orblm1513301_Plan_Set_100_.pdf

david.l.mariman Rectangle

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

M

N o v e m b e r

U

S C c m y fi le s p w p r o d u c ti o n d o r b lm a b .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.2 BLM ERFO 151-3301 OR

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

Scottsburg

VICINITY MAP

.tS cificaP

INTERS

TATE

US Highway 101

14 miles to Reedsport, Oregon and

BEGIN PROJECT END PROJECT

yawhgiH auqpmU y a w h gi H a u q p m U

N

To In ter sta te

Hi gh wa y I -5 m ile s t o E lkt on , O re go n

Road Closed

MP 3.2

Road Closed

MP 2.1

SCALE IN MILES

0.5 0.25 0 0.5 1

A.3

STATE PROJECT

NUMBER

OR

BLM ERFO 151-3301

P

F e b r u a r y

I n t_ ft

D m y fi le s p w p r o d u c ti o n d o r b lm a c .d g n

K

H A

R R I S

O

H I N

S H

W

C h e c k e d b y

D e s ig n e d b y

STAGING AREA

20+60 TO 22+10

W e ll s

C r e e k

R d

Creek R d.

.t S cifi c a P

.dR keerC regnistuL d R k e er C y d r u P

.r r a h cr u

B

,rD nedloG k e e r

C d

R

W e a th e rl y d

R k e er C r e g ni st u

L

Um pq ua R iv er

Umpqua River

Wells

LAND MANAGEMENT

BUREAU OF

COOS BAY

dR k e er C nilknar

F

22+70.00

WELLS CREEK LANDSLIDE

OR BLM 151-3301

28+58.75

WELLS CREEK LANDSLIDE

OR BLM 151-3301

Sheet and Description

Section C Section D Section E Section F Section G

Typical Section

Plan & Profile

Horizontal Drain Array & Drill Pad

Details

Drainage & Erosion Control

Temporary Traffic Control

ALLOWANCE Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 627 73 700

A0140 20301-1900 REMOVAL OF PIPE CULVERT EACH 1 1

A0160 20301-2800 REMOVAL OF STRUCTURES AND OBSTRUCTIONS Existing underdrain. Remove as

EACH 2 2 directed.

A0180 20401-0000 ROADWAY EXCAVATION CUYD 4,113 437 4,550

A0200 20410-0000 SELECT BORROW Contract Quantity. Includes a

CUYD 650 650 10% allowance.

A0220 20701-0400 SEPARATION-STABILIZATION GEOTEXTILE, CLASS 1, TYPE D SQYD 985 115 1,100

A0240 25101-0200 PLACED RIPRAP, METHOD A, CLASS 2 CUYD 9 1 10

A0260 25101-0500 PLACED RIPRAP, METHOD A, CLASS 5 CUYD 230 30 260

A0280 25120-0200 RIPRAP DITCH, METHOD A, CLASS 2 LNFT 10 1 11

A0300 26101-0000 REINFORCED SOIL SLOPE (TYPE 1) SQFT 403 37 440

A0320 26101-0000 REINFORCED SOIL SLOPE (TYPE 2) SQFT 9,673 1,027 10,700

A0340 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 764 36 800

A0360 60201-0600 18-INCH PIPE CULVERT LNFT 28 4 32

A0380 60201-0800 24-INCH PIPE CULVERT LNFT 72 8 80

A0400 60501-0000 STANDARD UNDERDRAIN SYSTEM LNFT 474 26 500

A0420 61001-0000 HORIZONTAL DRAIN PIPE LNFT 2,500 500 3,000

A0440 62201-0300 DUMP TRUCK, 12 CUBIC YARD MINIMUM CAPACITY HOUR 20 20

A0460 62201-3000 HYDRAULIC EXCAVATOR HOUR 20 20

A0480 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 20 20

A0500 62201-3650 CHIPPER HOUR 8 8

A0520 62201-3750 CHAIN SAW HOUR 8 8

A0540 62301-0000 GENERAL LABOR HOUR 20 20

A0560 62401-0300 FURNISHING AND PLACING TOPSOIL, 4-INCH DEPTH SQYD 2,506 244 2,750

A0580 62401-0700 FURNISHING AND PLACING TOPSOIL, 12-INCH DEPTH SQYD 214 26 240

A0600 62502-0000 TURF ESTABLISHMENT SQYD 2,720 270 2,990

A0620 62516-3000 MULCHING, HYDRAULIC METHOD, BONDED FIBER MATRIX SQYD 2,506 244 2,750

A0640 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL

3- A pr

-2

:0

PM

c:

\m yf ile s\ pw _p ro du ct io n\ d0

Es tim at e-

_1

.x ls x] S he et

SUMMARY OF QUANTITIES

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.1BLM ERFO 151-3301OR

[3]Benching required

12" compacted depth

Select Borrow, 8' min.

