR w/RPC

GHIG1 92975.896 80709.948 3373.364 5/8" IR w/FHWA Alum Cap

PROJECT : Ghiglione Bridge Replacement

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : scaled to project datum

VERTICAL DATUM : NAVD88 GEOID06

Bridge Ground Coordinates NOTE:1 To convert local coordinates to NAVD88 State Plane U.S. Survey Foot, add 3,400,000.00 N and 1,600,000.00 E then multiply by 0.999739223607 scale factor c:

\p w _w or k_ w fl\ d0

G hi gl io ne

_b ri dg e_ gr ou nd

_C on tr ol

S he et .x ls x]

Sh ee t

-A ug

-2

:2

W

FL

H D

S ur ve y

W

FL

H D

S ur ve y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.6

SHEET

NUMBER

PRA DENA 10(36)AK

SURVEY CONTROL

Grid North Grid East Ground North Ground East Grid/Ground station at C/L

Begin Bridge 3492198.761 1680560.907 93109.681 80999.2717 807+60/1+00 End Bridge 3492255.076 1680401.190 93166.0108 80839.5136 809+39.95/2+80

Pier Grid North Grid East Ground North Ground East Grid/Ground station at C/L

Pier 1 3492230.563 1680529.325 93141.4913 80967.6814 808+04.99/1+45 pier1 Pier 2 3492251.614 1680489.757 93162.5484 80928.1031 808+49.98/1+90 pier2 Pier 3 3492260.036 1680445.736 93170.9724 80884.0704 808+94.96/2+35 pier3

Pier Grid North Grid East Ground North Ground East Offset from C/L to Layout Line

Pier 1 3492212.180 1680522.847 93123.1043 80961.2016 ‐19.49 Pier 2 3492226.921 1680481.041 93137.8487 80919.3847 ‐26.19 Pier 3 3492241.654 1680439.257 93152.5852 80877.5902 ‐19.49

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

2997 3492192.043 1680732.928 3435.333 63°33'23.579940"N 149°45'09.904860"W 3482.2516 0.99973585 5/8" IR w/RPC 1.

2998 3492323.784 1680225.731 3421.876 63°33'24.896049"N 149°45'21.091444"W 3468.7874 0.99973644 5/8" IR w/RPC

GHIG1 3492065.010 1680271.658 3373.364 63°33'22.346796"N 149°45'20.099296"W 3420.2823 0.99973876 5/8" IR w/FHWA Alum Cap

PROJECT :Ghiglione Bridge Replacement DATE OF FIELD WORK : June 2009 DATE OF FINAL ADJUSTMENT : June 2009

PROJECT UNITS : US Survey Foot COORDINATE SYSTEM : Alaska zone 4 SPCS NAD83 (CORS96)

EPOCH DATE : 2008.000

VERTICAL DATUM : Orthometric Elevations based on the NAVD88 GEOID06a

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

C

M yF ile s\

Pr oj ec ts

_2

0\ Al as ka

\D en al i\

G hi gl io ne \b ri dg e_ co nt ro ls he et \G ri d_

C on tr ol sh ee t\ [G hi gl io ne

_C on tr ol

S he et

-O ct -2

3:

P M

W

FL

H D

_S ur ve y

W

FL

H D

S ur ve y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.6

SHEET

NUMBER

PRA DENA 10(36)AK

SURVEY CONTROL

I I

29998

Lr, I I

::; r<S

-4- GH!Gl

I

+ 29997

IJ")

Q)

.0 i -g C C, 'lii ..

ITcM

15705-0100

15705-1400

15706-0200

TABULATION OF EROSION CONTROL QUANTITIES

DESCRIPTION

SOIL EROSION CONTROL

SILT FENCE

SOIL EROSION CONTROL, ABcR ROLL

SOIL EROSION CONTROL, CHECK DAM

Black Foreground White Background

UNIT

LNFT

LNFT

EACH

QUANTI7-V REMARKS

2,382

(adjust text as needed for specific project Information)

I")

I 3'-6''

I

SWPPP

Permit: 123456789

Contact: Firstfirst Lastlast

BORDER

R = 11/s"

TH; 0%''

fN = O¾,"

Phone: 123-456-7890

I

.- 3"

4"C

3½'1

2½ 11B 1,-- 3"

--- 2''C

-2"

2"C

,-14"

STATE

AK

PROJECT

PAA DENA 10(36)

NPS PMIS No. 335520

NPS Drwg. No. 184/196968

TABULATION OF

EROSION CONTROL

QUANTITIES

SHEET

NUMBER

E.1 .3

D ec em b er

.0

9~ c:

\p w

-w o rl t\ d l4 ,2

\d o n a

3&

.d a, dg o

(U S

.,5 ur l1:

2.

