3. Project Drawings - REVISION 001.pdf

DRAWING NUMBER

PROJECT NUMBER

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1.0

RDG-20-087

PROJECT VICINITY MAP

1.0 COVER SHEET AND NOTES

2.0 EXISTING CONDITIONS

2.1 EXISTING CROSS SECTIONS

2.2 EXISTING CROSS SECTIONS

3.0 PROPOSED MULTI-PLATE ARCH LAYOUT

3.1 MULTI-PLATE ARCH AND STREAMBED DETAILS

3.2 PROPOSED MULTI-PLATE ARCH CROSS SECTIONS

4.0 ROAD REHABILITATION

5.0 EROSION CONTROL, ACCESS, AND STAGING

5.1 WORK AREA ISOLATION

DRAWING INDEX

SECTION OR DETAIL

SHEET WHERE SECTION

OR DETAIL IS SHOWN

DIRECTION OF

SECTION

CROSS-SECTION SHEET REFERENCE

SE 1/4 OF THE SW 1/4 OF SECTION 18, T.40N., R.11W., MT. DIABLO MERIDIAN

SISKIYOU COUNTY, CALIFORNIA

USGS QUADRANGLE: SAWYERS BAR, CA

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KELLY GULCH CULVERT REPLACEMENT

SAWYERS BAR, CA

PERMIT

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2.

THIS PROJECT INTENDS TO PROVIDE VOLITIONAL FISH PASSAGE AT THE KELLY GULCH CROSSING ON USFS ROAD #40N39, A USFS LEVEL 2 GRAVEL ROAD. KELLY GULCH IS A TRIBUTARY TO THE NF SALMON RIVER WHICH SUPPORTS POPULATIONS OF WINTER STEELHEAD, FALL CHINOOK, AND ESA-LISTED SONCC COHO SALMON. THE EXISTING CULVERT AT THE KELLY GULCH CULVERT IS PERCHED APPROXIMATELY 4 FEET AND CONSTITUTES A BARRIER TO PASSAGE. THESE PLANS PRESENT A CULVERT REPLACEMENT FOR FISH PASSAGE WITH A SIMULATED STREAMBED, FOLLOWING STREAM SIMULATION DESIGN

GUIDELINES FROM USFS (2008) AND ARBO II PROGRAMMATIC BIOLOGICAL OPINION .

PROJECT DESCRIPTION

PROJECT PARTNERS

SPATIAL REFERENCE

SURVEY CONTROL USED FOR THE PROJECT IS PROVIDED ON DRAWING 2.0 AND COORDINATES CORRESPOND TO THE TOP

CENTER OF CONTROL MARKERS.

LIDAR, GPS RTK, AND TOTAL STATION:

HORIZONTAL PROJECTION: CALIFORNIA STATE PLANE, ZONE 1 SURVEY DATE: 10/16/20

HORIZ DATUM: NAD 83 UNITS: US FEET

VERT DATUM: NAVD 88 UNITS: US FEET

REUSE OF DRAWINGS

THESE DRAWINGS, THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE THE PROPERTY OF RIVER DESIGN GROUP, INC. (RDG) AND ARE NOT TO BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RDG. LIKEWISE, THESE DRAWINGS MAY NOT BE ALTERED OR MODIFIED WITHOUT AUTHORIZATION OF RDG. DRAWING DUPLICATION IS ALLOWED IF THE ORIGINAL CONTENT IS NOT MODIFIED.

STANDARD OF PRACTICE

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RDG WORKS EXCLUSIVELY IN THE RIVER ENVIRONMENT AND EMPLOYS THE MOST CURRENT AND ACCEPTED PRACTICES AVAILABLE FOR PLANNING AND DESIGN OF FISH PASSAGE, RESTORATION, AND CHANNEL ENHANCEMENT PROJECTS. THE ANALYSIS FOR THE CULVERT DESIGN RELIED ON CURRENT FISH PASSAGE CRITERIA FROM CDFG AND NMFS/NOAA. ALL WORK WAS PERFORMED OR DIRECTED BY A REGISTERED PROFESSIONAL CIVIL ENGINEER WITH PAST EXPERIENCE IN FISH

PASSAGE DESIGN.

SIGNATURES

DESIGNED BY:

PROJECT ENGINEER DATE

APPROVED BY:

FOREST ENGINEER, KLAMATH N.F. DATE

APPROVED BY:

DISTRICT RANGER DATE

03/18/24 /s/ SCOTT WRIGHT

25852590

25952600

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TOP OF BANK / OHW

(ORDINARY HIGH WATER), TYP

CONTROL NETWORK

POINT #

NORTHING

2367848.13

2367737.69

2367774.00

EASTING

6245156.48

6245162.74

6245003.23

ELEVATION

2584.80

2589.12

2573.39

DESCRIPTION

FND 5/8" REBAR

SET RDG CAP

FND 5/8" REBAR

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HORIZ 1" = 40'

VERT 1" = 40'

EXISTING LONG PROFILE2

1" = 40'