4' min.

See Detail A

Furnishing and Placing Topsoil, 4-Inch Depth

FOOTNOTE:

TYPICAL SECTION

1:

Traveled way

7'

LC

Traveled way

7'

Profile grade

1:2

C le a r in g l im it

12-inch compacted depth

Roadway Aggregate, Method 2, Existing ground

C le a r in g l im it

See Detail, Sheet F.2

Underdrain System

Turf establishment

Turf estab lishment

:1

:1

23+50 to 24+00

WELLS CREEK ROAD

1:

1:2

LC

C le a r in g l im it

C le a r in g l im it

Turf establishment

Existing ground

WELLS CREEK ROAD

Class 1, Type D

Geotextile, Separation Stabilization-

Profile grade

Traveled way

7'

Traveled way

7'

[2

1:

1.

[1] 2% Crown

Turf estab lishment

[2]

1:1.5

27+39.75 to 28+58.75

22+70 to 23+50

[2

1:

1.

[1] 2% Crown

:1

DETAIL A

12-inch compacted depth

Roadway Aggregate, Method 2, 12" compacted depth

Select Borrow, Embankment Construction

REINFORCED SOIL SLOPE (RSS) TYPE 1

[4]Bottom layer across full roadway

Geogrid Type V

Reinforcement Geotextile or

[4]Class 1, Type D

Separation Stabilization-Geotextile, [4]Select Borrow

[4]Geogrid, Type I

Reinforcement Geotextile or

Bonded Fiber Matrix

Mulching, Hydraulic Method, Subsidiary to RSS (Type 1).[4] approximately 26+20 through 27+40.

benching excavation. Anticipate bedrock in excavation between

Rock ranging in size up to 7' in dimension is expected in [3]

Construct slopes as shown in the Staking Report.[2] the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated on[1] p r il

U

S S u r ft m y fi le s p w p r o d u c ti o n d o r b lm c a .d g n

STATE PROJECT

NUMBER

C.1 h e c k e d b y

D e s ig n e d b y

H I N

S H

H A

R R I S

[3]Benching required

4' min.

RSS (Lightweight Fill)

Typical section

Select Borrow, 6" Compacted Depth

Separation-Stabilization Geotextile, Class 1, Type D

Embankment

Construction

Furnishing and Placing Topsoil, 4-Inch Depth

Furnishing and Placing Topsoil, 4-Inch or 12-Inch Depth

See Sheet F.1

FOOTNOTE:

TYPICAL SECTION

1:

Traveled way

7'

LC

Traveled way

7'

Profile grade

1:2

C le a r in g l im it

12-inch compacted depth

Roadway Aggregate, Method 2, Existing ground

1:

1.

[1] 2% Crown

:1

12" compacted depth

Select Borrow, C le a r in g l im it

See Detail, Sheet F.2

Underdrain System

Turf establishment

Turf estab lishment

:1

:1

24+00 to 27+39.75

CL

1:

2.

01:2.0

DETAIL A

12" reinforcement layer within 12" of left side

Terminate bottom layer of each

Construct stairstep final slope so that a sufficient depth of topsoil and compost mix can be placed and remain stable as vegetation is established

Final slope with topsoil and compost mix, vegetation and Bonded Fiber Matrix

If a fire resistant geosynthetic facing is used, wrap each layer with 4' on bottom, 1' on outside and 3' on top

25+00 to 26+96.37 ditch elevations

See cross sections for

[2]

1:1.5

[2

1:

1.

1:

2.

