lincol57860(1)_PreAd PLAN.pdf

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!SH COLUMBIA CANAD - - -----

WASHINGTON KEY MAP

TYPE OF CONSTRUCTION:

Grading, Pavement, Base, Drainage, Retaining Walls, Bank Stabilization, and Safety Features

DESIGN DESIGNATION:

ADT(2024)

ADT(2044)

V

15 MPH (10+30 to 14+30)

N e (max) 25 MPH (14+30 to 46+33.18) 6%

SPECIFICATION:

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

PLANS PREPARED BY

Jacobs

FOR

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

VANCOUVER, WASHINGTON

PROJECT MANAGER

B. STOKES

U. S. DEPARTMENT OF THE INTERIOR

NATIONAL PARK SERVICE

LAKE ROOSEVELT

NATIONAL RECREATION AREA

PLANS FOR PROPOSED PROJECT

WA FLAP LINCOL 57860(1) & WA NPS LARO 208(1)

NPS PMIS. NO. 233055

HAWK CREEK ROAD IMPROVEMENTS &

HAWK CREEK ROAD STABILIZATION

LINCOLN COUNTY, WASHINGTON

R. 34 E. R. 35 E.

LENGTH 0.68 MILES

_J

R. 36 E.

1 0 1 2 3

SCALE IN MILES

'-!JLar ne d E

32± Miles

To Spokane

R. 38 E.

NPS PMIS No. 233055 NPS Drw No. 606/149761

A.

B.

C.

D.

E.

F.

G.

H.

I.

J.

K.

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

SECTION INDEX

GENERAL INFORMATION

SUMMARY OF QUANTITIES

TYPICAL SECTIONS

PLAN- PROFILE

APPROACH ROADS AND DRIVEWAYS

SOIL EROSION AND SEDIMENT CONTROL

DRAINAGE

TEMPORARY TRAFFIC CONTROL

PERMANENT TRAFFIC CONTROL

SAFETY FEATURES

WALLS

See Sheet A.2 for complete Sheet Index.

PRELIMINARY

NOT FOR CONSTRUCTION

APPROVED:

SHEET

NUMBER

A.1

DATE _ _ _ _ _ _

Chief of Engineering, Western Federal Lands Highway Division

Superintendent, Lake Roosevelt NRA

DATE _ _ _ _ _ _

PRELIM

IN

ARY

SHEET INDEX

A. GENERAL INFORMATION

A.l TITLE SHEET

A.2 SHEET INDEX

A.3 PLAN SYMBOLS AND ABBREVIATIONS

A.4 VICINITY MAP

B. SUMMARY OF QUANTITIES

B.1-2 SUMMARY OF QUANTITIES

C. TYPICAL SECTIONS

C.1-2 TYPICAL SECTIONS

C.3 BANK STABILIZATION DETAIL

D. PLAN-PROFILE

D.1 SURVEY CONTROL

D.2-4 TABULATION OF MAINLINE QUANTITIES

D.5-8 PLAN-PROFILE

E. APPROACH ROADS AND DRIVEWAYS

E.l TABULATION OF APPROACH ROAD QUANTITIES

E.2 APPROACH 01 PLAN AND PROFILE

E.3 APPROACH 02 PLAN AND PROFILE

E.4 APPROACH 03 PLAN AND PROFILE

F. SOIL EROSION AND SEDIMENT CONTROL

F.1 TABULATION OF EROSION CONTROL QUANTITIES

F.2-3 SOIL EROSION AND SEDIMENT CONTROL PLANS

F.4 TEMPORARY DIVERSION BERM DETAILS

F.5 SOIL EROSION CONTROL DETAILS

F.6-11 STANDARD DRAWINGS AND DETAILS

G. DRAINAGE

G. l TABULATION OF DRAINAGE QUANTITIES

G.2 41+74 CULVERT PROFILE

G.3 INLET TREATMENT IN CUT SLOPES DETAIL

G.4 FRENCH DRAIN DETAIL

G.5-11 STANDARD DRAWINGS AND DETAILS

H. TEMPORARY TRAFFIC CONTROL

H.l TABULATION OF TEMPORARY TRAFFIC CONTROL

QUANTITIES

H.2 TEMPORARY TRAFFIC CONTROL ROAD CLOSURE PLAN

H.3 TEMPORARY TRAFFIC CONTROL SPECIAL SIGN PANEL

DETAILS

H.4-5 STANDARD DRAWINGS AND DETAILS

I.1

I.2-3

I.4-6

J.1

J.2-4

K.1

K.2

K.3

K.4

I.

J.

S H E ET IN DE X ( continued)

PERMANENT TRAFFIC CONTROL

TABULATION OF PERMANENT TRAFFIC CONTROL

QUANTITIES

SIGNING AND STRIPING PLANS

STANDARD DRAWINGS AND DETAILS

SAFETY FEATURES

TABULATION OF SAFETY QUANTITIES

STANDARD DRAWINGS AND DETAILS

K. WALLS

TABULATION OF WALL QUANTITIES

SOIL NAIL WALL PLAN AND PROFILE

SOIL NAIL RETAINING WALL TYPICAL SECTION

DETAIL

SOIL NAIL RETAINING WALL TYPICAL DETAILS

NPS PMIS No. 233055 NPS Drw□ No. 606/149761

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208(11

SHEET INDEX

SHEET

NUMBER

A.2

'"---------------------------------------------------------------------...J.. _______________________ ...J

PRELIM

LI total central angle M.L. main line Lie curve central angle M.P. mile post diameter mat/. material es spiral central angle max. maximum abut. abutment MGAL thousand gallon min. minimum

ADT average daily traffic mon. monument AH ahead appr. approach N north

BK back NC normal crown b.f. back face o.c. on center BM bench mark o. to o. out to out BP balance point OD outside diameter

br. bridge OG original ground brg. bearing OHWM ordinary high water mark btwn between

PC point of curve cc or c. to c. center to center PCC point of compound curve ({_ centerline PCS point of curve to spiral cir. clear PI point of intersection CMP corrugated metal pipe pl. plate col. column POC point on curve cone. concrete POS point on spiral conn. connection POT point on tangent constr. jt. construction joint PS point of tangent to spiral cont. continuous PSF pounds per square foot cs point of curve to spiral PSI pounds per square inch ctrs. centers PSC point of spiral to curve CUFT cubic foot (feet) PST point of spiral to tangent culv. culvert PT point of tangent CUYD cubic yard(s) pvmt. pavement D diameter

R radius DHV design hourly volume dia. diameter R. range diaph. diaphragm R/W right-of-way dist. distance rdwy. roadway drwg(s). drawing(s) reinf. reinforcement reqd. required E east rt. or RT right e superelevation rate rte. route e.f. each face El. 94.16 elevation in feet s south elev. elevation SADT seasonal average daily traffic emb. embankment SC point of spiral to curve EDP edge of pavement sect. section EQ or eq. equation shldr. shoulder EW edge of water SLRY slurry unit exc. excavation spa. spacing, spaces or spaced exp. jt. expansion joint SQFT square foot f.f. front face SQYD square yard SRS point of spiral to reverse spiral fin. finish ss point of spiral to spiral (no curve) fig. flange ST point of spiral to tangent ftg. footing STA, Sta. station

ga. gage (gauge) std. standard galv. galvanized stgr. stringer stiff. stiffener inside diameter struc. structural

IE invert elevation STS point of spiral to tangent spiral

jt. joint

KSI thousand pounds per T tangent distance T. township square inch TBM temporary bench mark L length of curve thd. thread lat. latitude TS point of tangent to spiral LNFT linear foot (feet) Ts tangent distance (spiraled curve) long. longitudinal typ. typical LPSM lump sum

V design speed (velocity) Ls length of spiral It. or LT left vph vehicles per hour LW low water VPI vertical point of intersection w west

NOTE:

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

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

Section Line

Section Corner (Found, Projected)

¼ Section Line

¼ Section Corner (Found, Projected)

½6 Section Line

½6 Section Corner (Found, Projected)

Property Line

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

BLM Lands Boundary

Indian Reservation Boundary

Existing Roadway (Paved, Gravel)

Railroad

Trail

Fiber Roll

Silt Fence

Sandbag

Intermittent Drainage or Small Creek

Large Creek or River

Lake, Pond or Reservior; Marshland

Spring or Seep

�1

-a.

