or-ef-umpqu615-2022-2-1_prelim_plan.pdf

PROJECT MANAGER

C. WARREN

N O

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P A

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A N

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OLUMBIA R

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A K

E R I V

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Lake

Malheur Lake

Harney

Lake

Summer

D E S

C H

U T

E S

R I

V E

R

Lake

Klamath

Upper

Abert

Lake

LAKE N.P.

CRATER

REFUGE

WILDLIFE

NATIONAL

MALHEUR

RANGE

ANTELOPE

NATIONAL

HART MT.

20 20

395197

Ashland

Roseburg

EUGENE

Bend

Corvallis

Newport

SALEM

PORTLAND

Astoria

Pendleton

La Grande

Ontario

Burns

Falls

Klamath

Bend

North

City

Baker

Dalles

The

WASHINGTON

I D

A H

O

NEVADACALIFORNIA

OREGON KEY MAP

Grants Pass

MEDFORD

FOREST

D E P

A

RTMENTOFAGRICULT

U

RE

SERVICE

SITE 4710

SITE 4711

SITE 3220

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E N

O R

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D E P A

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AM

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PLANS PREPARED BY

PRELI

M

IN

ARY

U.S. FOREST SERVICE

U. S. DEPARTMENT OF AGRICULTURE

UMPQUA ERFO REPAIRS 2022

TYPE OF CONSTRUCTION:

stabilization mechanically stabilized earth walls, and slope

Repair of aggregate roadway, ditch regrading, DESIGN DESIGNATION:

e (max)

V

ADT (2042)

ADT (2022)

match existing

15 MPH

<400

<400

SPECIFICATION:

on Federal Highway Projects, FP-14

Construction of Roads and Bridges

Standard Specifications for

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

LENGTH 0.19 MILES

PLANS FOR PROPOSED PROJECT

LOCATIONS

PROJECT

OR ERFO FS UMPQU 615-2022-2(1)

DOUGLAS COUNTY, OREGON

UMPQUA NATIONAL FOREST

APPROVED:

Western Federal Lands Highway Division

Chief of Engineering, DATE

T 32 S

T 31 S

T 30 S

T 29 S

T 28 S

T 27 S

T 26 S

T 25 S

R

W

R

W

R

W

R

W

R

W

R

W

R

W

R

W

R

E

R

E

R

E

R

E R

E

R

E

R

.5

E

T 25.5S S

T 33 S

See A.3 for Vicinity Maps

5 0 5 10 15

Scale in miles

N.F.

F.-W.

F.

N.

D.

W. N. F.

GLIDE

SUTHERLIN

ROSEBURG

WINSTON

MYRTLE CREEK

See A.4 for Material Source

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PROJECT

NUMBER

SHEET

A.1OR ERFO FS UMPQU 615-2022-2(1)

FOREST

NATIONAL

UMPQUA

PARK

NATIONAL

CRATER LAKE

FOREST

NATIONAL

RIVER

ROGUE

PRELIM

INARY - N

OT FO

R CONSTRUCTION

PRELIM

INARY - N

05 5 2010 15

Scale in miles

N

N

SITE 4710-2.7

SITE 3220-1.42

SITE 4711-1.7

SITE 3220-1.42

SITE 4711-1.7

SITE 4710-2.7

North

Umpqua

Rive r

Thunder

C re e k

F a lls

C re e k

C r e e k

W r ig h t

C re e k b e r r y

C re e k

B o u s g

R a s p

Jo h n

C r e e k

C reek

C ougar

C re e k

B u rn t

C re e k

Fa irv ie w

N F-

N.F.

NORTH

U M

P Q

U A

HI

GHWAY

UPPER

C O

W

CREEK

R D

Creek

C r e e k

M a p le

C re e k

Fr en ch

C re e k

G ra n it e

C re e k

D e v il

C r e e k

C o p p e r

N .F

FOREST

NATIONAL

UMPQUA

FOREST

NATIONAL

UMPQUA

LOCATION MAP

(Lat. 43.311071°, Long. -122.808591°)

FSR 4711-1.7

(Lat. 43.318368°, Long. -122.840157°)

FSR 4710-2.7

(Lat. 42.837512°, Long. -123.046665°)

FSR 3220-1.42

Co w

2000 FT

2000 FT

24 miles

Grants Pass, OR

To

57 miles

Eugene, OR

To

24 miles

Clearwater, OR

To

15 miles

Glide, OR

To

14 miles

Azalea, OR

To

25 miles

Trail, OR

To

ROSEBURG

GLIDE

SUTHERLIN

AZALEA

MYRTLE CREEK FOREST

NATIONAL

UMPQUA

Tr ail

Wright

Cree k

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S it e V ic in it y M a p s p w w o r k w f l\ d

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SITE VICINITY MAPS

PROJECT

NUMBER

SHEET

A.3OR ERFO FS UMPQU 615-2022-2(1)

PRELIM

INARY - N

C & D Quarry (Potential Quarry Site)

Site 3220-1.42

Hatchet Quarry (Staging Only)

Timber Bench Quarry

Site 4711-1.7

Site 4710-2.7

Gobblers Knob Quarry

Wright Creek Quarry

N.F. 022

N

1 0 1 2 3

Scale in miles

4000 0 4000 8000 12000

Scale in feet

Longitude: -122.970473°

Latitude: 42.887199 °

Longitude: -122.993332°

Latitude: 42.834932°

N.

