noca01007_Plan.pdf

e (max)

V

ADT (2031)

ADT (2021)

0.04

30 MPH

Project Location

APPROVED:

DATE

Re-alignment/new construction, drainage

TYPE OF CONSTRUCTION:

DESIGN DESIGNATION:

SPECIFICATION:

D. ARENA

PROJECT MANAGER

National Park Service, NPS Interior Regions 8, 9, 10 & 12

Regional Director, Construction of Roads and Bridges

Standard Specifications for on Federal Highway Projects, FP-14

BRITISH COLUMBIA

I D

A H

O

OREGON

UNITED STATES

CANADA

P A

C I F I C

O C

A E

N tS raitofJuandeFuca

OC

LU

MBIA RI

VER

A S N

KE

R

VERI

M

COLU B

I A

V R I

E R

Lakes

Banks

Lakes

Moses

Reservoir

Potholes

PARK

NATIONAL

OLYMPIC

N.P.

RAINIER

MOUNT

MON.

NAT'L VOLC.

ST. HELENS

MOUNT

PARK

NATIONAL

CASCADES

NORTH

BELLINGHAM

Forks

Aberdeen

Chehalis

Longview

OLYMPIA

TACOMA

SEATTLE

EVERETT

Wenatchee

Lake

Moses

SPOKANE

Pullman

Pasco

RICHLAND

Kennewick Walla Walla

ANGELES

PORT

Townsend

Port Vernon

Mt.

VANCOUVER

WASHINGTON KEY MAP

YAKIMA

u n d o S t e g u

P

PROJECT LOCATION

See Sheet A.3 for Vicinity Map

Δ

N

SCALE IN MILES

10 2

EMERGENCY REROUTE

STEHEKIN VALLEY ROAD

NPS PMIS NO. 305506

WA NPS NOCA 10(7)

NORTH CASCADES NATIONAL PARK

NATIONAL PARK SERVICE

U. S. DEPARTMENT OF THE INTERIOR

PLANS FOR PROPOSED PROJECT

WASHINGTON

CHELAN COUNTY

LENGTH 0.30 MILES

NATIONAL

PARK

SERVICE

Department of the Interior

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PLANS PREPARED BY

DATE

North Cascades National Park Service Complex Superintendent, DATE

Western Federal Lands Highway Division Chief of Engineering, RECOMMENDED:

DENISE SHULTZ by letter

WOODROW SMECK by letter

11/04/2021

11/15/2021

C om pa ny C re ek Company

Cr ee k

Lake Battalion

C a b in

C a b in C re e k

M o o n C re e k

S u n

B la ck be rr y

C re ek

Bench

R a in b o w C re e k

Marg eru m Cr ee k

Campground High Bridge

L a k e C h e la n

STEHEKIN

Litt le

Boulder

Creek

Bo uld er

Creek

D ev or e

WENATCHEE

NATIONAL FOREST

LAKE CHELAN

NATIONAL RECREATION AREA

Stehekin River

Steheki n River

M oon

C re ek Stehekin

Cr ee k

C o m p an y

C re ek

C a b in

R

E

T33N C re e k

Cr ee k

Creek

Ba tta lio n

Cr ee k

Creek

Valley

Road Stehekin, 5.8 M iles

:3

A

M

D e c e m b e r

T it le

S h e e t c p w

-w o rk \d

\n o c a g e n -1

,3 ,4

.d g n

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) A.1

NPS Drwg. No. 168/175130 NPS PMIS No. 305506

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

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

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve 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 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 yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

S symmetrical 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

CUYD

culv.

CUFT

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

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material

A u g u s t

D e ta il .U

S c m y fi le s p w p r o d u c ti o n d m s F L

H .d g n li b

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

E

RIP

G G

W W

DI

T T

NOTE:

NO SCALE

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub θs Ø

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

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

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 mile post main line

M.P.

M.L.

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, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use,

- no symbol -

EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut wall face

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

Fiber Roll or Wattle

130 173

N

SCALE IN MILES

05 5 10 15

SCALE IN MILES

0 4

SCALE IN MILES

0 4

N

LOWER FIELD PROJECT LOCATION

END PROJECT

BEGIN PROJECT

ROCK QUARRY

COMPANY CREEK

LONG: 120°44'5.69"W

LAT: 48°21'39.83"N

LONG: 120°43'47.91"W

LAT: 48°21'35.37"N

LONG: 120°43'28.66"W

LAT: 48°20'43.45"N

LOWER FIELD

LONG: 120°45'54.33"W

LAT: 48°22'21.11"N

LOG YARD

COMPANY CREEK

LONG: 120°43'8.20"W

LAT: 48°20'44.24"N

L A

K E

CHELAN

Mad

River

R iv e r

C h iw a w a

F o r k

E n tia l

R iv e r

River

Little

W enatchee

R iv e r

W h ite

R iv e r

N a p u o n u a

Ra ilr oa d

Creek

A g n e s

C re e k

P ri n c e

C r

D ew C r

North Cold Cr

Libby C reek

Wat Creek

Tw isp River

BRIDGEPORT

CHELAN FALLS

WENATCHEE

FOREST

GLACIER

PEAK

NATIONAL

FOREST

STEHEKIN

Stehekin

V alley

Road

S te h e k in

River

Foggy

Fk

Stehekin, 5.8 M iles

Stehekin

V a lle y

Road

River

Stehekin

25+50, MP 5.9

WA NPS NOCA 10(7)

11+30, MP 5.8

WA NPS NOCA 10(7)

C o m p a n y C re e k R o a d

:5

P e c e m b e r

V ic in it y M a p -1 p w w o r k

\d

\n o c a g e n

,3 ,4

.d g n

VICINITY MAPS

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) A.3

Sheet and Description

SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I -

MAINLINE

REALIGNMENT -

PLAN AND

PROFILE

DRIVEWAY - PLAN

AND PROFILE

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE TEMPORARY

TRAFFIC CONTROL

PERMANENT

TRAFFIC

CONTROL

ALLOWANCE Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM All ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM All ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND

ASSURANCE LPSM All ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM All ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM All ALL

A0120 15705-1400 SOIL EROSION CONTROL, FIBER ROLL

(AT CULVERT INLET) LNFT 120 5 125

A0140 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 1,947 153 2,100

A0160 15706-0200 SOIL EROSION CONTROL, CHECK DAM

(ROCK) EACH 19 3 22

A0180 15706-0200 SOIL EROSION CONTROL, CHECK DAM

(FIBER ROLL) EACH 7 3 10

A0200 15706-1600 SOIL EROSION CONTROL, STABILIZED

CONSTRUCTION EXIT EACH 1 1

A0220 15802-0000 WATERING FOR DUST CONTROL LPSM All ALL

A0240 20101-0000 CLEARING AND GRUBBING ACRE 1.5 1.5

A0260 20301-0200 REMOVAL OF BOULDER EACH 1 2 3

A0280 20401-0000 ROADWAY EXCAVATION CUYD 2,392 58 50 2,500

A0300 20403-0000 UNCLASSIFIED BORROW (IMPORT) CUYD 555 139 26 720 Contract Quantity