�1

0Jf, D()CJ

½6 ½6 0 @

SEC. SEC.

--P/L -------P/L-----

// / // NP// / // // /NP, /// ///

///NWR/ //NWR// /NWR/// NWR ///

'V 'V 'V 'V 'V 'V 'V 'V 'V 'V 'V c-=c:i:=::c=:c::CC:::C::C::�:::c:-r::::c::c::c:r=:cc::c:C

--------- O O O �

------ 0 0 O ..,� ------

,,,,,---------- 0 l _;

CYv-

Treeline; Individual Trees

Material Source; Bore Hole; Test Pit

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Boulder; Well; Antenna; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Control Point (Terrestrial and GPS)

G

_2_

BH

EL. 1234.56

X

_2_

CP GPS

lJ ii ---0

G WV

NPS PMIS No 233055 NPS Drwa No 606/149761

PROJECT SHEET

NUMBER

WA FLAP LINCOL 57860(1)

WA NPS LARO 208(1)

North Arrow ------1$�----- z

EXISTING PROPOSED

Slope Stake Limits

Construction Limits

Bottom of Ditch

Fence

Gate with Fence

Cattleguard

Guardrail

Top of Cut Toe of Fill

Concrete Barrier and Guard Wall

Retaining Wall

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

- no symbol -lf-- -X- -X----l( JU( JUE l!K rr ----u-- ----u-- ----u- r■ --..-----. • .------,■■-

0-0

- - - - - - - - - -'v--

[>- - - - - - - - - -'v--

� - - - - - - - - -'v--

-:�t;.- - - - - - - - - -� ' J- - - - - - - - r, UDf----

I I f------'v--

UD

A.3

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

Underground Utilities - - ---1 w 1- - ---1 w 1- ---1 w w 1--

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

Poles (Power, Telephone, Joint Use, ---cJ-- ---0--- ---[IT}- Light, Support w/Anchor) �

Miscellaneous Utility Features [ill ■ TP

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

Building

Right-of-Way Line

Permanent Easement

Construction Easement

Riprap

NO SCALE

-_-_-, L-

- - - r/w - -----RIW--

- - - P/E - --PIE-----

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

A A Section A-A

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

PLAN SYMBOLS AND

ABBREVIATIONS

DETAIL APPROVED FOR USE 11/2001 I DETAIL

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

PRELIM

LAKE ROOSEVELT

NATIONAL

JN///

RECREATION

Scale in miles

I

;g

� BEGIN PROJECT

� ''ALI_MAIN_0l 11 10+30.00

;g

�/////////////NP////////////////"!;_

Hawk Creek Boat Launch Parking Area Government-provided staging area

Hawk Creek Campground Area Government-provided staging area

1 2

II

l

NPS PMIS No. 233055 NPS Drw No. 606/149761

Hawk Creek Road

END PROJECT

11ALI_MAIN_0l

45+93

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

Indian Creek Rd E

SHEET

NUMBER

A.4

± 13 miles to Davenport

VICINITY MAP

�L--------------------------------------------------------------------------....1.---------------------------'

PRELIM

� Turf establishment limits :§�-----------------------.i -� § 10' ._§ :a--- - - - - -.., ::J _g/ .b JS Existing ground

� Vl a

QJ

! - - 17/,\\ ¾I\ _____ _ 1'

' , 2ee Safety Edge See Cut Slope Rounding -I'.:?, Ditch bottom

Turf establishment limits

V) See Cut Slope Rounding

QJ

5' IJ) 5'

"' a

_,, --r/�ll�'\ f '-_ Existing ground

0.25D

4" min. Ill

Riprap ditch, method A, class 1, 1 12-inch depth

Separation-stabilization geotextile, class 1, type c

12+20.00 to 14+20.00

FILL SLOPE ROUNDING

1'

10' 10' 1'

Asphalt concrete pavement, type 1, 3-inch compacted depth, placed in two equal lifts with tack coat between lifts

Roadway aggregate, method 2, 6-inch compacted depth

HAWK CREEK ROAD

10+30 to 14+30

Shldr.

1'

See Safety Edge

Turf establishment limits

5'

See Fill Slope Rounding

:§ 11 +19 to 13+18

5' 5'

Slope sta1 Hmn w· :e ::J a

�l7Sv Tl�'( � Existing ground

CUT SLOPE ROUNDING

Aggregate base course First lift of asphalt

Second lift of asphalt

SAFETY EDGE

NO SCALE

NPS PMIS No. 233055 NPS Drw No. 606/149761

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

TYPICAL SECTIONS

Sheet 1 of 2

SHEET

NUMBER

C.1

PRELIM

"'= _______ T,_u _rf_es_t _a _bl_is _h _m_ e_n_t _l _im_,_·ts _____ ___ C:

Existing ground a --

,Tl,\ ¼\\------ 1'

Shldr.

Match slope of soil nail wall, use 3/8" premolded joint filler between concrete gutter and shotcrete facing

Gutter, concrete See Note 3

Bedding material, 4-inch compacted depth

See Cut Slope Rounding

' ' , , See Safety Edge _z';-.,, '<C" ' ' '

Ditch bottom

Turf establishment limits "'=---------------- _.§ 10' "'= c:---- - - - --:§ s 19

Existing ground a o..

Vi -------77��v7>,_�------

See Note 2

See Cut Slope Rounding

4" min.

I

I

6" min.

Varies 2' to 3'

Riprap ditch, method A, class 1', 7- 12-inch depth

Separation-stabilization geotexti/e, class 1, type c

14+80.00 to 19+00.00

19+90.00 to 20+00.00

25+90.00 to 26+00.00

->7 ,1-);W'i'.0.�

Existing ground

Soil Nail Retaining Wall \ See Section K \

CONCRETE GUTTER DETAIL

lJ) IQ

<IJ

't:: .8

Lr) c:i

I

Varies 10'-11' Traveled lane

Profile grade

Varies 10'-11' Traveled lane

2% Crown

1' Shldr.

I

I

I

Asphalt concrete pavement, type 1, 3-inch compacted depth, placed in two equal lifts with tack coat between lifts

Roadway aggregate, method 2, 6-inch compacted depth

HAWK CREEK ROAD

14+30 to 45+93

1' , Paved

Shldr.

1'

Turf establishment limits

See Safety Edge

Embankme�: l

Varies O' to 1' Gravel Shldr.

1' Guardrail Shldr. See Section J

See Safety Edge

Turf establishment limits

I ' ' ' ' ' lJ)

',,1 I - --iunclassified borrow

See Note 1

NPS PMIS No. 233055 NPS Drw No. 606/149761

5'

5' C:

B s

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

Existing ground

717/08/75,,\\ - - - -

See Fill Slope Rounding

C:

u ::, .l::.

a

»1;15,�;

;st;ng ground

See Fill Slope Rounding

SHEET

NUMBER

C.2

15+16.00 to 29+26.50

1' Shldr.

Turf establishment limits 1'

Shldr. Hinge

See Concrete Gutter Detail

20+00.00 to 25+90.00 29+26.50 to 45+93.00

NOTES:

1. Do not use roadway excavation material to construct fill where slopes are steeper than 1 V: 3H.

2. If bedrock is intercepted behind the limits of the riprap ditch, remove overburden from in front of rock and leave rock face undisturbed.