D l

R . M ea do w s rB he ck ed

I(

H ar ris on

3/

2C 1l

Proposed bridge piling

Check dam

Culvert

Riprap

Water flow arrow

Silt Fence

Fiber Roll

Limits of construction

LEGEND:

NOTE

1. Place fiber rolls at the direction of the CO.

Construction Limits

Construction Limits

Edge of travelled way

Line to be constructed

803+00

BEGIN PROJECT

Remove existing bridge

Wetland Boundary

:1

A u g u s t

E

R O

S

IO

N C

O N

T R

O L

P L p w w o r k w f l\ d \d e n a e b .d g n

EROSION CONTROL PLAN

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) E.2

N

Limits of construction

Fiber Roll

Silt Fence

Water flow arrow

Riprap

Culvert

Check dam

Proposed bridge piling

LEGEND:

NOTE

1. Place fiber rolls at the direction of the CO.

813+60

END OF PROJECT

Line to be constructed

Edge of shoulderEdge of shoulder Construction Limits

Remove existing bridge

Wetland boundary :1

A u g u s t

E

R O

S

IO

N C

O N

T R

O L

P L

A

-1 p w w o r k w f l\ d \d e n a e b .d g n

EROSION CONTROL PLAN

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) E.3

Steel or wood post

~ Silt fence reinforcement

1 Geo textile I I I I I I

Backfilled and compacted soil

I I

POST AND GEOTEXTILE INSTALLATION DETAIL

<lll g.l vi I 'cs I <lll ~I

I I i~•• Nore~-

PLAN

End posts, see End Posts Detail

ELEVATION

END DETAIL

End posts, see End Posts Detail

Limits of clearing

Existing ground (undisturbed)

'<:I-

2:l (lJ (lJ

Ol ro 5} I

Varies

Flow (lJ I ------- !1 ~I ~I I

PLAN

Varies

ELEVATION

SILT FENCE INSTALLATION AT TOE OF FILL

Steel or wood posts driven tightly together.

Tie top of posts together

Geotextile fabric, Section A

PLAN

Staple or tie

Fold geotextile fabric around each post one full turn.

Fasten fabric to posts

POSTS AT .JOINTS

NPS PMIS No. 335520 NPS Drw No. 184/196968

PROJECT

AK PRA DENA 10(36)

NOTE:

1. Alternate preassembled silt fence options will be allowed as long as specified dimensions are satisfied. Follow manufacturer's recommendations for installation procedures.

All types must ensure silt fence remains attached to, and does not slide down, supporting posts.

2. Install silt fence to follow the ground contours as closely as possible.

3. Curve ends of silt fence upgrade to prevent water from running around the ends.

4. 10-foot (max.) spacing with silt fence reinforcement.

6-foot (max.) spacing without silt fence reinforcement.

Steel or wood post

Geotextile fabric

Staple or tie

PLAN

END POSTS DETAIL

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

SILT FENCE

DETAIL APPROVED FOR USE 10/2016

SHEET

NUMBER

E.4

DETAIL

NO SCALE REVISED: W157-1 "'.._ _____________________________________________________________________________________ .._ ______________ .._ ____ _.

are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

uphill side of fiber roll trench material on

Place excavated See Note 5

Flow line the ends. See Note 6 to prevent flow around

Curve ends upstream

Gravel bag

Filter rock

Filter rock

Trench 2" min.

Trench 2" min.

Fiber roll 9" Ø min.

NO SCALE

NOTE:

conditions.

Adjust check dam spacing based on site-specific around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

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

Install check dams in ditches perpendicular to the flowline.

installation.

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

gravel bags as approved, to meet the functional

Construct check dams from fiber rolls, filter rock, or

7.

6.

5.

4.

3.

2.

1.

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

FILTER ROCK CHECK DAM

CROSS SECTION

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

STAKING DETAIL

FIBER ROLL

PLAN

CROSS SECTION

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

(See Note 7)

CHECK DAM SPACING**

GRAVEL BAG

than 6%.

dams on ditch grades steeper

** Do not use gravel bag check on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on

Flow

F lo w

Se e N ote m in m in m in .6 m in

-inch wood8

-inch x 18

Stake fiber rolls in place with 1

Expose stakes 2-inches minimum above top of fiber roll.

2-foot maximum spacing.

9" Ø minimum fiber roll.

GRADE

DITCH

SPACING (max.)

CHECK DAM

5%

4%

3%

2%

GRADE

DITCH

SPACING (max.)

CHECK DAM

6%

5%

4%

3%

2%

GRADE

DITCH

SPACING (max.)