F.

N.F.

UPPER

COW

RD

CREEK

Cow

Creek

HWY.

TILLER

T R

A

IL

N .F

Longitude: -122.790522°

Latitude: 43.300072°

Long.: -122.783308°

Latitude: 43.270150°

Longitude: -122.819845°

Latitude: 43.273454°

NORTH

U M

PQ

U A

HWY

N.F

N .F

N.F. 015N .F. 30

N.F . 33

N.F. 440

N.F. 550

N .F . 7

N.F. 875

N.

F.

N.

F.

N.

F.

N.F . 6

N .F

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MATERIAL SOURCE

PROJECT

NUMBER

SHEET

A.4OR ERFO FS UMPQU 615-2022-2(1)

PRELIM

INARY - N

C F

I C

I O

E C

A N

C

OLUMBIA R

IV

ER

S N

A K

E R I V

E R

Lake

Malheur Lake

Harney

Lake

Summer

D E S

C H

U T

E S

R I

V E

R

Lake

Klamath

Upper

Abert

Lake

LAKE N.P.

CRATER

REFUGE

WILDLIFE

NATIONAL

MALHEUR

RANGE

ANTELOPE

NATIONAL

HART MT.

20 20

395197

Ashland

Roseburg

EUGENE

Bend

Corvallis

Newport

SALEM

PORTLAND

Astoria

Pendleton

La Grande

Ontario

Burns

Falls

Klamath

Bend

North

City

Baker

Dalles

The

WASHINGTON

I D

A H

O

NEVADACALIFORNIA

Grants Pass

MEDFORD

N

PLANS PREPARED BY

PREPARED FOR:

DATE:

NARRATIVE DESCRIPTIONS

Developed Conditions:

Existing Site Conditions:

Total Disturbed Area = X.XX Acres

Soil description:

RECEIVING WATER BODIES:

SURVEYING FIRM

PLANNING / ENGINEERING /

SITE SOIL CLASSIFICATION:

Phone: 503- 229-5279

Portland, OR 97232

700 NE Multnomah St. Stuite 600

Oregon Dept. of Environmental Quality

HAZARDOUS MATERIALS:

SHEET NO. DESCRIPTION

DEQ - ESCP Cover SheetDEQ01

DEQ - 1200CA Permit RequirementsDEQ02

EROSION AND SEDIMENT CONTROL SHEET INDEX

include that phase.

If VERTICAL CONSTRUCTION or LAND DEVELOPMENT is planned, matrix will

1200-CA permit supercedes requirements of this plan.

ESCP and general conditions have been developed to facilitate compliance with the

The permittee is required to meet all the conditions of the 1200-CA permit. This

BMP MATRIX FOR CONSTRUCTION PHASES

Phase 1 ESCP SheetsFB01-FB03

Phase 2 ESCP SheetsFB04-FB06

Phase 3 ESCP SheetsFB07-FB09

DEQ03 DEQ - Contractor's Notes

Drawings Standard Drawings

FA01- FA05 Final Stabilization

Phase/BMP

INSPECTION FREQUENCY:

runoff is occurring.

At least once every 14 days, regardless of whether stormwater melt, that results in discharge from the site.

Within 24 hours of any storm event, including runoff from snow

On initial data that land disturbance activities commence.1. Active period conditions.

suspended and runoff is unlikely due to frozen

4. Periods during which construction activities are consecutive calendar days

2. Inactive periods greater than fourteen (14) inclement weather

3. Periods during which the site is inaccessible due to conditions.

conducted and runoff is unlikely during frozen

5. Periods during which construction activities are than 14 calendar days apart, then once per month.

been completed to twice per month for the first month, no less have Section 2.2.20of the site where the stabilization steps in

The inspector may reduce the frequency of inspections in any area

SITE CONDITION MINIMUM FREQUENCY

waterbody.

relevant discharge point or downstream location of the receiving

If safe, accessible and practical, inspections must occur daily at a conditions make discharges likely.

Immediately resume monitoring upon thawing, or when weather

Visual monitoring inspections may be temporarily suspended.

conditions make discharges likely.

Immediately resume monitoring upon thawing, or when weather

Visual monitoring inspections may be reduced to once a month.

consecutive calendar days, retain the ESCP at the construction site or at another location.

DEQ, agent, or the local municipality. During inactive periods of greater than seven (7)

Retain a copy of the ESCP and all revisions on site and make it available on request to

Inspection logs must be kept in accordance with DEQ's 1200-CA permit requirements.

