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HomeMy WebLinkAboutWWP273210 (2)REPLY TO
ATTENTION OF
DEPARTMENT OF THE ARMY
SEATTLE DISTRICT, CORPS OF ENGINEERS
P.O. BOX 3755
SEATTLE, WASHINGTON 98124-3755
RECEIVED
DEC 1 4 2006
Regulatory Branch D EC 13 2006 CITY OF RENTON
UTILITY SYSTEMS
City of Renton
John Hobson
1055 South Grady Way
Renton, Washington 98057-3232
Reference: 200400940
Renton, City of
Dear Mr. Hobson:
We have received your application for a Department of the Army (DA) permit to repair a
50 linear foot section of the roadway along Honey Creek, at Renton, Washington. I understand
that you completed the work in 2004 as part of an emergency repair. Your project was
transferred to our Enforcement Section because you started the work before receiving DA
authorization.
Regulations and guidelines implementing our regulatory program under Section 404 of the
Clean Water Act (Section 404) generally requires that you obtain a permit prior to discharging
dredged or fill material into waters of the United States, including wetlands. (For more
information, see the enclosed Clean Water Act Extracts and Definitions.) However, certain
discharges are exempt from regulation under the Clean Water Act.
Federal Regulation 33 CFR 323.4(a)(2) states that the maintenance, including emergency
reconstruction of recently damaged parts, of currently serviceable structures such as dikes, dams,
levees, groins, riprap, breakwaters, causeways, bridge abutments or approaches, and
transportation structures generally does not require a DA permit. Maintenance does not include
any modification that changes the character, scope or size of the original fill design. Emergency
reconstruction must occur within a reasonable period of time after damage occurs in order to
qualify for this exemption.
In addition to the above requirements, the discharge of dredged or fill material must meet
two additional requirements to qualify for an exemption: (1) the discharged material may not
contain a toxic pollutant listed under Section 307 of the Clean Water Act and (2) the discharge
may not convert an area of waters of the Unites States to a use to which it was not previously
2
subject where the flow, circulation, or reach is impaired or reduced. Please contact us for a DA
permit if your proposal does not meet these requirements.
Based on the information you provided the discharge of dredged or fill material included in
your proposal to repair the riprap along the shoreline qualifies under the above described
exemption in our regulations and, therefore, does not require a Section 404 DA permit.
Therefore, there has been no violation of the Clean Water Act.
The U.S. Army Corps of Engineers also regulates work in navigable waters of the United
States under Section 10 of the Rivers and Harbors Act of 1899. However, since the proposed
work would not occur in a navigable water of the United States, it will not require a Section 10
DA permit.
While a DA permit is not required for your proposal, local, state, and other federal
requirements may apply. If you have any questions, please contact me at (206) 764-69J4 or via
email at John.L.Pell(a-),usace.army.mil.
Sincerely,
Enclosures
Section
CLEAN WATER ACT
of Army Corps Extracts and Definitions
of Engineers �
Seattle District
Revised Date: September 19, 2003
EXTRACTS from the Clean Water Act:
SECTION 404
(a) The Secretary of the Army, acting through the Chief of Engineers, may issue permits,
after notice and opportunity for public hearings for the discharge of dredged or fill material into
the navigable waters at specified disposal. sites.
(b) Subject to subsection (c) of this section, each such disposal site shall be specified for
each such permit by the Secretary of the Army (1) through the application of guidelines
developed by the Administrator, in conjunction with the Secretary of the Army, which guidelines
shall be based upon criteria comparable to the criteria applicable to the territorial seas, the
contiguous zone, and the ocean under section 403(c), and (2) in any case where such guidelines
under clause (1) alone would prohibit the specification of a site, through the application
additionally of the economic impacts of the site on navigation and anchorage.
(c) The Administrator of the Environmental Protection Agency is authorized to prohibit the
specification (including the withdrawal of specification) of any defined area as a disposal site,
and he is authorized to deny or restrict the use of any defined area for specification (including the
withdrawal of specification) as a disposal site, whenever he determines, after notice and
opportunity for public hearings, that the discharge of such materials into such area will have an
unacceptable adverse effect on municipal water supplies, shellfish beds and fishery areas
(including spawning and breeding areas), wildlife, or recreational areas. Before making such
determination, the Administrator shall set forth in writing and make public his findings and his
reasons for making any determination under this subsection.
2. SECTION 301
This section prohibits the discharge of any pollutant including fill or dredged material
except as in compliance with various sections of the Clean Water Act, including Section 404.
SECTION 309
This section provides that any person who willfully or negligently violates the provisions of
this Act may be punished by a fine of not less than $2,500 or more than $25,000 per day of
violation or by imprisonment for not more than one year or by both. In addition, any person
violating this Act may be subject to a civil penalty of not more than $25,000 per day of violation.
DEFINITIONS regarding the Clean Water Act:
The term "wetlands" means those areas that are inundated or saturated by surface or ground
water at a frequency and duration sufficient to support, and that under normal circumstances do
support, a prevalence of vegetation typically adapted for life in saturated soil conditions. The
Corps of Engineers has the responsibility for determining whether a specific wetland area is
within Section 404 jurisdiction.
The term "adjacent" means bordering, contiguous, or neighboring. Wetlands separated
from other waters of the United States by manmade dikes or barriers, natural river berms, beach
dunes, and the like are "adjacent wetlands."
The term "discharge of dredged material" means the addition, including redeposition, of
dredged material, runoff from a contained land or water disposal area, and any addition,
including redeposition, of excavated material. These activities include mechanized landclearing,
grading, filling in low areas, sidecasting of excavated material from new ditching work, and
other placement of excavated material into waters of the United States, including wetlands.
The term "discharge of fill material' means the addition of fill material used for the
primary effect of replacing any portion of a water of the U.S. with dry land or of changing the
bottom elevation of a water of the U.S., including wetlands. The placement of pilings constitutes
a discharge of fill material when such placement has or would have the effect of a discharge of
fill material.
The term "ordinary high water mark" means that line on the shore established by the
fluctuations of water and indicated by physical characteristics such as a clear, natural line
impressed on the bank, shelving, changes in the character of soil, destruction of terrestrial
vegetation, the presence of litter and debris, or other appropriate means that consider the
characteristics of the surrounding area.
2
CLEAN WATER ACT
Army Corps
of Engineers ow, Extracts and Definitions
of
Seattle District
Revised Date: September 19, 2003
EXTRACTS from the Clean Water Act:
SECTION 404
(a) The Secretary of the Army, acting through the Chief of Engineers, may issue permits,
after notice and opportunity for public hearings for the discharge of dredged or fill material into
the navigable waters at specified disposal sites.
(b) Subject to subsection (c) of this section, each such disposal site shall be specified for
each such permit by the Secretary of the Army (1) through the application of guidelines
developed by the Administrator, in conjunction with the Secretary of the Army, which guidelines
shall be based upon criteria comparable to the criteria applicable to the territorial seas, the
contiguous zone, and the ocean under section 403(c), and (2) in any case where such guidelines
under clause (1) alone would prohibit the specification of a site, through the application
additionally of the economic impacts of the site on navigation and anchorage.
(c) The Administrator of the Environmental Protection Agency is authorized to prohibit the
specification (including the withdrawal of specification) of any defined area as a disposal site,
and he is authorized to deny or restrict the use of any defined area for specification (including the
withdrawal of specification) as a disposal site, whenever he determines, after notice and
opportunity for public hearings, that the discharge of such materials into such area will have an
unacceptable adverse effect on municipal water supplies, shellfish beds and fishery areas
(including spawning and breeding areas), wildlife, or recreational areas. Before making such
determination, the Administrator shall set forth in writing and make public his findings and his
reasons for making any determination under this subsection.
2. SECTION 301
This section prohibits the discharge of any pollutant including fill or dredged material
except as in compliance with various sections of the Clean Water Act, including Section 404.
SECTION 309
This section provides that any person who willfully or negligently violates the provisions of
this Act may be punished by a fine of not less than $2,500 or more than $25,000 per day of
violation or by imprisonment for not more than one year or by both. In addition, any person
violating this Act may be subject to a civil penalty of not more than $25,000 per day of violation.
DEFINITIONS regarding the Clean Water Act:
The term "wetlands" means those areas that are inundated or saturated by surface or ground
water at a frequency and duration sufficient to support, and that under normal circumstances do
support, a prevalence of vegetation typically adapted for life in saturated soil conditions. The
Corps of Engineers has the responsibility for determining whether a specific wetland area is
within Section 404 jurisdiction.
The term "adjacent" means bordering, contiguous, or neighboring. Wetlands separated
from other waters of the United States by manmade dikes or barriers, natural river berms, beach
dunes, and the like are "adjacent wetlands."
The term "discharge of dredged material" means the addition, including redeposition, of
dredged material, runoff from a contained land or water disposal area,.and any addition,
including redeposition, of excavated material. These activities include mechanized landelearing;
grading, filling in low areas, sidecasting of excavated material from new ditching work, and
other placement of excavated material into waters of the United States, including wetlands.
The term "discharge of fill material' means the addition of fill material used for the
primary effect of replacing any portion of a water of the U.S. with dry land or of changing the
bottom elevation of a water of the U.S., including wetlands. The placement of pilings constitutes
a discharge of fill material when such placement has or would have the effect of a discharge of
fill material.
The term "ordinary high water mark" means that line on the shore established by the
fluctuations of water and indicated by physical characteristics such as a clear, natural line
impressed on the bank, shelving, changes in the character of soil, destruction of terrestrial
vegetation, the presence of litter and debris, or other appropriate means that consider the
characteristics of the surrounding area.
2
CLEAN WATER ACT
Army Corps
of Engineers Extracts and Definitions
of a,
Seattle District
Revised Dater September 19, 2003
EXTRACTS from the Clean Water Act:
1. SECTION 404
(a) The Secretary of the Army, acting through the Chief of Engineers, may issue permits,
after notice and opportunity for public hearings for the discharge of dredged or fill material into
the navigable waters at specified disposal sites.
(b) Subject to subsection (c) of this section, each such disposal site shall be specified for
each such permit by the Secretary of the Army (1) through the application of guidelines
developed by the Administrator, in conjunction with the Secretary of the Army, which guidelines
shall be based upon criteria comparable to the criteria applicable to the territorial seas, the
contiguous zone, and the ocean under section 403(c), and (2) in any case where such guidelines
under clause (1) alone would prohibit the specification of a site, through the application
additionally of the economic impacts of the site on navigation and anchorage.
(c) The Administrator of the Environmental Protection Agency is authorized to prohibit the
specification (including the withdrawal of specification) of any defined area as a disposal site,
and he is authorized to deny or restrict the use of any defined area for specification (including the
withdrawal of specification) as a disposal site, whenever he determines, after notice and
opportunity for public hearings, that the discharge of such materials into such area will have an
unacceptable adverse effect on municipal water supplies, shellfish beds and fishery areas
(including spawning and breeding areas), wildlife, or recreational areas. Before making such
determination, the Administrator shall set forth in writing and make public his findings and his
reasons for making any determination under this subsection.
2. SECTION 301
This section prohibits the discharge of any pollutant including fill or dredged material
except as in compliance with various sections of the Clean Water Act, including Section 404.
3. SECTION 309
This section provides that any person who willfully or negligently violates the provisions of
this Act may be punished by a fine of not less than $2,500 or more than $25,000 per day of
violation or by imprisonment for not more than one year or by both. In addition, any person
violating this Act may be subject to a civil penalty of not more than $25,000 per day of violation.
DEFINITIONS regarding the Clean Water Act:
The term "wetlands" means those areas that are inundated or saturated by surface or ground
water at a frequency and duration sufficient to support, and that under normal circumstances do
support, a prevalence of vegetation typically adapted for life in saturated soil conditions. The
Corps of Engineers has the responsibility for determining whether a specific wetland area is
within Section 404 jurisdiction.
The term "adjacent" means bordering, contiguous, or neighboring. Wetlands separated
from other waters of the United States by manmade dikes or barriers, natural river berms, beach
dunes, and the like are "adjacent wetlands."
The term "discharge of dredged material" means the addition, including redeposition, of
dredged material, runoff,f.•om a contained land or water disposal area, and any addition,
including redeposition, of excavated material. These activities include mechanized landclearing,
grading, filling in low areas, sidecasting of excavated material from new ditching work, and
other placement of excavated material into waters of the United States, including wetlands.
The term "discharge of fill material' means the addition of fill material used for the
primary effect of replacing any portion of a water of the U.S. with dry land or of changing the
bottom elevation of a water of the U.S., including wetlands. The placement of pilings constitutes
a discharge of fill material when such placement has or would have the effect of a discharge of
fill material.
The term "ordinary high water mark" means that line on the shore established by the
fluctuations of water and indicated by physical characteristics such as a clear, natural line
impressed on the bank, shelving, changes in the character of soil, destruction of terrestrial
vegetation, the presence of litter and debris, or other appropriate means that consider the
characteristics of the surrounding area.
2
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HYDRAULIC PROJECT APPROVAL State of Washington
Department of Fish and Wildlife
Region 4 Office
IIISHMd RCW 77.55.100 & W�C tJW 16018 Mill Creek Boulevard
IR�(�/'t� CL% Mill Creek. Washington 98012
SEP - 8 2004
DATE OF ISSUE: September 7.2004 CITY OF RENTON LOG NUMBER: ST-G4006-01
UTILITY SYSTEMS
PERMITTEE
City of Renton
Attn: John Hobson
1055 South Grady Way
Renton, Washington 98055
(425) 430-7279
Fax: (425) 430-7241
AUTHORIZED AGENT OR CONTRACTOR
Not applicable.
PROJECT DESCRIPTION: Install new fixed permanent living vegetation/wood milled/angular rock bank protection
length <101 feet/ habitat riparian fresh water on bed.
PROJECT LOCATION: 1 /4 mile up stream of the intersection of North East 27' St, 120' Place South East
Renton, Washington 98056 King County
Latitude N 47.51063' , Longitude W 122.176840
# WRIA WATER BODY TRIBUTARY TO 1/4 SEC. SEC. TOWNSHIP RANGE COUNTY
1 08.0285 Honey Creek May Creek NW 4 23 North 05 East King
PROVISIONS
1. TIMING LIMITATIONS: The project may begin immediately and shall be completed by September 15, 2004.
2. Work shall be accomplished per plans and specifications submitted with the JARPA application and additional plans
entitled "HONEY CREEK STREAMBANK RESTORATION", dated August 31, 2004, and submitted to the
Washington Department of Fish and Wildlife, except as modified by this Hydraulic Project Approval. These plans
reflect design criteria per Chapter 220-110 WAC. These plans reflect mitigation procedures to significantly reduce
or eliminate impacts to fish resources. A copy of these plans shall be available on site during construction.
NOTIFICATION REQUIREMENT: The Area Habitat Biologist listed below shall be contacted at least one working
day prior to start of work, and again within seven days of completion of work to arrange for compliance inspection.
4. Mitigation for the protection of fish life and habitat:
A) All trash and unauthorized fill, including concrete blocks or pieces, bricks, asphalt, metal, treated wood, glass, and
paper, below the OHWL in and around the applicant project area shall be removed and deposited above the limits of
flood water in an approved upland disposal site.
5. All applicable Best Management Practices as described in "Regional Road Maintenance, Endangered Species Act,
Program Guidelines" (January 18, 2002) shall be implemented to assure protection of fish life.
Page l of 5
HYDRAULIC PROJECT APPROVAL State of Washington
d Department of Fish and Wildlife
FISH�.a RCW 77.55.100 & WAC 220.110.00 Region 4 Office
16018 Mill Creek Boulevard
Wlir M Mill Creek, Washington 98012
DATE OF ISSUE: September 7, 2004 LOG NUMBER: ST-G4006-01
BYPASS
6. If the stream is flowing at the time of maintenance and the maintenance activity is likely to cause sediments to
become suspended in the water, a temporary bypass to divert flow around the work area shall be in place prior to
initiation of other work in the wetted perimeter.