CHECK DAM

6%

5%

4%

3%

2%

(FT)

(FT)

(FT)

MODERATE GRADES

CHECK DAM

157-15W

FP-24, FP-14

7/2016

WFL STANDARD

:3

A u g u s t

S td W p w w o r k w f l\ d \W

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) E.5

Rolled erosion control product

Filter rock

CROSS SECTION

V-DITCH

Check Dam spacing (S)

Ponded water

Ditch Grade (G) -

PROFILE VIEW

Filter rock

Rolled erosion control product

Rolled erosion control product

Filter rock

FILTER ROCK

CHECK DAM SPACING

(See Note 3)

DITCH MAX. CHECK DAM

GRADE SPACING (S)

(G) (FT)

7% 40 8% and 9% 30

?.10% 20

FILTER ROCK CHECK DAM WITH

ROLLED EROSION CONTROL PRODUCT

CROSS SECTION

FLAT-BOTTOM DITCH

NPS PMIS No. 335520 NPS Drw No. 184/196968

PROJECT

AK PRA DENA 10(36)

NOTE:

1. Repair all rills or gullies and properly compact prior to installation.

2. Install check dams in ditches perpendicular to the f/owline.

3. Adjust check dam spacing based on site-specific conditions.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

SHEET

NUMBER

E.6

CHECK DAM WITH ROLLED

EROSION CONTROL PRODUCT

NO SCALE

DETAIL APPROVED FOR USE 7 /2016

REVISED:

DETAIL

W157-16

10.4 x 16 20301 -1900

20702 -0300

25101 -0300

60201 -0800

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

G

EO

TE

X

TI

LE

F

IL

TE

R

C

LA

S S

TY

PE

C

N

O N

-W O

V

EN

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

(G O

V

ER

N M

EN

T

FU

R N

IS

H

ED

-I

N C H

P

IP

E C U

LV

ER

T

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 SQYD CUYD LNFT Lt Rt 805+27 1

806+00 7 163 22 7 55 GS 2 2 1

807+32 LT 44 44

807+43 RT 59 87

809+00 LT 66 38

809+00 RT 79 52

811+00 7 285 22 7 74 GS 2 2 1

813+50 3 78 22 7 44 GS 2 2 1

PROJECT TOTAL 526 1 314 242 173

Allowable Pipe Material

NOTE: GS Galvanized Steel

1. Steel pipe culvert minimum wall thickness is the larger of _0.064" or the thickness required by the Std. 602-1 fill height table.

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\p w

-w or k\ d0

D ra in ag e.

xl sx ]S he et

-M ar -2

3:

P M

R

M ea do w s 5/

B

V in ce nt

5/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

F.1

SHEET

NUMBER

PRA DENA 10(36)AK

NPS PMIS No. 335520 DRAWING No. 184/196968

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

I I I

I I I

---1---

---1---

NPS PMIS NO 335520 NPS Drwa No 184/196968

PROJECT

SHEET

NUMBER

METAL ROUND PIPE CULVERT AK PRA DENA 10(36) F.2

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

STEEL ALUMINUM 1. When directed, camber pipe culverts upward

PIPE 2½" x ½" CORRUGATIONS 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS PIPE 2½" x ½" CORRUGATIONS 3" x 1" CORRUGATIONS from a chord through the inlet and outlet SIZE MINIMUM METAL THICKNESS (INCH/GAGE) SIZE MINIMUM METAL THICKNESS (INCH/GAGE) inverts an ordinate amount equal to 1 % of the COVER 0.064/16 0.079/14 0.109/12 0.138/10 0.168/8 0.064/16 0.079/14 0.109/12 0.138/10 0.168/8 0.064/16 0.079/14 0.109/12 0.138/10 0.168/8 COVER 0.060/16 0.075/14 0.105/12 0.135/10 0.164/8 0.060/16 0.075/14 0.105/12 0.135/10 0.164/8 DIAMETER DIAMETER pipe length. Develop camber on a parabolic

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

12 12 100 100 100 100 100 12 12 100 100 100 100 100 curve. If the midpoint elevation on the

15 12 100 100 100 100 100 15 12 100 100 100 100 100 parabolic curve as designed exceeds the

18 12 100 100 100 100 100 18 12 100 100 100 100 100 elevation of the inlet invert, reduce the amount

21 12 100 100 100 100 100 21 12 88 100 100 100 100 of camber or increase the pipe culvert gradient.

24 12 100 100 100 100 100 24 12 77 97 100 100 100 2. Fill heights exceeding 100 feet require 30 12 85 100 100 100 100 30 12 62 77 100 100 100 71 89 100 100 100 special analysis by the CO.

36 12 71 89 100 100 100 81 100 100 100 100 36 12 52 64 90 100 100 59 74 100 100 100 42 12 61 76 100 100 100 70 87 100 100 100 42 12 44 55 77 99 100 51 64 89 100 100 3. The fill heights in the table are for helical 48 12 53 66 93 100 100 61 76 100 100 100 54 68 95 100 100 48 12 67 87 100 44 56 78 100 100 lockseam and welded seam pipe only.

54 12 59 83 100 100 54 68 95 100 100 48 60 85 100 100 54 18 54 71 88 39 50 69 93 100 Fill heights for culvert pipe with annular 60 12 74 97 100 49 61 86 100 100 43 54 76 98 100 60 18 57 72 35 45 62 83 98 corrugations are more restrictive than those 66 12 87 100 44 55 78 100 100 39 49 69 89 100 66 18 58 32 40 56 76 89 of helical lockseam and welded seam pipe.