SPECIAL DITCH

See cross sections Varies

REINFORCED SOIL SLOPE (RSS, LIGHTWEIGHT FILL) TYPE 2

WELLS CREEK ROAD

[5]Geogrid, Type V

Reinforcement Geotextile or

Top layer across full roadway

[5]Geotextile, Class 1, Type D

Separation-Stabilization

[5]Lightweight Fill

See Detail A

Reinforcement Geotextile or

Geogrid, Type I [4] [5]

Bonded Fiber Matrix

Mulching, Hydraulic Method, a r c h

U

S S u r ft m y fi le s p w p r o d u c ti o n d o r b lm c b .d g n

STATE PROJECT

NUMBER

C.2 h e c k e d b y

D e s ig n e d b

H I N

S H

H A

R R I S

Subsidiary to RSS (Type 2).[5] required at the face.

If Geogrid is used, a fire resistant geosynthetic facing is[4] approximately 26+20 through 27+40.

benching excavation. Anticipate bedrock in excavation between

Rock ranging in size up to 7' in dimension is expected in [3]

Construct slopes as shown in the Staking Report.[2] the plan and profile curve data.

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

D.1

STATE PROJECT

NUMBER

OR BLM ERFO 151-3301

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

QUANTITIES

PLAN AND PROFILE

TABULATION OF

I n t_ ft m y fi le s p w p r o d u c ti o n d o r b lm d a .d g n a r c h

865 870

0 1

N

23+40 to 27+50

CUYD

EXC.

CUYD

EMB.

30+0027+5025+0022+5020+00

D.2

STATE PROJECT

NUMBER

SHEET

OR BLM ERFO 151-3301

50 10002550

Scale in feet

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

Edge of traveled way

CONNECTION DETAIL

PAVEMENT

B e g in S u s p e n d

R e s u m e E n d

N = 758,220.843

E = 4,050,377.863

El = 964.40'

See Sheet F.4 for details Install standard underdrain system

I n t_ ft m y fi le s p w p r o d u c ti o n d o r b lm d b .d g n

N = 758,052.711

E = 4,049,895.472

El = 933.38'

LEGEND:

Edge of traveled way

4,082

6,508

Slope stake limits

Slope stake limits

Slope stake limits

Slope stake limits

See Sheet F.4 for details Install standard underdrain system

27+39.75 to 27+60

See Sheet E.1

Drill pad limits

CP

13108

13110

CP

CP

13111

M a r c h

MW

B16-02 si+vwp

B16-01 si+vwp

15" CMP INLET

15" CMP OUTLET

PL

ASTI

C

PL

ASTI

C

ELEV

3.

ELEV

0.

.3

8 9 .0

180' VC

K = 17

.9

100' VC

K = 8

SSD = 139'

.6

50' VC

K = 31

.4

+2.95%

.0

M a tc h E x is ti n g

.4 5%

.0

+1.38%

.0

+3.02%

M a tc h E x is ti n g

Existing rock armoring to remain

27+44 Remove

24" x 54' pipe culvert

Curve= CL-2

D

R= 380.00'

T= 176.12'

L= 329.85'

Curve= CL-3

D

R= 175.00'

T= 25.17'

L= 50.00'

Curve= CL-4

D

R= 120.00'

T= 50.57'

L= 95.72'

PC 23+00.49

P T

.3

P C

.3

P C

C

.3

PT

8+

.0 e = 4.8%

W = 1' e = 6.4%

W = 2' e = 7.4%

W = 3'

BEGIN PROJECT

END PROJECT

Existing Ground

Profile Grade surface course

Existing base course

Existing

New aggregate surface

Saw cut

See Cross Sections

Special Ditch Left

System Detail, Sheet F.4

See 12" Perforated Pipe Underdrain

Install 90° plastic pipe elbow connection

23+50.00

22+70.00

OR BLM ERFO 151-3301

28+58.75

OR BLM ERFO 151-3301

2-24" x 36' Pipe Culverts

27+70.00 Install

18" x 28' Culvert

23+35 Install

Special Ditch centerline

See Sheet F.4

90° plastic pipe elbow connection

27+46 Install

Line to be constructed

For Information Only

12" x 36' Underdrain Outlet Pipe

23+40 Install

Staging area

20+60 to 22+10

Riprap revetment protection, See Sheet E.1

See Sheet F.4

Placed Riprap, Class 2 at pipe outlets

23+35 to 23+40 Construct

See Sheet F.4 at pipe outlet

Placed Riprap, Class 2

27+70 Construct

Riprap Ditch, Class 2, see Sheet F.4

27+50 to 27+60 Construct

Lower bench

Upper bench

D.3

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d o r b lm d c .d g n

OR BLM ERFO 151-3301

N

5002550

Scale in feet

Vertical Scale:

1H : 1V

FOUNDATION EXCAVATION

(BENCHING) DETAIL

NOTES:

Roadway profile grade

Slope Stake Limits

Approximately 23+40 to 25+25 or as directed

Remove where in conflict with proposed underdrain, Approximate location of existing underdrain

Existing underdrain to remain buried underdrain as directed

27+12 to 27+66 Remove existing

22+00 23+00 24+00 25+00 26+00 27+00

28+00 29+00

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y a r c h benching elevations.

3. See cross sections for anticipated upper and lower between approximately 26+20 through 27+40.

benching excavation. Anticipate bedrock in excavation

2. Rock ranging in size up to 7' in dimension is expected in

See cross sections for approximate benching elevations.

1. Stairstep benching may be necessary in several locations.

PL

ASTI

C

5/8"IR W/FHWA ALUM CAP

Elev 964.481

E 4050393.574

N 758216.653

CP 13110

CP

13110

CP

13110

ELEV

3.

.0

.3

.9

.6

-13.2%

-10.9% +1.9% +19.0 % +43

.8%

+9.40%

-27.0%-20.9% -39.1% -3.8% -25.1% +23.3

% -2.4% -13.8% -26.9%

-37.7%

-11.8%-4.3% +1.2%

+35 .5%

+26.

6%

+50 .1

+21.8

+0.9%

-7.25% +4.1% +16.4% -21.25% -6.9%

+10.6%

+29.

6%

-9.3% -21.4%

+23.1

-16.6%

+12.4%

-0.2%

-21.5%

.9

+40 .0

.4

P T

.3

P C

.3

P C

C

.3

PT

8+

.0

GPK FILE DATED March 2016

PROJECT COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION

13107 758341.551 4049359.741 925.414 43°42'01.206156"N 123°47'52.473156"W 847.5925 0.99989714 5/8" IR w/FHWA Alum Cap

13108 757957.388 4049787.052 930.816 43°41'57.580997"N 123°47'46.454781"W 852.9945 0.99989672 5/8" IR w/FHWA Alum Cap

13110 758216.653 4050393.574 964.481 43°42'00.375294"N 123°47'38.343343"W 886.6759 0.99989523 5/8" IR w/FHWA Alum Cap

13111 758053.556 4050518.054 968.989 43°41'58.814044"N 123°47'36.562788"W 891.1839 0.99989495 5/8" IR w/FHWA Alum Cap

NOTE:

PROJECT :Wells Creek ERFO Repair DATE OF FIELD WORK : Multiple Entrties DATE OF FINAL ADJUSTMENT : April 2013

PROJECT UNITS : INTERNATIONAL FOOT

COORDINATE SYSTEM : Oregon South SPCS NAD83 (2011)

EPOCH DATE : 2010.0000

VERTICAL DATUM : NAVD88 based on Geoid12A

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

STATE PROJECT

BLM ERFO 151-3301 D.4OR

c:

\m yf ile s\ pw _p ro du ct io n\ d0

W el ls C re ek _C on tr ol S he et

.x ls x] S he et

-M ar

-2

2:

P

M W

FL

H

D

G ob le

D es ig ne d by

C he ck ed b y:

NUMBER

SURVEY CONTROL

E.1

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d o r b lm e a .d g n

OR BLM ERFO 151-3301

with roadside ditch

Secondary ditch converges ditch and platform

26+40 High point of

See cro ss sec tion s

Gra de var ies up

N

Scale: 1" = 30'

Gra de

= 1 up

1.40% down Grade = approx.