A sandbag revetment or similar device shall be installed at the bypass inlet to divert the entire flow through the
bypass.
8. A sandbag revetment or similar device shall be installed at the downstream end of the bypass to prevent backwater
from entering the work area.
9. The bypass shall be of sufficient size to pass all flows and debris for the duration of the project.
10. Prior to releasing the water flow to the project area, all maintenance shall be completed.
11. Upon completion of the project, all material used in the temporary bypass shall be removed from the site and the site
returned to pre -project or improved conditions.
Common Provisions
12. If high flow conditions that may cause siltation are encountered during this project, work shall stop until the flow
subsides.
13. Deflector log and root wads shall be installed to withstand 100-year peak flows.
14. All existing large wood debris in the creek shall remain in the creek, undisturbed when possible. All large woody
debris removed for work shall be reinstalled.
15. Equipment used for maintenance shall be free of external petroleum -based products while working around state
waters. Equipment shall be checked daily for leaks and any necessary repairs shall be completed prior to
commencing work activities along state waters. Fueling of equipment shall not occur near state waters.
16. Dredged bed materials shall be disposed of upland so they will not re-enter state waters.
17. If at any time, as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality
problems develop (including equipment leaks or spills), operations shall cease and WDFW at (425) 775-1311 and
Washington Department of Ecology (DOE) at (425) 649-7000 shall be contacted immediately. For emergency
response to an oil spill, contact the Spill Response Team at 360-534-8233. Work shall not resume until the DOE -has
notified WDFW that water quality issues have been addressed and WDFW notifies King County.
18. All waste materials such as construction debris, silt, excess dirt or overburden resulting from this project shall be
deposited above the limits of flood water in an approved upland disposal site.
19. Removal of vegetation shall be limited to that necessary to gain access to conduct the project.
Page 2 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
of Department of Fish and Wildlife
DommadRegion 4 office
FJSHMd RCW 77.55.100 & WAC 220.110.00
16018 Mill Creek Boulevard
lUL Mill Creek, Washington 98012
DATE OF ISSUE: September 7. 2004 LOG NUMBER: ST-G4006-01
20. Wastewater from project activities and water removed from within the work area shall be routed to an area landward
of the ordinary high water line to allow removal of fine sediment and other contaminants prior to being discharged to
the state waters.
21. Extreme care shall be taken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments, sediment -
laden water, chemicals, saw dusk, or any other toxic or deleterious materials are allowed to enter or leach into the
lake.
22. Alteration or disturbance of the shoreline and associated vegetation shall be limited to that necessary to construct the
project. Within seven calendar days of the project completion, all disturbed areas shall be protected from erosion
using vegetation and other means. Prior to the start of the first subsequent growing season (March 1), the disturbed
critical area buffers shall be revegetated with native or other woody species approved by WDFW. Vegetative cutting
shall be planted at a maximum interval of three feet (on center). Planting shall be maintained as necessary for three
years to ensure 80 percent or greater survival.
23. If at any time, as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality problem
develops (including equipment leaks or spills), operations shall cease and WDFW at (360) 534-8233 and Washington
Department of Ecology at (425) 649-7000 shall be contacted immediately. Work shall not resume until further
approval is given by WDFW.
SEPA: Exempt, no other non-exempt permits, City of Renton, August 2, 2004.
APPLICATION ACCEPTED: August 19, 2004 ENFORCEMENT OFFICER: Chandler 134 [P3]
Stewart Reinbold (425) 649-4423 for Director
WDFW
Area Habitat Biologist
cc: David Brock
GENERAL PROVISIONS
This Hydraulic Project Approval (HPA) pertains only to the provisions of the Fisheries Code (RCW 75.20). Additional authorization
from other public agencies may be necessary for this project.
This HPA shall be available on the job site at all times and all its provisions followed by the permittee and operator(s) performing the
work.
This HPA does not authorize trespass.
The person(s) to whom this HPA is issued may be held liable for any loss or damage to fish life or fish habitat which results from
failure to comply with the provisions of this HPA.
Page 3 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
Department of Fish and Wildlife
Region 4 Office
PJSEmat RCW 77.55.100 & WAC 220.110.00 16018 Mill Creek Boulevard
WOM Mill Creek, Washington 98012
DATE OF ISSUE: September 7. 2004 LOG NUMBER: ST-G4006-01
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars
per day or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment.
All HPAs issued pursuant to RCW 75.20.100 or 75.20.160 are subject to additional restrictions, conditions or revocation if the
Department of Fish and Wildlife determines that new biological or physical information indicates the need for such action. The
permittee has the right pursuant to Chapter 34.04 RCW to appeal such decisions. All HPAs issued pursuant to RCW 75.20.103 may
be modified by the Department of Fish and Wildlife due to changed conditions after consultation with the permittee: PROVIDED
HOWEVER, that such modifications shall be subject to appeal to the Hydraulic Appeals Board established in RCW 75.20.130.
APPEALS - GENERAL INFORMATION
IF YOU WISH TO APPEAL A DENIAL OF OR CONDITIONS PROVIDED IN A HYDRAULIC PROJECT APPROVAL,
THERE ARE INFORMAL AND FORMAL APPEAL PROCESSES AVAILABLE.
A. INFORMAL APPEALS (WAC 220-110-340) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100,
75.20.103, 75.20.106, AND 75.20.160:
A person who is aggrieved or adversely affected by the following Department actions may request an informal review of:
(A) The denial or issuance of a HPA, or the conditions or provisions made part of a HPA; or
(B) An order imposing civil penalties.
It is recommended that an aggrieved party contact the Area Habitat Biologist and discuss the concerns. Most problems are
resolved at this level, but if not, you may elevate your concerns to his/her supervisor. A request for an INFORMAL REVIEW
shall be in WRITING to the Department of Fish and Wildlife, 600 Capitol Way North, Olympia, Washington 98501-1091 and
shall be RECEIVED by the Department within 30-days of the denial or issuance of a HPA or receipt of an order imposing civil
penalties. The 30-day time requirement may be stayed by the Department if negotiations are occurring between the aggrieved
party and the Area Habitat Biologist and/or his/her supervisor. The Habitat Protection Services Division Manager or his/her
designee shall conduct a review and recommend a decision to the Director or its designee. If you are not satisfied with the results
of this informal appeal, a formal appeal may be filed.
B. FORMAL APPEALS (WAC 220-110-350) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100 OR
75.20.106:
A person who is aggrieved or adversely affected by the following Department actions may request an formal review of:
(A) The denial or issuance of a HPA, or the conditions or provisions made part of a HPA;
(B) An order imposing civil penalties; or
(C) Any other "agency action" for which an adjudicative proceeding is required under the Administrative Procedure Act,
Chapter 34.05 RCW.
A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife, 600 Capitol Way North,
Olympia, Washington 98501-1091, shall be plainly labeled as "REQUEST FOR FORMAL APPEAL" and shall be RECEIVED
DURING OFFICE HOURS by the Department within 30-days of the Department action that is being challenged. The time period
for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal
appeal, the deadline for requesting a formal appeal shall be within 30-days of the date of the Department's written decision in
response to the informal appeal.
C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.103 or 75.20.160:
A person who is aggrieved or adversely affected by the denial or issuance of a HPA, or the conditions or provisions made part of
a HPA may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the Hydraulic Appeals Board
per WAC 259-04 at Environmental Hearings Office, 4224 Sixth Avenue SE, Building Two - Rowe Six, Lacey, Washington
98504; telephone 360/459-6327.
Page 4 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
d Department of Fish and Wildlife
Region 4 Office
FIS$aad RCW 77.55.100 & WAC 220.110.00
16018 Mill Creek Boulevard
WOM Mill Creek, Washington 98012
DATE OF ISSUE: September 7, 2004 LOG NUMBER: ST-G4006-01
D. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL
RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL, THE DEPARTMENT ACTION SHALL BE FINAL
AND UNAPPEALABLE.
Page 5 of 5
ADOLFSON
m
ASSOCIATES, INC.
Environmental Analysis
C
5309 Shilshole Ave. NW
a
Seattle. WA 98107
in
(206) 789-9658
N
A o 0 L F s 0 N
FAX (206) 789-9554
TYPICAI FXISTING CONDITIONS
Per ram.
ROOT WAD INSTALLATION
DEFLECTOR LOG INSTALLATION
s.T.5.
I -MAN ANGULAR ROCK
Install over deflector log and
Ecology Block to match
en5t:ng grade. Fill voids with
quarry spall. Cover with Install defector log
native Soil and plant per notes. upstream of first
2-MAN root wad.
ROCK
ECOLOGY BLOCK
•ANGLE
UPSTREAM
• OR LOG.
�.
Tilp diameter to be
\�otch at cable location
e'
ore -man rock
toe, clowr5'ream
DEFLECTOR LOG
PROJECT SEQUENCE
1 REMOVE EXISTING DEBRIS FROM STREAM CHANNEL WITHIN WORK AREA RETAIN AND
PLACE ON —SITE AFTER CONSTRUCTION IN STREAH OR BUFFER.
2 INSTALL FLUME OR BYPASS PER CITY ENGINEER
3 REMOVE NATIVE MATERIAL FROM STREAM FAILURE AREA STOCKPILE AND RETAIN
TOPSOIL
4 INSTALL ECOLOGY BLOCKS, ONE—MAN BASE ROCKS, AND COIR LOGS.
rJ INSTALL ROOTWADS. CABLE ROOT WADS TO ECCLOGY BLOCKS.
.6 PLACE TW0—MAN ANGULAR ROCK OVER AND BETWEEN ROOTWADS.
7 FILL VOIDS WITH QUARRY SPALL
8 COVER WITH 8' MIN NATIVE TOPSOIL
9 INSTALL EROSION CONTROL BLANKET PER MANUFACTURERS RECOMMENDATIONS.
10 REMOVE FLUME OR BYPASS
11 INSTALL PLANTINGS DURING PROPER SEASON PET! NOTES
GENERAL NOTES
STREAM BANK PLANTING
1. INSTALL PLANTINGS THROUGH EROSION CONTROI. MAT. CUT AN 'X' IN
ERDSION CONTROL MAT TWO TIMES DIAMETER OF ROOT BALL CENTERED ON EACH
PLANT LOCATION AND FOLD FLAPS BACK DURING INSTALLATION.
2. PLANT EACH PLOT WITH 20 CONTAINER PLANTS PER PLANTING LAYOUT. MIX
SPECIES EQUALLY PER PLOT.
3. INSTALL PLANT MATERIALS PER SHRUB PLANTING DETAIL MIX SPECIES
EQUALLY.
4. APPLY SLOW —RELEASE FERTUZER PER MANUFACTURER'S RECOMMENDATIONS
AROUND BASE OF PLANT.
5. RETURN FLAPS OF EROSION CONTROL MAT OVER PLANT PIT. SECURE SEAMS
WITH JUTE TWINE
SCARIFY
2' LAYER OF COMPOST
ROOTBAL*XA-LL
MULCH IN 24' DIAMETER
AND SPCIRCLE
ROOTS
FINISH GRADE
EROSION :ONTROL BLANKET
1.5 X
TO NATIVE SOIL AND 1/3 CEDAR GROVE
ROOTBALLCOMPOST
IBACKFLL
OF2 EQUAL
DEPTHSCARIFY
EDGES OF PLANTING HOLE TO ALLOW FOR
ROOT PEIETRATION
COMPACT SOIL UNDER
DIAMETER
ROOTBALL
SHRUB PLANTING DETAIL
N.T.S
HONEY CREEK STREAMBANK RESTORATION
LAYOUT AND STABILIZATION PLAN
LIVE STAKES
ECOLOGY BLOCK
1. CUTTINGS SHALL BE OF ONE TO TWO YEAR OLD WOOD FROM NATIVE WILLOW
AND DOGWOOD. CUTTING SZE IS TYPICALLY 1/4-3/4 INCH IN DIAMETER, 18-24'
LONG CUTTINGS SHALL NOT BE FROM THE TIPS OF BRANCHES THE TOP OF
EACH CUTTING SHALL BE A MINIMUM OF ONE (1) INCH ABOVE A LEAF BUD, THE
BOTTOM CUT SHALL BE A MINIMUM OF ONE (1) INCH BELOW ONE THE BASAL
ENDS OF THE SHOOTS -MUST BE MARKED CLEARLY SO WORKERS CAN DETERMINE
WHICH END TO PLANT. THE ROOTING END OF ALL LIVE STAKES SHALL BE CUT AT
A FORTY—FIVE (45) DEGREE ANGLE IMMEDIATELY PRIOR TO PLANTING.
2. STAKES SHALL BE FRESH. STAKES CUT DURING DORMANCY ARE PREFERRED.
CUTTINGS SHALL BE KEPT COVERED AND MOIST DURING TRANSPORT AND STORAGE
BEFORE PLANTING. IN NO CASE SHALL CUTTINGS BE STORED MORE THAN ONE
DAY.
3. BOTTOM OF CUTTING SHALL BE DIPPED IN A ROOTING HORMONE PER
MANUFACTURER'S DIRECTIONS; WAIT AT LEAST 30 SECONDS BEFORE INSERTING
INTO SOIL TO ALLOW HORMONE TO SOAK INTO CUTTING.
4. CUTTING SHALL BE HAND —PLACED IN A PRE —PUNCHED HOLE LIVE STAKES
SHALL NOT BE POUNDED INTO THE GROUND EXCEPT BY A SHOT—FUED MALLET.
USE A REINFORCING BAR OR OTHER TOOL OF SMALLER DIAMETER THAN THE
CUTTING TO PREPARE HOLE SOIL SHALL BE FIRMLY PRESSED AROUND CUTTING
TO REDUCE MOISTURE LOSS
5. EACH LIVE STAKE SHALL HAVE A MINIMUM OF TWO (2) BUDS EXPOSED
ABOVE FINISHED GRADE BUDS SHALL POINT UPWARD, REFLECTING THE NATURAL
ORIENTATION FOR GROWTH. AT LEAST 50% OF THE CUTTING'S LENGTH SHALL BE
PLANTED IN THE (ROUND (75% IS PREFERRED). CUTTING SHOULD EXTEND OUT OF
THE GROUND APPROXIMATELY 6 INCHES.
COIR LOG
1. COIR LOG SHALL BE A COCONUT FIBER ROLL, 12' DIAMETER, DENSITY OF 9
POUNDS PER CUBIC FOOT, 20 FEET LONG.
2. STAKES SHALL BE 2X2 NOTCHED WOOD STAKE, 24' MINIMUM LENGTH.
3. JUTE TWINE FOR TYING TOGETHER ENDS OF ABUTTING COIR LOGS AND FOR
LACING ACROSS TOP OF LOGS SHALL MEET MANUFACTURE'S INSTALLATION
RECOMMENDATIONS
OPPOSITE BANK SLOPE PLANTING
1. INSTALL WILLOW AND DOGWOOD STAKES IN AREAS OF IDPOSED
SOIL APPROXIMATELY 18' O.C.
EROSION CONTROL MAT
1. EROSION CONTROL MAT SHALL BE WOVEN FROM 100% COCONUT FIBER,
0.30 INCH THINK, MINIMUM 26 OUNCES PER SQUARE YARD; TENSILE STRENGTH
1,648x670 POUNDS PER FOOT. MEASURED OPEN AREA OF 39X FLOW VELOCITY
OBSERVED 16 FEET PER SECOND.
2-MAN ANGULAR ROCK
Place between and over logs.
Fill voids with quarry spall
cover with native Soil and
plant per notes.
ROOT WAD with
8' min. trunk attached.
Tip diameter to be
12'- 18".
PLANT
SCHEDULE
SCIENTIFIC NAME
COMMON NAME
QUANTITY
SIZE
Streambank
Plantings
SALM
Rubus speclablis
Salmonberry
30
1 Callan
NINE
Physocarpus capitatus
Pucifc ninebark
30
1 Callon
ROSE
Rosa nutkano
Nootka rose
30
1 Gallon
SNOW
Symphoricarpos albus
Common snorberry
30
1 Gallon
Comus stolonifera
Red —osier dogrood
150
live stokes
Sdix sitthensis
Sitka rltlor
150
live stakes
Cover rock with 8' min.
native topsoil. Install erosion
control mat (see notes).