3. See Subsection 609.0S{a) for contraction and expansion joint requirements. NO SCALE

TYPICAL SECTIONS

Sheet 2 of 2

PRELIM

NPS PMIS No. 233055 NPS Drw No. 606/149761

NOTES:

C

I

Pavement structural section, See Typical Section Sheets

Stainless steel wire rope clips, fasten after tightening cable around log

Stainless steel thimble

3/4" dia. stainless steel threaded eye bolt set in epoxy adhesive in 7/8" dia.

holes, 6" deep

1. Place Cuttings, Willow Pole (min. 7-foot length) on 3-foot max. centers between elev. 1283 to 1288.

Construct riprap to minimum elev. = 1292.00'

I

I I I I

I I I I

Cuttings, willow pole See Note 1

Ordinary High Water (Full Pool) elev. = 1290.00' Mitigation, root wad, or Mitigation, root wad (anchored) See Note 2

I

I

Slope +5° from horizontal

See Boulder Anchor Detail, See Note 3

Filter rock, 12-inch compacted depth

BANK STABILIZATION DETAIL

11 +19 to 13+18

Backfill with conserved . .

streambed material

L ExiSttng ground

---------11/A\W��-----

1' min.

Bank stabilization control line, See Section D

Placed riprap, method B, class 7

1/2" stainless steel wire rope wrapped twice

Mitigation, root wad (anchored)

BOULDER ANCHOR DETAIL

Stainless steel wire rope clips fasten after tightening cable around log

Stainless steel thimble

3/4" dia. stainless steel threaded eye bolt set in epoxy adhesive in 7/8" dia.

holes, 6" deep

Use D 100 rock from class 7 riprap for anchors (typ.)

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

SHEET

NUMBER

C.3

2. Acceptable species for rootwads are Ponderosa Pine and Douglas Fir. Harvest rootwads with a 16-foot minimum length and diameter of 12-inch to 36-inch. Place rootwads with a 10-foot minimum embedment depth, spaced at 10 to 12-feet o.c.

BANK STABILIZATION DETAIL

3. Use boulder anchors for root wads with DBH of 30-inches or greater. Install boulder anchor approximately 3' back from root collar. NO SCALE

PRELIM

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

HAWK 1 307199.740 2256698.020 1293.520 N047°48'52.688" W118°19'28.576" 1230.81 0.9998974 5/8" IR w/FHWA alum cap 1.

HAWK 2 307636.700 2255794.810 1315.060 N047°48'57.289" W118°19'41.595" 1252.33 0.99989625 5/8" IR w/FHWA alum cap

HAWK 3 307496.090 2255563.370 1300.620 N047°48'55.976" W118°19'45.051" 1237.89 0.99989698 5/8" IR w/FHWA alum cap

103 307589.130 2255864.740 1310.870 N047°48'56.797" W118°19'40.594" 1248.20616 0.99989647 TGT1 #5 Rebar with 2 1/2" Alum Cap

1000 306973.730 2257010.990 1369.490 N047°48'50.358" W118°19'24.101" 1306.78544 0.99989383 BASE #5 Rebar with 2 1/2" Alum Cap 2.

141 307677.770 2258810.180 1391.280 N047°48'56.723" W118°18'57.416" 1328.84577 0.99989261 TGT20 #5 Rebar with 2 1/2" Alum Cap

180 308227.390 2256906.580 1499.100 N047°49'02.758" W118°19'25.031" 1436.4 0.999887318 N 1/4 COR 3" w/BLM 3" Brass Cap 3.

182 308331.010 2259545.490 1589.350 N047°49'02.929" W118°18'46.334" 1526.67 0.999882992 NE SEC COR w/BLM 3" Brass Cap

4.

Static sessions of 2-1/2 hours each were acquired for points TGT1, BASE, and TGT20 and processed through NGS OPUS to provide coordinate and elevation values.

OPUS used base stations DRYLNDRSH_WA2004 CORS ARP, WSUOTHELO_WA2004 CORS ARP, and BREWSTER VLB CORS ARP to solve positions.

RTK procedures were used to locate other controlling monuments.

PROJECT : Hawk Creek

DATE OF FIELD WORK : 9/2021

DATE OF FINAL ADJUSTMENT : 9/2021

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : NAD83 (2011) Washington North Zone

EPOCH DATE : 2011

VERTICAL DATUM : NAVD 88 Using Geioid18 from OPUS

MEAN PROJECT COMBINED SCALE FACTOR: 0.999894303333

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.

Use 1.000105707840 (reciprocal of 0.999894303333) as a sitewide scale factor to get ground distances.

C

U se rs \f ol ks m \P ro je ct W is e\

Ja co bs E ng in ee ri ng G ro up

\H aw k C re ek R d S ta bi liz at io n\

D el iv er y\ W

FL

P ro je ct

8- A ug

-2

4:

P

M A

D es ig ne r

D

C he ck er

D es ig ne d by

C he ck ed b y:

PROJECT

D.1

SHEET

NUMBER

WA FLAP LINCOL 57860(1)

WA NPS LARO 208(1)

SURVEY CONTROL

WA NPS LARO 208(1) NPS PMIS No. 233055 NPS Drwg No. 606/149761

PRELIM

23 A�ust 2024 9:27 AM c:\pw workdir\jacobs-us-va-pw-02\d0154410\lincol57860(1) pin D2-4.dgn [Tabulation of Mainline Qtys 1 [Sheet]]

� :i; :i; :i; :i; :i;

:i,. < It; It; It; It; It; ::a:: 0 :i,. :i,. :i,.

� :g :g :g 0 C:

l;:IJ l;:IJ l;:IJ 1< 1< 3 0 0 0 0 0 (1) w f\J ..... � ..... ..... {/) ' ' ' ' ' r-

Ill

..... ..... C: 0

� � � 0 3; Q 5· g � it it ul ::!

\:I !") 0 0 0 n, :::c .... ...,. ...,. < 0 0 r, � ..... (1) V, � r, + it C:

d d d

\0 0- \,J 0 r;·

� � � i ..., Ill Ill Ill 5l-'"' (") Volumes_Cut :-,.

-�!b � ,°' , ..... C: (Total Cut volume excluding topsoil) Co \0 Co -<:

5· 0 � f\J ..... � \,J f\J ti Source:ORD, Quantities by Named Boundary \0 f\J '-.J \,J f\J {/) \,J Co °' C:

0 f\J (") Volumes_Fi/1 ..., f\J f\J r, , ..... , ..... ,o ,o C: (Total Fill volume including Topsoil) -<: 0 °' ..... � Co f\J � ..... \,J ti :3 °' ;j '-.J u, \0 0 \0 Source: ORD Quantities by Named Boundary

\0 � ..... Co '-.J V, f\J r, ,.,.

Exist Topsoil (removed) (1) (") Q_ C: (existing topsoils in cut)5· \,J \,J \,J -<:

I I I 0 °' ti Source: ORD Quantities by Named Boundary "tJ °' °' n, ..... 0 r, (1)

(") Exist Topsoil (removed and replaced) C: (existing topsoil in fill)

\0 I I I \0 Co f\J b ..... ..... Co °' Source: ORD Quantities by Named Boundary \,J 0 \,J '-.J

Shrink/Swell Factor I I I I I �

Source: Geotech reommedation dated 8/28/23 0 0 0 0 0 'cJ2, 'cJ2, � � � 0 0 0

(") Specific areas with unsuitable material C:

I I I I I b (Asphalt Milling in roadway prism)

0 0 0

Assumed percent unsuitable � 0

0 0 0 0 0 Source: Geotechnical recommendation dated 8/28/23 'cJ2, � � � �

(") Unsuitable material based on Volumes_Cut and C: Assumed Percent Unsuitable

I I I I I b 0 0 0

Topsoil removal Depth I I I \,J \,J

Source: NPS

(") Item ,'-I ,'-I C: 20401-0000 ,l.n , b.... .... f\J Co ROADWAY EXCAVATION Bl .i::,, f\J ..... .... w Co

00 \0 f\J '-.J '-I � \,J

8 Additional Excavation (See Note 2) ti

0 0 0 for info onlv

(") Topsoil Stripped from Cuts C:

\,J \,J \,J ti °' °' 0 °' for info only ..... 0 I I I ..... 0

C: Estimate of Unsuitable Material b for info only

0 0 I I I 0 I I

(") Total Unadjusted Excavation Available for Fill � ,°' -� , ..... C:

Co � � � b for info only 0 � f\J \,J Co \0 f\J '-.J °' \,J f\J

Total Adjusted Available for Fill

� ,°' -� .!'-'- C: (adjusted based on shrink/swell factor) ..... 0 � °' b f\J � f\J ..... Co � � for info only \,J \,J °' ..... V, 0 0 0

(") Embankment f\J ..... ..... C: ,o , ..... ,\0 ,\0 -<:

� ..... Co f\J � f\J \,J ti for info only ;;::i � '-.J gJ ..... °'

°' � ..... � Co °'

-I (")

► C: Additional Backfill Needed (See Note 3) ti

0 0 0 for info onlv C:

(+) r- (")

,0 � C: Topsoil stripped from embankment foundation areas

\0 \0 Q) ti ..... ..... Q) f\J for info only (/) C: ..... w 0 I I I w '-.J °'

:::J'" ► 0 Total Fill Needed �zz (") f\J f\J f\J C:

::�o , ..... , ..... ,o ,o -<:

°' ..... Q) f\J � ..... w ti for info only °' ;;::i � 'I V, \0 0 \0 \0 � ..... Q) '-.J u, f\J

0 -1"11 -ti ..... I ' ' (") Total Adjusted Available For Fill less Total Fill Needed w m 3: ..... I ..... ..... C: ,ui ..... -� ,ui b en► ', I I

"' � ' Co f\J � °' for info only f\J ..... °' � ..... °' � ..... 0\ \0 'I \0 \,J '-.J V, Co z Waste (") r- C:

ti for info only z 0 0 0 m .... .... (") Item ,Ill .... ,.i::. ' C: 20403-0000

.... .i::,, bN .... UNCLASSIFIED BORROW 01 10 '-I ..

.,I

::e g

:b

C:

i

::Q

:i!

::Q tn C:

::Q

0:1 r-, n, C:

'"'I r-r-, z► -c,"C "'C a s;;z ;o n 0� r-Jl/1 o--., � (!) r-, >-- °' ,_.,,Q tn �

"Cl cl

2 "Cl {/) "Cl 3:

tii ? "' w w 0 l/1 l/1

"Cl {/)

0, � f/J.

3: I

I� p ... <D ...., "' m

PRELIM

NPS PMIS No 233055 NPS Drwa No 606/149761

PROJECT

SHEET

NUMBER

WA FLAP LINCOL 57860(1)

D.3

WA NPS LARO 208(1)

ROADWAY QUANTTTIES

LOCATIONS

ITEM DESCRIPTION UNIT "ALI MAIN 01" TOTAL NOTES

10+30 to 14+30 14+30 to 45+93

20101-0000 CLEARING AND GRUBBING ACRE 0.3 4.0 4.3

20401-0000 ROADWAY EXCAVATION CUYD 1,883 5,234 7,117

20403-0000 UNCLASSIFIED BORROW CUYD 0 14 417 14 417

25101-2700 PLACED RIPRAP, METHOD B CLASS 7 CUYD 1,453 0 1,453 Bank Stabilization

25120-0100 RIPRAP DITCH METHOD A CLASS 1 LNFT 166 498 664

30201-2000 ROADWAY AGGREGATE METHOD 2 CUYD 1 454 0 1 454

40301-0100 ASPHALT CONCRETE PAVEMENT, TYPE 1 CUYD 177 1,623 1,800

40101-5600 R.ATORY MIX 1/2-INCH OR 3/4-INCH NOMINAL MAXIMUM SIZE AG TON 163 1,395 1 558 Antistrio Additive, Tyoe 3 (For Information Only) TON 2 14 16

Tack Coat (For Information Only) TON 1 4 5

60905-1000 GUTTER CONCRETE LNFT 0 590 590

62406-0200 PLACING CONSERVED TOPSOIL 3-INCH DEPTH ACRE 0.4 3.2 3.6

62501-0000 TURF ESTABLISHMENT ACRE 0.4 3.2 3.6

62635-3000 CUTTINGS, WILLOW POLE EACH 340 0 340 Bank Stabilization

64703-5000 MITIGATION ROOT WAD EACH 16 0 16 Bank Stabilization 64703-5000 MITIGATION, ROOT WAD (ANCHORED) EACH 7 0 7 Bank Stabilization

TABULATION OF MAINLINE

QUANTITIES

Sheet 2 of 3

PRELIM

LOCATION

ITEM 20302-0700

REMOVAL OF FENCE

QUANTITY

SIDE

(LNFT)

"ALI_MAIN_01" 42+D0 to 42+34 RT 34

TOTAL 34

ITEM 20302-1300

REMOVAL OF GUARDRAIL, CONCRETE BARRIER

LOCATION

"ALI_MAIN_01" 11�1 to 12+92

LOCATION

"ALI_MAIN_01" 41 +25

QUANTITY

SIDE

(LNFT)

RT 142

TOTAL 142

ITEM 61920-2000

REMOVE AND RESET GATE

QUANTITY

SIDE

(EACH)

RT 1

TOTAL l

REMARKS

REMARKS

REMARKS

NPS PMIS No 233055 NPS Drwa No 606/149761

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208(1)

TABULATION OF MAINLINE

QUANTITIES

Sheet 3 of 3

SHEET

NUMBER

D.4

PRELIM

END WA NPS LARO 208(1) PI 12+44.59

SHEET

Construction limit

____ PR_o_JE_cr ____ --+-N�uM_B_E-1 R

,__ D.S

BANK STABILIZATION LAYOUT POINTS

BEGIN WA FLAP LINCOL 57860(1)

''ALI_MAIN_01" 14+30.00

1::i = 60°22'25" (LT) R = 180.00'

''ALI_MAIN_01" Line to be constructed "'

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

Point Northina P1 307462.12 P2 307471.08 P3 307464.74 P4 307481.37

PS 307475.59

LEGEND:

Eastina 2256046.38 2256111.59 2256155.42 2256287.50 2256306.99

/dN / / /' /

Elevation 1276.05 1277.43 1277.02 1276.53 1277.47

/ / dN / liAWK2

N = 307637. 99 E = 2256360.17

/ NP

/ ,,. / ,,, ..______ SB

T = 104.71' L = 189.67'

0 0

Slope stake limit

P.

N

/ / ::::::::.- � ....... ilo,i;l;i__:--..:::I:!=/J-- / / ----------_

Edge of pavement --- --- /

:f.� //

___,,, See applicable typical section

"ALI_APPR_01"

� -�� , L

2 0 1 - Remo_val of guardrail,-- for pavement structural detail "Q -138'.fr�®n::)ib-,- L

� • �--r-,cn==""' r;�

:ri\:J�� ¼ J:

lcr i?'z..:c:,;

!J;J concrete barrier

PI 16+41.94

Existing roadway 11+61.,_to 12+92

PS

control line

1::i = 62°21'13" (RT) R = 292.00' T = 176.68' L = 317.78' e=5%

Existing trees, protect in place

PAVEMENT CONNECTION DETAIL

Mitigation, root wad_ (typ.)

See Notes 1 and 2 • •.

1 320

1 310

1,300

1 290

16+90.00

BEGIN PROJECT

BEGIN CONSTRUCTION

WA NPS LARO 208(1)

�/ 1, / , r ' / • -- ...... .,...\ ...... ,

· · · · · · · i · · ''ALI_MAIN_01" 10+30.00- -:-· . . . . . . . ,.,.- .,, • 1 320

N = 307581.21 E = 2255995.49 :

� l.lJ C

C:

�l.gMatch existing r�adway elevation Riprap ditch� Method A, & tl and cross-slope : � Class 1 -:::i: Jl

• • • • LI") • 0 co • I

12+20 t 13+74 Lt • I · '::.J al · /

SSD = 223'

K.,; 23

200'VC

: : : : g : � � : 0 . : ,: Cl) : �\ol.

....... ; .................. : .................. : .................. : .... -.:-i� ........... : ............ .g g. ; ................. ; .................. : .......... -....... ·:- ... � ; .......... :" ................. '

+M . ",",, '/ . .