A0320 20466-0000 CONSERVE AND STOCKPILE TOPSOIL CUYD 782 18 800

A0340 21101-1000 ROADWAY OBLITERATION, METHOD 1 SQYD 347 13 360

A0360 25101-0200 PLACED RIPRAP, METHOD A, CLASS 2 CUYD 16 4 20

A0380 30203-2100 ROADWAY AGGREGATE, METHOD 2,

SURFACE COURSE SQYD 2,755 610 295 3,660

A0400 30302-1000 DITCH RECONDITIONING LNFT 100 100

A0420 40702-1200 CHIP SEAL, TYPE 2B SQYD 2,307 539 254 3,100

A0440 40711-0000 EMULSIFIED ASPHALT TON 9.6 2.2 0.2 12.0

A0460 60201-0800 24-INCH PIPE CULVERT LNFT 197 23 220

A0480 60210-0800 END SECTION FOR 24-INCH PIPE

CULVERT EACH 4 4

A0500 60704-0000 CLEANING CULVERT IN PLACE EACH 2 2

A0520 61902-0900 GATE, METAL EACH 1 1

A0540 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM

CAPACITY HOUR 20 20

A0560 62201-0450 BACKHOE LOADER, 4 CUBIC FOOT

MINIMUM RATED CAPACITY BUCKET,

18-INCH WIDTH HOUR 40 40

A0580 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM BLADE HOUR 40 40

MileStone: Sign Off Date Completed: 12/03/21 Report Date: 12/03/21

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A 3-

D ec

-2

2:

P

M

Remarks and/or Determination of

Estimated Quantity Pay Item Description Unit

Estimated Quantities c:

\p w -w or k\ d0

W

A _N

PS

_1

0( 7)

S um m ar y of

Q ua nt iti es .x ls m

]S he et

STATE PROJECT

B.1NPS NOCA 10(7)WA

SHEET

NUMBER

NPS PMIS No. 305506 NPS Drwg. No.

168/175130

Sheet and Description

SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I -

MAINLINE

REALIGNMENT -

PLAN AND

PROFILE

DRIVEWAY - PLAN

AND PROFILE

SOIL EROSION

AND SEDIMENT

CONTROL

DRAINAGE TEMPORARY

TRAFFIC CONTROL

PERMANENT

TRAFFIC CONTROL ALLOWANCE Bid Schedule

A0600 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC YARD

MINIMUM CAPACITY WITH THUMB

ATTACHMENT HOUR 20 20

A0620 62301-0000 GENERAL LABOR HOUR 40 40

A0640 62405-0300 PLACING CONSERVED TOPSOIL, 4-INCH

DEPTH SQYD 6,339 36 6,375

A0660 62516-1000 MULCHING, DRY METHOD SQYD 6,339 161 6,500

A0680 62901-0000 ROLLED EROSION CONTROL PRODUCT SQYD 884 226 1,110

A0700 63309-0900 DELINEATOR, TYPE FLEXIBLE EACH 10 2 12

A0720 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 2 2

A0740 63502-0700 TEMPORARY TRAFFIC CONTROL, CONE EACH 40 10 50

A0760 63503-1000 TEMPORARY TRAFFIC CONTROL, PLASTIC

FENCE (ORANGE) LNFT 200 200

A0780 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 193 27 220

A0800 63506-0500 TEMPORARY TRAFFIC CONTROL, FLAGGER HOUR 60 60

3- D ec -2

2:

P M

MileStone: Sign Off Date Completed: 12/03/21 Report Date: 12/03/21 c:

\p w -w or k\ d0

W

A _N

PS

_1

0( 7)

S um m ar y of

Q ua nt iti es .x ls m

]S he et

2) SUMMARY OF QUANTITIES - Schedule A

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.2NPS NOCA 10(7)WA

SHEET

NUMBER

NPS PMIS No. 305506 NPS Drwg. No.

168/175130

1+42.41 to 3+42.25

DRIVEWAY

NO SCALE

[1]

FOOTNOTES:

2% out slope

[1

C le a ri n g l im it s

C le a r in g l im it s

Existing ground

[2]

T

M a tc h e x is ti n g r o a d e le v a ti o n p o in t

8' Traveled way

Existing ground

CL

2% crown

C le a ri n g l im it s

C le a ri n g l im it s

12+75 to 23+00

STEHEKIN VALLEY ROAD REALIGNMENT

2% crown

[1

[2

Profile grade

Roadway aggregate method 2, surface course, 6-inch compacted depth

6-inch unclassified borrow

Apply emulsified asphalt over roadway aggregate surface Emulsified asphalt Chip seal, type 2B (includes shoulder), Roadway aggregate, method 2, surface course, 6-inch compacted depth

12-inch unclassified borrow

EXISTING aggregate base

8' Traveled way

Turf establishment limits6' Traveled way6' Traveled way

Apply emulsified asphalt over roadway aggregate surface Chip Seal Surface Treatment (includes shoulder), type 2B over emulsified asphalt

Profile grade

5'

Turf establishment limits

5'

Final seeding to be performed by NPS after construction.

Turf establishment does not apply in areas with riprap ditch.

Cutbank slopes vary based on cut heights, 1:3 (typ.), 1:1.5 (max.).

unclassified borrow Fill embankment, T

B e g in r o a d b a s e t a p e r p o in t

[4]

[2]

[2]

[2][2]

[5

[3][3]

B e g in t y p ic a l s e c ti o n p o in t

T throughout ditch alignment.

Ditch depth varies, follow construction stakes for ditch depths to allow sheet flow a cross driving surface.

Do not construct ditch, connect exisiting ground to road

Apply superelevation at the rate identified on the plan sheets.

[3]

[4]

[5]

1:3 1:3

1:3 1:3

Va rie s

Va rie s

1:3

Turf establishment limits+ 1' Shoulder =

7' (typ.)

+ 1' Shoulder =

7' (typ.)

+ 1' Shoulder =

5' (typ.)

+ 1' Shoulder =

5' (typ.)

Turf establishment limits

5'

5' d it c h w/ Chip Seal, type 2B Reconditioning

Roadway unclassified borrow Roadbase taper, :0

N o v e m b e r

T y p ic a l S e c ti o n s -1 p w

-w o rk

\d \w a -n o c a c a .d g n

TYPICAL SECTIONS

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) C.1

STEHEKIN VALLEY ROAD REALIGNMENT QUANTITIES

PAY ITEM NUMBER QUANTITY

20101-0000 1.5

20301-0200 1

20401-0000 2,392

20403-0000 555

20466-0000 782

21101-1000 347

30203-2100 2,755

30302-1000 100

40702-1200 2,307

40711-0000 9.6

62405-0300 6,339

62516-1000 6,339

FOR INFORMATION ONLY

PAY ITEM DESCRIPTION

CLEARING AND GRUBBING

REMOVAL OF BOULDER

ROADWAY EXCAVATION

UNCLASSIFIED BORROW (IMPORT)

CONSERVE AND STOCKPILE TOPSOIL

ROADWAY OBLITERATION, METHOD 1

ROADWAY AGGREGATE, METHOD 2, SURFACE COURSE

DITCH RECONDITIONING

CHIP SEAL, TYPE 28

EMULSIFIED ASPHALT

PLACING CONSERVED TOPSOIL, 4-INCH DEPTH

MULCHING, DRY METHOD

EMBANKMENT CONSTRUCTION 1,620

UNIT

ACRE

EACH

CUYD

CUYD

CUYD

SOYD

SQYD

LNFT

SOYD

TONS

SQYD

SOYD

CUYD

NPS PMIS No. 30 0 55 6 NPS Drwa. No. 16 1751 8/ 30

STATE PRDJECT

SHEET

NUMBER

WA NPS NOCA 10(7) D.1

TABULATION OF PLAN

QUANTITIES

20103

CP

20104

CP

20106

CP

20105

CP

20107

CP

20108

23121

CP

N

P C

.9

.0

P O

B

T

.1

P C

.4

P T

.1

P C

.2

P T

.2

P T

.0

P C

.6

1 1 e = Match Exisiting

L = 229.16'