EXISTING CONDITIONS PLAN VIEW1

KELLY GULCH

flow

1' EXISTING

CONTOURS

EXISTING CREEK

ALIGNMENT

KELLY GULCH ROAD

TO SAWYERS BAR ROAD

EXISTING CHANNEL

PROFILE

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DRAINAGE AREA 1.0 SQ. MILES

AVERAGE REACH SLOPE 0.0951 FT/FT

ACTIVE CHANNEL WIDTH ±10 FT

2-YEAR FLOW 72.6 cfs 10-YEAR FLOW 201 cfs 25-YEAR FLOW 274 cfs 50-YEAR FLOW 330 cfs 100-YEAR FLOW 390 cfs

STREAM REACH CHARACTERISTICS

KELLY GULCH

ROAD

EXISTING 5' CMP

WATER SURFACE

10/16/20

APPROX. REACHSLOPE = 0.0842 FT/FT

APPROX. REACHSLOPE = 0.1081 FT/FT

EXISTING 5'

CMP CULVERT

NOTE:

EXISTING CONDITION INFORMATION IS NOT A

LAND SURVEY AND IS PRIMARILY A

TOPOGRAPHIC ANALYSIS FOR RESTORATION

DESIGN PURPOSES.

COORDINATE SYSTEM: CALIFORNIA STATE

PLANES ZONE 1

HORIZ DATUM: NAD83

VERT DATUM: NAVD88

UNITS: US FEET

EXISTING ROAD

ORDINARY HIGH

WATER (OHW)

ORDINARY HIGH

WATER (OHW)

2+25

0 10 20 300-1

-2

-3

2+50

0 10 20 300-1

-2

-3

2+88

0 10 20 300-1

-2

-3

3+57

0 10 20 300-1

-2

-3

OHW

OHW

OHW

OHW

DRAWING NUMBER

PROJECT NUMBER

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*HORIZ 1" = 10'

VERT 1" = 10'

EXISTING CROSS SECTIONS1

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EXISTING

GROUND, TYP

WATER SURFACE

10/16/20

WATER SURFACE

10/16/20

WATER SURFACE

10/16/20

WATER SURFACE

10/16/20

BANKFULL

WIDTH

BANKFULL

WIDTH

WIDENED SECTION

UPSTREAM OF CULVERT

SCOUR POOL

DOWNSTREAM

OF CULVERT

3+67

0 10 20 300-1

-2

-3

3+75

0 10 20 300-1

-2

-3

OHW

OHW

DRAWING NUMBER

PROJECT NUMBER

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HORIZ 1" = 10'

VERT 1" = 10'

EXISTING CROSS SECTIONS1

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EXISTING

GROUND, TYP

WATER SURFACE

10/16/20

WATER SURFACE

10/16/20

BANKFULL

WIDTH

BANKFULL

WIDTH

25602565

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3.0 Drawing of5 10

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HORIZ 1" = 20'

VERT 1" = 20'

PROPOSED MULTI-PLATE ARCH PROFILE2

1" = 20'

PROPOSED MULTI-PLATE ARCH

PLAN VIEW1

KELLY GULCHflow

1' EXISTING

CONTOURS

DESIGN

ALIGNMENT

KELL

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OAD

EXISTING

CHANNEL

PROFILE

13.2

PROPOSED ROAD SURFACE,

SEE DRAWING 4.0

PROPOSED OPEN

BOTTOM ARCH CULVERT

PROPOSED 1'

CONTOURS

PROPOSED MULTI-PLATE

ARCH CULVERT, SEE

DETAILS SHEET 3.1

SIMULATED

STREAMBED

DESIGN

SURFACE

GENERAL NOTES

CONTRACTOR SHALL SUBMIT A DEWATERING AND ISOLATION (STREAM BYPASS) PLAN FOR

APPROVAL PRIOR TO BEGINNING CONSTRUCTION. WORK AREA ISOLATION TO COMPLY

WITH PROVISIONS ON DWG 5.0 AND 5.1.

REINFORCED CONCRETE FOOTINGS ARE DESIGNED BY PIPE SUPPLIER AS PART OF

SERVICES PERTAINING TO SUPPLY OF PIPE MATERIALS, DESIGN LOADS AND BEARING

ESTIMATE THIS SHEET. CONTRACTOR TO SUBMIT FOOTING DESIGN PRIOR TO

CONSTRUCTION MOBILIZATION. MINIMUM FOOTING DEPTH SPECIFIED ON DWG 3.1 AND 3.2

MUST BE MET FOR SCOUR PROTECTION.

BEARING CAPACITY OF FOUNDATION SOILS TO BE CONFIRMED BY FIELD ENGINEER

DURING CONSTRUCTION.

CONSTRUCTION NOTES

REMOVE EXISTING CORRUGATED PIPES AND DISPOSE OF OFF-SITE AT A LEGAL

DUMPING SITE.

INSTALL 15' SPAN x 6' - 7" RISE MULTI-PLATE ARCH, 60 FT LONG, PRECAST CONCRETE

FOOTINGS, SIMULATED STREAMBED PER DRAWINGS 3.0-3.2

CONTRACTOR TO SUPPLY PRECAST FOOTINGS, DIMENSIONS THESE DRAWINGS, TO

ANTICIPATED LOADS AND DRAWINGS THIS SHEET. CONTRACTOR SHALL SUBMIT

FOOTING DESIGN AND DRAWINGS TO ENGINEER PRIOR TO CONSTRUCTION.

PRESERVE AND PROTECT EXISTING TREES AROUND THE SITE TO THE MAXIMUM

EXTENT POSSIBLE.