;cogs
it per notes and
nng Detail.
5-. REAM f':Ow
PLANTING LAYOUT
N.T.5.
"true plantrg
length of
* failure (-50).
/E 5TAKE5
;tall G' o.c. Alternate top
d bottom of coir log.
AAI 11 SHEET
V
DATES Au ust l 2004 loclo NO SCALE 1
A D O L F S O N
Fnvironmenfal Solution's
September 7, 2004
David M. Christensen
City of Renton
Wastewater Utility/Technical Services Supervisor
Utility Systems Division
Renton City Hall
1055 South Grady Way
Renton, WA 98055
Subject: Honey Creek Restoration
Dear Dave:
RECEIVED
SEP - 8 2W4
CITY OF RENTON
UTILITY SYSTEMS
Thank you for the opportunity to work with you and the City of Renton again. Per your request, I
am enclosing two copies of our standard agreement for support for the Honey Creek stream bank
restoration work. We are proposing that this be a cost -reimbursable (time and expense) project
following our standard 2004 rates (attached). I have specified a not to exceed amount of $5,000 and
added a contract sunset date of October 31, 2004.
Please authorize both copies and return one signed original to us for our records. I am also
including a copy of the stream bank stabilization plan we prepared in support of the HPA submittal
for your records.
Sincerely yours,
3ennADLFSON AS O IATES, INC.
Burke
Fish and Water Resources Program Manager
Enclosures:
Standard Agreement for Professional Services (2 copies)
Honey Creek Streambank Restoration Layout and Stabilization Plan
ADOLFSON ASSOCIATES, INC. 5309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107
7i 206 789 9658 1., 206 789 9684 adoi%son@atta�son{om
Adolfson Associates, Inc.
Seattle Portland
En,v ronmenGRf SoG:t.GtoaY -
STANDARD AGREEMENT FOR PROFESSIONAL SERVICES
Page I of 2
ADOLFSON ASSOCIATES, INC. OFFICE ADDRESS: 5309 Shilshole Avenue Northwest. Seattle, WA 98107
PROJECT NAME: Honey Creek Restoration PROJECT NUMBER: 20040068.0
CLIENT: City of Renton Utility Services Division
ADDRESS: Renton City Hall - 5ch Floor 1055 S. Grady Way Renton, WA 98055
SUBJECT TO THE TERMS of this agreement, Adolfson Associates, Inc. shall:
1. Develop a conceptual stream bank restoration plan in support of the WDFW HPA Permit Submittal.
2. Provide technical assistance to the City of Renton to faciliatea the completion of the stream bank stabilization work
up to the total budget authorized below.
COMPENSATION by the CLIENT to Adolfson Associates, Inc.:
Invoicing will be on a cost reimbursable basis not to exceed $5, 000. Invoicing will be based on the rate sheet
(Attachment A).
When compensation is on a cost -reimbursable basis, a service charge of 10 percent will be added to Direct Expenses.
All sales, use, value added, business transfer, gross receipts, or other similar taxes will be added to Adolfson Associates, Inc.
compensation when invoicing CLIENT.
OTHER TERMS (including time for performance or completion of the work):
This contract will expire on October 31, 2004
Services covered by this A men, will be pe din accordance with the PROVISIONS stated on page 2 of this form
and any attachmen schedule Th greement a sedes all prior agreements and understandings with respect to
the work conte plated under this reement and y ly be changed by written amendment executed by both parties.
Approve Z�4�
Accepted for ADOLF ON ASSOCIATES, INC.
By: By:
Title: zlwe�117�1_ /�
D. ' / D.
❑ 5309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107 -Tel 206 789 9658--Fax 206 789 9684
❑ 333 SW Fifth Avenue, Suite 600 Portland OR 97204--Tel 503 226 8018••Fax 971 544 0450
www.adolfson.com
PROVISIONS
1. Authorization to Proceed
Execution of this Agreement by the CLIENT will be
authorization for Adolfson Associates, Inc. to proceed with the
work, unless otherwise provided for in this Agreement.
2. Hourly Rates
Adolfson Associates, Inc. Hourly Rates, when the basis of
compensation, are those hourly rates charged for work
performed on CLIENT's Project by Adolfson Associates, Inc
employees of the indicated classifications. These rates are
subject to annual calendar year adjustments; include all
allowances for salary, overheads and fee; but do not include
allowances for Direct Expenses.
3. Direct Expenses
Adolfson Associates, Inc. Direct Expenses, when part of
the basis of compensation, are those costs incurred on or
directly for the CLIENT's Project, including, but not limited
to, necessary transportation costs, including current rates for
AAI vehicles; meals and lodging; laboratory tests and
analyses; computer services; word processing services;
telephone, printing, binding and reproduction charges; all
costs associated with outside consultants, and other outside
services and facilities; and other similar costs.
Reimbursement for Direct Expenses will be on the basis of
actual charges when furnished by commercial sources and on
the basis of current rates when furnished by Adolfson
Associates, Inc.
4. Payment to Adolfson Associates, Inc.
Monthly invoices will be issued by Adolfson Associates,
Inc. for all work performed under this Agreement. Invoices
are due and payable on receipt. Interest at the rate of 1'/2% per
month, or the maximum permitted by law if lesser, will be
charged on all past -due amounts starting 30 days after date of
invoice. Payments will first be credited to interest and then to
principal.
5. Standard of Care
The standard of care applicable to Adolfson Associates,
Inc. services will be the degree of skill and diligence normally
employed by professional consultants performing the same or
similar services.
6. Termination
This Agreement may be terminated for convenience by
either party on 30 days' written notice; or for cause, if either
party fails to substantially perform the work in accordance
with this Agreement through no fault of the other and does not
commence correction of such work and nonperformance
within five days of written notice and diligently complete the
correction thereafter. On termination, Adolfson Associates,
Inc. will be paid for all authorized work performed up to the
termination date plus termination expenses, such as but not
limited to, reassignment of personnel, subcontract termination
costs, and related closeout costs.
7. Indemnification
The Consultant hereby agrees to indemnify, save
harmless and defend the CLIENT from all claims, demands,
suits, judgments, and liability (including reasonable attorney's
Page 2 of 2
fees, losses, costs and expenses of any kind) arising out of, in
connection with, or incident to the negligent acts, errors, or
omissions of the Consultant, its agents, and employees in
performing the work required by this Contract, but only to the
extent such claims, actions, costs, damages or expenses are
caused by the negligence of the Consultant, its authorized
agents, or employees.
8. Severability and Survival
If any of the provisions contained in this Agreement are
held illegal, invalid or unenforceable, the enforceability of the
remaining provisions shall not be impaired thereby. The
limitations of liability and indemnities will apply regardless
whether Adolfson Associates, Inc. liability arises under
applicable statute or case or common law, including without
limitation by reason of enumeration herein, negligence, strict
liability or any other type of cause of action, and shall apply to
Adolfson Associates, Inc. its officers, and employees.
The law of the state, or province, of Washington shall
govern the validity of this Agreement, its interpretation and
performance, and any other claims related to it; venue of any
lawsuit shall be in Washington.
9. Hazardous Substances
To the maximum extent permitted by law, the CLIENT
will indemnify and defend Adolfson Associates, inc. and its
officers, employees, subconsultants, and agents from all
claims, damages, losses, and expenses, including, but not
limited to, direct, indirect, or consequential damages and
attorney's fees arising out of or relating to the presence,
discharge, release, or escape of hazardous substances,
contaminants, or asbestos on or from the Project.
10. No Third Party Beneficiaries
This Agreement gives no rights or benefits to anyone
other than the CLIENT and Adolfson Associates, Inc. and has
no third party beneficiaries.
Adolfson Associates, Inc. services are defined solely by
this Agreement, and not by any other contract or agreement
that may be associated with the Project.
11. Insurance
Adolfson Associates, Inc. shall maintain public liability
and property damage insurance which shall protect Adolfson
Associates, inc. from personal injury or property damage
claims arising from its negligent performance of work under
this Agreement. The limits of liability for such insurance shall
be $1,000,000 combined single limit.
12. Disputes
In the event of any dispute arising out of this agreement,
the parties agree to submit the dispute to non -binding
mediation and binding arbitration under the then prevailing
rules of the American Arbitration Association (AAA) for
construction industry disputes, provided that no party objects
to arbitration within 30 days after a demand for arbitration is
filed with AAA. In any action brought for such dispute, the
prevailing party shall be entitled to recover its reasonable costs
and attorney fees.
Adolfson Associates, Inc.
5309 Shilshole Avenue NW
Seattle, WA 98107-5318
Project Title: Renton Honey Creek Restoration
Information Sent To: David M. Christensen
Date Quoted: 1-Sep-04
Billing Rates effective January 1, 2004
Staff
Job Classification
Billing Rate
M. Adolfson
Principal
$
172.25
L. Skinner
Principal
$
166.00
S. Bingham
Sr. Consultant Advisor
$
144.00
I. Masterson
Dir. Environmental Services
$
145.50
T. Vanderburg
Dir. Natural Science
$
125.25
K. Mann
CFO
$
141.00
L. Laurie
HR and Office Manager
$
95.50
L. Adolfson
Program Manager
$
101.75
C. Conolly
Program Manager
$
105.00
T. McGuire
Program Manager
$
101.00
B. Burke
Program Manager
$
111.25
D. Lathrop
Senior Planner
$
99.50
A. Root
Senior Planner
$
97.00
M. Epstein
Landscape Architect
$
108.00
L. Zemke
Senior Scientist
$
91.75
D. Frostholm
Senior Scientist
$
82.25
L. Krippner
Senior Scientist
$
80.00
B. Parry
Senior Scientist
$
78.25
P. Hendrix
Senior Scientist
$
76.00
K. Hale
Project Planner
$
86.25
K. Martin
Project Planner
$
83.00
A. Cohen
Project Planner
$
69.75
D. Lozano
Project Planner.
$
67.50
S. Krueger
Project Scientist
$
77.50
S. Noland
Project Scientist
$
70.50
I. Logan
Project Scientist
$
70.50
S. Hartung
Project Scientist
$
65.75
B. Larsen
Project Scientist
$
65.75
J. Collins
Staff Scientist
$
50.25
A. Merrill
Staff Scientist
$
51.75
D. Sutherland
Sr. Project Administrator
$
80.00
S. Phillips
Project Administrator
$
69.00
J. Bayer
Graphics
$
48.50
C. Martinez
GIS Specialist
$
48.50
L. Carlson
Project Assistant
$
53.25
A. Duhrkoop
Project Assistant
$
48.50
S. Jackson
Marketing Coordinator
$
65.75
J. Stubbs
Administrative Assistant
$
45.50
Updated: 12/11 /03
2004 Rates by Staff.xls 9/7/2004
DESCRIPTION
APPLICATION
Riprap is a type of bank armor consisting of rock, typically bedded upon a filter layer of gravel or
synthetic filter fabric, with an excavated toe or launchable toe (see Figure 6-2 I at the end of this
technique discussion shows examples of riprap).
Historically, riprap has been the most extensively used method for controlling bank erosion in
the United States. Recently, however, concerns over the poor aquatic -habitat value of riprap and
local and cumulative effects of riprap use on river morphology, have made the application of
riprap controversial. For these reasons, riprap revetments are recommended only where bank
failure would have intolerable consequences or where site conditions are extreme. Extreme
site conditions might include high erodibility, high shear stress or mass -failure conditions.
Typical Application
Riprap is typically used in bank protection and reinforcement of new stream alignments.
Despite recent controversies, it is still the most widely used form of bank protection. Riprap is
effective when used near infrastructure where a high risk of failure is unacceptable and where
there is insufficient land between the top of the bank and adjacent infrastructure to allow
alternative treatments to be used, such as toe protection and bank reshaping/revegetation.
Often, riprap is used simply because it has a long history of use and the public (and many design-
ers) are unaware of the availability and effectiveness of alternative bank treatment methods.
A properly designed and maintained riprap revetment can adjust to most scour conditions as well as
general aggradation of the streambed. Assuming large enough rock is available, riprap can also be
designed to withstand very high shear forces. However, the environmental consequences of riprap
can be severe and should always be taken into account when selecting a bank -treatment technique.
It is important to determine whether riprap is the appropriate solution for the particular mecha-
nism of failure and causes of bank erosion in question (see Chapter 2, Site Assessment and Chapter
3, Reach Assessment for guidance). Riprap can be useful for sites where the mechanism of failure is
toe erosion, certain types of local scour, or mass failure (if used in mass -failure application, then it
must be designed at a buttress). Riprap is not appropriate on sites lying within the meander -
migration corridor, or on rapidly degrading reaches where the mechanism of failure has the
potential for an avulsion or chute cutoff. See the screening matrices in Chapter 5, Identify and
Select Solutions for more guidance on the applicability of riprap based on the mechanism of failure
and causes of streambank erosion. Additionally, riprap's effects on local and large-scale river
morphology can be troublesome (see Effects, later in this technique discussion).
Chaoter 6
M66
i STEWART G. REINBOLD
FISH and Area Habitat Biologist
WILDLIFE Habitat Program
00
(425) 649-4423
Cell (425) 301-9081
c o Dept. of Ecology Fax (425) 649.7098 &Am
3190 160th Avenue SE TDD j360) 902-2207 A D O L F S O N
Bellevue WA98008.5452 reinbsgr(7adfw.wa.gov
Q STEVE KRUEGER
Project Scientist
skrueger@adolfson.com
r5ADOLFSON ASSOCIATES, INC.
GARY MERLINO CONSTRUCTION CO., INC. 309ShilsholeAve.NW,Suite200
STONEWAY CONCRETE Seattle, WA 98107
`7i 206 789 9658
DA V I D B I DO N JaY 206 789 9684
FOREMAN 888 878 7000
BUS. (206) 762-9125 www.adalfson.com
FAX (206) 763-4178 �S1_l �■
Fnviron»unrd Soiu[ions
MOBILE (206) 255-2620
9125 10TH AVE. SO.
SEATTLE, WASHINGTON 98108
Vegetated Riprap
A streambank surface can be vegetated by filling the voids in the riprap with soil and planting
seed, by installing plant cuttings or rooted plants, or by using both of these techniques (Figure 6-
Z3). Vegetation on a riprap surface offers a number of advantages. It makes for a more
aesthetically pleasing bank, as well as creating favorable habitat features for fish and wildlife,
including shade, leaf litter, browse and additional roughness to slow overbank flow and capture
nutrient -laden sediments. Vegetated riprap is often required as mitigation for some of the
habitat impacts caused by unvegetated riprap.
Large Woody Debris Placement
The impacts to aquatic habitat from riprap can be partially mitigated by the installation of large
woody debris. Recent research has shown that fish of all species are generally more associated
with banks stabilized with large woody debris.' Although large riprap provides pockets of low -
velocity flow, riprap generally provides very little cover or aquatic habitat complexity. Large
woody debris installed with riprap provides cover, low -velocity areas and general habitat
complexity, provided it is partially or fully submerged. Large woody debris also provides
roughness, which decreases velocities and dissipates energy in the form of turbulence around
the large woody debris. This encourages sediment deposition, reduces overall bed scour and
limits downstream effects. Refer to Appendix I, Anchoring and Placement of Large Woody Debris
for more information.
Roughened -Rock Toes
Although riprap traditionally extends to the top of the streambank, its use can, in many cases, be
limited to the area lying below the line of perennial vegetation. In this capacity, riprap stabilizes
the bank toe, where scour tends to be greatest and allows for a more habitat -friendly treatment
of upper streambanks. For a more extensive discussion of the use of riprap as toe protection,
see the discussion in this chapter addressing the technique, Roughened -Rock Toes.