B16-02 sitvwp

B16-01 sitvwp

Pipe to be removed

NOTE:

as directed.

drains at the locations, orientations, inclinations and lengths

1. Location of drill pad and array is approximate. Install horizontal

See cross sections

Match drill pad grade collector pipe

Horizontal drain

ARRAY PLAN

REVETMENT AND DRAIN

HORIZONTAL DRAIN RIPRAP

LEGEND:

Riprap revetment protectionExisting rock armoring to remain

See cross sections

Drill pad limits

Approximate area of horizontal drain array

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

Pipes to be installed

See cross sections to drain revetment bottom east to ditch, Secondary standard underdrain

27+39.75 to 27+60 Install minimum slope toward project begin

This underdrain drains at 0.5% in cross sections underdrain at 5% grade shown riprap revetment to drain east to

Grade natural slope materials under with underdrain

Secondary ditch converges

See cross sections match existing grade

Ditch and platform grades Special Ditch centerline See cross sections

Special Ditch centerline p r il

See Sheet E.2

Conserved roadway excavation or furnished riprap

Construct Placed Riprap, Class 5 revetment from

27+10 to 27+46.37

RIPRAP REVETMENT AND

HORIZONTAL DRAIN DETAILS

NOTE:

E.2

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d o r b lm e b .d g n

OR BLM ERFO 151-3301

F e b r u a r y

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

TYPICAL HORIZONTAL DRAIN PROFILE

HORIZONTAL DRAIN DETAIL

25'

Unslotted pipe Slotted pipe

1'2'

See table for estimated lengths

1:2.00

1:1

Slope varies

Varies

4" min. dia., 20' length

Permanent steel casing, Horizontal drain pipe seal

Watertight compression

Horizontal drain

Riprap revetment

See table for min. and max. inclination angle

See table for min. and max.

collar elevation

Horizontal drain

Varies

Select Borrow, 6" compacted depth

Varies

12'

See Drill Pad Detail

CL

No Scale

12' typ.

5'

Geotextile, Class 1, Type D

Separation-Stabilization

Geotextile, Class 1, Type D

Separation-Stabilization

27+10 to 27+49.21 LT

RIPRAP REVETMENT DETAIL

26+96.37 to 27+46.37

DRILL PAD DETAIL

Select Borrow, variable compacted depth collector pipe 12" Horizontal drain riprap revetment

Existing or proposed

Cleanout wye from revetment to underdrain Furnished Topsoil, 12" depth, Construction

Embankment

Geotextile, Class 1, Type D

Separation-Stabilization with placed rock as directed Cradle horizontal drain collector pipe

Existing ground

Existing ground

Existing ground in t o e

D e p th v a r ie s cross sections at 5% slope as shown in the drain into standard underdrain Grade excavation for riprap to approved suitable material embankment must be used for drill pad

Any fill or conserved material see cross sections toe, grade to drain, Install underdrain within

27+39.75 to 27+60 be used for riprap revetment and drill pad construction.

1. Conserved suitable roadway excavation materials may collector pipes, as directed placed between and around

Protect collector pipes with rock

See cross sections for elevations 1:2 slope, 1' deep ditch, See Sheet F.4 Underdrain

5' min. thickness

Conserved from roadway excavation or furnished, Placed Riprap, Class 5, Horizontal drain manifold system

Cleanout plug

NO SCALE

E.3

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d o r b lm e c .d g n

OR BLM ERFO 151-3301

F e b r u a r y

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

CLEAN-OUT SYSTEM

COLLECTOR AND

HORIZONTAL DRAIN

CLEAN-OUT SYSTEM

HORIZONTAL DRAIN COLLECTOR AND

Drill pad surface

Steel casing riprap revetment

Existing or proposed

Existing ground

Watertight compression seal solid PVC pipe

1.5" Schedule 80

1.5" Schedule 80

PVC wye coupler above horizontal installation angle

Horizontal drain solid PVC pipe

1.5" Schedule 80

Angle varies install adjacent to riprap revetment polyethylene drain pipe, pipe - 12" corrugated

Horizontal drain collector

2' max.

1' min.

with placed rock as directed Cradle horizontal drain collector pipe

1' min.

F.1

STATE PROJECT

NUMBER

SHEET

OR BLM ERFO 151-3301

F e b r u a r y

N

5002550

Scale in feet

I n t_ ft m y fi le s p w p r o d u c ti o n d o r fa .d g n

EROSION CONTROL

PLAN

LEGEND:

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y : Clearing limits

Slope stake limits =

Clearing limits

Slope stake limits =

Install Fiber Rolls

Install Fiber Rolls

Install Fiber Rolls native seed and bonded fiber matrix mulching

Permanent turf establishment: 4-inch topsoil and compost mix, B16-02 si+vwp

B16-01 si+vwp

MW

each 9 SQ YD in area in 3 locations as directed, Place 12-inches of topsoil

25+80 to 26+30.34 within limits of special ditch

Place 4-inches of topsoil designated for 12-inches of topsoil

Place 4-inches of topsoil in all areas not

Special ditch centerline

Special ditch centerline

No seeding in revetment area for special ditch limits edge of disturbed area except from edge of roadway through