72 12 80 97 40 51 71 92 100 36 45 63 82 100 72 18 45 30 37 55 70 82 Obtain approval before furnishing annular 78 12 87 37 47 66 85 100 33 42 58 75 92 78 24 34 48 64 75 corrugation pipe.

84 12 75 35 43 61 78 96 31 39 54 70 86 84 24 44 59 70 90 12 32 40 57 73 90 29 36 51 65 80 90 24 41 62 65 4. For flexible pavement and aggregate surface

96 12 38 53 69 84 34 48 61 75 96 24 38 51 61 roadways, measure minimum cover from the

102 18 36 50 65 79 32 45 57 71 102 24 46 55 top of the pipe culvert to the bottom of the

108 18 47 61 75 42 54 67 108 24 42 50 roadway subgrade. For rigid pavements, 114 18 45 58 71 40 52 63 114 24 45 measure minimum cover from the top of the

120 18 43 55 67 38 49 60 120 24 40 pipe culvert to the top of the pavement.

126 18 52 64 47 57 For all roadway surface types, measure

132 18 50 61 44 54 maximum fill height from the top of the pipe

138 18 48 58 42 52 culvert to the top of the pavement.

144 18 56 50

METAL PIPE ARCH CULVERT

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

STEEL ALUMINUM

PIPE ARCH 2½" x ½" CORRUGATIONS 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS PIPE ARCH 2½" x ½" CORRUGATIONS 3" x 1" CORRUGATIONS

SIZE

EQUI- MINIMUM

MINIMUM METAL THICKNESS (INCH/GAGE) SIZE

EQUI- MINIMUM

MINIMUM METAL THICKNESS (INCH/GAGE)

VALENT CORNER VALENT CORNER

SPAN x RISE DIAMETER RADIUS COVER 0.064/16 0.079/14 0.109/12 0.138/10 0.168/8 0.079/14 0.109/12 0.138/10 0.168/8 0.079/14 0.109/12 0.138/10 0.168/8 SPANxRISE DIAMETER RADIUS

COVER 0.060/16 0.075/14 0.105/12 0.135/10 0.060/16 0.075/14 0.105/12 0.135/10

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

17 X 13 15 3 12 13 17 X 13 15 3 12 13 21 X 15 18 3 12 12 21 X 15 18 3 12 12 24 X 18 21 3 12 13 24x 18 21 3 12 13 28x 20 24 3 12 13 28x20 24 3 12 13 35x24 30 3 12 12 35x24 30 3 12 12 42 X 29 36 3.5 12 12 42 x29 36 3.5 15 12 49x33 42 4 12 12 49x33 42 4 15 12 57x38 48 5 12 12 57x38 48 5 15 12 60 x46 54 8 15 21 21 60x46 54 8 15 21 64x43 54 6 12 12 64x43 54 6 18 12 66 X 51 60 9 15 21 21 66 X 51 60 9 18 21 71 x47 60 7 12 12 73x55 66 12 18 20 73x55 66 12 18 20 20 81 X 59 72 14 21 17 77x52 66 8 12 12 87x63 78 14 21 17 81 X 59 72 14 18 17 17 95x67 84 16 24 17 83x57 72 9 12 12 103 X 71 90 16 24 17 87 x63 78 14 18 17 17 95x67 84 16 18 17 17 103 X 71 90 16 18 17 17 112 X 75 96 18 21 16 16

117 X 79 102 18 21 16 16 U.S. DEPARTMENT OF TRANSPORTATION, FHWA FLH STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY 602-1 128 X 83 108 18 24 16 16

137 X 87 114 18 24 16 16 SPECIFICATION

142 X 91 120 18 24 16 16 METAL PIPE CULVERT

FP-24, FP-14

APPROVED FOR USE

NO SCALE 8/2024

COUPLING BANDS FOR METAL PIPE CULVERT r11

MINIMUM BAND WIDTH (INCHES)

CORRUGATION ROUND PIPE PIPE ARCH ANNULAR HELICALLY SEMI-

SIZEf2I DIAMETER SPAN x RISE CORRUGATED CORRUGATED CORRUGATED INCHES INCHES INCHES BANDS f3l BANDS f4l BANDS fSJ

1½ X ¼ underline f5l - 10.5 7 12 to 36 17 X 13 to 42 X 29 7 12

2½ X ½ 42 to 72 49 X 33 to 83 X 57 10.5 12 78 to 84 - 10.5 12

3x1 36 to 72 60 X 46 to 81 X 59 12 14 78 to 144 87 X 64 to 142 X 91 12 14

5x1 36 to 72 60 X 46 to 81 X 59 20 22 78 to 144 87 X 64 to 142 X 91 20 22 r11 Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses thinner than the thickness of the pipe to be connected, and no thinner than 0. 052 inch for steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

¾" for 18" round culvert (21" x 15" pipe arch) or less ½" for 21" round culvert (24" x 18" pipe arch) or more f21 For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

f3J Use annular corrugated bands with pipes having annular corrugations or with helical pipe having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on pipe ends rerolled with 2½" x ½" corrugations. A 12 inch band is acceptable on pipe ends rerolled with 3" x 1 "pipe corrugations.

f4J Use helical corrugated bands with pipes having helically corrugated ends.