Windrow Riprap
Riprap is sometimes installed landward from the top of bank as a means of intercepting future
bank erosion. This technique, called windrow riprap, relies on future bank erosion to expose the
riprap that has been placed in a long mound, or in a trench, oriented parallel to the channel
bank. As erosion accesses the windrowed riprap, the rock (or a combination of large woody
debris and rock) falls into place along the face of the eroding bank. Eventually, if the riprap is
large enough in size and of sufficient volume, the eroding bank will be completely armored. This
::,technique is applied to establish a line of defense when erosion is threatening but has not yet
reached important infrastructure. This approach can be used to halt erosion of upland acreage
at the edge of a defined meander corridor. This concept is also presented in the context of
buried groins (see the discussion in this chapter addressing the technique, Buried Groins).
Chapter 6
EFFECTS
Emergency
Riprap can be installed under emergency conditions by dumping or placing the rock from the
top of the bank As previously discussed, another way to install riprap involves placing rock
material at the top of the bank so that, as the channel erodes, the rock is launched 2 This type
of emergency installation can be carried out during flood events or immediately after floodwa-
ters have receded. Riprap installed under emergency conditions will likely require further
construction after the flood recedes to ensure it is has an adequate key and to incorporate
habitat features as mitigation. Riprap may also need to be replaced by a more appropriate
treatment measure that addresses the mechanism and causes of bank erosion.
Riprap is very effective at arresting bank erosion and can provide relatively permanent protec-
tion against further erosion at the location where it is installed. This approach also results in a
permanent lost opportunity for sediment and large -woody -debris recruitment. Downstream
meander migration is arrested as well, increasing bank erosion upstream and/or downstream
from the riprap protection. Because riprap is relatively permanent, it represents a long-term
restraint on stream movement and must be mitigated for loss of habitat and lost opportunity.
Riprap also results in increased velocity and reduced complexity and diversity along the channel
margin, thereby diminishing habitat value. These effects can be mitigated to some degree by
incorporating large woody debris into the treatment and maintaining a riparian buffer. The
application of riprap may deepen the channel at the bank toe and may steepen the bank slope
to the point bar. This increased scour depth must be anticipated so that the toe is installed
below this depth to prevent undermining.
Salmonids have been found along riprap-treated banks, but the habitat is not preferred in most
cases.' Fish tend to like the complexity of wood structures more than rock, so logs toes and
rootwads are preferred over riprap toes. Study results indicate riprap revetments with large woody
debris attract more fish than plain rock Riprap revetments along the Skagit River have had a
dramatic, adverse impact on juvenile chinook coho and chum habitat? Population levels of summer
coho parr and subyearling chinook averaged 3.7 and 5.4 times higher in wood cover than in riprap.
Riprap tends to transfer energy downstream. An increase in bank erosion and/or a loss of
habitat in an adjacent reach can be anticipated and must be mitigated. Too often, the need for
hardened banks is self-perpetuating, both in time and in the downstream direction. This increase
in upstream bank erosion must be anticipated, and future impacts to habitat must be mitigated.
Techniques that use hydraulic or biotechnical means to slow bank erosion must be investigated
before the decision to use riprap is made. Roughening the bank with large woody debris and
vegetation increases energy dissipation and is considered partial mitigation.
Given the roles of channel migration, sediment dynamics and large woody debris in a natural
river system, riprap (particularly the cumulative effects of multiple riprap projects) can have
significant detrimental effects on habitat and the natural fluvial processes of a river.
Chao*er 6
Conceptual design drawings of riprap are shown in Figure 6-22 and Figure 6-23.
Riprap vs. Alternative Solutions
The first step in design is to conduct a feasibility study to determine whether riprap is the most
appropriate solution based on the site and reach assessment and to ascertain whether the
associated upstream and downstream effects are tolerable (see Chapter 2 and Chapter 3 for
guidance). Some of the factors to be considered are stream energy (slope multiplied by
discharge at the design flow), shear stress (slope multiplied by depth multiplied by a factor for
radius of curvature), radius of curvature, erodibility of bed and bank material, steepness and
height of banks, habitat potential and needs, acceptability of failure, and mitigation potential.
Riprap Layout
Riprap layout starts with determining the new toe -of -bank line, the upstream and downstream
limits of the riprap, and the bank -face slope. These parameters determine the top -of -bank line.
Occasionally, this procedure is done in reverse, particularly when property lines or structures at
the top of bank limit the location of the top -of -bank line.
The revetment should include the entire area of bank erosion unless other techniques are used
in combination with riprap. The location of channel features both in and outside the reach will
play a role in determining where the new bank toe will be placed. Natural hard points, such as
large, stable trees or rock outcroppings, are good places to begin or end the toe. Irregular toe
lines increase roughness and habitat value. Smooth banks tend to increase velocity and transfer
energy downstream.
To maintain bank stability, bank slopes that are 2:1 or flatter are recommended by most riprap
design references, although 1.5:1 is allowable in some cases. Terracing often has hydraulic as well
as habitat benefits and is a recommended practice.
Rock Size
The size of rock should be determined by accepted riprap design methods (see Table 6-1).
Larger rock is assumed to have greater habitat value and energy dissipation. The largest rock
Should be used when large woody debris is incorporated in the design. As rock size increases
more attention should be paid to proper bedding and granular filter design.
Filter Layer
A granular or fabric filter is necessary where soils are fine and erodible. Filters allow water
behind the toe to drain without allowing soil to be transported out by the seepage or turbu-
lence from river flow. Granular filters are composed of one or more layers of well -graded
gravel. Bank -soil analysis and rock size are critical pieces of information necessary for designing a
fitter layer. Although a filter fabric is generally cheaper to furnish and install than a granular filter,
the granular filter may be more stable. Filter fabrics can restrict rooting and produce a slip plane
along which rock slopes can fail. These possibilities should be considered when deciding
whether or not to use fitter fabric in lieu of granular filter. Granular filters are not recommended
where velocities exceed 10 feet per second.' See Appendix H, Planting Considerations and
Erosion -Control Fabrics for information about fabric filters.
Depth of Scour
Scour can undermine riprap at the toe of the bank, so preventive steps must be taken to protect
the bank where riprap is installed. This protection can be achieved in either of two ways:
1. a supply of riprap material sufficient to armor all expected scour is deposited on the bank.
As scour erodes the bank, the ground under the riprap is undermined, and the riprap
tumbles down (is launched) to the toe of the bank; or
2. a riprap layer is installed at the bank toe in advance of scour action to the depth of the
scour that is expected.
The first form, known as a launched (or launchable) toe is becoming increasingly popular
because it requires less excavation than the second option. However, it does require a larger
volume of rock than the second option, since some rock is lost during the launching action; and
final positioning of the rock cannot be determined with precision. Launched toes are used
mostly in channels with fine-grained beds. Launched toes used inappropriately (for instance,
along banks whose toes are eroded by some force other than scour) can result in excess rock
in the channel. This extra "launchable" rock then narrows the channel and reduces habitat value.
If the second option is used, it will be necessary to calculate the anticipated depth of scour.
Several methods for calculating depth of scour are presented in Appendix E, Hydraulics. In addition,
most of the references listed in Table 6-1 contain methods for calculating scour depth.
Top Elevation of Rock
Riprap is often applied from the toe to the top of the bank. However, riprap is seldom neces-
sary above a certain elevation on the bank because shear force on banks decrease with height
above the streambed. Consequently, the upper banks are subjected to significantly less shear
than the lower -bank areas. This important characteristic of shear often allows for vegetated
upper banks, thereby increasing the potential for eventually providing cover and shade. A
method for estimating the shear distribution on banks is presented in Appendix E.
For further discussion about the top elevation of rock along a bank, refer to the discussion in
this chapter addressing Roughened -Rock Toes.
Chapter 6
N
Transitions
An anchor point must be located at the upstream and downstream ends of a riprap project to
prevent flow from getting around and behind the revetment and eroding the bank. The design
references listed in Table b- I include design methods for such transitions.
It is not uncommon for a scour hole to form at the downstream end of a revetment. This hole
can become an important habitat feature. Allowing this hole to form and then protecting it is a
reasonable and effortless way of dealing with it. Another option is to actually create the hole at
the time of construction and place a hard point downstream to limit its extent. This offers some
degree of control over the exact positioning and extent of the hole. A third option is to
prevent the hole from forming by installing a small groin at the bottom end of the project to
kick the flow away from the bank. Roughening the toe with wood, large rock or an irregular
bankline will also help prevent formation of a scour hole.
Design References
There are numerous sources of information available for riprap design. Table 6-1 lists some of
the more commonly used sources.
Vegetated Riprap
Riprap is typically vegetated by applying soil in the joints of the rock and planting seed, cuttings
or rooted, woody species.
Care must be taken in arranging the soil to make sure it fills the voids between rocks but does
not hold the rocks apart from one another. Rocks held apart by soil will settle when the soil is
washed out by floodwaters or surface runoff, which may result in destabilization of the riprap
layer. Because a small amount of this settling is inevitable, the riprap/soil layer should be slightly
thicker than it would have been had no soil been used. The soil should not be installed by
pouring it over the surface of the rocks; doing so will only cause the soil in this location to be
readily washed away by stream flow or surface runoff. Instead, the surface of the soil should lie
about one half of the mean rock diameter below the top of the rock
U S Army Corps of Engineers Hydraulic Design of Flood Control Channels 1.994
Engineer Manual ,,.f,l`I0 2-16Q:1
Vanoni V A Sedimentation Engineenngg 1977
(Amencan Society of Civil Engineers) American Socety of Gvil Engineers (ASCE)
Manuals and Reports on Engneenng Practice = No 54
U S Geological _Survey Rock Rrprap Protectiin for Protection o f Stream Channels 1986
Near Highway Struabres
Water Resources Invest�gaUons Report86 4128'.
California Dept of Public Works; , Bank and Shbre Protection Cal id HghwayPrgctice 1970
Div: ofi Highwa s » . Y.....
S Dept. of Transportation Design of Riprap Revetment 1989 U
Federal. Highway. Administration i Hydraulic'Engiheering Circular, No. 1.1 ;
Tolle 6.71.-Design references.
Chapter 6
Once the soil is in place, live cuttings can be planted in the soil -filled joints between the rocks
(see the discussion in this chapter addressing the technique, Woody Plantings). On existing riprap
banks, stakes can be driven through the rock layer and soil can be placed in the voids created. If
the rock is large, a pilot hole should first be created using a steel rod. Often an apparatus called
a "stinger" (a large, steel rod connected to the arm of an excavator or backhoe) is required to
penetrate the rock layer. Details regarding the stinger are included in the technique discussed in
this chapter called Woody Plantings. In new riprap installations, live cuttings are inserted in
conjunction with rock placement.
Planting in joints creates a more aesthetically pleasing bank and more terrestrial habitat. Vegeta-
tion planted this way can offer shade, cover and nutrient input to the stream. Woody plants will
provide additional roughness and encourage deposition of fine sediment on the bank surface.
The fine sediment, in turn, will foster the establishment of additional vegetation.
The discussion in this chapter addressing the technique, Woody Plantings and Appendix H contain
additional information on incorporating woody plant species into bank treatments. The Natural
Resources Conservation Service offers the following instructions regarding live -cutting size and
installation procedures:'
• cuttings must have side branches removed and bark intact;
• cuttings must be long enough to extend well into the soil below the riprap rock and fitter
layer;
• cuttings should be tapped through the openings between rocks (a pilot hole created by a
steel rod is usually required to avoid undue damage to the stakes);
• the cuttings should be oriented perpendicular to the bank face, with the growing tips
protruding slightly from the bank surface; and
• cuttings should be placed in a random configuration.
Additionally, cuttings should be installed at the appropriate time of year. The discussion in this
chapter addressing the technique, Woody Plantings, offers additional information on planting timing.
Placement of Large Woody Debris
Large -woody -debris installation can mitigate some of the habitat losses along a bank that has
been reinforced with riprap. Information on the correct placement and anchoring of large
woody debris is covered in Appendix I.
The presence of large woody debris will induce local scour forces that are not present in the
standard riprap design methods. Riprap design should predict the effects that placement of
woody debris will have on scour (see Appendix E) so that it the treatment can withstand this
scour depth.
Chanter 6
Traditional riprap is considered to offer little aquatic or terrestrial habitat. Peters et al.,' found that
riprap sites consistently had lower fish densities than control sites and recommended using large -
woody -debris cover whenever possible to increase the habitat value of riprap. It is strongly
recommended that the mitigation strategies discussed below, or other, similar strategies, be
employed to provide habitat value to riprap revetment. See Appendix G, Biological Considerations
for a more detailed discussion of the environmental effects of riprap.
Mitigation Methods for the Technique
Mitigation needs for riprap revetments include riparian function, cover, spawning habitat, flood
refuge, complexity and diversity, lost opportunity, and construction. Mitigation methods that
address these needs include:
• use vegetated riprap to mitigate for riparian function impacts;
• create or enhance vegetated riparian buffer to mitigate for riparian function impacts;
• set back riprap from the channel to partially mitigate for lost opportunity impacts or include
a bench in the revetment at bank -full depth;
• set large rock that creates large interstitial spaces for habitat to mitigate for flood -refuge impacts;
• place large woody debris to create roughness, pools and cover to mitigate riprap impacts to
cover, complexity and diversity;
• place large boulders in the channel to create roughness and pool habitat that will mitigate
riprap impacts to cover, complexity and diversity;
• increase over-all complexity of the bank and channel through changes in planform, terracing,
and leaving or enhancing natural features; and/or
• where possible, use riprap only to construct the bank toe, and construct the upper- bank
using a more "habitat -friendly" technique.
It is left to the designer to creatively apply these methods, as well as to develop alternative
methods for creating aquatic and terrestrial habitat. See Chapter 4, Considerations for a Solution
and Matrix 3 in Chaper 5, for additional information on mitigation needs and techniques.
Mitigation Benefits Provided by the Technique
Riprap provides no mitigation benefit.
':. RISK
<Stream Function and Morphology
.As discussed above, riprap can have significant, detrimental effects on the natural fluvial processes
of a river by altering and interfering with natural channel migration, sediment dynamics and large -
woody -debris input. Imbalances caused by riprap may lead to increased erosion elsewhere,
expanding the need for bank treatment along a reach. Cumulatively, multiple riprap projects tend
::to lead to channel shortening, incision and degradation of aquatic and riparian habitat.
Chapter 6
Habitat
Riprap revetments that are not mitigated by woody -debris placement or a similar alternative
offer very little aquatic -habitat complexity. Although salmonids are found to use the areas
adjacent to riprap revetments, it is not considered to be preferred habitat. The addition of large
woody debris increases fish usage. The riparian habitat offered by the upper banks of a riprap
revetment is likewise low in diversity and relatively poor in quality. Again, mitigation measures
such as aggressive revegetation increase the habitat value markedly.
Infrastructure
Riprap is a proven, effective, low -risk method of protecting infrastructure. It is often the chosen
bank -treatment alternative when bank failure cannot be tolerated. Unfortunately, riprap is also
habitually used to protect low -risk or relatively low -energy areas where the environmental cost
of the riprap may not outweigh the benefits or where other bank -treatment methods could
have addressed the mechanism and causes of failure more effectively.
Reliability/Uncertainty of Technique
Compared to most other bank -treatment alternatives, uncertainty in this technique is relatively
low. This is due to the simplicity of the technique, the durability of rock used in revetments, the
availability of reliable design/installation guidelines and a proven, long-term track record.
Public Safety
Rock riprap revetments pose a minimal hazard to recreational users, although they may create
high -velocity reaches that pose risks to inexperienced boaters. Some measures taken to
enhance fish habitat, such as large -woody -debris placement, can make riprap revetments more
hazardous to recreational boaters, unless the large woody debris is completely submerged.
Other mitigation measures, such as adding vegetation to the riprap along the bank surface, will
tend to create a safer bank. In general, safety concerns should be balanced with habitat con-
cerns and the level and type of recreational use customary at the site.