INLET / OUTLET PROTECTION CONSISTS OF 3' THICK LAYER OF CLASS 3 (FP-14)

RIPRAP PROJECTING APPROXIMATELY 12' AROUND CULVERT ENDS ALONG ROAD FILL

SLOPES (50 CUBIC YARDS EACH END). INTENT OF INLET/OUTLET PROTECTION IS TO

PREVENT SCOUR OF ROAD FILL AT HIGH FLOWS AND GENERAL SLOPE STABILITY OF

ROAD FILL.

ROAD REHABILITATION AND SURFACING PER DRAWING 4.0.

1 2

4 5

1.5

1.5

EDGE OF

EXISTING ROAD

MULTI-PLATE ARCH AND ALL CONNECTIONS/FASTENERS SHALL BE INSTALLED IN

ACCORDANCE WITH THE DESIGN SPECIFICATIONS AND CURRENT AASHTO

STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES. THE FOLLOWING CRITERIA

MUST BE INCORPORATED INTO THE DESIGN FOR THE MULTI-PLATE ARCH AND

CONNECTIONS/FASTENERS:

DESIGN LOAD HL-93

SPAN 15 FT

RISE 6 FT -7 IN

CLEAR ROADWAY WIDTH 14 FT

NOMINAL BEARING CAPACITY 3,500 PSF

FOOTING LOADS FROM ARCH:

HORIZONTAL 3.8 KIPS/FT

VERTICAL 2.1 KIPS/FT

MULTI-PLATE ARCH SPECIFICATIONS

EXISTING EMBANKMENT, ROADBED, AND CHANNEL 625 CUBIC YARDS

DISPOSAL 325 CUBIC YARDS

EXCAVATED MATERIALS

SITE EXCAVATION

EST. VOLUME

*NOTE: ESTIMATED VOLUMES ARE "NEAT LINE" ESTIMATES

OHW

ORDINARY HIGH

WATER (OHW)

ORDINARY HIGH

WATER (OHW)

DESIGN SLOPE = ~0.1162 FT/FT

SPECIFIED TOP

FOOTING ELEVATION

DESIGNATED GRADATION OF

STREAMBED SIMULATION ROCK

4'

2'

10' WIDE LOW FLOW CHANNEL

±1 DEEP

3'

DESIGN FLOWLINE

PER PROFILE

0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10

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SLOPE = -0.1162 FT/FT

SPECIFIED TOP

FOOTING ELEVATION

DESIGNATED GRADATION OF

STREAMBED SIMULATION ROCK

4'

2'

2' - 3' DIA.

CAP BOULDER 10' WIDE LOW FLOW CHANNEL

±1 DEEP

DESIGN FLOWLINE

PER PROFILE

2561256225632564

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KELLY GULCHflow

1' EXISTING

CONTOURS

DESIGN

ALIGNMENT

PARTICLE SIZE

DISTRIBUTION

MATRIX TABLE

D D D D

ROCK SIZE

(INCHES)

STREAMBED

ESTIMATED STREAMBED MATRIX

- 95 CUBIC YARDS

SCHEDULE

BOULDER

2'-3' 42 3'-4' 42

TOTAL BOULDERS - 84

BOULDERS QUANTITY

THE DESIGN INTENT IS TO MIMIC THE NATURAL STREAMBED BY SIMULATING IT THROUGH

THE CULVERT. THIS IS ACCOMPLISHED BY COUNTERSINKING AND PLACING THE SPECIFIED

ROCK/SEDIMENT IN THE MULTI-PLATE ARCH.

STREAMBED SIMULATION GRAVEL SHALL CONFORM TO THE ROCK GRADATION SPECIFIED.

GRAVELS MUST BE CLEAN MATERIALS FREE OF FINES.

GRAVELS SHALL BE THOROUGHLY MIXED AND PLACED IN THE MULTI-PLATE ARCH TO THE

DEPTH SPECIFIED. IN ADDITION, PLACE THIRTY 2'-3' PARTIALLY-BURIED OVER-SIZED ROCKS

NEAR THE SURFACE OF THE GRAVEL (50% BURIED) FOR HYDRAULIC SHADOW AREA.

AFTER GRAVEL IS IN PLACE, THE SURFACE SHALL BE WASHED WITH WATER TO ALLOW THE

FINES TO WORK INTO OPEN SPACES AND SEAL THE GRAVEL SUBSTRATE. SAND SHALL BE

ADDED UNTIL THE GRAVEL IS "SEALED" AND WASH WATER FLOWS ON TOP OF THE

GRAVELS.