1 310

� ,...., Profife grade :

xr

1.

// � Ex�

·sting ground

: -1.00o/Q V �--....;;�--s--,_,___A : 1 Guardrail System, MGS, Type 2, : 1 (i) C/a�s A Steel Posts; ?ee Section J

13+79:

-- - ·sso· ;.,· 3201•

K = 25:

100· v¢

Standard underdrain . .

system :(French Drain): co

;: : 15+58.0 to 29+01.5 Rt I : .... ·/. ··

Riprap ditch, fv!ethod A, Class 1:

14+11 to 19+00 Lt

......................... : .................. : .............. - ... : ......... See. Se.ction. G .......... : ................. : ........ ·�- ... g �- .. - ... Stcmc/?J.IJ/ __ l)_(J(;i_�[(;i_r_q{fJ ..... : .................. :

: : : : : : ;!:; ci � system (French Drain) : :

I r1aced riprap, method B, class � I ...., � @ See Section G

11+19:to 13+18 Rt � � �

1,300

1 290

Slope stake limit

Construction limit

6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00

NOTES:

(f) Terminal Section, type MGS tangent 1. Place rootwads as shown in the Bank Stabilization Detail at a spacing of 10 to 12 feet apart along bank toe and at an orientation of 20 degrees from perpendicular to the stream flow with the rootwads angled upstream.

2. Starting at the upstream end of the bank stabilization, alternate between mitigation, root wad (anchored) and mitigation, root wad until supply of logs with DBH greater than or equal to 30-inches in diameter has been exhausted. Refer to Subsection 647 for additional requirements.

PRELIM

FOOTNOTES:

(j) Begin Special Ditch, 19+30.00, 15.1' Lt, El. 1329.76

(l) Special Ditch, 19+60.00, 16.0' Lt, El. 1329.35

@ End Special Ditch, 19+60.00, 17.2' Lt, El. 1331.05

HLSD =;= 219'

1 350 . . . K = 41 .

"ALI_MAIN_01" Line to be constructed

1 350 . . . . . jijiio ii�ifbii�? A; ci�;; .i ..... ·. · . . . . . . . . . . . . 3·cJii\ic·

1 340 7

Riprap ditch .t.

Method A, Class 1:

19+90 to 2u+_oo Lt

• • r • 1 340

- • - • • • • i - • - • - • - • - - - - - • - • • ·, • • - • - • - • - • - - - - - • - · ,· • • • - • - • - • - • - - - - - • :,,· • • • - • - • - • - • - - - - ,- • - • • • • • - • - • - • - • -

PrQfile grade 0 0'

: +2.200fo . _.,- � . � � 1,330 � /'-

: -�'>-},-✓;� � Existing �round __ . _____ ... _ -� 6.

(])----!_:- r •� 19+40 :

,/ - -,, ./ � 24_-inch pipe culv�rt

See Section G :

Soil Nail Retaining Wall, See Section K

1 320 20+00 to 25+90 Lt

Guardrail System, MGS, Typ� 2, Class A Steel.Posts; See Sectiqn J 15+58.p to 29+01.5 Rt

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

1,330

1 320

24+00

NPS PMIS No. 233055 NPS Drw No. 606/149761

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

SHEET

NUMBER

D.6

PRELIM

0 �:'

Pei /S-1-06,96

J" ', Joo!)\ t'\

111,,, -1-1-. 0- 0�' R-t�

OM

--+----PIE

02"

PI 29+55.41

11 = 38°00'51" (RT)

R = 292.00' T = 100.58' L = 193.73' e=5%

PI 35+13.56

11 = 15°04'35" (RT)

R = 673.00' T = 89.06' L = 177.09' e = 3.6%

NPS PMIS No. 233055 NPS Drw No. 606/149761 w 'J

-- r/w -

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

e = 3.6%

SHEET

NUMBER

D.7

1 390 OM················'··················'·················· '··················'················· .. ··················'··················'··················'·················· ················,················o·M · · . . . . . 1 390

LEGEND:

1 380

1,370

11,360

000 �LIJ :�LIJ

rt� O c: :c:, C:

N �� :�� o..t :o..t it;:�10 . ,/

I I

I

, \ : I

24-inch pipe culvert See Section G

--.J Riprap ditch, method A, class 1: -, !• ... 25.+90 to. 26+.00.

0.. QJ ·0.. QJ

....,1 QJ :

....,1 QJ

..JQJ ,..JQJ

�(/) :�VJ

HLSD ·= 162'

K � 27

160'VC

\ 0 \o M ci 1/1 O'ci + r-., O"I M '- N .--I -

Soil Nail Retaining Wall, See Section K

20+00 to 25+90 Lt

1 350

25+00

Guardrail System, MGS, Type 2, Clas� A Steel Posts; $ee Section J

: 15+58.0 to 29+01.5 Rt

26+00 27+00 28+00 29+00 30+00

(i) Terminal Section, type MGS tangent

31+00 32+00

Prof[le grade

33+91 24-inch pip� culvert See Section: G

33+00 34+00

HLSD = 223'

K = 42

200' vc

35+00

I r- �

-I� - - •• - - - - - - • - - - -

I

36+00 37+00

1,370

1,360

1 350

38+00

PRELIM

PI 37+48.94

/l = 11 °37'39" (LT) R = 673.00' T = 68.52' L = 136.58' e = 3.6%

Construction limit

"ALI_MAIN_01" Line to be constructed

- r/W -

-x--x--x·

_ .. - ""C _ .. - -I

....-'l,�,Y-;.-- 42+00 to 42+34 t

-;.--- ----v,(emove and Removal of fence t, 4 __- __- reset gate �

Y 0 41+25 PI 42+47.06 o

__-< � fl = 23°43'46" (RT) -;.__- _,.. R = 944.00' ---

Edge of pavement � T = 198.32' -� L = 390.96' e=3% Construction limit

0 CX)

. . . . . . �v 1 410 ....... , ................. , .................. • .................. • .................. • .................. , ............. <P.O . . . . . . + v vT""I v u,�

� :j \ Lt) Cl I0 0 _l + r..j 0, I

I

I

I

GPs

1 400 .... SSD. = ·?66' ............... : ....... .' ' ' ' ' ' - . - . - . - � - - - . - . . . . . - . - . - . - ·. - - - - - . - . . . . . - . - . - .. - . - - - - - . - . . . . . - . - .. - . - . - - - - - . - . . . . . - .. - . - . - . - - - - - . - . . . . . � . - .

1,390

1,380

1 370 38+00

0 i:o 0 0\ Lt) i:o°' CIC

+M

. "CX) ,-I ...

M:

SSD =: 304'

• ·K =:38· ·

200·:vc

39+00

- -= l. Q_O Yo

40+00 41+00

Profile grad_e . ,., K =120

/' \.-1.00' vc

.... HLS0.=.1.57' . /

K:= 26

234'VC

1' _, b Ooci CX)

,-I r-.i+ooNMv ,-t

42+00

, /, / \ Ex;s,;ng ground

41+74 Remove existing culvert (2: each) Install 54�inch pipe culvert:

See Section G

43+00 44+00 45+00 46+00

NPS PMIS No. 233055 NPS Drw No. 606/149761

PROJECT

N

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

ENDPRO.JECT

END CONSTRUCTION

WA FLAP LINCOL 57860(1)

"ALI_MAIN_01" 45+93.00

N = 307935.11

E = 2258742.82

Match existing roadway elevation and cross-slope

1 410

1 400

1,390

1,380

1 370 47+00

SHEET

NUMBER

D.8

PRELIM

SHEET

NUMBER

WA FLAP LINCOL 57860(1)

E.1

WA NPS LARO 208(1)

ROADWAY QUANTITIES

ITEM DESCRIPTION UNIT

LOCATIONS

TOTAL NOTES

"ALI APPR O 1 " "ALI APPR 02" "ALI APPR 03"