All inspections must be made in accordance with DEQ 1200-CA permit requirements.

inspector to discuss erosion and sediment control measures and construction limits.

Hold a pre-construction meeting of project construction personnel that includes the

* ATTENTION EXCAVATORS

these rules by calling 503-232-1987.

commencing an excavation. Call 503-246-6699. You may obtain copies of two business days before you to notify the utility notification center at least

Oregon law, OAR 952-001-0010 through OAR 952-001-0090, requires

For Information Only

NOT TO SCALE

VICINITY MAP

STANDARD DRAWINGS

W629-02

W629-01

W157-21

W157-20

W157-19

W157-18

W157-17

W157-16

W157-15

W157-02

W157-01

157-07

157-06

157-05

157-04

157-02

Rolled Erosion Control Product in Channels

Rolled Erosion Control Product on Slopes

Fiber Roll

Sediment Wattle

Stabilized Construction Exit

Water Filtration Bag

Temporary Diversion Berm Methods

Check Dam with Rolled Erosion Control Product

Check Dam, Moderate Grades

Temporary Inlet Protection

Silt Fence and Lined Waterways

Temporary Erosion Control Berms, Slope Drains, Check Dam

Temporary Diversion Channels

Sediment Trap

Temporary Inlet Protection

Year 2024

CLEARING

Ground Cover

GRADING

MASS

Plastic Sheeting

Dust Control

Mulch/Hydroseed)

Stabilization (Straw

Temporary

CONST.

UTILITY

Stabilization

Permanent

EROSION PREVENTION

SEDIMENT CONTROL

Straw Wattles

Inlet Protection

Dewatering

RUNOFF CONTROL

Ravine)

Buffer Zone (from

(Perimeter)

Sediment Fence

(Interior)

Sediment Fence

Entrance

Construction

Protection

Existing Outlet

Protection

New Outlet

Check Dams

Existing Curb Inlet

POLLUTION PREVENTION

Management

Hazard Waste

Spill Kit Onsite

Area

Concrete Washout

CONST.

VERTICAL

STABILIZATION

FINAL

PARK

NATIONAL

LAKE

CRATER

NF

F-W

F.

N.

D.W. N. F.

GLIDE

SUTHERLIN

ROSEBURG

WINSTON

MYRTLE CREEK

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

Site still recovering from recent wildfire.

varying shoulder along the fill slopes appear to be original cut and sidecast fill alignments.

Three storm induced failures of USFS forest roads with unpaved 12 ft typ wide roads with to recover lost road prism. Varying width of fill slopes and cut slopes.

Unpaved roads with varying width. Proposed MSE walls & Rock Embankment

DOGAMI and ODOT.

material type in the area, with localized competent basalt and gabbro rocks documented by

Decomposed andesite and other weathered volcanic rocks appear to be the predominant

French Creek serves as a tributary to Cow Creek

Wright Creek serves as a tributary to North Umpqua River

Falls Creek serves as a tributary to North Umpqua River

Basalt and gabbro are known sources of Naturally occuring asbestos (NOA)

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DEQ - ESCP COVER SHEET

PROJECT

NUMBER

SHEET

OR ERFO FS UMPQU 615-2022-2(1) A.5

For Information Only

NOT TO SCALE

SITE MAP

NATIONAL

UMPQUA

NATIONAL

RIVER

ROGUE

PRELIM

INARY - N

project completion. (1200-CA Permit Section 13.2.21) moved and disposed of properly, unless needed for long term use following complete and the site is stabilized, all temporary erosion controls and retained vegetation or other cover of exposed areas is established. Once construction is

Do not remove temporary sediment control practices until permanent 42.

resumes on that portion of the site. (1200-CA Permit Section 13.2.20) tackifier, loose straw, or an adequate covering of compost mulch until work activities cease for 14 days or more with a covering of blown straw and a

Provide temporary stabilization for that portion of the site where construction 41.

days. (1200-CA Permit Section 17.5.f.)

permanently ceased or will be temporarily inactive for 14 or more calendar

Document any portion(s) of the site where land disturbing activities have 40.

cleanup released sediments. (1200-CA Permit Section 13.2.19) not occur. Vacuuming or dry sweeping and material pickup must be used to

The intentional washing of sediment into storm sewers or drainage ways must 39.

13.2.19.a)

Department of State Lands required timeframe. (1200-CA Permit Section in-stream clean-up of sediment shall be performed according to the Oregon steps to prevent a recurrence of the discharge within the same 24 hours. Any be remediated. Investigate the cause of the sediment release and implement

Within 24 hours, significant sediment that has left the construction site, must 38.

project. (1200-CA Permit Section 13.1.5.d) before design capacity has been reduced by fifty percent and at completion of percent. Sediment basins and sediment traps: remove trapped sediments

Catch basins: clean before retention capacity has been reduced by fifty 37.

Permit Section 13.1.5.c) two inches depth above ground height and before BMP removal. (1200-CA

Other sediment barriers (such as biobags): remove sediment before it reaches 36.