T = 117.12'

R = 450.00'

Δ = 29°10'38" (LT)

PI 11+25.06

e = -4.00% L = 83.44' T = 43.34' R = 125.00'

Δ = 38°14'47" (RT)

PI 13+19.98

e = -4.00% L = 78.72' T = 39.85' R = 205.00'

Δ = 22°00'06" (LT)

PI 14+27.31

e = -4.00% L = 40.02' T = 20.28' R = 100.00'

Δ = 22°55'41" (LT)

PI 16+38.48

Line to be constructed

Stehekin Valley Road profile grade

Existing ground

Clearing limits

Slope stake limits

Install new 24'' Pipe culvert 15+42

Apparent Highwater flexible (ground mounted) Install Delineator, type 12+75 to 13+60

See sheet G.2 for details Limits of disturbance for Roadway Obliteration, Install new 24'' Pipe culvert 12+58

Install new 24'' Pipe culvert 15+42

Install new 24'' Pipe culvert 12+58

Adjacent property line

Bottom of drainage ditch, RT

See sheet D.6 for details Install Single arm gate

Weed containment area 11+30 to 13+60 and gravel roadway surface Joint between existing Chip Seal

Drainage ditch flow line

Clean culvert in place

10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00

1,240 1,240

1,250 1,250

1,260 1,260

1,270 1,270

EXISTING +1.50% -0.50%

+7.5 0%

+2.50%

-0.50%

+7.5 0%

.5

.8

.5

' VC35

17.02K =

'177.53SSD =

' VC100

20.02K =

'115.92SSD =

' VC105

13K =

'99.07HLSD =

,2

.9

BEGIN PROJECT

11+30

WA NPS NOCA 10(7)

B E

A R

T R

A P

S P

R

IN

G

STEHEKIN RIVER

EL 1244.98

E 1665545.002 N 496046.253

STEHEKIN VALLEY ROAD

CONTAIN SOIL WITHIN BOUNDARY

WEED CONTAINMENT AREA,

location of the ditch and culverts. Pipe culvert crossings are shown at Centerline location.

to the Centerline elevation. Refer to construction staking and information provided in the plans to locate the The "Bottom of drainage ditch" line is projected onto the Centerline to represent the ditch elevation with respect 1.NOTE:

:1 e c e m b e r

P la n a n d P ro fi le

S h e t] p w

-w o rk

\d \n o c a p p .d g n

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) D.2

e = ___

'69.68L =

'35.48T =

'150.00R =

(RT)26°37'00"Δ =

18+05.15PI

e = ___ '41.10L = '20.96T = '85.00R =

(RT)27°42'16"Δ =

22+06.61PI

e = ___ '75.10L = '38.72T = '125.00R =

(RT)34°25'28"Δ =

23+61.09PI

e = ___ '66.55L = '35.09T = '85.00R =

(LT)44°51'30"Δ =

19+54.39PI

e = ___ '35.64L = '18.09T = '85.00R =

(LT)24°01'33"Δ =

21+18.06PI

W

23123

CP20111

CP

20108

CP

20110

CP

20109

CP

N

23123

CP

P

C

.6

P T

.3

P C

.3

P T

.8

P C

.9

PT

.6

PC

.6

P T

.7

P C

.3

P T

.4

Line to be constructed

Clearing limits

Slope stake limits

Stehekin Valley Road profile grade property corner Adjacent

See sheet E.2 for Plan and Profile Driveway alignment, Remove boulder 17+80 flexible (ground mounted) Install Delineator, type 22+40 to 24+30

Existing grade

Install new 24'' Pipe culvert 23+57

Driveway

=POB 1+00

Stehekin Valley Rd 23+97.47

Bottom of drainage ditch, RT

Install new 24" Pipe culvert 23+61

Clearing limits

Install new 24'' Pipe culvert 23+61

23.5-feet from tree center Install plastic fence (orange) for tree protection, Install new 24" Pipe culvert 23+57

Drainage ditch flow line

-4.00%

-4.00%

4.00%

4.00%

4.00%

N50°02'40"W

S85° 05'4

9"W

S6 1°

'1 7"

W

S88°4 6'32"W

N56°48'00"W

S5 6°4

8'0 0"E

S63 °37 '00"

E

18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00

1,250 1,250

1,260 1,260

1,270 1,270

1,280 1,280

1,290 1,290

+5.50

-8.00%

-0.75% +0.80%

+2.50%

+5.50

-8.00%

-0.75%

.7

.8

.9

.7

.4

L

.7

H

' VC120

8.89K =

'76.51SSD =

' VC45

15K =

'214.05HLSD =

' VC45

6K =

'66.06HLSD =

' VC20

13K =

'INFHLSD =

,2

.9

25+00

END PAVEMENT

El=1263.96 E= 1664348.395 N= 496496.381

DRIVEWAY

STEHEKIN

VALLE

Y ROAD

of the ditch and culverts. Pipe culvert crossings are shown at Centerline location.

the Centerline elevation. Refer to construction staking and information provided in the plans to locate the location The "Bottom of drainage ditch" line is projected onto the Centerline to represent the ditch elevation with respect to 1.NOTE:

:1 e c e m b e r

P la n a n d P ro fi le

S h e p w

-w o rk

\d \n o c a p p .d g n

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) D.3

2524 25

" D

IA

C

M P

23123

CP

Stehekin Valley Road profile grade

Existing ground

Gravel staging area

Install plastic fence (orange) culvert inlet

Connect ditch to existing

.2

P

.4

Cleaning culvert in place

Slope stake limits

Clearing limits

N

25+00

1,250 1,250

1,260 1,260

1,270 1,270

1,280 1,280

1,290 1,290

EXISTING +0.80%

,2

.9

END PROJECT

25+50

WA NPS NOCA 10(7)

STEHEKIN RIVER

E: 1664306.557

N: 496523.759

STEHEKIN VALLEY ROAD

Scale in feet

25 0 25 7550

:3

N o v e m b e r

P la n a n d P r o f il e

S h e p w w o r k

\d

\n o c a p p .d g n

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) D.4

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

20101 495651.478 1665957.509 1249.043 48°21'31.468221"N 120°43'41.802597"W N/A 0.999891414 5/8" IR W/FHWA ALUM CAP 1.