Place 12-inches of topsoil

25+40 to 25+60 LT level portion of drill pad

Place 12-inches of topsoil on

26+30.34 to 27+49.21 LT

Staging area native seed

Permanent turf establishment: 12-inch topsoil and compost mix, PC 23+00.49

P T

.3

P C

.3

P C

C

.3

PT

8+

.0

NO SCALE

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

Direction of runof f from distur bed area s sp ac in g ch ar t

S ee F ib er R ol l

Fiber roll ff o n ur f o n oi t c er i

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

Flow larger than fiber roll wood stakes. See Note 2.

Pay lim its

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

permanent installations. Do not crush fiber roll while staking.

roll is secure to slope. Live stakes may be used for and install fiber rolls

Step 1: Excavate trench Step 2: Backfill soil against fiber rolls

3.

2.

1.

FIBER ROLL

(FT)

(FT)

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

Drive stakes at each end and at 4-foot spacing until fiber

STATE PROJECT

NUMBER

SHEET

Install fiber rolls with a 12-inch minimum diameter.

fiber roll and space stakes at 4-foot max.

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

F.2

STATE PROJECT

p r il

I n t_ ft m y fi le s p w p r o d u c ti o n d o r fd .d

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

NOTE:

10.4 x 16 25101 -0200

25120 -0200

60201 -0600

60201 -0800

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

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

R

IP

R A P

D

IT

C H

M

ET

H

O D

A

C

LA

S S

-I

N C

H P

IP

E

C U

LV

ER

T (F

IN

FO

R M

A

TI

O N

O N

LY

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

S

TA

N D

A R D

U N

D

ER

D R

IN

S

YS

TE

M

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 LNFT LNFT LNFT LNFT Lt Rt 23+35 4 14 3 28 P

23+40 7 27 36 16 P Underdrain Outlet Pipe, For Information Only

27+50 to 27+60 10 27+70 7 133 6 72 P 2 x 36' Culverts

23+40 to 27+50 N/A 149 451 P

Structural excavation does not include shoring or any other temporary excavation. For Information Only.

27+39.75 to 27+60 N/A 23 Structural excavation within riprap revetment excavation limits

PROJECT TOTAL 323 9 10 36 28 72 474

Allowable Pipe Material A Aluminum AS Aluminized steel C Concrete GS Galvanized steel P Plastic (blank) Any appropriate material x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\m yf ile s\ pw

_p ro du ct io n\ d0

D ra in ag e.

xl sx

]S he et

-F eb

-2

2:

P

M M

H

IN

S H

A W

7/

K H

A R R

IS

O N

7/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

F.3

SHEET

NUMBER

BLM ERFO 151-3301OR

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

PLAN ELEVATION

48" (min.)

48" (min.)

RIPRAP APRON AT OUTLET

12" (min.)

m in m in

Neat line to the existing ground apron outlet flowline

Place riprap to match

Finished ground finished grade slope

Bevel culvert to match

Existing ground drainage chute

Culvert or

DRAINAGE DETAILS

6"

6" 6"

Fl ow

" mesh openings2 1" x 2

1approximately screen, No. 17 gage wire, drain pipe with galvanized wire

Cover outlet end of solid outlet end of 12" perforated pipe

Place 12" end cap on upper

12" solid outlet drain pipe

UNDERDRAIN SYSTEM DETAIL

12" PERFORATED PIPE

12" diameter perforated plastic pipe

7' to Centerline, typ.

3'-6"

FOOTNOTE:

Existing ground

Proposed finished slopes

NOTES:12-inch compacted depth

Roadway Aggregate, Method 2, 12-inch compacted depth

Select Borrow

Class 1, Type D

Separation Stabilization-Geotextile, Select Borrow

Lap on top by 12" min.

Geotextile, Class 1, Type D

Separation-Stabilization

F.4

STATE PROJECT

F e b r u a r y

I n t_ ft m y fi le s p w p r o d u c ti o n d o r fd .d

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

24"

Perforated, Smooth Wall

Polyethylene Pipe, 12" diameter

Embankment material per typical sections

26+70 to 27+50 LT

Alternative ditch in drill pad area, See cross sections for proposed slopes

See Note 2.