AFTER GRAVEL PLACEMENT, CONTINUE "WASHING" SAND INTO ROCK UNTIL VOIDS IN ROCK

MATRIX ARE COMPLETELY FILLED WITH SAND AND WATER FLOWS OVER THE SURFACE OF

THE STREAMBED.

flow

1 STREAMBED LAYOUT

1" = 20'

3 TYPICAL ROCK RIB SECTION

HORIZ 1" = 5'

VERT 1" = 5'

4 TYPICAL STREAMBED SECTION

HORIZ 1" = 5'

VERT 1" = 5'

2 TYPICAL ROCK RIB SECTION

HORIZ 1" = 20'

VERT 1" = 20'

5 TYPICAL ROCK RIB PROFILE

HORIZ 1" = 5'

VERT 1" = 5'

LOW FLOW CHANNEL INVERT

CONCRETE FOOTING

2'-3' DIA. FOOTER

BOULDER

2'-3' DIA. CAP

BOULDER

STREAMBED SIMULATION BACKFILL

INSIDE MULTI-PLATE ARCH

ROCK RIB, TYP

LOW FLOW

CHANNEL

PROPOSED

MULTI-PLATE ARCH

PROPOSED 1'

CONTOURS

2'-3' DIA. FOOTER

BOULDER

PROPOSED ROAD SURFACE,

SEE DRAWING 4.0

OHW

EXISTING

GROUND

BEARING PAD PER DWG 3.2

BEARING PAD PER DWG 3.2

STREAMBED

MATRIX

HABITAT BOULDERS

2'-3' DIA. APPROX. 1' ABOVE

SURFACE OF STREAMBED

smarano Text Box

3-4' DIA. CAP BOULDER

0+250+300+350+400+450+500+550+600+650+700+75

OHW

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HORIZ 1" = 5'

VERT 1" = 5'

PROPOSED MULTI-PLATE ARCH SECTION1

EXISTING ROAD

SURFACE

PROPOSED ROAD SURFACE

PER DRAWING 4.0.

15" LAYER OF 3" INCH MINUS CRUSHED

AGGREGATE. PLACE IN LIFTS AND

COMPACTED T0 90% RELATIVE DENSITY

2' X 4' PRECAST

CONCRETE FOOTINGS

STEEL MULTI-PLATE ARCH

15' SPAN x 6'-7" RISE x 60' LENGTH

STRUCTURAL BACKFILL

PER CONSTRUCTION NOTE 9 AND

STRUCTURAL BACKFILL

PROCEDURE NOTE THIS SHEET

SIMULATED STREAMBED MATRIX,

36" THICKNESS, MINIMUM 6"

COVER AT FOOTINGS

NATIVE BACKFILL

FROM INITIAL

EXCAVATION

CONSTRUCTION NOTES

STRUCTURAL BACKFILL MATERIAL SHOULD BE PLACED IN

HORIZONTAL UNIFORM LAYERS NOT EXCEEDING 8 INCHES

THICK BEFORE COMPACTION AND SHOULD BE PLACED

UNIFORMLY ON BOTH SIDES OF THE STRUCTURE. EACH LAYER

SHOULD BE COMPACTED TO 95% STANDARD PROCTOR.

PREVENT EXCESSIVE DISTORTION OF STRUCTURE DURING

BACKFILL BY VARYING COMPACTION METHODS AND

EQUIPMENT.

EXCAVATE CROSSING TO LINES AND GRADES SHEET 3.0 AND 3.1.

SLOPE TRENCH PER OSHA REQUIREMENTS.

PLACE GEOTEXTILE SEPARATION FABRIC BETWEEN EXPOSED

FOUNDATION MATERIAL AND BEARING PAD. USE NON-WOVEN

NEEDLE PUNCHED FABRIC, 8 OZ PER SQUARE YARD, AOS 70,

PERMITTIVITY 0.01

BEARING PAD SUBGRADE SHALL BE 3" MINUS CRUSHED ROCK

PLACED IN 6 INCH LIFTS AND COMPACTED TO A MINIMUM OF 90%

RELATIVE DENSITY PER AASHTO T-99. VOLUMES PER TABLE THIS

SHEET.

BEARING PAD CAP GRAVEL SHALL BE 3/4" MINUS CRUSHED ROCK

PLACED TO A 90% RELATIVE DENSITY COMPACTED THICKNESS OF

3". TOP SURFACE OF SUBGRADE TO BE SMOOTHLY GRADED TO

SUPPORT FOOTINGS. TOP SURFACE OF BEARING PAD TO MEET

ELEVATIONS SHOWN PROFILE THIS SHEET AND SHEET 3.0 DETAIL 1.

PLACE PRECAST FOOTINGS PER TECHNICAL SPECIFICATION 02631

AND MANUFACTURER'S RECOMMENDATIONS FOR PLACEMENT AND

HANDLING.

PLACE STREAMBED MATRIX TO CONSTRUCT SIMULATED

STREAMBED. WASH IN FINE SAND AND GRAVEL TO SEAL

SIMULATED STREAMBED. CONSTRUCT STREAMBED ACCORDING

TO NOTE AND GRADATION SHEET 3.1.

CONSTRUCT MULTI-PLATE ARCH PER THESE PLANS AND

MANUFACTURER'S INSTRUCTIONS.

ENSURE MINIMUM COVER OVER FOOTINGS OF 6".

PLACE STRUCTURAL BACKFILL WITHIN 3 FEET HORIZONTALLY AND

1 FT VERTICALLY OF ARCH, AND PER BACKFILL NOTE THIS SHEET.

STRUCTURAL BACKFILL TO BE GRANULAR, WELL-GRADED SAND

AND GRAVEL. STRUCTURAL BACKFILL MATERIAL SHOULD

CONFORM TO ONE OF THE SOIL CLASSIFICATIONS FROM AASHTO

SPECIFICATION M-145 MEETING THE REQUIREMENTS OF A-1, A-2,

OR A-3, AND FP.14 704.04. VOLUMES PER TABLE THIS SHEET.

COMPACT TO 90% RELATIVE DENSITY.