CONSTRUCTION CONSIDERATIONS
Materials Required
Traditional riprap requires graded, angular rock and filter material. Installation will require access
roads designed for street -legal dump trucks or a road for loaders to transfer the rock from
trucks to the site if truck access at the site is impossible or impractical. Refer to Appendix M,
Construction Considerations for further discussion of site access. If riprap is vegetated or large
woody debris is added, the following additional materials may be needed:
• logs with rootwads attached and anchoring materials,
• vegetation (such as live cuttings or salvaged willow clumps), and/or
• soil and seed.
Chanter 6
Timing
Riprap should be installed during low flow, when dewatering is possible, and when resident and
anadromous fish are less likely to be impacted by construction activities. In order to install rock
materials to the depth of scour, excavation within the channel bed will be necessary. This means
the channel will need to be dewatered temporarily. Dewatering makes installation much easier
and prevents siltation of the stream during construction. Dewatering can be accomplished with
a coffer dam during times of low water flow.
Every effort must be made to avoid construction during critical periods in the salmonid life
cycle, such as spawning or migration. Instream work windows vary among fish species and
streams. Contact the Washington Department of Fish and Wildlife's Area Habitat Biologist for
information on work windows (see Appendix B, Washington Department of Fish and Wildlife
Contact Information). Further discussion of dewatering can also be found in Appendix M.
Whenever vegetation is installed in conjunction with riprap revetment, the timing of seeding and
planting should maximize the survival rate of the vegetation (see the discussion in this chapter
addressing the technique, Woody Plantings).
Cost
Riprap installation cost depends upon materials availability, construction access and dewatering
requirements. The cost of a riprap bank treatment may range from $30 to $90 per foot of bank
treated. Cost may exceed this range on very -high-energy river systems. Dewatering and site
access are further described in Appendix M.
Materials required for riprap treatments include angular rock and filter materials. Because
angular rock generally must be manufactured and imported, the cost will depend largely on
availability and transport costs. Rock materials may range from $60 to $80 per cubic yard.
Gravel filter materials range from $40 to $60 per cubic yard if they are imported. However,
local sources may be available. Filter fabric may be used as an alternative to gravel filters and
ranges in price from $0.50 to $3.00 per square yard. Refer to Appendix L, Cost of Techniques for
further discussion of materials and construction costs.
Typical operation and maintenance requirements for riprap include periodic inspection of
existing riprap and installation of supplemental riprap if needed. Planted riprap, or riprap that
incorporates large woody debris, may require repair or replanting as necessary. Mitigation
measures may also have operation and maintenance requirements.
Chapter 6
MONITORING
REFERENCES
Monitoring of riprap treatments is limited to visual inspection of the integrity of the riprap
treatment. The survival rate of vegetation and anchoring success of large woody debris placed
in the treatment also needs to be monitored.
Riprap inspection should focus on potential weak points in the design, such as transitions
between undisturbed and treated banks. The adjacent native soils above and behind the
treatment may reveal collapse or sinking, indicating piping loss or movement of rock materials.
Monitoring should also include inspecting for loss of rock materials overtime.
Monitoring frequency should be conducted annually during low flows, when visual inspection of
the toe is possible. Additionally, the treatment should be inspected following any events that
equal or exceed the one-year flow during the first three years following construction. For
further discussion of monitoring methods, refer to Appendix J, Monitoring.
Impacts to the channel and to habitat must be carefully monitored. Channel changes occurring
following installation can be documented by reviewing an annual survey of cross sections
conducted prior to and following installation. Changes to available habitat should be docu-
mented on a schedule dictated by fish life cycles. For a comprehensive review of habitat -
monitoring protocols, refer to Johnson, et al.s Habitat monitoring protocols will likely require a
monitoring schedule that is more comprehensive than that required for the integrity of the structure.
I Peters, R. J., B. R. Missildine and D. L. Low. 1998. Seasonal Fish Densities Near River Banks Stabilized
with Various Stabilization Methods. U.S. Fish and Wildlife Service, North Pacific Coast Ecoregion.
Western Washington Office. Aquatic Resources Division, Lacey, WA.
2 U. S. Department ofTransportation, Federal Highway Administration. 1989. Design of Riprap
Revetment Hydraulic Engineering Circular No. 11.
3 Beamer, E. and R. Henderson. 1998. Juvenile Salmonid Use of Natural and Hydromodif ed Stream
Bank Habitat in the Mainstem Skagit River, Northwest Washington. Skagit System Cooperative, La
ConnerWA. 55 pp.
4 U. S. Department of Agriculture, Natural Resources Conservation Service. 1996. Chapter 16 -
Streambank and Shoreline Protection. Field Engineering Handbook
5 Johnson, D. H., N. Pittman, E. Wilder, J. A. Silver, R. W. Plotnikoff, B. C. Mason, K. K Jones, P. Roger,T. A
O'Neil and C. Barrett. 2001. Inventory and Monitoring of Salmon Habitat in the Pacific Northwest -
Directory and Synthesis of Protocols for Management/Research and Volunteers in Washington, Oregon,
Idaho, Montana, and British Columbia. Washington Department of Fish and Wildlife, Olympia WA.
Chapter 6
a. Riprop placed during an emergency. Tahuyo River. 2002.
b. Nooksock River.
Figure 6-21. Examples of rprop.
c. Newoukum River.
d. Vegetated Riprop. Site unknown.
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DESCRIPTION
APPLICATION
In many instances, the first step in controlling streambank erosion is to slow down the water
velocity and reduce hydraulic shear stress. Doing so will help sediments accumulate at the site,
which enables vegetation to establish itself. An effective way of slowing water velocity is to add
roughness to the channel. This increases friction, which, in turn, slows down the flow. Such
roughness can be introduced by installing large woody debris into the channel and along the
banks. This streambank-protection technique is often referred to as "roughness trees" or "tree
revetments:' When positioned properly, roughness trees trap sediment, allowing the establish-
ment of vegetation, which ultimately results in the stabilization of actively eroding banks. Nature
provides many examples of how this dynamic works with the simple act of a tree falling into a
stream. If its trunk and rootwad fall parallel to the bank (with the rootwad upstream), it's often
easy to see where sediment has accumulated and vegetation has taken hold. Figure 6-19 (at the
end of this technique discussion) shows examples of roughness trees.
Tree -roughness applications are usually applied to low -gradient alluvial channels and long,
sweeping bends with vertically eroding banks where the energy is dissipated uniformly and toe
erosion is the primary mechanism of bank failure (see Chapter 2, Site Assessment and Chapter 3,
Reach Assessment). This technique is most appropriate where streambank soils are fine -textured.
Due to the ability of roughness trees to collect and retain sediments, roughness trees can be
very useful on aggrading reaches of stream, where bank erosion is associated with excess
sediment supply. While typically applied to low -energy systems,' roughness trees may be
applied to high-energy systems if the trees are large enough or anchored sufficiently to resist
erosional forces of flood flows.
In general, this technique should be employed with caution, as improper tree placement may
result in local scour, leading to bank failure at the upstream end of each rootwad. Roughness
trees are not recommended where the mechanism of failure is mass failure, subsurface entrain-
ment or channel avulsion. See the screening matrices in Chapter 5, Identify and Select Solutions
for more guidance on the applicability of tree roughness based on mechanisms and causes of
streambank erosion.
Chapter 6
Variations
Variations on this treatment relate to the positioning and orientation of installed trees relative to
the bank, the size of trees and the anchoring system. For example, roughness trees are typically
placed with the rootwad or end of the tree angled upstream into the flow with the trunk or
butt, individually anchored into the streambank A row of trees can also be placed parallel to
the water's edge, or cabled together to simulate the effect of larger trees. Ballast rocks may be
incorporated into the treatment as an anchoring alternative to cables. While trees can be laid in
a single tier along the base of an eroding streambank, they can also be stacked or tiered to
accommodate higher banks or oriented in different positions to fit the particular conditions of a
site. Roughness trees can be placed along a very steep bankline (e.g., the edge of the channel's
meander corridor) to trap eroding bank materials. As the upper surface of the bank erodes, the
roughness trees provide a platform for the sediment to settle, eventually resulting in the
establishment of vegetation.
Emergency
This technique has limited emergency application. However, if a winter flood has eroded large portions
of streambank, large wood could be installed to protect the bank though the usefulness of this would
depend upon the specifics of the site and the availability of sources of large wood nearby.
Access to the bank would also be a factor for consideration. In some cases, trees that have
been undermined on -site could be repositioned to maximize their influence at reducing bank
erosion. Opportunities like these occur in smaller streams because anchoring trees during high
flow on larger streams may be impossible.
EFFECTS
Roughness trees reduce velocity, recruit sediment and create areas suitable for natural coloniza
tion of riparian plants. In doing so, they provide fish habitat benefits in terms of habitat com-
refuge. While roughness trees tend to limit the potential for gravel and plexity, cover and flood
wood recruitment, they can be considered degradable and ultimately deformable (with the
exception of various nondegradable anchoring components such as cables and large rock).
Consequently, their long-term impact to habitat is considered minimal. Roughness trees do not
typically impact aquatic habitat in the short term and can provide habitat value in the form of
cover and complexity along the bank.
-specific impacts and effects, with minimal impacts to upstream or Roughness trees have very site
downstream reaches. The exception is when excessively large wood is used in small channels,
resulting in significant impacts to channel hydraulics and depositional patterns that can be
transferred upstream and/or downstream.
Chapter
3
DESIGN
Conceptual design drawings of roughness trees are shown in Figure 6-20.
When designing a roughness -tree treatment, it is important to correctly size the tree relative to
the stream or river. Ideally, the rootwad diameter should be equal to or greater than the
bankfull discharge depth; the trunk diameter should be at least 50 percent of the bank -full
discharge depth, and the total tree length should be at least 25 percent of the bankfull width.
However, these dimensions are only a guideline, and they may be unrealistic for application east
of the Cascades due to limited availability of such on -site resources. If trees large enough to
resist the anticipated hydraulic forces of a project site are not available, smaller trees may be
bound together to simulate a large tree.
In designing this technique, practitioners should be aware that it may be difficult to end up with
installed roughness trees with the desired amount of "roughness" (dense quantities of fine limbs,
branches and leaves). Typically, by the time trees are transported to the site, handled by an
excavator and completely set in place, most of the desirable fine branches may be broken off.
Every precaution should be taken to keep valuable branches intact on the trees.
The anchoring of trees requires a through understanding of the forces that are exerted on the
installed trees, particularly during flood flows (see Appendix I, Anchoring and Placement of Large
Woody Debris). Soils should also be sufficiently fine-grained to allow for anchoring. In some
cases, ballast rock may be sufficient to anchor trees; but, often, it is necessary to key cabling into
a trench or to a duckbill anchor. Regardless of the anchoring system, it is recommended that
whole trees with rootwads be used with this technique.
For this technique, trees are usually placed at the toe of an eroding bank, with only minimal
disturbance to the existing bank line. Trees should be oriented with the root mass, or larger end
of the tree, pointing upstream and the trunk anchored into the streambank. Placement should
proceed from upstream to downstream, so that the larger branches or root mass of the
downstream tree can be placed over the upstream tree. If any trees are to be interconnected, it
may be possible to connect them before final placement, but access constraints usually require
that trees be interconnected after they are positioned in place. Trees should be installed such
that they extend below the water line at low flows.
BIOLOGICAL CONSIDERATIONS
Mitigation Requirements for the Technique
Normally, this low -impact technique can be accomplished with minimal disturbance to habitat.
However, there may be some impacts associated with construction that will require mitigation.
Refer to Chapter 4, Considerations for a Solution for further discussion of mitigation requirements
and to Matrix 3 in Chapter 5 for more detail on mitigation needs for this bank treatment.
Chapter 6
Mitigation Benefits Provided by the Technique
Roughness trees are used to mitigate damage to riparian habitat, aquatic cover and flood refuge.
Roughness trees' ability to provide resilient riparian areas may increase riparian complexity and
structure. Improved riparian structure, health and complexity is beneficial to wildlife species that
rely on riparian areas. Because of the habitat benefits they offer, the installation of roughness
trees is considered a technique that compensates for habitat impacts. Refer to Matrix 3 in
Chapter 5 for more detail on mitigation benefits provided by this bank treatment.
Risk associated with using roughness trees is usually due to poorly installed trees that shift and
migrate during flood flows, causing damage to bridges and other infrastructure adjacent to the
stream. During high flows, areas around large wood can be hazardous to boaters, jeopardizing
human safety and property. Local river groups (rafters, fishing groups, etc.) should be notified
when new wood material is placed in rivers, so that recreational users will be aware of the
exact location and placement of the material. Placing warning signs upstream of the wood
material to alert boaters can also help reduce this risk. Another potential risk is the blockage of
culverts or bridge openings by trees that dislodge from the treatment. Regular inspection of
culverts and bridges, and repositioning of displaced wood will contribute to ongoing project
success.
Habitat
Woody debris improves high- and low -flow cover habitat for both adult and juvenile salmonids.
While roughness trees may cause some minor, local scour (and channel -bed complexity
associated with scour), they actually work to reduce scour along the bank in the long run.
Roughness trees may collect and hold smaller -sized large wood and organic material. This, in
turn, allows better nutrient retention and, ultimately, a greater variety and composition of
macroinvertebrates for fish to eat.
Infrastructure
Large material such as anchoring rock and roughness trees must be properly sized and secured
to prevent them from moving out of place and into the position of harming any infrastructure
Is. As roughness trees are a relatively passive and uncertain approach such as bridges or culve
to bank protection, they should not be used where infrastructure is already threatened.
Reliability/Uncertainty of Technique
The reliability of this technique depends heavily on the abilities of the designer and implementer.
They must be skilled at assessing whether this is the correct technique to be applied and
whether the size of the trees they select can withstand flood flows. This technique is a relatively
passive approach to bank protection and should only be implemented where some degree of
uncertainty in outcome is acceptable.
Chapter- _` .
Materials Required
A tree source is needed. Depending on the size and quantity of the wood, heavy machinery,
such as an excavator, may be required to move and place large wood delivered to the site. In
most cases, anchoring materials will be needed. Refer to Appendix I for further information on
anchoring materials. If large trees of the proper size for the channel in question are available,
anchoring materials may not be needed. Any decisions not to anchor should be based on
sufficient analysis to demonstrate that the trees' length, diameter and rootwad diameter are
sufficient to resist the forces of flood flows.
Timing Considerations
From a construction perspective, trees must be installed during low flow to avoid complications
arising from buoyancy during installation. Any work that occurs in the channel has to be completed
in designated work periods to avoid conflicts with spawning resident or anadromous fish. Critical
periods in salmonid life cycles such as spawning or migration should be avoided. Instream work
windows vary among fish species and streams. Contact the Washington Department of Fish and
Wildlife's Area Habitat Biologist for information on work windows (see Appendix B, Washington
Department of Fish and Wildlife Contact Information). Further discussion of construction timing and
dewatering can also be found in Appendix M, Construction Considerations.
Cost
Roughness trees can be constructed with minimal cost relative to other structural treatments,
since all necessary materials are often available on site, near site or at low cost. The cost of
roughness trees (not including dewatering or other independent construction costs) may range
from $40 to $80 per linear foot of streambank treated. The cost of roughness trees largely
depends upon the availability of wood materials. Refer to Appendix L, Cost ofTechniques for
further discussion of materials and construction costs and for associated costs of dewatering.
MAINTENANCE
MONITORING
Maintenance will be necessary if monitoring reveals that anchors are failing or that roughness
trees are not providing the protection anticipated.
Monitoring should include keeping an eye out for scour that jeopardizes the stability of the
treatment. In particular, the anchoring system should be monitored and linked to maintenance if
its failure would put downstream infrastructure at risk. Additionally, photo documentation
should include the toe of the bank to determine whether bank erosion has been hafted or
reduced as a result of the installation.