13.1.5.b) above ground fence height and before fence removal. (1200-CA Permit Section

Sediment fence: remove trapped sediment before it reaches one third of the 35.

surface waters. (1200-CA Permit Section 13.2.8) to prevent discharges to surface waters or conveyance systems leading to stockpiles must be stabilized or covered, or other BMPs must be implemented

As needed based on weather conditions, at the end of each workday soil 34.

13.2) stable during rain events at all times of the year. (1200-CA Permit Section weekends, if needed. The registrant is responsible for ensuring that soils are

Temporarily stabilize soils at the end of the shift before holidays and 33.

according to manufacturer’s specifications. (1200-CA Permit Section 6) operating the treatment system. Operate and maintain the treatment system system. Obtain Environmental Management Plan approval from DEQ before design, and a sampling plan and frequency) before operating the treatment system, location of inlet, location of discharge, discharge dispersion device operation and maintenance plan (including system schematic, location of filtration, etc.) for sediment or other pollutant removal is employed, submit an If an active treatment system (for example, electro-coagulation, flocculation, 32.

waterway riparian zone. (1200-CA Permit Section 13.3.5) waters. Exercise caution when using time-release fertilizers within any manufacturer’s recommendations to minimize nutrient release to surface The application rate of fertilizers used to reestablish vegetation must follow 31.

avoid wind-blown soil. (1200-CA Permit Section 13.2.9) Use water, soil-binding agent or other dust control technique as needed to 30.

Section 13.3) signage, and covered storage areas for waste and supplies. (1200-CA Permit vehicles and machinery, material delivery and storage controls, training and disposal procedures, spill kits in all vehicles, regular maintenance schedule for response procedures, employee training on spill prevention and proper Implement the following BMPs when applicable: written spill prevention and 29.

(See 1200-CA Permit Section 13.4) uncontaminated groundwater seepage due to shallow excavation activities.

Provide a dewatering plan for accumulated water from precipitation and 28.

be installed. (See 1200-CA Permit Sections 13.2.17 and 13.2.18) If engineered soils are used on site, a sedimentation basin/impoundment must 27.

1200-CA Permit Section 13.2.17.a) Permit Section 13.2.17 and stamped by an Oregon Professional Engineer. (See Provide plans for sedimentation basins that have been designed per 1200-CA 26.

(1200-CA Permit Sections 13.2.15 and 13.3) solvents, curing compounds and adhesives from construction operations.

machinery, as well as debris, fertilizer, pesticides and herbicides, paints, pollutants include fuel, hydraulic fluid, and other oils from vehicles and cleaning and maintenance activities; and waste handling activities. These spills; vehicle and equipment fueling, maintenance, and storage; other Use BMPs to prevent or minimize stormwater exposure to pollutants from 25.

are to be installed. (1200-CA Permit Section 13.2.12) Prevent soil compaction in areas where post-construction infiltration facilities 24.

are not disturbed. (1200-CA Permit Section 13.2.10) Ensure that steep slope areas where construction activities are not occurring 23.

(1200-CA Permit Sections 12 and 13.3.9) wash-out, wastewater from cleanout of stucco, paint and curing compounds.

Control prohibited discharges from leaving the construction site, i.e., concrete 22.

drain loads on site. (1200-CA Permit Section 13.2.7.f) When trucking saturated soils from the site, either use water-tight trucks or 21.

place prior to land- disturbing activities. (1200-CA Permit Section 13.2.7) unpaved roads located onsite, or use an exit tire wash. These BMPs must be in construction entrance, graveled (or paved) exits and parking areas, gravel all Prevent tracking of sediment onto public or private roads using BMPs such as: 20.

Section 13.3.7) discharge of pollutants (e.g., secondary containment). (1200-CA Permit precipitation, or (2) a similarly effective means designed to prevent the a tarp, plastic sheeting, temporary roof) to prevent exposure of wastes to day. For waste containers that do not have lids, provide either (1) cover (e.g., the business day for those containers that are actively used throughout the Keep waste container lids closed when not in use and close lids at the end of 19.

controls. (1200-CA Permit Section 13.3.7) Establish material and waste storage areas, and other non-stormwater 18.

Sections 13.2.20 and 13.2.21) unvegetated, such as dirt access roads or utility pole pads.(1200-CA Permit stabilizations measures are not required for areas that are intended to be left all disturbed areas as grading progresses. Temporary or permanent Apply temporary and/or permanent soil stabilization measures immediately on 17.

beginning concrete work. (1200-CA Permit Section 13.2.14)

16. Establish concrete truck and other concrete equipment washout areas before the site boundary. (1200-CA Permit Sections 13.2.6 and 13.2.13) internal storm drain inlets at all times during construction, both internally and at

15. Control sediment as needed along the site perimeter and at all operational

Sections 13.1.1. and 13.2.16) at outlets and downstream channels and stream banks. (1200-CA Permit

14. Control both peak flow rates and total stormwater volume, to minimize erosion

CA Permit Sections 13.1.3) well as all sediment basins, traps, and barriers prior to land disturbance. (1200-

13. Install perimeter sediment control, including storm drain inlet protection as of the state. (1200-CA Permit Section 13.2.4)

12. Maintain and delineate any existing natural buffer within the 50-feet of waters

Identify the type of vegetative seed mix used. (1200-CA Permit Section 13.2.5) vegetate open areas when practicable before and after grading or construction.