PLACE NATIVE BACKFILL MATERIAL OUTSIDE OF STRUCTURAL

BACKFILL ZONE TO LINES AND GRADES THIS SHEET. NATIVE

MATERIAL EXCAVATED DURING CULVERT REMOVAL MAY BE USED

PROVIDED IT MEETS AASHTO SPECIFICATIONS FOR A-1, A-2, OR

A-3. COMPACT TO 90% DENSITY. VOLUMES PER TABLE THIS SHEET.

REHABILITATE ROAD SURFACE PER LINES AND GRADES ON SHEET

4.0.

STRUCTURAL BACKFILL

PROCEDURE

3 3

5 5

3/4" MINUS 16

PAD CAP GRAVEL &

ROAD SURFACE

GRADATION

MINIMUM

VOLUME (CY)

3" MINUS 30

PAD SUBGRADE

MATERIAL

GRADATION

MINIMUM

VOLUME (CY)

3" THICK COMPACTED

3/4" MINUS CRUSHED ROCK

GEOTEXTILE FABRIC2

--- 135

STRUCTURAL

BACKFILL

GRADATION

MINIMUM

VOLUME (CY)

--- 300

NATIVE

BACKFILL

GRADATION

EST.

VOLUME (CY)

SEE DWG 3.1 95

STREAMBED

MATRIX

GRADATION

MINIMUM

VOLUME (CY)

1+00

1+20

0+50

1+00

1+20 0+00

0+50

2+00

2+31

0+80 0+90 1+00 1+10 1+20 1+30

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6.0 6.0

GEOTEXTILE FABRIC

SURFACE COURSE,

3" OF 3/4" MINUS

BASE COURSE,

6" OF 3" MINUS

2% SLOPE2% SLOPE

ARMOR CATCH SLOPES WITH

CLASS 3 RIPRAP PER FP-14, TYP

DRAWING NUMBER

PROJECT NUMBER

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1" = 20'

ROAD REHABILITATION PLAN VIEW1

DESIGN CHANNEL

ALIGNMENT

DESIGN ROAD

ALIGNMENT

2 DESIGN ROAD PROFILE

HORIZ 1" = 20'

VERT 1" = 20'

3 TYPICAL ROAD SECTION

HORIZ 1" = 5'

VERT 1" = 5'

DESIGN ROAD

PROFILE

CONSTRUCTION NOTES

REHABILITATE ROAD PER PLAN AND PROFILE THIS SHEET, TYPICAL ROAD

SECTION DETAILS THIS SHEET

ENGINEER TO INSPECT SUBGRADE PRIOR TO PLACEMENT OF GEOTEXTILE

FABRIC AND ROCK

PLACE GEOTEXTILE SEPARATION FABRIC BETWEEN FOUNDATION MATERIAL

AND BASE COURSE. USE NON-WOVEN NEEDLE PUNCHED FABRIC, 8 OZ PER

SQUARE YARD, AOS 70, PERMITTIVITY 0.01

PLACE ROAD SURFACING AGGREGATE TO DESIGNATED THICKNESS IN LIFTS

NOT EXCEEDING 6 INCHES. COMPACT ROCK TO 90% RELATIVE DENSITY USING

VIBRATORY COMPACTOR

ROAD REHABILITATION

ESTIMATED QUANTITIES

NEAT LINE VOLUME

BASE COURSE 8 CUBIC YARDS

SURFACE COURSE 4 CUBIC YARDS

GEOTEXTILE 45 SQ. YARDS

R O

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3 DESIGN TOP OF

BANK TO MATCH

PRE-CONSTRUCTION

TOP OF BANK

1.5

1.5

VARIES

DESIGN TOP OF

BANK TO MATCH

PRE-CONSTRUCTION

TOP OF BANK

DESIGN

SURFACE

AutoCAD SHX Text

DRAWING NUMBER

PROJECT NUMBER

N O

D A T E

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EROSION CONTROL, ACCESS,

STAGING1

1' EXISTING

CONTOURS

KE

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H R

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AD

VEGETATION WITHIN THE CONSTRUCTION SITE SHALL BE PRESERVED AND PROTECTED TO THE

FULLEST EXTENT PRACTICAL. VEGETATION TO BE REMOVED WILL BE CLEARLY MARKED WITH

RIBBON OR FLAGGING.

CONTRACTOR TO SUBMIT EROSION CONTROL PLAN TO PROJECT ENGINEER FOR APPROVAL PRIOR

TO COMMENCING CONSTRUCTION. AT A MINIMUM, EROSION CONTROL MEASURES SHOWN ON THIS

PLAN SHALL BE INCORPORATED INTO PLAN AND SHALL BE INSPECTED WEEKLY BY PROJECT

ENGINEER. BASED ON INSPECTIONS, WORK CREWS SHALL MOBILIZE IMMEDIATELY TO MAKE

REPAIRS OR INSTALL ADDITIONAL MEASURES, IF NECESSARY.

CONTRACTOR SHALL PREPARE AND HAVE ON-SITE A SPILL CONTAINMENT AND CONTROL PLAN

WITH NOTIFICATION PROCEDURES, SPECIFIC CLEANUP AND DISPOSAL INSTRUCTIONS FOR ALL

PRODUCTS USED ON-SITE. THE PLAN MUST INCLUDE 24-HOUR EMERGENCY CONTACT NUMBERS

FOR THE CONTRACTOR.