20102 495914.203 1665717.711 1253.972 48°21'34.064101"N 120°43'45.348154"W N/A 0.999891231 5/8" IR W/FHWA ALUM CAP

20103 496070.946 1665549.120 1246.225 48°21'35.613139"N 120°43'47.841488"W N/A 0.999891633 5/8" IR W/FHWA ALUM CAP

20104 496160.408 1665536.682 1251.452 48°21'36.496147"N 120°43'48.023890"W N/A 0.999891402 5/8" IR W/FHWA ALUM CAP

20105 496230.046 1665396.707 1255.399 48°21'37.185209"N 120°43'50.095254"W N/A 0.999891227 5/8" IR W/FHWA ALUM CAP

20106 496222.046 1665278.551 1251.691 48°21'37.107816"N 120°43'51.845065"W N/A 0.999891403 5/8" IR W/FHWA ALUM CAP

20107 496319.153 1665207.567 1264.490 48°21'38.067031"N 120°43'52.894290"W N/A 0.999890811 5/8" IR W/FHWA ALUM CAP

20108 496418.190 1665051.467 1275.747 48°21'39.046399"N 120°43'55.203898"W N/A 0.999890294 5/8" IR W/FHWA ALUM CAP

20109 496492.437 1664878.797 1278.902 48°21'39.781330"N 120°43'57.759383"W N/A 0.999890158 5/8" IR W/FHWA ALUM CAP

20110 496418.433 1664727.711 1276.261 48°21'39.052976"N 120°43'59.998119"W N/A 0.999890269 5/8" IR W/FHWA ALUM CAP

20111 496413.399 1664610.149 1272.735 48°21'39.004802"N 120°44'01.739091"W N/A 0.999890437 5/8" IR W/FHWA ALUM CAP

23123 496419.797 1664443.488 1263.477 48°21'39.070060"N 120°44'04.206909"W N/A 0.99989088 1/2" IR W/YPC

23124 496905.752 1663765.301 1277.428 48°21'43.874109"N 120°44'14.240621"W N/A 0.999890313 1/2" IR W/YPC

29101 497180.599 1663753.901 1298.670 48°21'46.586536"N 120°44'14.404361"W N/A 0.999889354 5/8" IR W/ ALUMINUM CAP

29102 497368.967 1663671.025 1308.552 48°21'48.446436"N 120°44'15.628184"W N/A 0.999888921 5/8" IR W/ ALUMINUM CAP

PROJECT : Stehekin Valley Road Emergency Reroute

DATE OF FIELD WORK : 10/2020

PROJECT UNITS : US Survey foot

COORDINATE SYSTEM : Washington North SPCS NAD83

VERTICAL DATUM : NAVD88

EPOCH DATE : 91

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\ W as hi ng to n\ St eh ek in \c on tr ol

S te he ki n_ N

O C A

0( 7)

_e m er ge nc y

-N ov -2

4:

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.5

SHEET

NUMBER

NPS NOCA 10(7)WA

NPS PMIS No.305506 NPS Drwg No.168/175130

SURVEY CONTROL

DETAIL B

PLAN

NOTE:

DETAIL A

TIEBACK POST

DETAIL

DRAIN

DETAIL

Chain

Chain

Concrete match ground conditions

Slope concrete to

" plate8

" Plate4

" Plate2

5" x 5" x " PVC pipe2 chain (black, 24" length)

" carbon steel4 3Provide

GATE WIDTH DIMENSION

W1 W2DESCRIPTION

FOOTNOTE:

[1]

16'-0" 5'-4"[2]16-foot gate width

[2]

Concrete

Concrete steel pipe cap

Threaded to fit

16" allternating red/white steel pipe

Standard

3" Ø

" Ø Hole8 cap 4" Ø " Plate 8 sleeve (adjustable) " Ø Pipe2 weld nut to sleeve " Ø Bolt & nut,2

Standard steel pipe

3" Ø x 6'2 chains required per post weld first link to sleeve, " Ø Chain by 1' long,8 weld to pipe and pin " Ø Chain, 2

" Ø Steel rod2

" Ø hole8

Drill

Steel pipe cap (threaded), for 3" Ø pipe

See Detail B this Sheet

See Drain Detail this Sheet

3" Ø Standard steel pipe steel pipe

3" Ø Standard

" Ø Standard steel pipe2

3" Ø Standard steel pipe

Gate (horizontal member)

W2

Existing roadway

Receiver Post

Install Gate per SCR Section 619.

See D Sheets for location.

and may be adjusted in the field by the CO.

Installation shown on right side gate width is approximate per detail A " loop8

Install Double Lock system

LOOP

Edge of aggregate

Edge of aggregate

5. See I-sheets for gate quantities.

4. Paint gate upon completion. See SCR Section 619 for color.

the field.

3. Verify width of gate and post height required at each location in

2. Provide locking device as shown in Detail B.

-inch fillet.4

1. All welds shall be

(Front and back of gate)

Object marker, type 3, [3]

[3]

[1]

Slope to match ground conditions

3"

" max.2

W1

W2 W2

24"

24" m in

3" min

2'

2'

12"

:1

O c to b e r

H a lf

G a te

D e ta il p w

-w o rk \d

\n o c a

H

A L

F G

A T

E .d g n

GATE DETAILS

TUBULAR METAL

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) D.6

DRIVEWAY QUANTITIES

PAY ITEM NUMBER PAY ITEM DESCRIPTION QUANTITY

20401-0000 ROADWAY EXCAVATION 58

20403-0000 UNCLASSIFIED BORROW (IMPORT) 139

30203-2100 ROADWAY AGGREGATE, METHOD 2, SURFACE COURSE 610

40702-1200 CHIP SEAL, TYPE 2B 539

40711-0000 EMULSIFIED ASPHALT 2.2

FOR INFORMATION ONLY EMBANKMENT CONSTRUCTION 187

r;;

·c e.

�I i u

UNIT

CUYD

CUYO

SQYD

SQYD

TONS

CUYO

NPS PMIS No. 30 0 55 6 NPS Drwa. No. 16 1751 8/ 30

STATE PRDJECT

SHEET

NUMBER

WA NPS NOCA 10(7) E.1

TABULATION OF DRIVEWAY

QUANTITIES

Adjacent property boundary

Driveway profile grade

Existing ground

Clearing limits

Slope Staking Limits

Driveway shoulder mainline edge of

Match proposed

Elevation: 1264.84

Proposed Mainline Centerline e = N/A

L = 23.79'

T = 11.91'

R = 200.00'

Δ = 06°49'00'' (LT)

PI 1+62.09

S56°48'00"E

S63°37'00"E

.1

C

.9

.0

P

O B

.5

P

1+00 1+50 2+00 2+50 3+00 3+50

1,258 1,258

1,260 1,260

1,262 1,262

1,264 1,264

-1.500%

-5.000%

-1.730%

-1.500%

-5.000%

.1

.6

' VC15

4.29K =

'101.50SSD =

' VC20

6K =

'153.07HLSD =

,2

.9

EXISTING -3.75%

Stehekin Valley Rd 23+97.47

Driveway

=POB 1+00.00

E: 1664647.56 N: 496326.18

Match existing road

END DRIVEWAY

3+42.25

1+42.41 E: 1664463.68 N: 496417.02 Match edge of proposed roadway

START DRIVEWAY

:0 e c e m b e r

D

R

IV

E W

A Y

P L

A N

S U p d a te d p w

-w o rk

\d \n o c a e a .d g n

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) E.2

NPS PMIS No. 305506 NPS Drwg. No. 168/175130

NPS PMIS No. 305506 NPS Drwa. No. 168/175130

STATE PROJECT

SHEET

NUMBER

WA NPS NDCA 10(7) F.1

SOIL EROSION & SEDIMENT CONTROL QUANTITIES BY STATION

15705-1400 15706-0200 15706-2000 62901-0000

SOIL EROSION SOIL EROSION CONTROL,

SOIL EROSION

ROLLED EROSION CONTROL

STATION TO STATION CONTROL, CHECK DAM

CONTROL, FIBER ROLL CHECK DAM (ROCK)

(FIBER ROLL)

PRODUCT

QUANTITY (LNFT) QUANTITY (EACH) QUANTITY (EACH) QUANTITY (SQYD)