20401-0000 ROADWAY EXCAVATION CUYD 17 2 29 48

20403-0000 UNCLASSIFIED BORROW CUYD 243 869 17 1,129

30201-2000 ROADWAY AGGREGATE, METHOD 2 CUYD 61 50 14 125

40301-0100 ASPHALT CONCRETE PAVEMENT, TYPE 1 TON 54 0 0 54

Antistrip Additive Type 3 (For Information Only) TON 0.5 0 0 1

Tack Coat (For Information Only) TON 0.14 0 0 0

ITEM 61920-2000

REMOVE AND RESET GATE

QUANTITY

LOCATION SIDE REMARKS

(EACH)

"ALI_APPR_02" 201-+48 LT 1

TOTAL 1

ITEM 61921-1000

REMOVE AND RESET FENCE

QUANTITY

LOCATION SIDE REMARKS

(LNFT)

"ALI_APPR_02" 201 +37 to "ALI_APPR_02" 201 +43 LT 8

"ALI_APPR_02" 201 +51 to "ALI_APPR_02" 201 +76 RT 35

TOTAL 43

TABULATION OF APPROACH ROAD

QUANTITIES

PRELIM

C

. a:

Ditch bottom

Turf establishment limits 12'

I

12'

Traveled lane Traveled lane

Asphalt concrete pavement, type 1 3-inch compacted depth, placed in two equal lifts with tack coat between lifts Roadway aggregate, method 2 6-inch compacted depth

100+11.00 to 101 +07.50

APPROACH01

TYPICAL SECTION

"ALI_APPR_01"

Turf establishment limits if

I /

I I I I I '

I I

I

I

I

"ALI_APPR_()l" 100

. I \ •. I I

''ALI MAIN

I, h I, I

- I -

I I

V I

1,302

1,300

NPS PMIS No. 233055 NPS Drw No. 606/149761

• ✓�I\, ��/ PROJECT Nt��R

� \ J WA FLAP LINCOL 57860(1) E 2 WA NPS LARO 208 1

I --------r

Existing kiosk, -- ---=---'- ti I \ protect in pla_ce l(!ff t'n:tr�':te� n

If\___/ -t- END CONSTR.UCUQN - - .:: --::: - ..J

1/, -------

((;; ,,,,,., .,,."ALI_APPR__.01''_1J)1 +07.50 _,, - - - - Edge of pavement / N � 307581.48 I - - -

1// 11 /" .-- .--1: = 2256468.83 - - - - - - Slope stake limit

II f ,s/ ,,- ,, ,, El. 1295•23 Construction limit

OM

0 r- \D ,...., MO

+M 0,...., ,...., ...... ·····••-=1,=3=02::...i..:1:.,.;2::..:9;;..;:8;.__

Profile grade M N

Ill

CJ\

N

- - - - .. - - - - - .. -..=..L:.=�;L.:!I,;�- ...... - ; - . - - - :,-:-1. - - •••••••• - • - • - - - - - - - - •••••

1 298

1 296

I

I

1 298

Profile grade

1 296 ...................................................... - --l 296 1 292

100+00 100+50 101 +00

I I

···· .. •····•••····J·�•�··/· Existing ground

1,294

1 292

APPROACH 01

PLAN AND PROFILE

PRELIM

C . a:

u

Turf establishment limits 8'

Traveled lane

Profile grade

I 1:2 __ q;_

I 8'

Traveled lane

2% Crown

Turf establishment limits

BEGIN CONSTRUCTION • .. \ . \

"ALI_APPR_02" 2 0+20.oQ·. �--.

N = 307276.96 '\ E=2257281.14 ,· \\ El. 1369.35 \ ,··.

C t . 1· .� ons ruction ,m,t ,i, NPS PMIS No. 233055 NPS Drw No. 606/149761

\, PI 201+47.18 PROJECT

\ 1) '\ 'f

/J. = 57°59'46" (LT)

R = 50.00'

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

T = 27.71' t°'v L = 50.61'

<::) e = NC "' rJ>

•• ct:: '

� �- .. PI 200+43.

• •• ,..; I'<) '/J, = 66°24'58" (

['\j ',t • • I '......_

+ "'-I··. R=40.00.. --:- -...:.

', • T = 26.18'

• L ;, 46.37' Edge of gra_ve �e = Ne···• shoulder··

R�[!!OVe and reset ga - 201+48

Remove and reset n +s1 to 201+16

I_APP - lope stake limit

LI_MAIN�Ol :,f:�51-�END CONSTRUCTION

''ALI_APPR_02" 201+75.30

N = 307132.09 E = 2257289.85 El. 1357.38

Remove and reset fence 201+37 to 201+43

Construction limit Slope stake limit ''ALI_APPR_02" Line

-,..---'I-

SHEET

NUMBER

E.3 l Existing ground 2% Crown

A� �-----------------

Roadway aggregate, �ethod X - - - - - - - - - - - - - - - - ___ _ �� ui CX)

6-inch compacted depth

200+20.00 to 201+75.16

APPROACH02

TYPICAL SECTION

"ALI_APPR_ 02"

1 370

1 368

1 366

,;t \0 ··········4M-······················:-·····················,···· </.n O,.., ' '

-� 0. • • Yo N , ............. �$P. .":'.H>.� ..

K=4

30' vc

1 364

"000 • Profile grade:: \ "

\ '1,362

1 360 ', · . HLSD = 50' :

1 358

· · · · · · · · · · · · "�; � �· · · i · · · 7· Existing grou · :0 i.=.L==---

I /

\" ·,.- - I

. \ . � /, I /

M -

1 356 -. -. -. - - . - - - · :· ...... -. -. -. - - - -\-. -.. ·: · ..... -. -. - - -rv, r-!;,-_ _..,,_ �. -. i.,. - - - - -

: 1, : ,.- " !"1--1.J"! : I/

1 354 200+00 200+50

,_.;...,..,_,,,._ '-J� [;:;, I

OM

N,-, 201+00 201+50

1 370

1 368

1 366

1 364

1,362

1 360

1 358

1 356

1 354

APPROACH 02

PLAN AND PROFILE

PRELIM

C .a:

Turf establishment limits

(i.

Varies I

2.5' to 6'

Traveled Jane

6'

Turf establishment limits

______ P_:

l

<J_!

l i�e !!�a�e

1� 3% t,3

Ditch bottom

6" min. Ditch 6" min.

l bottom Roadway aggregate, method 2, 6-inch compacted depth

300+20.00 to 300+81.00

APPROACH03

TYPICAL SECTION

"ALI_APPR_ 03"

''ALI_APPR_03" 300+00.00 =

''ALI MAIN 01" 30+80.00

1 374

1 372

1 370

1 368

M

ID

M

NPS PMIS No. 233055 NPS Drw No. 606/149761

SHEET

NUMBER

E.4

END CONSTRUCTION

to be constructed

�P)JEGIN CONSTRUCTION

"ALI_APPR_03" 300+20.00

N = 307381.51

E = 2257348.71

El. 1369.97

''ALI_APPR_03" 300+81.00

N = 307368.06

E = 2257290.66

El. 1374.45

0 Lil 0 Lil .-1 M

ID I'

+M 0 .-1

<§)o( ,..- - _

>rA·� - Lil 1 374

............... ··········:········M-

(J"I

ID

.-1 I'

CV"!. '

':;-o\0 / K=3 st st I'

M .-1

- �" / ......................... /. ·-v·· .:> .... .25'. .vc

HLSD = 39 ,/ x I K = 2 1

25' vc I

Profile grade

---<·r�

_j 0 cviO"I

M .-t Existing ground + o 0 I'

OM

M .-1

1 372

1 370

1 368

300+00 300+50

APPROACH 03

PLAN AND PROFILE

PRELIM

SHEET

NUMBER

WA FLAP LINCOL 57860(1)

F.1

WA NPS LARO 208(1)