10.5

10.5 10.5 10.5 rs1 The minimum band widths shown for 3" x 1" and 5" x 1" corrugated sizes apply to 2½" x ½" corrugations on rerolled pipe ends.

f6J Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Band Angle Rivet, spot weld, or fillet weld at crest Bolts

Band

Oval Lug of corrugation at ~ heel and toe of angle '\

Bar& Strap Angle

NPS PMIS No. 335520 NP Drw No. 184/196968

Band

SLEEVE JOINT

Smoother sleeve with center stop.

Stab type joint

SMOOTH SLEEVE BAND

Bolts

SIDE VIEW

Band

Band w

FLAT BAND

Bolts

SIDE VIEW

PROJECT

AK PRA DENA 10(36)

NOTE:

1. Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for Highway Bridges, Division II Section 26 may be used.

Band w

Continuous corrugation around band meshes with second annular corrugation in pipe end

SIDE VIEW

Rivet, spot weld, or fillet weld at crest of corrugation at heel and toe of angle Bolt, bar and strap connector

Angle

Band

END VIEW

Band

END VIEW

Band

END VIEW

SEMI-CORRUGATED BAND

SHEET

NUMBER

F.3

Wedge and Strap

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

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

Integral Flange

ANNULAR BAND HELICAL BAND

STANDARD BAND CONNECTIONS

NO SCALE

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

OFFICE OF FEDERAL LANDS HIGHWAY

METAL PIPE CULVERT

COUPLING BAND

FLH STANDARD

602-2

SPECIFICATION

FP-24, FP-14

APPROVED FOR USE

1/2024

"'---------------------------------------------------------------------------...J. ___________________ ..J.... _____ ...J

ABOVE NATURAL GROUND

Finished subgrade ~

-- -- -- ---- l_ -- -- Roadway embankment

" 2H or 12' (max.) C'-J 2H or 12' (max.)

Bedding Natural ground

ON NATURAL GROUND

Finished subgrade ~

Roadway embankment

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

ABOVE AND BELOW

NATURAL GROUND

LEGEND:

Bedding material (uncompacted)

Embankment material placed in layers not exceeding 6" compacted depth.

Compacted backfill material placed in layers not exceeding 6" compacted depth; or lean concrete backfill according to Section 614.

Impermeable backfill material.

_ Roadway embankment

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

............. ~ ........... ···1#;

1//; ·········~

H

½'1/foot of cover, 12" (min.), 24" (max.)

Remove unyielding material and replace with selected fine compressible material. Lightly compact in layers not over 6" in uncompacted depth.

ON UNYIELDING MATERIAL

BEDDING DEPTH

PIPE SIZE (HJ DEPTH

12" to 54" 4"

> 54" 6"

NPS PMIS No. 335520 NPS Drw . No. 184/196968

PROJECT

SHEET

NUMBER

AK PRA DENA 10(36)

NOTE:

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

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

3. See Section 704 for bedding and backfill requirements.

MINIMUM SPACING

DIAMETER

SPACING

F.4

Finished subgrade ~ __ __

~ I Roadway embankment

* Reduce to 18" for trench excavations

See bedding depth table or SPAN

UP to 48" 24"

18" (min.)

in trench excavation

__:j___ 2H or 12' (max.)

Natural ground

Remove unstable material to firm bearing soil and replace

PIPE BEDDING

Metal end section

Half diameter or 48" and UP span or 36", whichever is less

Minimum spacing (see table) with approved granular foundation fill material properly compacted

ON UNSTABLE MATERIAL

Original natural ground surface \

=====77rli== Roadway excavation

L Finished subgrade or embankment height

__ __ before trench excavation

Bedding

Culvert end treatment

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ELEVATION

MULTIPLE PIPE INSTALLATION

Embankment slope

High water elevation

Piping plug

Pipe culvert

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

PIPING PLUG

NO SCALE

SECTION A-A

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

OFFICE OF FEDERAL LANDS HIGHWAY

METAL AND PLASTIC

PIPE CULVERT BEDDING

Metal end section

FLH STANDARD

602-3

SPECIFICATION

FP-14

1/2024 ~ ~ ;:!;..__ __________________________________________________________________________ ....., ___________________ ..._ _____

I I

1:1.5 maximum slope

Cut Slope -{ , raj, L1 ,a~:.J /nle-t __.1--2D_o_r_,..._ ditch at cu 4' f/at bottom

~ i (min.)