11+30 to 25+50 1,420

13+50 to 18+50 8 3

13+40 to 15+50 444

18+50 to 24+D0 11 4

21+00 to 23+20 440

Project 527

TOTAL 1,947 19 7 884

SOIL EROSION & SEDIMENT CONTROL QUANTITIES BY ITEM

PAY ITEM NUMBER PAY ITEM DESCRIPTION QUANTITY UNIT

iii SOIL EROSION CONTROL, § 15705-1400 FIBER ROLL (AT CULVERT 120 LNFT z

INLET)

SOIL EROSION CONTROL, z

15706-1600 ST ABLIZED CONT RUCTION 1 EACH

EXIT �

C

15802-0000

WATERING FOR DUST

ALL LPSM

CONTROL

�I

TEMPORARY TRAFFIC

� 63503-1000 CONTROL, PLASTIC FENCE 200 LNFT

(ORANGE)

N

TABULATION OF ;,;

SOIL EROSION & SEDIMENT

CONTROL QUANTITIES

�.ssi1

SOIL EROSION CONTROL, FIBER ROLL (AT CULVERT INLET)

SOIL EROSION CONTROL, CHECK DAM

(FIBER ROLL)

Rxx5a

MULCHING, DRY METHOD

ROADWAY OBLITERATION

p/L-

1constrrction limits

) 1 ; I ssi1 r:::,�

1, / I

1 / Soil erosion control, / fiber roll

NPS PMIS No. 305506 NPS Drw . No. 168/175130

WA NPS NDCA 10(7)

I ! // j i J I

I

I I I I

I I

I

I

I I

F.2

,otJ

PRE CONSTRUCTION, SOIL

EROSION AND SEDIMENT

CONTROL 11+00 TO 17+37

sstt·l��P;,_ , -� ____ / ' �

, �s� /

Soil erosion control, fiber roll

P/l

,092:1

I } xisting terrain flow arrows

Install plastic fence (orange) for tree protection

SOIL EROSION CONTROL, FIBER ROLL (AT CULVERT INLET )

SOIL EROSION CONTROL, CHECK DAM

(FIBER ROLL)

/ / ,r

N --.J

NPS PMIS No. 305506 NPS Drw . No. 168/175130

STATE PROJECT

SHEET

NUMBER

WA NPS NDCA 10(7) F.3

,Ot.cr

PRE CONSTRUCTION, SOIL

EROSION AND SEDIMENT

CONTROL 17+37 to 25+00 fiber roll

Soil erosion control, method A, type 2

Placed riprap, Clearing limits

Ordinary high water mark method A, type 2

Placed riprap, Infill and mulch disturbed area

Construction limits, ROADWAY OBLITERATION

MULCHING, DRY METHOD

SOIL EROSION CONTROL, FIBER ROLL (AT CULVERT INLET)

(FIBER ROLL)

SOIL EROSION CONTROL, CHECK DAM

MULCHING, DRY METHOD

SOIL EROSION CONTROL, ROLLED EROSION CONTROL PRODUCT

SOIL EROSION CONTROL, CHECK DAM (ROCK)

STEHEKIN RIVER

Fiber roll (at culvert inlet), per Sheet F.6

Soil erosion control, Rolled erosion control products

Check dam (rock), 40ft spacing

Soil erosion control, 12+55 to 15+50

Rolled erosion control products

Check dam (rock), 100ft spacing

Soil erosion control, 15+50 to 18+50

FLOW ARROWS

FINAL TERRAIN

1 1

:5 e c e m b e r

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

P O

S T

S h e p w w o r k \d

\n o c a F

.d g n

CONTROL 11+00 TO 17+37

EROSION AND SEDIMENT

POST CONSTRUCTION, SOIL

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) F.4

N

V

V

�1, ,09cr

Soil erosion c�ol, ,,. ,,.,- -,,:ifiber roll U

A

18+50 to 20+50 Soil erosion control, Check dam (rock), 50ft spacing

SOIL EROSION CONTROL, CHECK DAM (ROCK)

SOIL EROSION CONTROL, FIBER ROLL (AT CULVERT INLET)

SOIL EROSION CONTROL, CHECK DAM

(FIBER ROLL)

MULCHING, DRY METHOD

I SOIL EROSION CONTROL, ROLLED EROSION CONTROL PRODUCT

FINAL TERRAIN

FLOW ARROWS

NPS PMIS No. 305506 NPS Drw . No. 168/175130

SHEET

STATE PROJECT

NUMBER

WA NPS NDCA 10(7)

•Ser

!I, - ---------rv

,\l � , •Syer----._

POST CONSTRUCTION, SOIL

EROSION AND SEDIMENT

CONTROL 17+37 to 25+00

F.5

NOTE:

12" min.

DETAIL APPROVED FOR USE 01/2011

FIBER ROLL

Maximum spacing (ft)

9" Ø Fiber Roll

Flow

12" min.

L im it

C le a r in g

S ta k e

S lo p

INSTALLATION DETAIL

FIBER ROLL AS PERIMETER CONTROL

uphill side of fiber roll

Place excavated material on

STATE PROJECT

NUMBER

SHEET

T

IM

E

D

G N

D

A T

E

U S

E R

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY DETAIL

DETAIL

AT CULVERT OUTLET

FIBER ROLL

flared end section

Culvert inlet with

AT CULVERT INLET

FIBER ROLL

flared end section

Culvert outlet with

Stagger joints (typ.)

FIBER ROLL JOINT DETAIL

along contours

Install fiber rollsWood stakes

Fiber Roll

Slope

Fiber Roll

Fill slope

C157-55 side of fiber roll material on uphill

Place excavated

Flow Flow

54" or larger

Culvert Size

24" or smaller

30" to 48"

9" Ø Fiber Roll length (ft)

FIBER ROLLS AT CULVERTS*

needed due to project-specific conditions.

top of the culvert inlet only. Adjust length as

*Approximate length shown for rolls across the

See note 6 control runoff culvert as needed to

Install fiber rolls below

6.

5.

4.

3.

2.

1.

disturbance.

and all water entering the culvert is crossing the disturbance is on both the road and around the culvert

Place fiber rolls all the way around the inlet when the under it.

water is forced to flow through fiber roll rather than against upstream side of fiber roll to ensure storm with trench bottom and sides. Tamp soil backfill to the contour. Place fiber rolls in continuous contact

For fiber rolls on bare soil, construct trenches parallel

Expose stakes 2" above top of fiber roll.

Drive stakes into undisturbed soil at least 12" deep.

from each end.

2' o.c. max. culverts. Stake fiber rolls 6-inches stakes. Space stakes 4' o.c. max. on slopes and

Stake fiber rolls in place with 1" x 1" or 1" Ø wood vary more than 5% from level.

section of fiber roll, do not allow the fiber roll to

Install fiber rolls along slope contours. For any 20' to installation.

Repair all rills or gullies and properly compact prior

A A table for length requirements

See Fiber Rolls at Culverts culvert inlet

Install fiber rolls around table for length requirements

See Fiber Rolls at Culverts culvert outlet

Install fiber rolls around

Flow

Fiber roll roll 2" min.

Trench fiber

SECTION A-A

REVISED: 12/2017

WA NPS NOCA 10(7) F.6

D ire ctio n o f ru n o ff

Flow

NPS PMIS No. 305506 NPS Drwg. No. 168/175130

Flow

NO SCALE

1V:4H or flatter

Slope Gradient

1V:2H or steeper

STAKE DETAIL

uphill side of fiber roll

Place excavated material on

Fill or cut slope

FIBER ROLL SPACING TABLE*

project-specific conditions.