EROSION CONTROL QUANTITIES

LOCATIONS

ITEM DESCRIPTION UNIT "ALI_MAIN_01 11 TOTAL NOTES

10+30 to 14+30 14+30 to 45+93

15705-0100 SOIL EROSION CONTROL SILT FENCE LNFT 159 96 255

15705-1400 SOIL EROSION CONTROL FIBER ROLL LNFT 803 10 239 11 042

15706-0200 SOIL EROSION CONTROL, CHECK DAM EACH 8 22 30

15706-1000 SOIL EROSION CONTROL INLET PROTECTION EACH 0 2 2

15706-1600 SOIL EROSION CONTROL STABILIZED CONSTRUCTION EXIT EACH 0 1 1

63503-1000 TEMPORARY TRAFFIC CONTROL PLASTIC FENCE LNFT 0 832 832

I

I

I

TABULATION OF EROSION

CONTROL QUANTITIES

PRELIM

Legend:

BEGIN PROJECT

WA NPS LARO 208(1)

''ALI_MAIN_01 II 10+30.00

Fiber Rolls Check Dam Silt Fence

LARO 208(1)END WA NP�

LAP LINCOL 57860(1)BEGIN WA,,

"ALI_MAIN_01" 14+30.00

Soil erosion control, SOIL

NPS Drw No. 606/149761 NPS PMIS No. 2330SS

SHEET

PROJECT

NUMBER

WA FLAP LINCOL 57860(1)

F.2

WA NPS LARO 208 1

EROSION AND SEDIMENT

CONTROL PLANS

PRELIM

; Legend:

Fiber Rolls i _ _ Check Dam

• - - Silt Fence stake fi\it

Constructio_n I n o trol, stabilized cons

NPS PMIS No. 233055 NPS Drw N o. 606/149761

PROJECT SHEET

WA:

A

LAP LINCOL 57860(1)

NUMBER

NPS LARO 208 1 F.3

N

ENDPRO.JECT

WA FLAP LINC

"ALI

OL 57860(1)

_MAIN_0l" 45+93.00

SOIL EROSION A

PRELIM

N

Approximate stream braids

Approximate stream braid centerline (diversion channel)

NOTES:

I \ '

I

SCALE IN FEET

0 100 200

1. Typical diversion section shows the estimated diversion channel and embankment dimensions required. Diversion channel and embankment dimensions may vary. Construct diversion berm to a minimum height of 6 inches above the water surface elevation.

2. These options suggest configurations for diverting a stream during construction operations. Alternate stream diversion methods may be chosen (including any approved prefabricated or portable diversion berms, dams, etc.).

Submit temporary stream diversion plans for approval prior to installation.

3. Place a maximum of one diversion in the stream at any given time.

4. While in use, inspect and maintain the temporary diversion berm daily.

Remove sediment when deposits reach half the height of the barrier.

Repair as needed or when directed to ensure proper function.

.. Approximate stream braid centerline (dewatered) i ..

.JL- \

L i'

.. i � \ i ..

Diversion berm

NPS PMIS No. 233055 NPS Drw No. 606/149761

Lifting straps

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

Install per manufacturers recommendation

+I

Hand placed

1 ..

3'-0" ±

LARGE MACHINE PLACED

SANDBAG DETAIL

sandbags (as required)

WATER SURFACE ELEVATION

AT TIME OF CONSTRUCTION

I El

Stream;;; 7 Hand placed and/or lake sandbags (as required)

Large machine placed sandbags

DIVERSION BERM DETAILS

SHEET

NUMBER

F.4

TEMPORARY DIVERSION BERM

DETAILS

PRELIM

it

Fiber rolls

----- Row� --·-··-··µuL( -------LW:::�:

e

Fiberrolls l

5' 5'

Top of ditchslope � J f,_ ::J \ 1

Centerline of road

Proposed culvert _/il---------:J 0 � _}E

\_ Install soil erosion control, check dam at outlet, (approximately 30')

SOIL EROSION CONTROL AT CULVERTS

NO SCALE

NPS PMIS No 233055 NPS Drwa No 606/149761

NOTE:

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208(1)

1. The CO may adjust the final location of all soil erosion control devices in the field.

SHEET

NUMBER

F.5

SOIL EROSION CONTROL DETAILS

PRELIM

:c

Steel or wood post

Silt fence reinforcement

1 Geotextile I

I

I

I

I

I

I

I

Backfilled and compacted soil

��.-J�HIH'Tl�� E

POST AND GEOTEXTILE INSTALLATION DETAIL

·Ji•• Note�

PLAN

End posts, see End Posts Detail

ELEVATION

END DETAIL

End posts, see End Posts Detail

Limits of clearing

Existing ground (undisturbed)

.l!l

(IJ

(IJ

c:n

11]

L..

-E

Varies

Flow (!JI !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. 233055 NPS Drw No. 606/149761

NOTE:

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

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

F.6

DETAIL NO SCALE REVISED:

W157-1

PRELIM

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

NPS PMIS No. 233055 NPS Drw No. 606/149761

NOTE:

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

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

F.7

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

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

CHECK DAM

MODERATE GRADES

DETAIL APPROVED FOR USE 7/2016 DETAIL

REVISED:

W157-15

PRELIM

:c

Rolled erosion control product

Filter rock

CROSS SECTION

V-DITCH

Check Dam spacing (SJ

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 (SJ

(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. 233055 NPS Drw No. 606/149761

NOTE:

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

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

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

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

F.8

CHECK DAM WITH ROLLED

EROSION CONTROL PRODUCT

DETAIL APPROVED FOR USE 7/2016

NO SCALE REVISED:

DETAIL

W157-16

PRELIM

Existing paved roadway

6" (min.)

Construct radius to allow turning movement of typical truck using exit

Separation-stabilization geotextile, class 2, type E

Filter rock

STABILIZED CONSTRUCTION EXIT

NPS PMIS No. 233055 NPS Drw No. 606/149761

NOTE:

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

1. Use this entrance for construction vehicles only.

2. Construct drainage ditches along entrance as directed.

Provide temporary drainage culvert where entrance crosses existing drainage ditches.

3. Minimize tracking onto paved roadway by removing built up sediment.

4. Adjust length to fit field conditions as approved.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

STABILIZED

CONSTRUCTION EXIT

SHEET

NUMBER

F.9

NO SCALE

DETAIL APPROVED FOR USE 7/2016 DETAIL

REVISED:

W157-19

PRELIM

Existing ground

Fiber roll

.·.:•,' :•.\ ••• D ;'

3' (min.)

ELEVATION

3' min. or as specified in plans

Runoff from disturbed areas

PLAN

Existing ground (typ.)

I �

--- Flow direction

INSTALLATION BEYOND TOE OF SLOPE

ALTERNATE FIBER ROLL .JOINT DETAIL

SLOPE PROTECTION INSTALLATION

Excavate trench 2" larger than fiber roll

Step 1: Excavate trench and install fiber rolls

Backfilled and compacted soil to match ground level

"' "' ff ;rection of run& rom disturbed areas

Step 2: Backfill soil against fiber rolls

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

FIBER ROLL SPACING STAKES REQUIRED

Slope Spacing

(FT)

Fiber roll length Stakes required (FT) for each roll

1 :4 or flatter 40 25 8 1:3 30 20 6

1:2 20 12 4 1:1 10

NPS PMIS No. 233055 NPS Drw No. 606/149761

NOTE:

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

1. Drive stakes at each end and at 4-foot spacing until fiber roll is secure to slope. Live stakes may be used for permanent installations. Do not crush fiber roll while staking.

2. Overlap fiber rolls 12-inch minimum. Drive stakes at 6-inches from fiber roll end angles towards the adjacent fiber roll and space stakes at 4-foot max .

l"\j

Slope

1" x 1" Wood stake

SHEET

NUMBER

F.10

FIBER ROLL STAKING DETAIL

Stagger joints (typ.) Place excavated material on uphill side of fiber roll 1" x 1" or 1" 0 wood stakes. See Note 2.