Normal ditch line I I

Subgrade shoulder Normal ditch line

Slope at pipe as staked

I I I I ' I

PLAN

Maximum 2D or 1---\-=======:::::::::::::::;=:_"St-;:.~~~=:_:_~=:_~-=----~ subgrade elevation~----7T-:~::-""7"'------'---P..:.__ip_e_c_u_1v_e_rt_~~~J)3

Berm

SECTION A-A

TYPE I

Taper at 10: 1 in rolling or flat terrain. Taper at 5: 1 in mountainous terrain.

Pavement surface

NPS PMIS No. 335520 NPS Drw . No. 184/196968

PROJECT

AK PRA DENA 10(36)

NOTE:

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

SHEET

NUMBER

F.5

I I I I f:~UmLl \_I_ Cut Slope I\

Taper at 10: 1 in rolling or flat terrain. Taper at 5: 1 in mountainous terrain

Normal ditch line I

Subgrade shoulder

Normal Original ground ~ cut slope

1/-i\\!/,1, -_77m}A-.:;,: --¼\\Y,- 1//~\"

Slope at pipe as staked

End section

Berm

Flow line of ditch at end section

Ditch widening (See table)

DITCH WIDENING

PIPE SIZE (D) WIDENING

18" 5' 24" 6' 30" 7'

Normal ditch line Standard 45° pipe elbow.

At skewed pipe locations, 22.5° or 30° pipe elbows may be required in lieu of 45° pipe elbow

PLAN

QJ I...

§ QJ

..c: ::i J::l Q

'ti ..c:

"' iii QJ <J

Q 0) < .Q

::i l/)

SECTION 8-8

TYPE II

NO SCALE

Pavement surface

_ __!--------~ Subgrade

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

OFFICE OF FEDERAL LANDS HIGHWAY

PIPE CULVERT INLET

TREATMENT IN CUT SLOPES

FLH STANDARD

602-6

SPECIFICATION

FP-24, FP-14

1/2024 "',.._ ______________________________________________________________________________ .._ ___________________________ ...

,!Ji

Culvert

Placed riprap, method A, class 3 (Government furnished)

Culvert

Placed riprap, method A, class 3 (Government furnished)

10'

- - - l_ --::atextile, filter class 1, type C (non-woven)

PLAN

10'

Placing conserved topsoil, 1" depth

� Geotextile, filter class 1, type C (non-woven)

ELEVATION

RIPRAP ENERGY DISSIPATOR

NO SCALE

NPS PMIS No. 335520 NPS Drw No. 184/196968

STATE PROJECT

AK PRA DENA 10(36)

RIPRAP ENERGY

DISSIPATOR DETAILS

SHEET

NUMBER

F.6 r

L

L

L

L

L

L

B. ROBINSON

K. EIKERMANN

HYDRAULIC DATA

Elev.

WS

ft/sec.

V ft /sec

Q

Q

Q

100Q

Q

PROFILE GRADE DIAGRAM

No Scale

Elevations are at profile grade @ C Rdwy.L

Drawing No. Description

BRIDGE DRAWING INDEX

RG3147-A

RG3147-B

RG3147-C

RG3147-D

RG3147-E

RG3147-F

RG3147-G

RG3147-H

RG3147-I

RG3147-J

RG3147-K

RG3147-L

RG3147-M

RG3147-N

RG3147-O

RG3147-P

RG3147-R

RG3147-Q

PLAN AND ELEVATION

GENERAL NOTES AND ESTIMATE

ABUTMENT CAP

ABUTMENT ENDWALL

WINGWALLS

ABUTMENT BEARINGS

PIER 2 CAP

PIER BEARINGS

GIRDER DETAILS

M ea su re d al on g C

Rd w y.

L

R a d ia l

TYPICAL SECTION

BRIDGE RAILING (1 OF 3)

BRIDGE RAILING (2 OF 3)

REBAR LIST (1 OF 4)

REBAR LIST (2 OF 4)

REBAR LIST (3 OF 4)

upstream face of bridge.

Note: Water surface elevations are at

BRIDGE RAILING (3 OF 3)

GIRDER FRAMING PLAN

DECK PLAN - TOP

Superelevation Table

C Rdwy.L

-5.40%

C Rdwy.L

-5.40%

C Rdwy.L

Sta. 806+01.49

Sta. 807+50.00

Sta. 809+75.00 -5.40%

L

PIER 1 & 3 CAP

PIER 1 & 3 DIAPHRAGM

PIER 2 DIAPHRAGM

GIRDER DIAPHRAGMS

FOUNDATION PLAN

GIRDER SPANS 1 & 4

GIRDER SPANS 2 & 3

DECK PLAN - BOTTOM

STRUCTURE TRANSITION RAILING

G.1

RG3147-X

RG3147-W

RG3147-V

RG3147-T

RG3147-U

RG3147-S

Note: Super rotated about C Rdwy.