11. Preserve existing vegetation when practical and re-vegetate open areas. Re-preserved, especially in perimeter areas. (1200-CA Permit Section 13.2.1) between the site and sensitive areas (e.g., wetlands), and other areas to be zones, and vegetation areas to be preserved. Identify vegetative buffer zones riparian areas and vegetation including important trees and associated rooting

10. Identify, mark, and protect (by construction fencing or other means) critical

Section 13.2.3) to prevent stormwater from bypassing controls and ponding. (1200-CA Permit

9. Create smooth surfaces between soil surface and erosion and sediment controls

Section 13.2.2) exposed inactive areas from becoming a source of erosion. (1200-CA Permit

8. Sequence clearing and grading to the maximum extent practical to prevent within 10 days. (1200-CA Permit Section 15.9) is only under specific conditions. Submit all necessary revision to DEQ or Agent

7. Submission of all ESCP revisions is not required. Submittal of the ESCP revisions

15.8)

6. The ESCP must be accurate and reflect site conditions. (1200-CA Permit Section

(1200-CA Permit Sections 15 and 15.11) control measures or practices described in the ESCP is a violation of the permit.

5. The permit registrant must implement the ESCP. Failure to implement any of the request to DEQ, Agent, or the local municipality. (1200-CA Permit Section 15.7)

4. Retain a copy of the ESCP and all revisions on site and make it available on requirements. (1200-CA Permit Section 17.5.q)

3. Inspection logs must be kept in accordance with DEQ’s 1200-C permit

1200-C permit requirements. (1200-CA Permit Section 17.5)

2. Visual monitoring inspection reports must be made in accordance with DEQ responsibilities. (1200-CA Permit Section 15.4.c.ii) installer (see 1200-CA Permit Section 15.10), as well as their individual maintenance of stormwater control measures (e.g. ESCP developer, BMP name and position) that are responsible for the design, installation and (1200-CA Permit Section 15.4.c.i). In addition, include a list of all personnel (by construction activities. Revise the list as appropriate until project cpompletion activities on site, and the areas of the site where the contractor(s) will engage in

1. Once known, include a list of all contractors that will engage in construction

1200CA PERMIT REQUIREMENTS

REQUIREMENTS

DEQ - 1200CA PERMIT 2

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A.6OR ERFO FS UMPQU 615-2022-2(1)

PRELIM

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TABLE:

NATURE OF CONSTRUCTION ACTIVITY AND ESTIMATED TIME PRIME CONTRACTOR/DEVELOPER:

Description of experience:

Certification #

E-mail:

Fax:

Phone:

Company/Agency:

Permittee's Site Inspector

INSPECTOR INFORMATION:

Phase to be used:

Material name:

SITE:

POLLUTANT GENERATING MATERIALS ON

Fax:

Phone:

Address 2

Address 1

Contact:

Company:

Final Stabilization (Dates, From - To)

Street Construction (Dates, From - To)

Utility Installation (Dates, From - To)

Mass Grading (Dates, From - To)

Clearing (Dates, From - To)

IN-SITU RAIN GAUGE:

Or NO YES

Provide URL for Nearest Rain Gauge

ENGINEERED SOILS:

NO Used on site - YES

If yes, provided retention plan and pH monitoring schedule

EXPECTED:

LIST ALL AUTHORIZED NON-STORMWATER DISCHARGES

Construction To Contain Runoff From The Work Site.

List Any Stormwater Facilities That Will Be Used During

N/A

LOCATION OF OFF-SITE STAGING AREA

LOCATION OF CONCRETE TRUCK WASHOUT

County

, Oregon

Construction

ESCP Revisions During DATENo. BY

, Oregon County

, R. S. , T. located in the Sec.

Tax Map#

Tax Lots

PROPERTY DESCRIPTION:

https://streamstats.usgs.gov/ss/?gage=14316700&tab=info https://streamstats.usgs.gov/ss/?gage=14308990&tab=info

N/A

DEQ - CONTRACTOR'S NOTES

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A.7OR ERFO FS UMPQU 615-2022-2(1)

INARY - N

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER

NORTH EAST

ORTHOMETRIC

ELEVATION

LATITUDE LONGITUDE

ELLIPSOID

HEIGHT

COMBINED

FACTOR

DESCRIPTION NOTE:

Green Butte 1.