*Approximate spacing shown. Adjust spacing as needed due to

Between 1V:4H and 1V:3H

Between 1V:3H and 1V:2H

Flow spacing table See Fiber Roll

Pay Limits

Pay Limits overlap 12" (min.)

Trench 2" min.

See no te 3

See no te 3

2" min.

Trench u Ul 2.

Trench 2" (min.)

Place excavated trench material on uphill side of fiber roll

CROSS SECTION

See Note 5

Fiber roll 9" 0 (min.)

Flow line

Trench 2" (min.)

FIBER ROLL

STAKING DETAIL

PLAN

V-ditch design shown.

Check dam installation details are similar for flat-bottom ditches

FIBER ROLL

CHECK DAM SPACING*

(See Note 7)

DITCH CHECK DAM

GRADE

SPACING (max.)

(FT)

2% 150 3% 100 4% 80 5% 60

* Spacing calculated based on 9" 0 minimum fiber roll.

Do not use fiber roll check dams on ditch grades steeper than 5%.

Curve ends upstream to prevent flow around the ends. See Note 6

FIBER ROLL CHECK DAM

Filter rock

Filter rock

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

CROSS SECTION

.s E:

STATE PROJECT

NOTE:

1. Construct check dams from fiber rolls, filter rock, or gravel bags as approved by the CO, to meet the functional requirements of the check dam device.

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

3. Install check dams in ditches perpendicular to the flowline.

4. Stake fiber rolls in place with 1 ¾-inch x 1 ¾-inch wood stakes. Drive stakes at each end of the fiber roll and at 2-foot (max.) spacing.

5. Drive stakes into undisturbed soil of trench bottom.

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

6. Provide sufficient length to prevent water from flowing around the ends of the fiber roll.

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

FILTER ROCK

CHECK DAM SPACING

(See Note 7)

DITCH CHECK DAM

GRADE

SPACING (max.)

(FT)

2% 150 3% 100 4% 80 5% 60

6% 50 GRAVEL BAG

CHECK DAM SPACING*

SHEET

NUMBER

FILTER ROCK CHECK DAM (See Note 7)

CROSS SECTION

GRAVEL BAG CHECK DAM

NO SCALE

DITCH CHECK DAM

GRADE SPACING (max.)

(FT)

2% 150 3% 100 4% 80 5% 60 6% 50

* Do not use gravel bag check dams on ditch grades steeper than 6%.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

CHECK DAM

MODERATE GRADES

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

REVISED: 7/2016 W157-15

NO SCALE

REVISED: 10/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

W629-2

PRODUCT IN CHANNELS

ROLLED EROSION CONTROL

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

U S

C c m y fi le s p w p r o d u c ti o n d

W .d g n

J u ly see Note 1

Staple spacing, PERSPECTIVE VIEW

Staple

Staple

Staple (typ.)

edges

Blanket ends

Blanket see Detail B

Check Slot, INITIAL ANCHOR

DETAIL A

ANCHOR TRENCH

DETAIL D

4.

3.

2.

1.

for a V-ditch.

Trapezoidal ditch shown. Similar details

Roll ends may be spliced in a check slot.

manufacturer's recommendations.

Provide check slots according to the manufacturer's recommendations.

Install staples according to the see Detail D

Anchor trench, SHINGLE SPLICE

DETAIL C

see Detail C

Shingle splice, NOTE:

control blanket

Erosion native soil

Compacted native soil

Compacted native soil

Compacted control blanket

Erosion control blanket

Erosion control blanket

Erosion

Anchor Trench, see Detail D

Flow

Flow

Flo w see Detail A

Initial Anchor, See Note 2

CHECK SLOT

DETAIL B

Staples 12" (max.) c-c

6"

6"

Staple 3' (max.) c-c

Staple 6" (max.) c-c ed ge o ve rla p 6" (m in.

6"

Staple 12" (max.) c-c

6" (max.) c-c

12" (max.) c-c end overlap

6" (min.)

"8

Outside margin =

"8

Border radius = 1

"8

Border thickness = specific project information background. Adjust text to match

Black border and text on white

Refer to Subsection 107.01A

SWPPP Sign

3'-6"

2" C

2"

2" C

3"

" B2

"2

4" C

3"

14"

:5 e c e m b e r

S

W P

P P

S ig n

M y

F il e s \D o w n lo a d s \s to r m w a te r s ig n .d g n

SWPPP SIGN

STANDARD DETAIL

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) F.11

10.4 x 16 25101 -0200

60201 -0800

60210 -0800

60704 -0000

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

-I

N C

H P

IP

E

C U

LV

ER

T

EN

D

S

EC

TI

O

N F

O R

4-

IN

H

PI

PE

C

U

LV

ER

T

C

LE

A N

IN

G

C U

LV

ER

T

IN

P

LA

C E

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 CUYD LNFT EACH EACH Lt Rt 12+58 1 12 4 48 1 27* 32' 15+42 1 13 4 47 1 45* 25' 23+57 1 13 4 52 1 36* 23' 23+61 1 13 4 50 1 34* 00' 25+14 1 12+00 1

PROJECT TOTAL 51 16 197 4 2

Allowable Pipe Material

NOTE: A Aluminum

1. Steel pipe culvert minimum wall thickness is the larger of ____" or the thickness required 4. Plastic pipe is not allowed when final installation is exposed. Furnish metal end sections for AS Aluminized steel by the Std. 602-1 fill height table. all plastic pipe including those specified with bevels. See Std. 602-5 for acceptable cell class. C Concrete

2. Aluminized steel pipe culvert minimum wall thickness is the larger of ____" or the 5. See Std. 602-7 for acceptable concrete cell class. GS Galvanized steel thickness required by the Std. 602-1 fill height table (steel). P Plastic

3. Aluminum pipe culvert minimum wall thickness is the larger of ____" or the thickness (blank) Any appropriate material required by the Std. 602-1 fill height table. x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\p w

-w or k\ d0

N O

C A

(7 dr ai na ge

.x ls x] Sh ee t

3- D ec -2

9:

A M

H G og ue n 6/

D

C he ck er

/2

D es ig ne d by

C he ck ed b y:

STATE PROJECT

G.1

SHEET

NUMBER

NPS NOCA 10(7)WA

NPS PMIS No. 305506 NPS Drwg. No. 168/175130

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

024° 17.2 '12"

DIA

FIR

307° 16.1 '6" D

IA FI

R

CP

N

A

A

TYPICAL SECTION A-A

2%

25' to 45'

Proposed roadway

Existing ground

Proposed grade, place conserved topsoil, 4-inch depth

N.T.S.