CONTRACTOR SHALL HAVE AN EMERGENCY SUPPLY OF SEDIMENT CONTROL MATERIALS ON HAND

(SILT FENCE, STRAW BALES, WATTLES, ETC.), AN OIL ABSORBING FLOATING BOOM, AND A SPILL KIT.

EXCAVATED AREAS SHALL BE PROTECTED FROM EROSION BY PLACING A PROTECTIVE COVER

OVER THE MATERIAL (SUCH AS PLASTIC) AND PROVIDING STRAW MULCH OVER EXCAVATED SLOPES

AND DISTURBED AREAS. HAY BALES SHALL BE PLACED DOWNSTREAM OF WORK AREA IN THE

STREAM TO REDUCE TURBIDITY.

CONTRACTOR SHALL PROVIDE MEASURES TO PREVENT CONSTRUCTION VEHICLES FROM TRACKING

SEDIMENT OFFSITE OR ONTO ROADWAYS WHERE IT IS SUBJECT TO WASHING INTO STORM DRAINS, WATERWAYS, OR WETLANDS; INCLUDING GRAVEL ACCESS PADS, WHEEL WASH STATIONS, OR

OTHER EQUALLY EFFECTIVE METHODS.

DUST CONTROL: ALL HEAVY USE AREAS ARE TO BE MAINTAINED IN A CONDITION THAT MINIMIZES DUST ON THE PROJECT SITE AND THE CONTRACTOR SHALL HAVE ACCESS TO A WATER TRUCK FOR

DUST MANAGEMENT IF REQUIRED. THE PROJECT INSPECTOR WILL NOTIFY THE CONTRACTOR TO

MOBILIZE DUST CONTROL ACTIVITIES (INCLUDING WATERING) IF CONDITIONS REQUIRE.

ALL EQUIPMENT TO REMAIN WITHIN THE BOUNDS OF THE CONSTRUCTION AREA.

EROSION CONTROL NOTES

UTILIZE THE EXISTING ROAD AND IMMEDIATE VICINITY TO THE EXTENT POSSIBLE FOR MATERIAL

STOCKPILING AND STAGING.

ANY AREAS OFF OF ROADWAY THAT AREA DISTURBED DUE TO STOCKPILING AND STAGING MUST BE

RESTORED TO PRE- PROJECT CONDITION, SEE EROSION CONTROL NOTES BELOW.

ROAD CLOSURE DURING CONSTRUCTION TO BE COORDINATED WITH USFS PRIOR TO MOBILIZATION.

CONTRACTOR TO SUPPLY TWO ROAD CLOSED SIGNS.

STAGING

SITE RESTORATION NOTES

ALL DAMAGED OR DISTURBED STREAMBANKS ARE TO BE RESTORED TO A NATURAL SLOPE

PATTERN AND PROFILE SUITABLE FOR ESTABLISHMENT OF PERMANENT WOODY VEGETATION.

TEMPORARY ACCESS ROUTES AND OTHER AREAS DISTURBED DURING CONSTRUCTION WILL BE

REHABILITATED TO SIMILAR OR BETTER THAN PRE-WORK CONDITIONS. AT A MINIMUM SITE

RECLAMATION ACTIVITIES SHALL RESULT IN PLANT DISTRIBUTION AND DENSITY THAT MATCH

PRE-PROJECT CONDITIONS.

SHORT-TERM STABILIZATION MEASURES WILL BE IMPLEMENTED UNTIL PERMANENT EROSION

CONTROL MEASURES (PLANT RESTORATION) ARE EFFECTIVE.

EROSION CONTROL SEEDING

ALL DISTURBED AREAS SHALL BE BROADCAST SEEDED WITH AN “EROSION CONTROL” SEED MIX.

SEED MIX COMPOSITION TO BE SUBMITTED TO PROJECT ENGINEER FOR REVIEW PRIOR TO

APPLICATION. THE MIX SHALL CONSIST OF A 3 TO 1 MIX (BY WEIGHT) OF CEREAL RYE (e.g. SECALE CEREALE) AND "TUFTED HAIRGRASS" OR APPROVED EQUAL BASED ON SEED AVAILABILITY. THE MINIMUM APPLICATION RATE SHALL BE 30 POUNDS PER ACRE. AFTER BROADCAST SEEDING, RAKE

IN AND COVER THE AREA WITH STERILE, CERTIFIED WEED-FREE, STRAW.

EQUIPMENT MAINTENANCE AND

EQUIPMENT TO BE STAGED MIN.

150' FROM STREAM

EXISTING ROAD

MATERIALS STOCKPILE AREA

(USE EXISTING ROAD)

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X X X

X

X

X

X

X

X X

X X

X

X X

X

SILT FENCE, SEE DETAIL 3

ON DRAWING 5.1

SILT FENCE, SEE DETAIL 3

ON DRAWING 5.1

MATERIALS STOCKPILE

AND STAGING AREA

(TO BE FLAGGED PRIOR

TO MOBILIZATION)

flow

KELLY GULCH

WORK AREA ISOLATION AND

STREAM BYPASS PER DWG 5.1

DRAWING NUMBER

PROJECT NUMBER

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2 SUMP - TYPICAL

PERFORATIONS

HDPE PIPE

1 TYPICAL WORK AREA ISOLATION / STREAM BYPASS

NOT TO SCALE

THE WATER PUMP SHALL BE A 3"-DIAMETER GASOLINE-ENGINE WATER PUMP CAPABLE OF

PASSING SOLIDS UP TO 1-1/16 INCH DIAMETER, 320 GAL./MIN CAPACITY, 89 FT TOTAL DYNAMIC HEAD, 26 FT SUCTION LIFT. PUMP SUCTION INTAKE SHALL BE SCREENED WITH 3"-STRAINER.