23101 436990.814 4238338.578 2392.139 42°50'14.048514"N 123°02'48.000960"W 2315.2196 0.999800592 5/8" IR W/ FHWA ALUM CAP

23102 437228.307 4238450.302 2400.574 42°50'16.427015"N 123°02'46.598930"W 2323.6545 0.999800122 5/8" IR W/ FHWA ALUM CAP

Fairview

23111 610411.456 4298637.117 1429.007 43°19'03.748214"N 122°50'23.983583"W 1352.5448 0.999833347 5/8" IR W/ FHWA ALUM CAP

23112 610573.694 4298613.852 1422.343 43°19'05.343692"N 122°50'24.359515"W 1345.8821 0.999833685 5/8" IR W/ FHWA ALUM CAP

23113 610796.161 4298623.052 1414.193 43°19'07.542815"N 122°50'24.319190"W 1337.7358 0.999834102 5/8" IR W/ FHWA ALUM CAP

23114 610945.476 4298587.718 1409.413 43°19'09.007362"N 122°50'24.853450"W 1332.958 0.999834349 5/8" IR W/ FHWA ALUM CAP

Wight Creek

23121 607361.755 4307131.640 1557.752 43°18'35.963992"N 122°48'27.975918"W 1481.4446 0.999826846 5/8" IR W/ FHWA ALUM CAP

23122 607056.717 4307192.778 1592.366 43°18'32.968723"N 122°48'27.035593"W 1516.0641 0.999825156 5/8" IR W/ FHWA ALUM CAP

COORDINATE SYSTEM : Oregon South SPCS NAD83 2011 VERTICAL DATUM : Orthometric elevations based on the NAVD88 GEOID18

EPOCH DATE : 2010.000

CADD SYSTEM COORDINATE SYSTEM : OR83/2011-SIF NSRS11(NAD83/2011) Oregon, Southern Zone, Intn'l Foot

PROJECT : Umpqua ERFO repairs 2022 DATE OF FIELD WORK :September, 2023 DATE OF FINAL ADJUSTMENT : November, 2023

PROJECT UNITS : International Foot

-M a r-

:0 A

M

C

M yF ile s\

T h a tc h er

S m it h \S u rv ey \P ro je ct s\

O R \U m p q u a \2

O R E

R

FO

F S U

M P Q

U -2

-2

(1 co n tr o ls h ee t.

xl sx ]S h ee t

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.

PROJECT

A.8OR ERFO FS UMPQU 615-2022-2(1)

SHEET

NUMBER

SURVEY CONTROLPRELIM

INARY - N

BARRICADE, TYPE 3

BARRICADE, TYPE 3

200 4000100200

Scale in feet

ROAD

CLOSED

ROAD

CLOSED

R11-2

NF-4710to N UMPQUA HWY

(Lat. 43.318368°, Long. -122.840157°)

SITE 4710-2.7

F a lls

C re e k

N F -4

R11-2 to N

F-

NF-

:2

J u ly

T

E M

P O

R A

R Y

T R

A F

F

IC

C O

N T

R O

L S

IG

N

IN

G

F S

R

M

P

.7 p w w o r k w f l\ d \o r e f u m p q u .7 p ln tt c .d g n

SITE 4700-2.7

TEMPORARY TRAFFIC CONTROL

PROJECT

NUMBER

C.14

OR ERFO FS UMPQU 615-2022-2(1)

INARY - N

G

S

N

BEGIN CONSTRUCTION

END CONSTRUCTION

Turf establishment (Special seed mix)

Turf establishment (Special seed mix)

Limits of landscaping bench

100+00.00

"ALI_MAIN_4710"

102+82.69

"ALI_MAIN_4710"

LEGEND:

Mitigation, landscaping log

Pseudotsuga menziesii, Douglas Fir, 48-inch to 60-inch height, balled and burlapped

Boulder Pile

:5 u ly

L

A N

D S

C A

P

IN

G P

L A

N S

IT

E

-2 p w w o r k w f l\ d

\o r e f u m p q u

.7 p ln la n d s c a p in g

.d g n

SITE 4710-2.7

LANDSCAPING PLAN

PROJECT

C.15OR ERFO FS UMPQU 615-2022-2(1)

INARY - N

1000 200005001000

Scale in feet

BARRICADE, TYPE 3

BARRICADE, TYPE 3

N

ROAD

CLOSED

ROAD

CLOSED

SITE 4711-1.7

(Lat. 43.311071, Long. -122.808591)

SITE 4711 MP 1.7

NORTH

UMPQUA

HIGHWAY

W r ig h t

C r e e k

NF 471

N F-015

N F

W

RI

GHT

CREEK

TRAI

LHEAD

R11-2

R11-2

:1

J u ly

T E

M P

O R

A R

Y T

R A

F F

IC

C

O N

T R

O L

S

IG

N

IN

G S

IT

E

-1 p w w o r k w f l\ d \o r e f u m p q u .7 p ln tt c .d g n

SIGNING SITE 4711-1.7

TEMPORARY TRAFFIC CONTROL

PROJECT

NUMBER

D.15

INARY - N

BARRICADE, TYPE 3

BARRICADE, TYPE 3

500 10000250500

Scale in feet

ROAD

CLOSED

ROAD

CLOSED

SITE 3220-1.42

(Lat. 42.837512, Long. -123.046665)