10 200510

SCALE IN FEET

Limits of disturbance

Roadway obliteration

Limits of disturbance

Existing road

Install gate per Sheet D6

Limits of disturbance

:0 e c e m b e r

S e c ti o n p w w o r k

\d

\T y p ic a lS e c ti o n s A

A .d g n

SECTION A-A

ROADWAY OBLITERATION DETAIL

STATE PROJECT

NUMBER

SHEET

WA NPS NOCA 10(7) G.2

NPS DRWG. NO. 168/175130 NPS PMIS NO. 305506

U1

C:

Cl

If\ N

M

" If\

"' "' N

:9-c:

B

"O e C.

i;I

Ql

E u

Dia.

or Span

Dia.

or Span

L

PLAN VIEW

CULVERT WITH STANDARD

END SECTION

Original ground

Geotextile

SECTION A-A

Dia.

or Span

L

PLAN VIEW

CULVERT WITHOUT STANDARD

END SECTION

Original ground

Geotextile

SECTION 8-8

PROTECTIVE APRON AT CULVERT OUTLET WITHOUT DITCH

L

:S

.c: :s::

.}:J c:- ·- <:: Cl :§

-Cl

~E

PLAN VIEW

CULVERT WITH STANDARD

END SECTION

Match existing ditch slope

SECTION C-C

Dia.

or Span

L

E

PLAN VIEW

CULVERT WITHOUT STANDARD

END SECTION

Original ground Match existing ditch slope

--__LTT1'0-"f7T!: ~1i Geo textile

SECTION D-D

OUTLET WITHOUT DITCH

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

FOR INFORMATION ONLY

CULVERT APRON APRON ESTIMATED ESTIMATED

SIZE RIPAP LENGTH DEPTH RIPRAP GEOTEXTILE

D CLASS L H QUANTITY QUANTITY

(INCHES) (FEET) (INCHES) (CUYD) (SQYD)

12 2 4 18 1.0 5 18 2 6 18 2.2 9

WITH 24 2 8 18 3.9 13

END 30 3 12.5 24 10.8 27

SECTION 36 3 15 24 15.6 37

42 4 21 30 34.0 63 48 4 24 30 44.4 78 12 2 6 18 1.7 7 18 2 8 18 3.2 12

WITHOUT 24 2 10 18 5.2 17

END 30 3 14.5 24 13.2 32

SECTION 36 3 17 24 18.5 42

42 4 23 30 38.7 70 48 4 26 30 49.8 86

OUTLET WITH DITCH

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

WITH

END

SECTION

WITHOUT

END

SECTION

Original ground

CULVERT

SIZE

D

(INCHES)

Geotextile

FOR INFORMATION ONLY

RIPAP

CLASS

APRON APRON

LENGTH DEPTH

L H

(FEET) (INCHES)

4 18 6 18 8 18

12.5 24 15 24 21 30 24 30 6 18

8 18 10 18

14.5 24 17 24 23 30 26 30

Sloped 1V:2H or flatter

I~

~ .s Cl ,S

Flowline

SECTION E-E

ESTIMATED

RIPRAP

QUANTITY

(CUYD)

0.9 2.0 3.6 9.3

13.3 27.2 35.6 1.3 2.7 4.4

10.7 15.1 29.8 38.5

ESTIMATED

GEO TEXTILE

QUANTITY

(SQYD)

PROTECTIVE APRON AT CULVERT OUTLET WITH DITCH

NO SCALE

STATE PROJECT

NOTE:

1. Use for aprons serving culverts with slopes less than 10%.

2. Furnish separation and stabilization geotextile.

3. Do not measure riprap placement excavation for payment.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. CUSTOMARY DETAIL

PLACED RIPRAP AT

CULVERT OUTLETS

SHEET

NUMBER

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

REVISED: 8/2016 W251-1

4.

3.

2.

1.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

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

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

STEEL ALUMINUM

DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

COVER

MINIMUM

SPAN x RISE

SIZE

PIPE ARCH

SIZE

PIPE ARCH

SPAN x RISE DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

COVER

MINIMUM

COVER

MINIMUM

DIAMETER

SIZE

PIPE

SIZE

PIPE

DIAMETER COVER

MINIMUM

ALUMINUMSTEEL

of camber or increase the pipe culvert gradient.

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

When directed, camber pipe culverts upward pavement for both flexible and rigid pavement.

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

Measure minimum cover from the top of the corrugation pipe.

Obtain approval before furnishing annular of helical lockseam and welded seam pipe.

corrugations are more restrictive than those

Fill heights for culvert pipe with annular lockseam and welded seam pipe only.

The fill heights in the table are for helical special analysis by the CO.

602-1

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

METAL PIPE CULVERT

STATE PROJECT

A u g u s t

U

S m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

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

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

" CORRUGATIONS2

1" x 3

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

METAL THICKNESS (INCH/GAGE)

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

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

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

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

NOTE:

dimension of all pipe arch culverts.

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

TYPE II

TYPE I

SECTION B-B

SECTION A-A

N o r m a l d it c h l in e

S u b g r a d e s h o u ld e r

Pipe culvert

E n d o f p ip e

FLOW

Flat b ottom di tch a t culv ert in let

FLOW

Tape r at 1

0:1 r atio

Taper a t 10:1 ratio

FLOW

2D or

FLOW

Taper at 10

:1 rat io

2D or

N o r m a l d it c h l in e subgrade elevation

Maximum 2D or

S u b g r a d e s h o u ld e r o r e n d s e c ti o n

E n d o f p ip e b e v e l

PIPE SIZE (D) WIDENING

DITCH WIDENING

Flat b ottom ditc h at c ulvert inlet

A

A

B

B section

End

PLAN PLAN

Original ground in mountainous terrain flat terrain. Taper at 5:1

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

or flat terrain. Taper at

Taper at 10:1 in rolling

Normal ditch line

Pipe culvert

Original ground cut slope

Normal

(See table)

Ditch widening

Subgrade shoulder Normal ditch lineSubgrade shoulder

Pavement surface

Berm

Pavement surface

Subgrade

End section

Berm pipe as staked

Slope at ditch at end section

Flow line of pipe as staked

Slope at cut slope

Normal

D in lieu of 45° pipe elbow

30° pipe elbows may be required

At skewed pipe locations, 22.5° or

Standard 45° pipe elbow.

slope

1:3 max ditch line

Normal maximum slope

1:1.5

Cut Slope slope

1:3 max maximum slope

1:1.5

Cut Slope

D ditch line

Normal

Subgrade

602-6

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET 30"

24"

18"

7'

6'

5'

STATE PROJECT

e c e m b e r

U m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1'

1'

NOTE:

B e r m

D

B e r m

D

(min.)

4' d ip a t c e n te r

(Min.)

4'

1.

2.

3.

4.

5.

6.

MULTIPLE ROUND PIPE INSTALLATION SUPPLEMENTAL CONCRETE PIPE TIE

PIPING PLUG

TRENCH INSTALLATIONEMBANKMENT INSTALLATION

CONCRETE ROUND PIPE CULVERT LEGEND:

Bedding material (uncompacted).

Embankment material placed in layers

Impermeable backfill material.

FILL HEIGHT AND PIPE CLASS TABLE

BEDDING DEPTH

PIPE

SIZE

MINIMUM SPACING

EMBANKMENT TRENCHDIAMETER

DEPTHPIPE SIZE (H)

CLASS VCLASS IVCLASS IIICLASS II

TRENCH

CLASS VCLASS IVCLASS IIICLASS II

EMBANKMENT

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

Roadway embankment

Limits of pipe compaction

SECTION A-A

When directed, camber pipe culverts upwards 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.

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

Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavements.

Pipe compaction limits shown are for pipe installation in an embankment. For pipe installation in a trench, the compaction limits shall be the walls of the trench.

Where unyielding or unstable material is encountered, install the pipe culvert according to the limits of pipe

Maximum fill heights for pipe culvert installations may be increased on approval of site-specific structural pipe designs meeting the criteria of

AASHTO Standard Specifications for Highway Bridges.

Use Supplemental Concrete Pipe Tie when specified in the contract documents.