PLACE STRAINER IN "SUMP" CONSTRUCTED FROM PERFORATED HDPE PIPE.

INSTALL SUMP IN LOWEST PORTION OF DE-WATERED WORK AREA, AND GRADE WORK AREA TO

DRAIN TO SUMP.

PLACE PUMP DISCHARGE ON GRASSED PORTION OF FLOODPLAIN SO THAT DISCHARGED WATER

IS FILTERED THOUGH GRASS.

TRASH PUMP NOTES (IF NECESSARY)

WORK AREA ISOLATION

CONTRACTOR SHALL SUBMIT A DEWATERING AND WORK AREA ISOLATION (STREAM BYPASS) PLAN

THAT LIMITS DEWATERED STREAM LENGTH TO PROJECT ENGINEER FOR APPROVAL PRIOR TO

BEGINNING CONSTRUCTION. IT IS ANTICIPATED THAT THE WORK AREA WILL BE DRY DURING

CONSTRUCTION.

THE PREFERRED WORK AREA ISOLATION TECHNIQUE SHALL INCORPORATE GRAVITY DEWATERING

TECHNIQUES AS MUCH AS POSSIBLE. PREFERABLY A FORM OF COFFER DAM AND BY-PASS PIPE.

DISSIPATE FLOW ENERGY AT OUTLET TO PROVIDE SAFE DOWNSTREAM REENTRY FOR FISH,

PREFERABLY INTO POOL HABITAT WITH COVER.

STATIONARY POWER EQUIPMENT, SUCH AS GENERATORS, WITHIN 150-FEET OF THE WATER SHALL

BE DIAPERED TO PREVENT LEAKS.

ALL POWER EQUIPMENT WITHIN 150-FEET OF THE WATER SHALL BE INSPECTED DAILY FOR FLUID LEAKS AND REPAIRED, PRIOR TO USE WITHIN 150-FEET, IF A LEAK IS DETECTED. THE CONTRACTOR

MUST KEEP DAILY INSPECTION REPORTS IN A DIARY.

PUMPS USED FOR DEWATERING SHALL HAVE INTAKE SCREENS THAT MEET THE MOST CURRENT

VERSION OF NMFS' AND OFDW' FISH SCREEN CRITERIA OR BE OPERATED IN AN AREA WHERE FISH

ARE NOT ABLE TO ENTER.

AT COMPLETION OF PROJECT RE-WATER THE CONSTRUCTION SITE SLOWLY TO PREVENT LOSS OF

SURFACE FLOW DOWNSTREAM, AND TO PREVENT RELEASE OF SUSPENDED SEDIMENT.

3 TYPICAL SILT FENCE INSTALLATION

PROFILE

6' MAXIMUM SPACING

FRONT VIEW

NTS

NTS

NTS

PLAN VIEW

NOTES:

1. BURY BOTTOM OF FILTER FABRIC 6"VERTICALLY BELOW FINISHED GRADE.

2. 2"x 2" FIR, PINE OR STEEL FENCE POSTS.

3. POSTS TO BE INSTALLED ON UPHILL SIDE OF SLOPE.

4. COMPACT BOTH SIDES OF FILTER FABRIC TRENCH.

5. PANELS MUST BE PLACED ACCORDING TO SPACING ON DETAIL NO.940

2' -6

4' -0

"6"

3' MINIMUM

FROM TOE SLOPE

USE STITCHED LOOPS

OVER 2"x 2" POSTS

INTERLOCKED 2"x 2"

POSTS AND ATTACH

ANGLE FILTER FABRIC FENCE

TO ASSURE SOIL IS TRAPPED

4' -0

" 2' -6

1'

-6

6"

FILTER FABRIC MATERIAL

36" WIDE ROLLS

CONTRACTOR SHALL COORDINATE WITH U.S. FOREST SERVICE (U.S.F.S) TO REMOVE EXISTING FISH AT THE PROJECT SITE PRIOR TO ISOLATION AND DEWATERING THE AREA. FISH SALVAGE TO

BE CONDUCTED BY TRAINED FISHERIES BIOLOGISTS AND PER ODFW AND NOAA RULES. IF

POSSIBLE ALLOW FISH SPECIES TO MIGRATE OUT OF WORK AREA. IF NECESSARY, A BACKPACK

ELECTROSHOCKER OR SEINE NET (MADE FROM 9.5 MM STRETCHED NYLON MESH) MAY BE USED

TO REMOVE FISH FROM THE ISOLATED WORK AREA.

IN COFFERDAM WORK AREAS AND OTHER ISOLATED AREAS, WATER WILL BE DRAWN DOWN TO

HELP CONSOLIDATE FISH AND IMPROVE SALVAGE EFFORTS. REDUCING WATER VOLUME WILL BE

THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DONE USING PUMPS FITTED WITH

APPROVED FISH SCREENS THAT PREVENT IMPINGEMENT OR ENTRAINMENT OF FISH.