Chapter 6
Monitoring frequency should be annual and conducted during low flows, when visual inspection
of the toe is possible. Additionally, monitoring should be conducted following any events that
equal or exceed the one-year flow during the first three years following construction. For
further discussion of monitoring methods, refer to Appendix J, Monitoring. Monitoring should
enable the observer to determine if the structure performs according to criteria under design
flows and if it provides the habitat and bank protection desired. For a comprehensive review of
habitat -monitoring protocols, refer to Johnson, et al.' Habitat -monitoring protocols will likely
require a monitoring schedule that is more comprehensive than that required for the integrity
of the structure.
REFERENCES
I Flossi, G., S. Downie et al. 1998. California Salmonid Stream habitat Restoration Manual,Third Edition.
State of California Resource Agency. California Department of Fish and Game.
2 Johnson, D. H., N. Pittman, E.Wilder,,J.A. Silver, R.W. Plotnikoff, B. C. Mason, K. K.Jones, P. Roger,T.A.
O'Neil and C. Barrett. 2001. Inventory and Monitoring of Salmon Habitat in the Pacific Northwest -
Directory and Synthesis of Protocols for Management/Research and Volunteers in Washington, Oregon,
Idaho, Montana, and British Columbia. Washington Department of Fish and Wildlife, Olympia, WA.
Chapter
a. Unknown creek.
Source. Inter-Ftuve, Inc.
b. South Fork, Nooksock River. 2002.
Figure 6- 19. Examples of roughness trees.
c. John Day River, OR.
,Nk
G. South Fork, Coppet Creek, Tributary to Touchet River. 2000.
i
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ROUGHNESS TREES INTEGRATED STREAMBANK
FIGURE 6-20 PROTECTION GUIDELINES
CONCEPTUAL DESIGN
DESCRIPTION
APPLICATION
btruc
Log toes are structural features that prevent erosion at the toe of a streambank. The toe refers
to that portion of the streambank that extends from the channel bottom up to the lower limit
of vegetation or to a distinct break in slope between the top of the bank and the streambed.
Log toes can provide the foundation for nonrock, nonstructural, upper -bank treatments such as
reinforced soil or resloped banks. Log toes are generally constructed of logs and gravel fill
between logs, but may also include components made of large woody debris to provide
additional habitat value. Log toes may also incorporate rock material to provide added
protection.' -' Log toes differ from log cribwalls in two primary ways:
1. log toes are not structural retaining walls, and
2. the top elevation of log toes does not exceed the lower limit of vegetation on the bank
Log toes are installed parallel to and at the toe of a streambank, often extending under a
reconstructed bank to provide protection against erosion where erosional forces are the
greatest - at the toe of the streambank. Log toes can be implemented either as a stand-alone
streambank-protection technique, or as the toe element for other streambank-protection
techniques. Figure 6-24 (at the end of this technique discussion) shows various applications of
log toes throughout Washington State.
Log and rootwad toes represent a more natural approach to toe protection. They may provide
greater habitat value than rock for all life phases of fish and other aquatic organisms.' In addition,
woody toe protection will deteriorate as native vegetation matures and begins to provide support
and structure to the banks - an important goal of integrated streambank protection.
Log toes play an important role in bioengineered approaches to streambank protection and
in reshaped banks. Even so, they should be considered experimental at this point because so
few have yet been designed and constructed in a systematic way. In most situations, an
armored toe will provide adequate protection against erosional forces by controlling erosion
where it is most prominent, at the toes and by providing a relatively permanent foundation for
upper -bank treatments. This approach can be applied anywhere that rock toes would
otherwise be used but only where there is less risk to infrastructure and where habitat
mitigation is required. For additional information, see the discussion in this chapter regarding
the technique called Roughened -Rock Toes.
Chapter 6
It is important to determine whether a log toe is the appropriate solution for the particular
mechanism of failure and causes of bank erosion in question (see Chapter 2, Site Assessment and
Chapter 3, Reach Assessment for guidance). Log toe protection is suitable for sites where the
mechanism of failure is toe erosion. It is also appropriate as armoring against all types of scour if
applied landward of the scour hole. Log toes are not recommended in high-energy reaches where
the turbulence and shear stress would be too great, where there exists the potential for an avulsion
or chute cutoff or at sites that are undergoing rapid aggradation or degradation. In aggrading reaches,
the bed elevation is increasing and may overwhelm the toe. In degrading reaches the toe may be
undercut and fail. In both cases, the banks experience high levels of turbulence and erosion. Use of a
log toe within a channel -migration zone is preferred over a more structural technique, such as a rock
toe or revetment. See the screening matrices in Chapter 5, Identify and Select Solutions for more
guidance on the applicability of log toes based on the mechanism of failure and causes of
streambank erosion.
Variations
Log toes can be installed to be either deformable or nondeformable. Nondeformable toe -
protection techniques are designed to remain unchanged over time and to withstand erosional
forces at all or most flows, thereby reducing the potential for erosion. This is accomplished with
large, rot -resistant logs that do not protrude into the channel significantly (where drag could
cause rotation). If log toes are to be used as nondeformable bank protection, it is important to
select a type and size of wood that will resist rotting and wear. Quality of installation is also
important in preventing such protection from deforming.
De formable toes are designed to provide temporary protection, degrade with time and wear at a
rate predetermined by design criteria once streambank vegetation is well established. In this type
of application, log toes should be constructed using the smallest -diameter and shortest -length logs
that can withstand the erosional forces acting along the bank A deformable toe "buys time" for
:,planted vegetation to develop root strength and eventually provide natural toe protection once
the log toe disintegrates. In areas of low risk to infrastructure, the deformable toe allows restora-
tion of natural channel migration to occur at a pace that is tempered by bank vegetation, just as it
is in natural settings.
Log toes can be constructed to include large woody debris or rootwads to provide additional habitat
value.e Large woody debris and/or rootwads installed among the logs and projecting out from the toe
enhance habitat value and roughness along the bank' Log toes alone may provide pockets of low -
velocity flow and may provide valuable cover along the bank in spaces among the logs.
Emergency
:!Log toes cannot be installed in emergencies. Because logs are buoyant and must be either
weighted down or anchored, log toes can only be constructed in dewatered conditions.
DESIGN
Log toes can be very effective at controlling bank erosion. Log toes are not permanent
treatment measures, which may be an advantage, since permanent protection eliminates a
source of sediment and large woody debris, thereby affecting the natural balance of erosion and
deposition within a channel. Also, permanent treatments arrest downstream meander migration,
increasing bank erosion upstream and/or downstream from the protected bank. Because logs
have a limited life span, this technique should be combined with upper -bank treatments that use
bank vegetation to provide longer -term bank protection.
Log toes also result in increased velocity and reduced complexity and diversity along the channel
margin, thereby affecting habitat value (though considerably less so than rock toe treatments).
These effects can be mitigated to some degree by incorporating rootwads in the treatment or by
varying the degree to which logs project into the channel. The hardened toe may deepen the
channel at the toe and may form a point bar along the opposite bank This increased scour depth
must be anticipated so that the toe is installed low enough not to be undermined.
Rootwads incorporated in a log -toe design may produce deep scour holes due to exaggerated
turbulence around them.' While this may provide valuable cover and holding habitat, scour
must be accounted for in both the depth of the toe and in armoring the adjacent banks. Vertical
log toe revetments may produce very deep scour. Studies have shown that vertical bridge
abutments incur twice the scour than sloped abutments! As a result, vertical revetments are
not recommended.
Log toes allow for vegetated upper banks, thereby increasing the potential for eventually
providing cover and shade, as compared to riprap. Additionally, many types of wood debris
incorporated in log toes may sprout and grow to provide valuable root structure to the bank
toe. Wood cuttings can be incorporated within a log toe to facilitate root development.
A conceptual design drawing is shown in Figure 6-25.
The first step in design is to identify whether a log toe is an appropriate solution based on the
site and reach assessments (see Chapter 2 and Chapter 3 for guidance) and whether the
associated upstream and downstream effects are tolerable. Many different toe -protection
combinations of rocks, logs, rootwads and vegetation have been tried with varying success.
Some of the factors to be considered are shear stress, depth of scour, habitat needs and
potential mitigation requirements.
There are no established design criteria available for log toe structures with respect to shear stress.
Consequently, log -toe design will require creative design analysis and best professional judgement.
For example, log toes may be applied under virtually any shear conditions, yet how to determine
the correct size of individual logs and how they are installed and anchored (which should be
adjusted to accommodate differing shears) is not documented or well established.
Chanter 6
i.
s
Depth of Installation
Log toes should be installed to the maximum calculated depth of scour (refer to Appendix E,
Hydraulics for further information). Because it is difficult to install log toes to depths greater than five
feet below the bed, log toes are not recommended in areas where scour exceeds five feet In
contrast to rock toes, log toes cannot be installed as Iaunchable material due to their buoyancy.
Log Sizing and Anchoring
The size of the logs must be large enough to withstand the hydraulic energy in the stream. However,
because there are no established methods for determining the correct size of logs or method of
anchoring, best professional judgement is required. Log sizes (diameter and length) should be large
enough to withstand the drag forces of the river and should be anchored securely to the bank by
burial'-'-'1, 1 I, 12
Buoyancy forces are generally not a concern if the log toe is incorporated as part of a reconstructed
bank. Here, the weight of the earthen materials piled on top of the log toe is sufficient to counter
the buoyancy forces. Similarly, rotational forces should not be a concern because the logs do not
project into the flow. However, installation must be conducted in a water -free environment so that
logs do not float during installation.
If an earthen bank treatment is not installed on top of the log toe, however, buoyancy will be the
most crucial consideration for anchoring. Drag and buoyant forces need to be considered when
large woody debris is incorporated into the log toe.
Some log toes have also been combined with large rocks. The rocks act as ballast and mechanically
bind the structure together. It is very difficult to build a log toe along a large, deep river without using
rock. See Appendix I, Anchoring and Placement of Large Woody Debris for more information about
anchoring and ballasting.
Height of Installation
Determination of the upper elevation of the log toe is an important design consideration. The log
toe should be installed at least to an elevation that corresponds with the lower limit of perennial
vegetation on a streambank the ordinary high-water line. As an alternative, criteria can be set based
on shear forces along the bank and the ability of the upper -bank treatment to withstand these forces.
In this case, the log toe treatment should extend to an upper elevation where such upper -bank
treatments are able to withstand shear forces along the bank. The relative height of the hardened
protection on the bank is a function of the erodibility of the bank and the shear stress present at the
site. Refer to Appendix E for more information on bank resistance to shear stress.
Locating the New Toe Line
The location of property lines and structures has an influence over where to locate the installed
bank line. But it is the location of channel features, both inside and outside the reach, that plays a
role in determining where the new toe will be placed. Natural hard points, such as large, stable
trees or rock outcroppings, are natural places to begin or end the toe. For additional information,
see the discussion in this chapter regarding the technique called Anchor Points.
Chapter 6
Base the new location for the top of the bank on the bank slope, in reference to the toe line and
distance to at -risk property. Design considerations that should be addressed but are often
overlooked include the location and condition of the project staging area, access for construction
equipment, truck -turning needs and impacts and traffic patterns. Removal of existing riparian trees
and shrubs or even disturbance of their roots should be avoided or kept to an absolute minimum.
Both short-term and long-term impacts to wildlife can be greatly reduced by applying the highest
possible standards of minimizing vegetation disturbance and removal.
Toe protection should be located to extend beyond the upstream and downstream limits of the
bank erosion. Anchor points (rock- or log -filled trenches placed perpendicular to the toe and cut
back into the bank) must be located at the upstream and/or downstream ends of the project.
Filter and Matrix Material
Log toes have a considerable amount of open space among the logs. These spaces should be filled
with material consisting of a well -graded mixture of gravel, sand and other fine-grained material
(similar in composition to local alluvial material is best). Additionally, a filter should be installed
between the upper surface of the log toe and the upper -bank material (behind and on top of the
installed logs). Filters allow water behind the toe to drain, yet don't allow soil to be transported out
by the seepage or turbulence from river flow. Filter material can be either synthetic fabric or gravel
material. In either case, they reduce the potential for piping loss of native soil materials through the
treatment structure. A filter is generally not needed under the log toe, as logs are less dense than the
native soils and alluvial material in which they are installed.
Large voids in log toes need to be plugged with rock and backed with a gravel filter to insure that the
bank material is not carried out by turbulence or seepage. The toe will fail if the soil behind it is
washed out, causing flow over the top to drop down and form a plunge pool behind the toe.
Placement of Large Woody Debris
If large woody debris is used, it should be incorporated into the log toes roughly perpendicular to
flow direction and/or logs intentionally placed to project into the current as debris catchers. The use
of large woody debris in log toes needs to consider buoyancy and rotational forces. Large woody
debris must be sufficiently anchored within the log toe to eliminate the risk of pulling free and
damaging the treatment Often, the depth from the installed debris to the channel bed increases as a
scour hole develops beneath the debris. Similarly, large woody debris should be installed such that
the top of the wood is submerged or partially submerged to reduce the rate of decay. For more
information on placement and anchoring of large woody debris, refer to Appendix I.
Chanter 6
x
Transitions
Transitions are the points where the log toe treatment meets the upstream and/or downstream
streambank. Anchor points are recommended as transition features for log toes. Should the
biotechnical bank protection above the toe fail, the anchor points guide the flow out from
behind the toe and back into the channel. Without these structures, the river could scour
behind the toe along its length and cause bank failure. Anchor points must be located at the
upstream and/or downstream ends of the project to prevent flow from eroding behind the
bank treatment. For additional design information on anchor points, refer to the techniques
described in this chapter called Riprop and Anchor Points.
BIOLOGICAL CONSIDERATIONS
Mitigation Requirements for theTechnique
Log toes may be constructed as a deformable or nondeformable treatment. By locking a streambank
in place, the nondeformable treatment results in lost opportunity for sediment supply, recruitment of
woody debris and off -channel spawning and rearing habitat (for further discussion of lost opportunity,
refer to Chapter 4, Considerations for a Solution). Short-term lost opportunity will need to be
mitigated. Once a log toe has degraded, lost opportunity is no longer a concern. Log toes can be
expected to last from years to decades depending upon factors such as type of wood, size of wood,
consistency of submersion and flow characteristics. 1I
If designed to degrade overtime, log toes can provide for immediate toe protection without
permanently jeopardizing recruitment of gravel, large woody debris or off -channel habitat. .
Where recruitment is permanently jeopardized, mitigation will be required. Refer Chapter 4 for
further discussion of mitigation requirements and to Matrix 3 in Chapter 5 for more detail on
mitigation needs for this bank treatment.
Mitigation Benefits Provided by the Technique
Log toes can be designed and constructed to incorporate rootwads as partial mitigation for
cover, complexity and diversity, and flood refuge. Rootwads will produce a velocity break and
small-scale cover for both juvenile and adult fish. Fish tend to prefer wood for cover better than
rock, so logs and rootwads are recommended over rock toes.' Access to woody debris, both in
.summer and winter, is critical for many salmonids.
;Log toes are constructed of native materials (if available) and may be considered degradable. The
wood material may provide complexity and diversity to the streambank and may result in veg-
etated bank toes if the wood generates shoots. Additionally, log toes offer an advantage over
riprap treatments in that the upper bank can be designed to provide considerable riparian habitat,
cover and shade. Design of upper banks should therefore incorporate vegetation elements that
provide the maximum degree of habitat potential to the stream channel. Refer to Matrix 3 in
Chapter 5 for more detail on mitigation benefits provided by this bank treatment.
Chapter 6
Log toe treatments are similar to rock toe treatments in that they provide a relatively low -risk
and reliable approach to streambank protection, except that less non-native material is required
for log toes, and there is a greater potential for habitat mitigation than with rock toes. Log toes
are relatively new, and design experience is limited. As noted earlier, they should be considered
experimental. The use of rootwads and log toes that project into the stream's main flow may
be a hazard to humans recreating in or along the stream. For this reason, risks associated with
recreational activities (e.g., fishing, boating) should be taken into account before selecting this
technique. Signage upstream from a log toe may be helpful in warning recreational users of
potential hazards and should be included as a design consideration.