SITE 3220 MP 1.42

C R E E K

C O

W

UPPER

R D

Cre ek

C o w

N .F

F re n c h

C re e k

R11-2

R11-2

N .F

:5 u ly

T

E M

P O

R A

R Y

T R

A F

F

IC

C O

N T

R O

L S

IG

N

IN

G

S

IT

E

M

P

.4 p w w o r k w f l\ d \o r e f u m p q u .4 p ln tt c .d g n

SIGNING SITE 3220 MP 1.42

TEMPORARY TRAFFIC CONTROL

PROJECT

NUMBER

SHEET

E.5OR ERFO FS UMPQU 615-2022-2(1)

PRELIM

INARY - N

QUANTITY

RIPRAP

ESTIMATED

CLASS

RIPAP

QUANTITY

GEOTEXTILE

ESTIMATED

SECTION

END

WITH

SECTION

END

WITHOUT

D

SIZE

CULVERT

QUANTITY

RIPRAP

ESTIMATED

CLASS

RIPAP

QUANTITY

GEOTEXTILE

ESTIMATED

SECTION

END

WITH

SECTION

END

WITHOUT

D

SIZE

CULVERT

NO SCALE

FOR INFORMATION ONLY

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

OUTLET WITHOUT DITCH

FOR INFORMATION ONLY

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

OUTLET WITH DITCH

Variable slopeVariable slope

D

/2

/2

4D m in

H m in

H

/2

/2

H ditch slope

Match existing ditch slope

Match existing

D or Span

Dia.

or Span

Dia.

or Span

Dia.

or Span

Dia.

L

LENGTH

APRON

H

DEPTH

APRON

L

LENGTH

APRON

H

DEPTH

APRON

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

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

2' (min.)

2' (min.)

(INCHES)

(INCHES)

14.5

12.5

49.8

38.7

18.5

13.2

5.2

3.2

1.7

44.4

34.0

15.6

10.8

3.9

2.2

1.0

14.5

12.5

38.5

29.8

15.1

10.7

4.4

2.7

1.3

35.6

27.2

13.3

9.3

3.6

2.0

0.9

3.

2.

1.

SECTION A-A SECTION B-B

SECTION C-C SECTION D-D SECTION E-E

PROTECTIVE APRON AT CULVERT OUTLET WITH DITCH

PROTECTIVE APRON AT CULVERT OUTLET WITHOUT DITCH

END SECTION

CULVERT WITH STANDARD

PLAN VIEW

END SECTION

CULVERT WITHOUT STANDARD

PLAN VIEW

END SECTION

CULVERT WITH STANDARD

PLAN VIEW

END SECTION

CULVERT WITHOUT STANDARD

PLAN VIEW

NOTE:

A

1 1

A B B

C C DD

E

E

E

E b o tt o m w id th b o tt o m w id th for payment.

Do not measure riprap placement excavation

Furnish separation and stabilization geotextile.

less than 10%.

Use for aprons serving culverts with slopes or flatter

Sloped 1V:2H

Original ground

Geotextile m in

H

L

D it c h

D ground

Original

Geotextile Flowline m in

D /2

Geotextile m in

D /2 m in

D /2 ground

Original

Geotextile

D it c h

D

L ground

Original

Geotextile m in

H Original ground

L L

DETAIL APPROVED FOR USE 8/2016

REVISED:

251-1W

WFLHD DETAIL

CULVERT OUTLETS

PLACED RIPRAP AT

:5 u ly

D e t

W p w

-w o rk \d

\W

-1

R

IP

R A

P O

U T

L E

T .d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.2OR ERFO FS UMPQU 615-2022-2(1)

INARY - N

NO SCALE

1.

2.

3.

4.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

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

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

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

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.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

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.

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

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

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

" CORRUGATIONS2

1" x 3

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

METAL THICKNESS (INCH/GAGE)

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

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

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

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

NOTE:

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-1

:5 u ly

S td p w w o r k

\d

\M e ta l P ip e C u lv e r t.

d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.3OR ERFO FS UMPQU 615-2022-2(1)

INARY - N

1.

2.

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Smoother sleeve with center stop.

Stab type joint

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

W

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

Pipe heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Angle

Wedge

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

[1] Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

[2] For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

COUPLING BANDS FOR METAL PIPE CULVERT [1]

[3] Use annular corrugated bands with pipes having annular corrugations or with helical pipe the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

10.5

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

rerolled with 3" × 1" pipe corrugations.

COUPLING BAND

METAL PIPE CULVERT

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 corrugations on rerolled pipe ends.

diameter, required above 42" diameter

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

Second angle connection optional to 42"

NOTE:

underdrain [6]

[4] Use helical corrugated bands with pipes having helically corrugated ends.

[5]

[6]

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2

602-2

:4 u n e

S td p w w o r k \d

\M e ta l P ip e C u lv e r t

C o u p li n g B a n d .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

F.4

INARY - N

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 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"

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.)