Drill pad with 6" Select Borrow top layer

Limits of Select Borrow for alternative ditch in drill pad area (depth varies) other angles as required 12" elbow, 90° or

ELEVATION

Neat line

27+50 TO 27+60

RIPRAP DITCH

1. Slope underdrain pipe a minimum of 0.5%, the minimum required in the cross sections or as directed.

2. Use Select Borrow for any material placed on top of the underdrain and through the extent of the drill pad and special ditch platform foundation as directed.

3. Minimize excavation into the existing landslide when removing material to place the underdrain.

TYPICAL SECTION

STANDARD UNDERDRAIN SYSTEM

[1]23+40 to 27+50, LT [2]27+39.75 to 27+60, LT

See cross sections for location details.[2] underdrain is near the toe of the roadway foreslope.

Vary the location of the underdrain as directed so the[1]

Finished ditch line

Finished ditch line drainage chute

Culvert or

PLAN

10'

Revetment underdrain outlet

Collector pipe

Revetment

Line to be constructed or furnished riprap

Conserved roadway excavation

Placed Riprap, Class 2 from or furnished riprap

Conserved roadway excavation

Placed Riprap, Class 2 from or furnished riprap

Conserved roadway excavation

Placed Riprap, Class 2 from

Special Ditch centerline

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

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

See Section 704 for bedding and backfill requirements.

1.

2.

3.

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

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

LEGEND:

Bedding material (uncompacted)

Impermeable backfill material.

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H

Width

H H

H H

H H

H H

H

H

H

H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

A

A

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench

HH

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

Metal endMetal end section

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2014

REVISED: 4/1994 6/2005

or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth. Or lean concrete

> 54"

12" to 54"

6"

4"

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

12" (min.), 24" (max.)

"/foot of cover,2 minimum

1'-0"

STATE PROJECT

NUMBER

SHEET

F.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

BLM ERFO 151-3301 OR

U S

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

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

2H or 12' (max.)

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

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

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

1.

2.

POLYVINYL CHLORIDE (PVC) PLASTIC ROUND PIPE CULVERT

PIPE

SIZE

FILL HEIGHT TABLE AND MINIMUM CELL CLASSIFICATION NUMBER PER ASTM D 1784

SMOOTH WALL (SOLID WALL) RIBBED

PIPE

SIZE

MINIMUM

COVER

CELL CLASS.

NO. 12454

CELL CLASS.

NO. 12364

MINIMUM

COVER CELL CLASS.

NO. 12454C

CELL CLASS.

NO. 12364C

A B C D

END SECTION DIMENSIONS

PLASTIC PIPE END SECTION

SIDE

TOP

FRONT

FILL HEIGHT TABLE AND MINIMUM CELL CLASSIFICATION NUMBER PER ASTM D 3350

SMOOTH WALL (SOLID WALL) CORRUGATED RIBBED

PIPE

SIZE

PIPE

SIZE

PIPE

SIZE

CELL CLASSIFICATION

NUMBER 335434C

CELL CLASS.

NO. 435400C CELL CLASS.

NO. 335434C

MINIMUM

COVER CELL CLASS.

NO. 334433C

MINIMUM

COVER

MINIMUM

COVER

POLYETHYLENE (PE) PLASTIC ROUND PIPE CULVERT

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve.

If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

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 pavement.

A

D

C

B

PIPE SIZE

602-5

STANDARD APPROVED FOR USE 12/1993

DRAFT: 2/2009

REVISED: 4/1994 6/2005

PLASTIC PIPE CULVERT

12 57

INCHES

DIAMETER

INCHES MAXIMUM FILL HEIGHT (FEET)HEIGHT (FEET)

MAXIMUM FILL

INCHESINCHES

DIAMETER

MAXIMUM FILL HEIGHT (FEET)INCHESINCHES

DIAMETER 1.4771.2921.3851.1540.9230.8570.607

MINIMUM WALL THICKNESS (INCHES)

INCHES

DIAMETER

INCHES MAXIMUM FILL HEIGHT (FEET) INCHES

DIAMETER

INCHES MAXIMUM FILL HEIGHT (FEET)

MINIMUM WALL THICKNESS (INCHES)