FIBER ROLL LAPPING DETAIL

Install fiber rolls along contours

INSTALLATION ALONG SLOPES

NO SCALE

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

FIBER ROLL

DETAIL APPROVED FOR USE 10/2014

REVISED: 7/2016

DETAIL

W157-21 "L---------------------------------------------------------------------------------"--------------....1..------'

PRELIM

Erosion control blanket

Staples@ 12" spacing ----..,'

Staple

Compacted native soil

DETAIL A

ANCHOR TRENCH

AT TOP OF SLOPE

Anchor trench at top of slope, see Detail A

Erosion control blanket

Toe of slope

Slope stake

Blanket edge

12" (max.) c

Blanket end

Compacted native soil

DETAIL B

ANCHOR TRENCH

AT TOE OF SLOPE

Stap

DETAIL C

SHINGLE SPLICE

Shingle splice, see Detail c

Erosion control blanket

6 x 6" Trench

Anchor trench at toe of slope, see Detail B

PERSPECTIVE VIEW

NOTE:

NPS PMIS No. xxxxxx NPS Drw

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO

08 1

1. Install staples according to the manufacturer's recommendations.

2. Overlap in the direction of the prevailing wind.

6 x 6" Trench

U .S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

OFFICE OF FEDERAL LANDS HIGHWAY

WFLHD DETAIL

No. xxxxxx

SHEET

NU MBER

F. 11

ROLLED EROSION CONTROL

PRODUCT ON SLOPES

N

O

S

C

A

L

E

�_J.::

D

E

T

AI

L

A

PP

R

O

V

ED

FO

R

U

S

E l

==i��

D f

ET

A

IL

iJ

REVISED :

W629-1

PRELIM

NPS PMIS No. 233055 NPS Drwg No. 606/149761

10.4 x 16 20301 -1200

25101 -0100

25101 -0400

60103 -0240

60201 -0800

60201 -1300

60210 -0800

60230 -0000

60404 -1000

60409 -0100

60501 -0000

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

R

EM

O V A L

O F

H

EA

D W

A

LL

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

C O

N C R

ET

E, H

EA

D

W A

LL

F O

R

4-

IN

C H

P

IP

E C U

LV

ER

T

-I

N C H

P

IP

E C U

LV

ER

T

-I

N C H

P

IP

E C U

LV

ER

T

EN

D

S

EC

TI

O

N F

O R

4-

IN

C H

P

IP

E C U

LV

ER

T

D

EB

R

IS

R A C K

C A

TC

H B

A S

IN

FL

H T

YP

E

IN

LE

T

TO

P, M

ET

A L

FR

A M

E A N

D

G R A

TE

FL

H T

YP

E

A

S

TA

N D

A R D

U N

D

ER

D R A

S

YS

TE

M

FR

EN

C H

D R A

IN

S K

EW

A N

G

LE

A llo w ab le P ip e

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

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD EACH CUYD CUYD EACH LNFT LNFT EACH EACH EACH EACH LNFT Lt Rt 13+78.78 32 48 French Drain 14+16.14 24 49 French Drain 19+40.00 2 5 4 32 2 x/P 2 2 26+10.00 3 31 4 41 1 1 1 x/P 2 2 33+90.92 3 23 4 35 1 1 1 x/P 2 2 41+74.14 5 48 1 40 2 60 1 9 x/P, x/C 2 2

PROJECT TOTAL 163 1 12 40 2 108 60 4 1 2 2 97

Allowable Pipe Material

NOTE: A Aluminum

1. Steel pipe culvert minimum wall thickness is 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 thickness 5. See Std. 602-7 for acceptable concrete cell class. GS Galvanized steel required by the Std. 602-1 fill height table (steel). 6. Structural excavation quantity based on material excavated inside the vertical planes located P Plastic

3. Aluminum pipe culvert minimum wall thickness is the thickness 18 inches outside and parallel to the limits of footings or foundations. (blank) Any appropriate material required by the Std. 602-1 fill height table. x/__ Any appropriate material except __

PAY ITEM NUMBER

-A ug -2

:0

AM

c:

\p w

_w or kd ir

\j ac ob s-us -v a-pw

-0 2\ d0 lin co ln

0( 1)

_p ln

_G 1.

xl sx

]S he et

TABULATION OF DRAINAGE QUANTITIES

PROJECT

G.1WA FLAP LINCOL 57860(1)

WA NPS LARO 208(1)

SHEET

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

PRELIM

1,405

1 400

1 395

1 390

·················:·················'.··················�l.i)·-:--.··········· . . -��� . . ·t -� :'I:,� co co ·················:·················:·················/:;·:;·�···········

Hawk Creek Rd rt.

................. :i-.: Lop. .......... . ��ct: "ti � IO m+� ::t:: '""I C) ··················:·""e···········

1 385 ................. ; .... p�a_r:;�<;1. R./pr_ap, ................. : .................. ................. : .................. 1 Method A, c(ass 4 1 · - -

1 380

1 375

1 370

1 365

1 360

1 355

1 350

1 345

. . ll") ···,·�·.-·········;··················.···rsj

• • • • • • • • • Separa"tiori-Stab7liziitioh ·: • • • • • • •

Geotext;le, Class 1, Type: C

. I . . . . ' -. -. -. . . . . . . ----- ' ---. -. -·,-. . . . . . --- � -----. -. -. . . . . . . - -, ---- .. -. -. -. . . . . . . ' - 14' Tie into

Existing Ground . 5.75% . . : �···············r·················

················r·················:·········1�····

. . . . . . < ................ ·•· . . . . . . . . . . . . . ; . . . . . . . . . . . . : ............. \l ,;;;;;;;g c;,;,��:. ................ ·• • � ;epacati� n-�ta,;;u,;oon

: Geotextile, ·················:·················;··················�·················:-·················:··················:·················;··················: ·················�

Glass -1·,- Type· C :

M � � � . -----------·-··· , ... ---------------.-................. , .................. , .................. , ....... " " " " " " " " " " " " " " " " " " " " " " " " " " " " " • · · · · · " " " " " " " " " " " " "• " " " " " " " " " " " " " " " " " " •"

6' :60'

54"CMP

Pl�ed Riprap, Me�hod A, Class 4

24'

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

1,405

1 400

1 395

1 390

1 385

1 380

1 375

1 370

1 365

1 360

1 355

1 350

1 345 -0+60 -0+50 -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 0+30 0+40 0+50 0+60

41+74 CULVERT PROFILE

SHEET

NUMBER

G.2

PRELIM

Normal ditch line

A i I

I ut slope I

I

1: 1. 5 aximum Slop I

I

--�c...-i-�'-"' -1V:3H max.-

FLOW -------

i1 I I I

'-= Subgrade shoulder I bJ -1 � �-

Lt.

PLAN

Normal cut slope Original ground

�/1,,W&\�\

Slope at pipe as staked

3'

SECTION A-A

<IJ c::

-Cl 0

(1) :c.8- al Cl.. CJ)

"- 1J 0 c::

1J <IJ

in 5

--slope-

Pipe culvert

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

I I I

Pavement surface

NO SCALE

NPS PMIS No. 233055 NPS Drw No. 606/149761

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

INLET TREATMENT IN

CUT SLOPES DETAIL

SHEET

NUMBER

G.3

PRELIM

0.

Variable Width Extend flat bottom ditch to intercept existing backs/ope

Existing Ground f ' ' , '

3'

6-inch Diameter Perforated Underdrain Pipe

Trench Limits f A

Screened Outfall

Subgrade/

10'

See note 2 l A

B

PLAN

- ---.. '-- - Normal Ditch Line,

- ---.. '-- - Riprap Ditch, See Section D

Edge of Pavement r,;

•. 0 •. 0 •

• 0 . .·" r- _-

1. 6 . _

(j •. 0

IJ·.·�

I'. • c, o , ·o . ·cJ <�---'------ - :::::::

/:\VIII:\\'<

1.5'

3'

SECTION A-A

---------'' ;__ __ �-=s.d._ r,;

NOTE:

� 2.00%

6-inch Diameter -----

Perforated Underdrain Pipe

SECTION 8-B

Separation-Stabilization Geotextile Class 2, Type C

NPS PMIS No. 233055 NPS Drw No. 606/149761

PROJECT

WA FLAP LINCOL 57860(1)

WA NPS LARO 208 1

Granular Backfill Separation-Stabilization Geotextile Class 2,…