WATER WILL BE DRAWN DOWN IN A CONTROLLED MANNER WITH FISH SALVAGE CREWS

CONTINUOUSLY MONITORING THE PUMPS, NEWLY EXPOSED AREAS, AND FISH NUMBERS FOR

CROWDING. IF ISOLATED POCKETS OR POOLS OCCUR, THEY WILL BE DEFISHED AND PUMPING

WILL BE REDUCED ONCE MANAGEABLE WATER LEVELS ARE OBTAINED.

FOR THE PERIOD BETWEEN CAPTURE AND RELEASE, ALL CAPTURED AQUATIC LIFE WILL BE

IMMEDIATELY PUT INTO DARK COLORED FIVE GALLON BUCKETS FILLED WITH CLEAN RIVER

WATER. FISH SPECIES AND LIFE STAGE WILL BE DOCUMENTED AND FISH WILL BE RELEASED IN A

SAFE ENVIRONMENT IN THE STREAM.

GENERAL FISH SALVAGE NOTES

THE WATER PUMP SHALL BE A 3"-DIAMETER GASOLINE-ENGINE WATER PUMP CAPABLE OF

PASSING SOLIDS UP TO 1-1/16 INCH DIAMETER, 320 GAL./MIN CAPACITY, 89 FT TOTAL DYNAMIC HEAD, 26 FT SUCTION LIFT. PUMP SUCTION INTAKE SHALL BE SCREENED WITH 3"-STRAINER.

PLACE STRAINER IN "SUMP" CONSTRUCTED FROM PERFORATED HDPE PIPE.

INSTALL SUMP IN LOWEST PORTION OF DE-WATERED WORK AREA, AND GRADE WORK AREA TO

DRAIN TO SUMP.

PLACE PUMP DISCHARGE ON GRASSED PORTION OF FLOODPLAIN SO THAT DISCHARGED WATER

IS FILTERED THOUGH GRASS.

TRASH PUMP NOTES (IF NECESSARY)

WORK AREA ISOLATION

CONTRACTOR SHALL SUBMIT A DEWATERING AND WORK AREA ISOLATION (STREAM BYPASS) PLAN

THAT LIMITS DEWATERED STREAM LENGTH TO PROJECT ENGINEER FOR APPROVAL PRIOR TO

BEGINNING CONSTRUCTION. IT IS ANTICIPATED THAT THE WORK AREA WILL BE DRY DURING

CONSTRUCTION.

THE PREFERRED WORK AREA ISOLATION TECHNIQUE SHALL INCORPORATE GRAVITY DEWATERING

TECHNIQUES AS MUCH AS POSSIBLE. PREFERABLY A FORM OF COFFER DAM AND BY-PASS PIPE.

DISSIPATE FLOW ENERGY AT OUTLET TO PROVIDE SAFE DOWNSTREAM REENTRY FOR FISH,

PREFERABLY INTO POOL HABITAT WITH COVER.

STATIONARY POWER EQUIPMENT, SUCH AS GENERATORS, WITHIN 150-FEET OF THE WATER SHALL

BE DIAPERED TO PREVENT LEAKS.

ALL POWER EQUIPMENT WITHIN 150-FEET OF THE WATER SHALL BE INSPECTED DAILY FOR FLUID LEAKS AND REPAIRED, PRIOR TO USE WITHIN 150-FEET, IF A LEAK IS DETECTED. THE CONTRACTOR

MUST KEEP DAILY INSPECTION REPORTS IN A DIARY.

PUMPS USED FOR DEWATERING SHALL HAVE INTAKE SCREENS THAT MEET THE MOST CURRENT

VERSION OF NMFS' AND OFDW' FISH SCREEN CRITERIA OR BE OPERATED IN AN AREA WHERE FISH

ARE NOT ABLE TO ENTER.

AT COMPLETION OF PROJECT RE-WATER THE CONSTRUCTION SITE SLOWLY TO PREVENT LOSS OF

SURFACE FLOW DOWNSTREAM, AND TO PREVENT RELEASE OF SUSPENDED SEDIMENT.

2 SUMP - TYPICAL

PERFORATIONS

HDPE PIPE

EXISTING

ROAD

OUTLET CLEAN WATER

DOWNSTREAM

OF WORK AREA

WORK AREA TO BE ISOLATED FROM

MOVING WATER TO MINIMIZE SEDIMENT

INPUTS INTO STREAM

PUMP TURBID WATER FROM

WORK AREA ONTO FLOODPLAIN

AWAY FROM CHANNEL

INSTALL STRAW BALE SEDIMENT DAM

DOWNSTREAM FROM WORK AREA

SAND BAGS OR SIMILAR TEMPORARY

STREAM ISOLATION SYSTEM

SUMP TO COLLECT TURBID

WATER IN WORK AREA

STREAM TO BYPASS WORK AREA

USING TEMPORARY DIVERSION,

GRAVITY PIPE SYSTEM PREFERRED

SAND BAGS OR SIMILAR TEMPORARY

STREAM ISOLATION SYSTEM

INTAKE SCREENED PER ODFW

AND NMFS SCREEN CRITERIA

PROJECT AREA

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