1 A

ELEVATION

PLAN AND ELEVATION

N. MARSHALL

R. OWEN

e= 0.054

L= 303.72'

T= 240.12'

R= 150.00'

Curve Data:

PLAN

L

L L

1:2

3,390

3,380

3,370

3,360

3,340

3,350

3,320

3,330

Abut. 2 Pier 3

Pier 2 Pier 1 Abut. 1

L

-0.5% Grade

FIX FIX FIXEXP EXP

-0.5000%

,3

.3

100' VC

K = 17

-6 .2

0%

,3

.8

K = 34

180' VC

BRIDGE

C Rdwy.

P C .3

Layout Line

N70°35'12"W

(typ. all 4 corners)

Structure Transition Railing

G h ig li o n e C re e k

Profile Grade timber bridge railing

Steel tube-backed

UNLESS NOTED

1"= 30'-0" al on g gu tt er lin e

Cu rb jt . s pa . m ea su re d

Gutterline (typ.)

'-0

45'-0" 45'-0"

45'-0"

Length of Bridge = 180'-0"

'-2

6 spa. @ 25'-0"= 150'-0"

22'-2" al on g gu tt er lin e

C ur b jt sp a.

m ea su re d

7 spa. @ 24'-6"= 171'-6"

WINGWALL D

WINGWALL C

WINGWALL B

WINGWALL A

3,310

Chord El. 3367.1Low

'-4

5.5

8.3

8.8

9.7

3343.5

3344.2

3344.4

3344.1

Q WS EL 3344.150

1:

3/

Steel rolled beam (typ.)

Q scour = 0 (abut.)

500Q scour = 0 (abut.)

= El. 3328.2 (pier)

= El. 3327.8 (pier)

3,300

(typ.).

filled steel pipe piles

" concrete 2

El. 3323.0

Est. tip

REBAR LIST (4 OF 4)

El. 3307.0

Est. & Min. tip

3,290 ground @ C Rdwy.

Approx. existing

El. 3330.0

Min. tip

El. 3307.0

Min. tip

El. 3289.0

Est. tip

El. 3307.0

Min. tip

El. 3303.0

Est. tip

El. 3329.0

Min. tip

El. 3295.0

Est. tip ground.

finished

Proposed

RG3147-Y

RG3147-Z

RG3147-AA

RG3147-BB

RG3147-C for details.

(typ. @ piers). See

RG3147-CC

STRUCT. TRANSITION RAILING DETAILS

Rdwy. Plans for details.

all 4 corners). See

Object Marker (typ. @ using Begin Bridge as the reference line/point.

Note: Build bridge to dimensions shown in the plans

El.

.35

C Pie r 3 C R dwy.

El.

.77

El. 3370.47

El. 3371.57

C Pier 2 @ C Rdwy.

El. 3371.80

C Pier 1 @ C Rdwy.

El. 3372.60

El. 3371.45

El. 3372.02

Sta. 807+60

Begin Bridge @ C Rdwy.

El. 3371.12

End Bridge @ C Rdwy.

NO.

PROJECTSTATE

AK

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

DENALI NATIONAL PARK

DENALI PARK ROAD

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALE

CHECKED BYDRAWN BY

R.WEHNER

DESIGNED BY

REVISIONSBYDATENO.

REVISIONS

BY

DATE

/1

/2

N

F L

H B ri d g e W

F L

\R G

G h ig li o n e C re e k

B ri d g e \R

G

\C

A D

D F il e s \D

G N

F il e s \r g p e .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of APRIL 2025 29

DENALI BOROUGH, ALASKA

STRUCTURE #9830-011P

DRAWING NO. 184/80298

NPS PMIS NO.: 335520

Item

ESTIMATE NOTES:

Quantity: Unit:Item No. Notes:

ESTIMATE

(1) (2)

GENERAL NOTES:

SPECIFICATIONS:

CONCRETE: 150 lbs. per cubic foot.

DRAINAGE:

STRUCTURAL STEEL: 490 lbs. per cubic foot.

STRUCTURAL STEEL:

DEAD LOAD:

LATERAL EARTH PRESSURE:

LIVE LOAD:

All reinforcing steel shall conform to AASHTO M31, or M322, Grade 60 deformed. The minimum concrete covering to the face of any bar shall be 2 inches, unless noted otherwise on the plans. Minimum splice lengths for all bar sizes shall be as

REINFORCING STEEL:

CONCRETE:

DESIGN CRITERIA:

Structural Steel, Furnished, Fabricated, and Erected

Bearing Device, Elastomeric

LB

LB

LNFT

EACH

(1) (3)

(1) after fabrication.

Welding for welded anchors shall conform to ANSI/AASHTO/AWS D1.5, Chapter 7. Guard angle assemblies shall be galvanized

Structural metal for guard angles shall conform to ASTM A36. Welded anchors shall conform to AASHTO M169 (ASTM A108).