Habitat
Log toes harden the bank into a relatively uniform and permanent position and shape, resulting
in short-term lost opportunity for sediment supply, recruitment of large woody debris and off -
channel habitat. Even so, log toes are considered superior to rock toes in terms of providing
habitat elements, and log toes will eventually degrade; rock will not. Therefore, log toes can be
considered as deformable (albeit over long periods of time) and, as such, will not result in
permanent lost opportunity.
Infrastructure
When applied correctly, log toes reduce the risk to adjacent infrastructure by limiting erosion
along the channel bank and laterally into the bank-
Reliability/Uncertainty of Technique
Similar to rock toes, log toes provide a reliable approach to arresting or preventing erosion.
However, the uncertainty in this approach is twofold. First, there are no established guidelines
or methods for determining the correct log size needed or for installing the treatment. Second,
there is additional uncertainty regarding the integrity of upper -bank components. However,
development of design guidelines will eventually be possible if adequate monitoring of these
projects is conducted relative to their design criteria.
CONSTRUCTION CONSIDERATIONS
Materials Required
Materials necessary for log toe treatments include logs, material to fill spaces among logs, filter
material (gravel or fabric) and large woody debris for mitigation and habitat components. For
further discussion of filter materials and large woody debris, refer to the treatment described in
Appendix H, Planting and Erosion -Control Fabrics and Appendix I.
The type of wood selected may be a important if longevity of the protection is a concern.
Chanter 6
k
Avoid using species such as alder or cottonwood that decay rapidly, unless deformable treat-
ments are desired. Coniferous species such as cedar, fir and pine are better choices. However,
on smaller streams, logs that may ultimately sprout should be considered as supplemental to
promote woody growth on the streambank There are manufactured alternatives to using logs.
One such product is manufactured by ELWd Systems." Natural logs are simulated using
organic materials and come in a range of lengths and diameters. They have been used on
several log toe projects in western Washington.
Logs should be scaled appropriately to the channel characteristics and hydrology. Logs need to
have sufficient length under the bank to resist being pulled out. Logs in a log toe are not
intended to protrude into the channel (except to catch debris) and, therefore, will not need to
resist significant drag forces. It is more important to select logs that can be installed as an
integrated unit than to select large -diameter logs.
Timing Considerations
Log toes are best constructed during low flow when dewatering is possible and, when resident and
anadromous fish are less likely to be impacted by construction activities. In order to install logs to the
depth of scour, excavation within the channel bed will be necessary and, consequently, will require
temporary dewatering systems. Dewatering allows for ease of installation and prevents siltation of
the stream during construction. This can be accomplished with a coffer dam during low water.
Critical periods in salmonid life cycles, such as spawning or migration, should be avoided. Inst-eam
work windows vary among fish species and streams. Contact the Washington Department of Fish
and Wildlife Area Habitat Biologist for information on work windows (see Appendix B, Washington
Department of Fish and Wildlife Contact Information). Further discussion of construction timing and
dewatering can also be found in Appendix M, Construction Considerations.
Cost
Log toe treatments can be constructed with minimal cost relative to other toe treatments, since all
necessary materials are often available on site, near site or at low cost The cost of log toe treatments
alone (not including upper -bank treatment, dewatering or other independent construction costs) may
range from $20 to $60 per linear foot of toe treatment Cost of the toe treatment itself will be most
dependent upon availability of log materials. The cost of log toe treatments largely depends upon the
size of the river (which impacts dewatering costs) and wood materials required. Additionally, the cost
of the associated upper bank treatment will greatly affect overall cost Refer to Appendix L, Cost of
Techniques for further discussion of materials and construction costs and for associated costs of
dewatering and upper bank treatments.
Chapter 6
MONITORING
Maintenance needs are generally minimal if logs are installed under a constructed upper -bank
treatment, as opposed to being anchored to the toe at the surface of the bank. Maintenance
can be relatively challenging, as it may be difficult to place additional logs to patch up destabilized
sections of the log toe treatment without dewatering the work area. Repair of damaged bank -
toe sections may be best accomplished by using rock instead of logs.
In addition to maintaining the toe treatment, any mitigation components incorporated will need
to be monitored and maintained. Large woody debris and other installed habitat components
will also require monitoring and maintenance.
Monitoring log toe treatments is limited to survey and visual inspection, including regular photo
documentation. Monitoring components should include survey and inspection of the integrity of the
log toe treatment and associated upper -bank treatments. Monitoring components of upper -bank
treatments is further discussed underthe relevant upper -bank treatments (e.g., bank reshaping, soil
reinforcement, herbaceous plantings, woody plantings, coir logs) described in this chapter.
Monitoring should include detailed as -built surveying and photo documentation of the project
area and upstream and downstream reaches to evaluate performance relative to design. Details
on development of a monitoring plan are discussed in Appendix J.
Log -toe -monitoring activities should focus on potential weak points in the design, such as
transitions between undisturbed and treated banks and between the log toe and the upper
bank. Monitoring should include surveying the location and elevation of the log toe at upstream
and downstream limits, and at 50-foot intervals along the treatment. The adjacent native soils
above and behind the treatment may reveal collapsed or sinking fill, indicative of piping loss or
movement of log materials. Additionally, monitoring should include inspection for degradation
and/or loss of log -toe materials overtime.
Monitoring frequency should be annual and should be conducted during low flows, when visual
inspection of the toe is possible. Additionally, monitoring should be conducted following any
events that equal or exceed the one-year flow during the first three years following construction.
For further discussion of monitoring methods, refer to Appendix J.
For a comprehensive review of habitat -monitoring protocols, refer to Johnson, et al." Habitat -
monitoring protocols will likely require a monitoring schedule that is more comprehensive than
that required for the integrity of the structure.
Chapter 6
REFERENCES
I Stypula, J. M. 1995. Stream Report for the Hamakami Levee Repair Project. King County Surface
Water Management, Seattle, WA.
2 Rosgen, D. 1996. Applied River Morphology, Wildland Books, Pagosa Springs, CO.
3 Flosi, G. and F. L Reynolds. 1994. California Salmonid Stream habitat Restoration Manual. California
Department of Fish and Game.
4 Peters, R.J., B. R. Missildine and D. L. Low. 1998. Seasonal Fish Densities Near River Banks Stabilized
with Various Stabilization Methods. U. S. Fish and Wildlife Service, North Pacific Coast Ecoregion.
Western Washington Office. Aquatic Resources Division. Lacey,WA.
5 U. S. Army Corps of Engineers. 1994. Hydraulic Design of Flood Control Channels. 1994. Engineer
Manual I 1 I 0-2-1601.
6 U. S. Department of Agriculture et al. 1998. Stream Corridor Restoration. The Federal Interagency
Stream Restoration Working Group.
7 1 Richardson, E.V. and S. R Davis. 1995. Evaluating Scour at Bridges. Hydraulic Engineering Circular No.
18. Report No. FHWA-IP90-017. U. S. Department of Transportation, Federal Highway Administra-
tion.
8 Castro, J. and R. Sampson. Natural Resources Conservation Service. 2001. Incorporation of large
wood into engineering structures. Technical notes. U. S. Department of Agriculture.
9 Shields, F D., N. Morin and C. M. Cooper. 2001 Design of Large Woody Debris Structures for Channel
Rehabilitation. Proceedings of the Seventh Federal Interagency Sedimentation Conference. Reno, NV.
pp. 42-49.
10 D'Aoust, S. and R. G. Millar. 2000. Stability of ballasted woody debris habitat structures. Journal of
Hydraulic Engineering.
I I Gipple, C. J.,1. C. O'Neill, B. L Finlayson and I. Schnatz. 1996. Hydraulic guidelines for the reintroduction
and management of large woody debris in lowland rivers. Regulated Rivers.Vol. 12.
12 Abbe,T. B. and D. R. Montgomery. 1996. Large woody debris jams, channel hydraulics and habitat
formation in large rivers. Regulated Rivers, Vol. 12.
13 Bilby, R. E.J.T. Hefner, B. R. Fransen,J.T.Ward and P.A. Bisson. 1999. Effects of immersion in water on
deterioration of wood from five species of trees used for habitat enhancement projects. North
American Journal of Fisheries Management. 19: 687-695.
14 Dooley, J. H., K. Paulson, J.T Maschhoff and K. Chrisholm. 2000. Functional Performance of Engineered
LWD for Fish and Wildlife Habitat Enhancement Written for presentation at Water, Energy and the
Environment: Critical Agricultural and Biological Engineering Challenges in the 21 st Century for the
2000 Pacific Northwest Region Meeting. Sponsored by the American Society of Agricultural Engineers
and the Canadian Society of Agricultural Engineering.
15 Johnson, D. H., N. Pittman, E.Wilder,J.A. Silver, R.W. Plotnikoff, B. C. Mason, K. K. Jones, P. Roger,T.A.
O'Neil and C. Barrett 2001. Inventory and Monitoring of Salmon Habitat in the Pacific Northwest -
Directory and Synthesis of Protocols for Management/ Research and Volunteers in Washington, Oregon,
Idaho, Montana, and British Columbia. Washington Department of Fish and Wildlife, Olympia,WA.
Chao-er 6
10
top
a. Log Toe with rootwods, boulders, soil reinforced i¢ts and pjanungs. One year after construction. Green Rwer, 1994.
Source: King County Department of Natural Resources.
b. Log Toe with rootwods, boulders, soil -reinforced lifts and plantings. c. Log Toe with bank reshaping and plantings. Dungeness River, 1995.
Four years after construction. Green River. 1998.
Source: King County Deportment of Natural Resources.
Figure 6-24. Various applications of log toes throughout Washington State.
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CONCEPTUAL DESIGN
INTEGRATED STREAM BANK
PROTECTION GUIDELINES
.....
DESCRIPTION
APPLICATION
Barbs, also called vanes or bendway weirs, are low -elevation structures that are projected into
the channel from a bank and angled upstream to redirect flow away from the bank and to
control erosion.' Barbs function similarly to weirs in that flow spills over the barb toward the
center of the channel, reducing the water velocity near the bank. Barbs also increase channel
roughness, which dissipates energy, reduces channel -bed shear stress and interrupts sediment
transport. Barbs are typically constructed from rock, large woody debris or a combination of
both. Figure 6-6 (at the end of this technique discussion) shows various applications of barbs
throughout Washington State.
Barbs and groins are often mistaken for one another because they look similar, and both function
to redirect flow. The primary difference between groins and barbs is that groins are higher -profile
structures that tend to deepen the thalweg and narrow the stream, while barbs have less of an
effect on the cross -sectional shape of the stream. Groins also provide greater roughness and
more channel constriction, which results in greater scour depths and increased flood stage. Similar
to groins, barbs induce scour near their tips, and scour holes are likely to form in that location.
Unlike groins (which are seldom completely submerged), barns may experience scour along their
downstream edge due to overtopping flows plunging over the barb crest. Depending upon
factors such as the angle of attack of flood flows and depositional patterns, eddies may form
between barbs in some circumstances, which may lead to scour (erosion) along the bases of barbs
or adjacent streambanks. In general, however, deposition can be expected to occur between barns
that are properly designed and installed in an appropriate location.
Barns are used to redirect erosive flows away from a streambank or a bridge pier, or to direct water
through a culvert or under a bridge. Barbs are often applied in combination with other types of
bank -protection techniques. For example, the effect of barbs on near -bank hydraulics allows
biotechnical techniques such as bank reshaping and planting to succeed. This allows an integrated
bank treatment that provides greater habitat complexity and diversity. Barns may also be used to
complement downstream bank -protection techniques by directing the thalweg away from the banks.
Barns range in a continuum of size from short barbs to those that span the entire channel width (e.g.,
grade -control structures).'
Chapter 6
EFFECTS
Barbs are appropriate for sites where the mechanism of failure is toe erosion. To ensure long-term
function, they are best applied on long, uniform stream bends where the upstream flow approach
remains relatively constant over time. They are inappropriate in aggrading, degrading or high -
gradient channels. Aggrading reaches may deposit sediment around and over the barbs, reducing
or eliminating their hydraulic effect. In degrading reaches, barbs may be undermined, causing them
to fail. Barbs are not recommended in streams with gradients over two percent; however, they
may work in smaller, high -gradient streams and may not work in large rivers with a shallower slope.
Barbs should be avoided where the potential exists for an avulsion to occur. In addition, at some
point, the radius of curvature may become too small for barbs to be a suitable technique to use.
In tight -radius bends, localized hydraulics may preclude proper functioning of barbs. Refer to the
screening matrices in Chapter 5, Identify and Select Solutions for more guidance on the applicabil-
ity of barbs based on the mechanism of failure and causes of streambank erosion.
Emergency
Because barb materials must be positioned with precision, constructing barbs during flood
conditions is not recommended. However, barbs can be installed immediately following a flood
event if its application is appropriate.
The intent of barbs is to protect a bank while keeping the effects of turbulence, scour and
roughness to a minimum. Barbs use weir hydraulics of flow passing over the structure to disrupt
the secondary currents across the stream bottom and redirect flow away from the bank.'
Secondary currents result from the friction of viscous fluid flowing across the channel bed and
banks. Secondary currents have a primary role in bank erosion, and barbs force these currents
to flow perpendicular to their normal erosive course. In other words, barbs work hydraulically
to reduce the erosive forces acting on a streambank.
DESIGN
Conceptual design drawings are shown in Figure 6-7 and Figure 6-8
Orientation
The angle of the barn to the upstream bankline tangent typically ranges from 50 to 85 degrees. Flow is
redirected from the barb in a perpendicular direction to the barb axis or the downstream face if the
sides are not parallel. Channel bends with smaller radii of curvature will require smaller barb angles to
meet this criterion.
Length
The length of a barb should provide bank protection but not adversely confine the channel. In order for
barbs to affect the dominant flow pattern, they must extend to the thalweg. The Natural Resources
Conservation Service recommends that the effective length of a barb should not be greater than 25
percent of the bankfull channel width' The effective length is defined as the projected length of the
(i Chapter 6
barn perpendicular to the flow direction. A length of 1.5 to two times the distance from the bank to
the thalweg has proven satisfactory on some bank stabilization projects.2 k should be noted that, as
barb length increases, scour depth and flow concentration at the tip increase.
Spacing
Barbs are most commonly constructed in a series; however, individual barbs can be used for
localized flow redirection. Barb spacing is affected by barb length, the ratios of barb length to
channel width and the bend radius of curvature to channel width. Given that flow will be
directed in a perpendicular direction from the downstream barb face, the subsequent barb
should be placed such that it captures this flow near its center before the flow impinges on the
bank. Spacing can be computed based on the following guidance formulas',':
Spacing = 1.5L(R/W)"(L1W)"
Spacing = (4 to 5)L
L = Length
R = Bend Radius
W = Channel Width
Spacing affects the roughness through a bend. A large number of closely spaced barbs are
hydraulically smoother than fewer barbs occupying the same distance. Placement of barbs
should extend beyond the area of bank erosion. To train flow away from the bank, the barb field
should begin upstream of the point where flow impinges on the bank. The first barb in the
series typically receives the greatest pressure and should be built accordingly. Depending upon
site -specific conditions, this may be well above where the actual erosion is occurring. At the
downstream end of the field, the flow should be directed out into the channel.
Height
Barb height is determined by analyzing flow depths at the project site. The height of the barb
should also be below the ordinary high water mark and should be equal to or above the mean
low-water level (Figure 6-8).1 Hydraulically, a barb needs to be of sufficient height to influence
the secondary bed currents. Barbs are intended to function like weirs; therefore, the top of the
barb should be flat, or nearly flat, with a maximum slope into the channel of 5:1. The flat weir
section typically transitions into the bank on a slope of 1.5:1 to 2:1. Barbs constructed at or
above the design high-water elevation are considered groins and should be designed as such.
Width
For rock barbs, the top width ranges from one to three times the D100 rock size. Barb width
may need to be increased to accommodate equipment for constructing long barbs or for
working in large rivers. Wider structures will result in a more uniform weir effect and should be
used if a deep scour hole is anticipated downstream of the barb. Barb width for nonrock barbs
is generally dictated by the construction materials.