A

A

Compacted backfill material placed in layers lean concrete backfill in accordance with Section 614

Bedding (See table)Bedding (See table)

H

Width

° 60°

H

H

H

H

(See table)

Minimum spacing

H

Finished subgrade before trench excavation embankment height

Finished subgrade or to springline backfill

Compacted

Piping plug end treatment

Culvert

Embankment slope

High water elevation

Pipe culvert holes (typ.)

Concrete pipe tie when precast

Tapered holes permitted over pipe joint

Do not install fastener

O Ring if required

2H2H

602-7

STANDARD APPROVED FOR USE 12/1993

DRAFT: 6/2008

REVISED: 4/1994 6/2005

CULVERT INSTALLATION

CONCRETE PIPE

compaction shown on Standard 602-3.

INCHES

DIAMETER

INCHES

COVER

MINIMUM

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE IN FEET

> 54"

12" TO 54"

6"

4"

OVER 96"

36"-96"

12"-36"

48"

0.5H

15"

72"

72"

2H

" min.2 12'-6 not exceeding 6" compacted depth.

not exceeding 6" compacted depth, or

1'-0" (min.)

" dia. hole for4

" max.2 12'-9 ty p ic a l m a x

1'-0"±

1'-3" min.

1'-5" max.

1" dia. Joint tie

STATE PROJECT

e c e m b e r

U m y fi le s p w p r o d u c ti o n d m s S td

.d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

H H

H H

TEMPORARY TRAFFIC CONTROL QUANTITIES

PAY ITEM NUMBER QUANTITY

63502-0600 2

63502-0700 40

63506-0500

PAY ITEM DESCRIPTION

TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3

TEMPORARY TRAFFIC CONTROL, CONE

TEMPORARY TRAFFIC CONTROL, FLAGGER 60

ITEM 63504-1000

TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN

SIGN SIZE

MUTCD NUMBER LEGEND {INCH x NO. OF SIGNS QUANTITY (SQFTJ

INCH)

:ii G20-2 End Road Work 36 X 18 2

W20-1 Road Work Ahead 36 X 36 2 18

� R1-2aP TO ONCOMING TRAFFIC 36 X 18 4 18

W11-10 Truck Symbol 36 36 2 18 z X

W13-1P 25MPH 24 24 4 16 => X

W16-2P 100 Feet 24 X 18 2 6

Rl-2 YIELD 36 X 36 2 18

Wl-4 Lane Shift Arrow 36 X 36 4 36

W20-4 One Lane Road Ahead 36 X 36 4 36

W21-1a Workers Symbol 36 X 36 2 18

UNIT

EACH

EACH

HOUR

NPS PMIS No 305506 NPS Drwg No 168/175130

STATE PROJECT

SHEET

NUMBER

WA NPS NOCA 10(7) H.1

TABULATION OF TTC QUANTITIES

U) Q)

"E f!!.

,e "i::

"' "O

.!Q cu u ...J

LL _,,

" " 0

"' "' N

:9-c

B

"O e C.

i;I

Q)

E u

<t

"' LO

"' rl N

"' 2 .0

11:.

"' N

SIGN SPACING TABLE

ROAD TYPE

Urban and Rural 30 MPH and less Urban and Rural 35 MPH to 50 MPH Rural greater than 50 MPH Expressway/ Freeway

G20-2

END

ROAD WORK

ROAD WORK

NEXT xx MILES

G20-1 See Note 11

See Note 10

DISTANCE BETWEEN

SIGNS IN FEET

A B 100 100 350 350 500 500

1000 1500

W20-1 over W16-8P See Note 9 r;;ii W13-1P ll3I (optional)

C

W20-1

G20-2

END

ROAD WORK

END

ROAD WORK

G20-2

W20-1 r;;ii W13-1P ~ (optional)

J)

G20-1 See Note 11

END

ROAD WORK

G20-2

ROAD WORK

NEXT xx MILES

W20-1 over

W16-BP

See Note 9

STATE PROJECT

NOTE:

1. Erect all project advance warning signs before starting construction work.

2. Not all details shown on the temporary traffic control sheets may be applicable to this project. The Contractor may add or delete information and details in this traffic control plan as necessary to accommodate actual operations.

3. Where advance warning signs, placed as shown, interfere with permanent signs, locate the warning signs as determined by the CO for best results. Vary messages as required.

4. Additional or different message signs may be required to fit the actual construction conditions.

5. Install advisory speed plates under the W20 series warning signs as needed to indicate a maximum recommended speed through the construction area.

6. Ensure all sign supports exposed to impact by traffic meet the requirements of NCHRP-350 or MASH for crashworthiness.

7. Maintain two-way traffic during all non-work hours except as approved by the CO.

8. Do not store traffic control devices along the roadway when not in use. Cover post-mounted signs when not applicable.

9. If W20-1 is placed on a roadway other than that on which the actual construction work occurs, include a supplementary plaque indicating the name of the road on which the construction does occur (applies to major roads only).

10. The message on the W20-1 signs may be "ROAD WORK AHEAD" or may specify the distance to the work area in feet or in miles. Install an additional W20-1 sign when approach speeds exceed 50 MPH. When used place the two W20-1 signs "B" feet apart according to the Sign Spacing Table.

11. For work zones that are 2 miles or more in length, install G20-1 signs at each end of the project. Show the distance on the G20-1 sign to the nearest whole mile.

12. If signing on a roadway under a jurisdiction other than the client agency, verify that an encroachment permit has been obtained.

13. State standards may be used as an alternative if approved by the CO.

14. Refer to the Section 635 of the Special Contract Requirements for allowable retroreflective sheeting types.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FEDERAL LANDS HIGHWAY

SHEET

NUMBER

U.S. CUSTOMARY STANDARD

TEMPORARY TRAFFIC CONTROL

ADVANCE SIGNING

NO SCALE

STANDARD APPRDVED FDR USE 6/2005

REVISED:

DRAFT: 6/2014

STANDARD

635-1

<fl

C:

0, "O r;:

"' a, st

"' "' Ul

E :9-c:

B "O e C.

i;I

Ql

E u

N t;

0, END

ROAD WORK

LENGTH AND SPACING TABLE

APPROACH BUFFER SPACE CHANNELIZING DEVICE

SPEED* LENGTH TAPER BUFFER WORK

AREA SPACE SPACE

MPH FEET

SPACING IN FEET

20 115 20 40 25 155 20 50 30 200 20 60 35 250 20 70 40 305 20 80 45 360 20 90 50 425 20 100 55 495 20 110 60 570 20 120 65 645 20 130 70 730 20 140

* Approach speed based on the regulatory posted speed, not the advisory speed.

G20-2 See Note 3

YIELD LINE

(optional) See Note 4

Traffic flow <

Traffic flow >

C B

ADVANCE WARNING AREA (See Sign Spacing Table)

A r( Type B warning

8 light (optional)~ r;;i

W13-1P (optional)

SIGN SPACING TABLE

ROAD TYPE

Urban and Rural 30 MPH and less Urban and Rural 35 MPH to 50 MPH Rural greater than 50 MPH

Expressway/ Freeway

Device spacing

Channelizing devices (See Length and Spacing Table)

15'

~ VR1-2

TO

ONCOMING

TRAFFIC

R1-2aP

TAPER AREA BUFFER SPACE

50' - 100' (optional)

(See Length and Spacing Table)

DISTANCE BETWEEN

SIGNS IN FEET

A B C 100 100 100 350 350 350 500 500 500

1000 1500 2640

10' min.

See Note 6

BUFFER SPACE

(optional)

VARIABLE

WORKSPACE

STATE PROJECT

NOTE:

1. Use this layout only if sufficient…