STANDARD APPROVED FOR USE 12/1993

10/2017 DRAFT:

6/2005 4/1994 REVISED:

602-3

:4 u n e

S td p w w o r k

\d

\C u lv e r t

B e d d in g .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

NUMBER

SHEET

F.5OR ERFO FS UMPQU 615-2022-2(1)

PRELIM

INARY - N

dimension of all pipe arch culverts.

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

TYPE II

TYPE I

SECTION B-B

SECTION A-A

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

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

Pipe culvert

E n d o f p ip e

FLOW

Flat b ottom di tch a t culv ert in let

FLOW

Tape r at 1

0:1 r atio

Taper a t 10:1 ratio

FLOW

2D or

FLOW

Taper at 10

:1 rat io

2D or

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

Maximum 2D or

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

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

PIPE SIZE (D) WIDENING

DITCH WIDENING

Flat b ottom ditc h at c ulvert inlet

A

A

B

B section

End

PLAN PLAN

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

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

or flat terrain. Taper at

Taper at 10:1 in rolling

Normal ditch line

Pipe culvert

Original ground cut slope

Normal

(See table)

Ditch widening

Subgrade shoulder Normal ditch lineSubgrade shoulder

Pavement surface

Berm

Pavement surface

Subgrade

End section

Berm pipe as staked

Slope at ditch at end section

Flow line of pipe as staked

Slope at cut slope

Normal

D in lieu of 45° pipe elbow

30° pipe elbows may be required

At skewed pipe locations, 22.5° or

Standard 45° pipe elbow.

slope

1:3 max ditch line

Normal maximum slope

1:1.5

Cut Slope slope

1:3 max maximum slope

1:1.5

Cut Slope

D ditch line

Normal

Subgrade

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET 30"

24"

18"

7'

6'

5'

1'

1'

NOTE:

B e rm

D

B e rm

D

(min.)

4' d ip a t c e n te r

(Min.)

4'

602-6

:4 u n e

S td p w w o r k \d

\C u lv e r t

I n le t T r e a tm e n t in C u t

S lo p e s .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

NUMBER

SHEET

F.6OR ERFO FS UMPQU 615-2022-2(1)

PRELIM

INARY - N

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

T o e o f s lo p e

PLAN

ELEVATION

4.

3.

2.

1.

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

Varies

Varies

Geotextile

Steel or wood post

Backfilled and compacted soil f o r s p a c in g

S e e N o te

Limits of clearing

(undisturbed)

Existing ground

Silt fence reinforcement

NOTE:

Staple or tie

Section B

Geotextile fabric, Tie top of posts together driven tightly together.

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric See Note 3

End Posts Detail

End posts, see

End Posts Detail

End posts, see

See Note 3 fabric, Section A

Geotextile

Flow

Flow

Flow running around the ends.

Curve ends of silt fence upgrade to prevent water from as possible.

Install silt fence to follow the ground contours as closely does not slide down, supporting posts.

All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.

as long as specified dimensions are satisfied. Follow

Alternate preassembled silt fence options will be allowed m in m in m in

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

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

4" min.

6" min. trench

DETAIL APPROVED FOR USE 10/2016

157-1W

WFLHD DETAIL

SILT FENCE

:0 u ly

D e t

W p w w o r k

\d

\W

.d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.1OR ERFO FS UMPQU 615-2022-2(1)

INARY - N

Se e N ote

6%

5%

4%

3%

2%

NO SCALE

6%

5%

4%

3%

2%

5%

4%

3%

2%

7.

6.

5.

4.

3.

2.

1.

Adjust check dam spacing based on site-specific conditions.

around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

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

Install check dams in ditches perpendicular to the flowline.

installation.

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

gravel bags as approved by the CO, to meet the

Construct check dams from fiber rolls, filter rock, or

MODERATE GRADES

CHECK DAM

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

CROSS SECTION

CROSS SECTION

STAKING DETAIL

FIBER ROLL

PLAN

are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

Flow line

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

Gravel bag the ends. See Note 6 to prevent flow around

Curve ends upstream

Filter rock

Filter rock

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

SPACING (max.)

CHECK DAM

See Note 5

NOTE:

GRADE

DITCH

SPACING (max.)

CHECK DAM

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

SPACING (max.)

CHECK DAM

FILTER ROCK CHECK DAM

uphill side of fiber roll trench material on

Place excavated

Flow

F lo w on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on on ditch grades steeper than 6%.

* Do not use gravel bag check dams

(FT)

(FT)

(FT)

Trench 2" (min.)

m in

Fiber roll 9" Ø (min.)

Trench 2" (min.)

-inch wood 8 1-inch x 18

1Stake fiber rolls in place with 1

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

2-foot (max.) spacing.

m in

"6 m in m in .6

9" Ø minimum fiber roll.

DETAIL APPROVED FOR USE 7/2016

157-15W

WFLHD DETAIL

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D e t

W p w w o r k

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DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

G.2

INARY - N