0.358 0.438 0.358 0.438

66.5

63.5

45.5

24.5

14.5

INCHES

DIMENSIONS

INCHES

DIAMETER

STATE PROJECT

NUMBER

SHEET

F.6

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

BLM ERFO 151-3301 OR

U S

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

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

AND SIGN DETAILS

TRAFFIC CONTROL QUANITIES

TABULATION OF TEMPORARY

G.1

STATE PROJECT

u g u s t

I n t_ ft m y fi le s p w p r o d u c ti o n d o r g a .d

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b

Scottsburg .tS cificaP

INTERS

TATE

US Highway 101

14 miles to Reedsport, Oregon and

BEGIN PROJECT END PROJECT

yawhgiH auqpmU y a w h gi H a u q p m U

N

To In ter sta te

Hi gh wa y I -5 m ile s t o E lkt on , O re go n

CONTROL PLAN

TEMPORARY TRAFFIC

ROAD

CLOSED

ROAD

CLOSED

3 MILE

CLOSED

ROAD

W20-3

1/2 MILE

CLOSED

ROAD

W20-3

W20-3

R11-2

Type 3 barricades with

R11-2

Type 3 barricades with

1/2 MILE

CLOSED

ROAD

0.5 0.25 0

SCALE IN MILES

0.5 1

G.2

STATE PROJECT

F e b r u a r y

I n t_ ft m y fi le s p w p r o d u c ti o n d o r g b .d

H A

R R I S

H I N

S H

C h e c k e d b y

D e s ig n e d b y

Creek R d.

h g u ol

S rettO o

T

.t S cifi c a P

.dR keerC regnistuL

.r r a h cr u

B

,rD nedloG k e e r

C d

R

FOREST

NATIONAL

SIUSLAW

W e a th e rl y d

R k e er C r e g ni st u

L

Um pq ua R iv er

Umpqua River

FOREST

STATE

ELLIOT

Wells

B u r c h a r d C r e e k R

O&C LANDS

COOS BAY BLM

W e ll s C r e e k

WIDTH

"X"

AREA

NUMBER

OF POSTS

POST SIZE D HOLE SIZE

WOOD POST SELECTION TABLE

SINGLE POST SIGN TWO POST SIGN

SIGN INSTALLATION ANGLE

POST DETAIL

S e e N o te

S e e N o te

See Note 4 E d g e o f tr a v e le d w a y

E d g e o f p a v e d s h o u ld e r

CL

NO SCALE

Post

Local tangent

Bottom of sign panel

X

H

H

D

H

0.75X

X

X

H

Y D

H

0.2X

0.6X

0.2X

D

See post detail (typ.)

Break-away holes.

Long side of post

D

90°

93°

635-14

STANDARD APPROVED FOR USE 6/2005

DRAFT: 9/2014

REVISED:

6" x 6" or larger.

Use 7' minimum spacing between posts for sign posts and 6' minimum mounting height for secondary sign.

use 7' minimum mounting height for main sign a minimum lateral distance of 1' behind the face of lateral offset of 2' may be used. In areas with curbs, Diamond ≤ 48"

> 30'

> 17'

12' - 16'

> 13'

< 10

65 - 95

65 - 95

50 - 65

50 - 65

20 - 50

10 - 20

10 - 20

6 x 6

4 x 6

4 x 6

6 x 6

4 x 6

4 x 4

6 x 6

4 x 6

4 x 4

(INCH) (INCH)

(INCH)

1.5

1.5

1.5

(SQFT)

Other Shapes ≤ 48" Diamond ≤ 36"

Other Shapes ≤ 12' Diamond ≤ 48"

200' m in m in

6' - 12'

WOOD POSTS

SIGN INSTALLATION

TEMPORARY TRAFFIC CONTROL

" dia. bolts 4 1Attach sign panels with a minimum of 2 -

STATE PROJECT

NUMBER

SHEET

G.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

BLM ERFO 151-3301 OR

U S

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

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

3.

4.

5.

6.

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

per post.

H1 and H2 = Overall post length.

Select post lengths to fit field conditions.

D = Post embedment depth for average soil conditions.

In areas where lateral distance is limited, a minimum the curb may be used.

In pedestrian locations, or in areas with obstructed views, NOTE:

See table for hole size parallel to sign face.

Field drill holes through post