20304-2000

55201-0200

55401-2000

55502-0000

55601-1400

56401-1000

(1)(4) shown on the plans. All superstructure reinforcing steel shall be epoxy coated, as noted on the bar list.

LNFT61707-2000

2 B

(1)

CUYD

55401-1000 Reinforcing Steel

LB

LB

Deck slab designed using approximate elastic method (the "strip" method).

HL-93. Maximum Dynamic Load Allowance (Impact), IM=33%.

SOIL: 120 lbs. per cubic foot.

Structural Concrete, Class A(AE)

Reinforcing Steel, Epoxy Coated

FUTURE PAVING ALLOWANCE: 25 lbs. per square foot, applied to clear roadway width.

NONE

K. EIKERMANN

B. ROBINSON

DESIGN: AASHTO LRFD Bridge Design Specifications for Highway Bridges, Seventh Edition, 2014 with 2015 & 2016 interim revisions.

TIMBER: 50 lbs. per cubic foot.

For wingwalls: heq = 2 feet

For abutments: heq = 4 feet

LIVE LOAD SURCHARGE: Equivalent height of soil.

AT REST PRESSURE: Equivalent to a fluid unit weight of soil = 55 pounds per square foot.

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 35 pounds per cubic foot.

by Bureau of Public Roads, Region 10, Juneau, Alaska.

See the following for additional information on existing bridge: "Ghiglione Creek" design No. 956, dated 1957, prepared

EXISTING BRIDGE PLANS:

GENERAL NOTES AND ESTIMATE

Removal of Bridge

(1)

(1)(5)

Bridge Railing, Timber, Steel-Backed

Structure Transition Railing, SBT System

N. MARSHALL

G.2

20200

44500

137000

55104-1000 5 EACHDynamic Pile Load Test

Heavy Hex Style unless noted otherwise on the plans. Welded shear connectors shall conform to AASHTO M169 (ASTM A108).

friction type, Class B and shall be made with temperature Zone 3. These member components shall consist of the rolled girders. All field connections are slip critical, Combination I require mandatory Charpy V-Notch testing. Testing shall conform to AASHTO T243, frequency H for

All primary longitudinal superstructure components and connections subject to tensile stress due to Strength Load

Certification Program. The contractor shall be responsible for the stability of the structure during all phases of construction.

unless otherwise shown on the plans. The steel fabricating company shall be fully certified under the AISC Quality

All structural steel shall be high-strength low alloy corrosion resistant steel conforming to AASHTO M270, Grade 50W

55116-0000 20 EACHSplice (18" diameter)

55101-0200 (6)

N. MARSHALL

K. EIKERMANN

the long period spectrum acceleration, SD1 = 0.622 g. Site Class = D. Seismic Zone = 4.

acceleration, SDS = 1.057 g. Long period acceleration at 1.0 seconds (S1 = 0.379 g) modified by the Site Coefficient (Fv = 1.642) to give

Short period acceleration at 0.2 seconds (Ss = 0.940 g) modified by the Site Coefficient (Fa = 1.124) to give the short period spectrum

Peak Ground Acceleration (PGA = 0.423 g), modified by the Site Coefficient (Fpga = 1.077) to give a spectrum acceleration, As = 0.456 g.

SEISMIC:

61103-1600 24-inch Encasement Pipe, Polyvinyl Chloride (pile sleeve) 180 LNFT (1)(7)

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

WIND LOAD:

Design Wind Speed (Strength III Limit State), V = 110 mph. Wind Exposure Category = C.

additional requirements.

match SAE-AMS-STD-595 color code #16473 "aircraft gray" once the concrete has cured. See Special Contract Requirements for meet the requirements of AASHTO M213. Provide integral coloring to all structural concrete except to that in pipe pile. Color shall cement. Flexible cellular joint filler shall meet the requirements of AASHTO M153, closed cell rubber. Expansion joint filler shall inch, unless noted otherwise on the plans. All concrete shall be made with Type II 4 3Chamfer exposed edges of all concrete

All cast in place concrete shall be structural concrete Class A(AE) with a minimum 28-day compressive strength f'c=4500 psi.

LPSMAll Req'd

Drainage pipe shall conform to AASHTO M252.

installation hole.

Includes cost of furnishing and installing PVC pipe and flange, granular backfill, and boring and cutting shoes.

Includes cost of filling with structural concrete Class A(AE) to the specified elevation, and preboring (if required), required for construction of transition railing.

Includes cost of timber railing elements, steel posts & plates, connection hardware, and all materials concrete coloring agent for concrete curb.

concrete = 8.7 cubic yards. Estimated quantity of epoxy coated reinforcing steel = 2840 lbs. Also includes cost of connection hardware, and all materials required for construction of the railing. Estimated quantity of structural

Includes cost of structural concrete Class A(AE),…