Chanter 6
.,$ F .. .....r.: .........>......, a ... .. w ..S. .... ...., �_ .. tea.. v.
iNIN
Key
Barbs should be properly keyed into the bank to prevent flanking of the structure due to erosion
in the near -bank region. Typically, the key length is about half the length of short barbs (10 to 20
feet in length) and one -fifth the length of longer barbs (greater than 50 feet) and should not be
less than 1.5 times the bank height 2 The Natural Resources Conservation Service guidelines
recommend a minimum key length of eight feet or 4(D,,), whichever is greaters
Barbs should also be keyed into the channel bed or constructed with a launchable toe. The key
depth can be determined by calculating the expected scour depth around the tip of the barb
(refer to Appendix E, Hydraulics for guidance on scour depth calculations). If a bed key is not
incorporated or is too shallow, scour may erode the bed material downstream of the barb, causing
barb materials to fall into the scour hole. Dewatering will likely be required during excavation of
the bed key. A launchable toe counters scour effects by placing additional rock material along the
base of the barb, which will launch into a scour hole if one develops. The launchable approach
may preclude having to perform detailed scour calculations; however, caution should be applied
because additional rock can be inappropriately placed on beds that do not scour, resulting in
greater impact to the channel and unnecessary costs associated with the extra rock
Wooden pile barbs also need to be keyed into the bank and the channel bed. Piles should be
driven to a depth into the streambed adequate to resist hydraulic forces, the impact of floating
debris and buoyant forces at the design discharge, assuming maximum scour is attained. This depth
will vary according to site hydraulics, expected impact of floating debris and subsurface materials.
Rock can be placed along the base of a wooden barn to counter scour that might otherwise
destabilize the structure.
BIOLOGICAL CONSIDERATIONS
Mitigation Requirements for theTechnique
Barbs redirect flow away from an eroding bank and disrupt erosive secondary currents, which, in
turn, affects sediment -transport pattems, especially in the near -bank region. Realignment of flow
and redistribution of sediment will often impact existing spawning areas. A decrease in bank
erosion will reduce periodic inputs of gravel and woody debris into the channel, which represents
a lost opportunity for continued development of habitat complexity. Riparian function is also
impacted by replacing riparian vegetation with a barb.
One way to partially mitigate for habitat loss is to incorporate large woody debris into the
exposed portion of the barb at the bank and in the barb key. Refer to Appendix I, Anchoring and
. Placement of Large Woody Debris for additional information on how to position large woody debris.
Live, woody plant cuttings can also be incorporated into this part of the barb. Segments of bank
located between barbs can also be revegetated with both woody and herbaceous species to
'replace lost riparian function.
Refer to Chapter 4, Considerations for a Solution and Matrix 3 in Chapter 5 for more detail on
mitigation needs for this bank treatment
Chapter- 6
RISK
Barbs create channel roughness, a feature that has been lost in many rivers over the last 100
years through the removal of large woody debris. The added roughness dissipates energy and
creates turbulence and scour holes, which provides cover for fish. Barbs produce a low -energy
environment where fish can seek refuge at periods of high flow. They produce useful scour
holes, providing micro -habitat at low flow, especially in rivers with high width -to -depth ratios.
Untreated banks may exist between barbs, providing soil for trees close to the stream and a
shallow, low -velocity area with small woody debris and leaf litter. Barbs can include large woody
debris in their structure and may eventually recruit floating large woody debris. Refer to Matrix
3 in Chapter 5 for more detail on the mitigation benefits of this bank treatment.
Habitat
If there is a spawning bed on the margin of a point bar or in the tailout of a bank -scour pool,
the spawning bed may be scoured by the effects of a barb. The existing, unarmored bank may
be sustaining a deep, lateral scour pool with overhanging vegetative cover and woody debris.
This might be the only significant pool habitat for some distance. Placement of barbs may
eliminate this habitat. The habitat -generating value of the barbs will likely not compensate for
elimination of the pool habitat.
A survey of over 600 bank -stabilization projects in western Washington assessed five different
types of bank treatments for their impacts/benefits to fish s Rock barbs and rock barbs with
large woody debris were two of the treatments evaluated. Stabilized sites were compared with
untreated, control sites in the same river that were naturally stable and as similar to the stabi-
lized site as possible. Bank treatments that incorporated large woody debris were the only
types that consistently had greater fish densities than their corresponding control areas during
spring, summer and winter. Fish densities were generally lower at barbs than their controls
during the spring and summer, but greater during the winter.
Study results indicate that fish densities are lower at stabilized banks except those with a large -
woody -debris component. Fish densities were positively correlated with total surface area of
large woody debris at all sites. Based on these results, large woody debris should be incorpo-
rated into barbs whenever practical. Most large woody debris used in surveyed barb projects
was found between the barbs in a depositional area with insufficient depth for rearing habitat.
Care should be exercised when incorporating large woody debris to ensure that it is placed at a
suitable elevation within the barb. Appendix I provides guidance on anchoring large woody
debris into barns.
Chapter 6
wp
o
Infrastructure
During construction, avoid disturbing existing vegetation. Position barbs between trees and
shrubs, if possible, rather than removing the vegetation. Minimize bank sloping and armoring
between barbs. If the bank between barbs is un-vegetated or newly armored, revegetation
should be initiated on the slope and top of the bank.
Reliability/Uncertainty of Technique
The Natural Resources Conservation Service has design standards for stream barbs, and many
of them have been constructed in Washington State. The U. S.Army Corps of Engineers has
researched and built a bendway weir. The Corps'Waterways Experiment Station in Vicksburg, MI,
has conducted several physical -model studies on the use of bendway weirs to improve navigation
on large rivers, and research is providing valuable information on their use and effectiveness.
Barbs and bendway weirs are a little different, and no quantitative assessment of their performance
has been done. The Federal Highway Administration is currently engaged in a survey of barbs.
This is a developing field, and the limits of various design parameters have not been established.
CONSTRUCTION CONSIDERATIONS
Materials Required
Typical materials used in the construction of barbs are rocks and logs. Rock should be angular
and the size of rock can be determined by appropriate riprap design procedures. Rock sized for
typical bank revetment riprap is too small for barbs. The Natural Resources Conservation
Service recommends using a D50 rock size that is two times the D50 rock diameter determined
using standard riprap-design procedures for continuous riprap at bankfull conditions.
Log barbs have typically been constructed using wooden or steel piles, wood cross -logs and
rootwads. Steel piles have the advantage of being stronger, allowing better (deeper) penetration
through gravel or cobble subsurface materials, and they are free of buoyant forces. The obvious
disadvantage to steel piles is their longevity - they are likely to far outlive the other components
of the barb. Cross -logs are typically branchless logs cabled across the piles to form a fence -like
structure. Rootwads can be included in the structure to add complexity. Large woody debris
installed in barbs should be submerged below the ordinary high-water line for habitat value and
longevity. Refer to Appendix I for guidance.
Woody vegetation should be planted in the barb at proper hydrologic zones and growing
t suitable. Refer to Appendix H, Planting Consider -
medium. Generally, live cuttings are the mos
otions and Erosion -Control Fabrics for more information.
Timing Considerations
Barbs are best constructed during low flow, when dewatering is possible and when resident and
anadromous fish are less likely to be impacted by construction activities. In order to install rock or
logs to the depth of scour, excavation within the channel bed will be necessary and, consequently,
Chapter 6
r^S1
9 1
will require temporary dewatering systems. Keying into the streambed by constructing a launched
toe may also require dewatering. Dewatering allows for ease of installation and limits siltation of
the stream during construction. This can be accomplished with a coffer dam during low water.
Critical periods in salmonid life cycles, such as spawning or migration, should be avoided. Instream
work windows vary among fish species and streams. Contact the Washington Department of Fish
and Wildlife's Area Habitat Biologist for information on work windows (see Appendix B, Washing-
ton Department of Fish and Wildlife Contact Information). Further discussion of construction timing
and dewatering can also be found in Appendix M, Construction Considerations.
Cost
The main function of barbs is to direct flow away from the bank, thus modifying flow patterns in
the near -bank region to encourage sediment deposition and reduce bank erosion. Correspond-
ing decreases in velocities and shear stresses along the bank minimize the need for bank
protection to be applied between barbs. Therefore, barbs, in combination with other bank
treatments, may protect a streambank more effectively and at less cost than traditional bank -
revetment measures. The cost is generally less than that for a conventional riprap or groin design.
The major cost components of barb construction include access, materials, dewatering and
installation. For further information on the costs of these components and specific construction
materials, refer to Appendix L, Cost of Techniques. Cost of individual rock barbs may vary from
$2,000 to $5,000 depending upon their size and upon site -specific factors.
MAINTENANCE
MONITORING
Maintenance of barbs may include replacement of construction materials (e.g., rock, logs) that
shift or are removed by high flows. This may include replacement of nonsurviving plant material.
Barb materials lost to high flows should be replaced before damage occurs to the bank or
structures located between the barbs.
Erosion along the perimeter of the barb and at the key should be closely monitored and
evaluated for need of repair,
Because barbs involve impacts to the channel and banks, they will require comprehensive
monitoring of the integrity of the structures, channel and bank features and in -channel habitat.
Monitoring of barb projects should be initiated prior to construction, with baseline -conditions
surveys of the physical channel, its banks and its habitat value. This should include five cross -
sections at intervals equal to the channel width upstream, five downstream and one through
each barb at a minimum. This will allow comparison of modified conditions to preproject
conditions. Additionally, monitoring should include detailed as -built surveying and photo
documentation from fixed photo points of the project area and upstream and downstream
reaches to allow for evaluation of performance relative to design. Details on development of a
monitoring plan are discussed in Appendix J, Monitoring.
Chapter 6
Monitoring of barb structures should include preproject and subsequent annual surveys of key
members and visual assessments of their configuration, dimensions and hydraulic function. The
general integrity of the structures should be evaluated, including the identification of any significant
settling of header or footer rocks as determined from survey and comparison of photos.
Impacts to the channel and to habitat must be carefully monitored. Channel changes occurring
following installation can be documented by reviewing an annual survey of cross sections
surveyed prior to installation and at the time of completion. Patterns of sediment deposition or
scour should be noted. Similarly, changes to available habitat should be documented on a
schedule dictated by fish life cycles. For a comprehensive review of habitat -monitoring proto-
cols, refer to Johnson, et al.' Habitat -monitoring protocols will likely require a monitoring
schedule that is more comprehensive than that required for the integrity of the structure.
Monitoring should be conducted annually at a minimum and should be conducted following all
flows having a return period of two years or greater. Monitoring should be conducted for at
least five years after barb installation. Mitigation components of barbs must be monitored for
the life of the mitigation requirement.
REFERENCES
I Reichmuth, D. R. 1996. Living with Fluvial and Lacustrine Systems, Geomax, P.C.
2 Lagasse, P. F. et al. 1997. Bridge Scour and Stream Instability Countermeasures - Experience, Selection
and Design Guidance. Hydraulic Engineering Circular No.23. Report No. FHWA-HI-97-030. U. S.
Department ofTransportation, Federal Highway Administration.
3 U. S. Department of Agriculture, Natural Resources Conservation Service. 2000. Design of Stream
Barbs. Technical Notes, Engineering - No. 23. Portland, OR
4 LaGrone, D. L 1995 (revised 1996). Bendway Weir General Guidance Memorandum. U.S. Army
Corps of Engineers, Omaha NE.
5 Saele, L M. 1994. Guidelines for the Design of Stream Barns. Proceedings of the Streambank
Protection and Restoration Conference. Soil Conservation Service,West National Technical Center,
Portland, OR.
6 Peters, R.J., B. R. Missildine and D. L. Low. 1998. Seasonal Fish Densities Near River Banks Stabilized
with Various Stabilization Methods. U. S. Fish and Wildlife Service, North Pacific Coast Ecoregion.
Western Washington Office. Aquatic Resources Division, Lacey, WA.
7 Johnson, D. H., N. Pittman, E.Wilder, J.A. Silver, R.W. Plotnikoff, B. C. Mason, K. K.Jones, P. Roger,T.A.
O'Neil and C. Barrett. 2001. Inventory and Monitoring of Salmon Habitat in the Pacific Northwest -
Directory and Synthesis of Protocols for Management/Research and Volunteers in Washington, Oregon,
Idaho, Montana, and British Columbia. Washington Department of Fish and Wildlife, Olympia, WA.
Chapter 6
a. Teanoway River, along Highway 970. 1996.
a. Clark Fork River, MT.
Source: Allan Potter. Geomax.
S L•r - '
b. Cowlitz River, near Toledo, WA. d. Upper Klickitot River. 2001.
Source: Allen Potter, Geomax.
Figure 6-6. Various applications of log or rock barbs throughout Washington State.
LK — Length of bor^ key
L — Effective length of barb
5 — Spac nq
w — Bonk fyll Channel wiO1rt
R - %does of curvature
ar — Distance from bank toe to t1101ro3
Flow
NOT TO SCALE
FIGURE 5-7
Channel centerline
Original thalreg (T1)
Now thalseg (T2)DT1
PLAN VIEW
BARBS
CONCEPTUAL
LK (Mares see tsrkt)
S
Barn spacing — a to S(L)
(rat to 'scow)
Tangent line
NTECRATED STREAM13ANK
PROTECTION GUIDELINES
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SECTION B—B'
HARH,Z INTEGRATED STREAMBANK
FIGURE 5-8 PROTECTION GUIDELINES
CONCEPTUAL DES ► G,� ...
DESCRIPTION
APPLICATION
Groins, also called spur dikes, are large roughness elements that project into the channel from the
bank and extend above the high -flow, water -surface elevation. They are usually constructed in a
series and act together hydraulically to provide continuous bankline roughness. Though commonly
constructed of rock, groins can be built with large woody debris or pilings that collect debris.
Figure 6-1 (at the end of this technique discussion) shows various applications of groins through-
out Washington State.
The main functions of groins are to redirect flow away from a streambank and to reduce flow
velocities near the bank, which, in tum, encourages sediment deposition. As more sediment is
deposited behind the groins, banks are further protected. Groins tend to induce scour near their tips,
and scour holes are likely to form in those locations. Depending upon factors such as the angle of
attack of flood flows and depositional pattems, eddies may form between groins, which may lead to
scour along the bases of groins or adjacent streambanks. In general, however, deposition can be
expected between groins that are properly designed and installed in an appropriate location.
Barbs and groins are often mistaken for one another because they look similar, and both
function to redirect flow. The primary difference between groins and barbs is that groins are
higher -profile structures that tend to deepen the thalweg and narrow the stream, while barbs
have less of an effect on the cross -sectional shape of the stream.
Groins are used to realign a channel or redirect flow away from a streambank to protect it from
erosional forces. They are also used to increase channel roughness at locations that lack
roughness elements. Groins are best applied as bank protection in long, uniform bends where
the upstream flow approach remains relatively constant over time. Frequently, groins are applied
to reduce flow velocities and shear stress along eroding banks. In certain cases, groins can be
used to narrow the channel in low -gradient, aggrading reaches causing flow velocities and
sediment transport rates to increase.
Prior to applying groins as a bank -protection technique, it is important to understand the
existing physical characteristics and geomorphic processes present in a potential project reach
(see Chapter 2, Site Assessment and Chapter 3, Reach Assessment for guidance). Groins work
best in wide -radius bends where they can even out the hydraulic effect along the bank. In tight -
radius bends or other constricted reaches, groins may not be very effective, and their application
can further exacerbate existing erosion problems or move them upstream. Care in sizing and
spacing the groins is crucial to avoid creating a constriction. Use of groins within a channel
migration zone is also not recommended because it interrupts the natural riverine channel -
Chapter 6
migration process and may cause future erosion problems upstream and downstream. Refer to
the screening matrices in Chapter 5, Identify and Select Solutions for more guidance on the
applicability of groins based on the mechanism of failure and causes of streambank erosion.
Groins are often installed as a combination of habitat enhancement and bank protection.
However, recent work has called into question the use of rock structures for habitat enhance-
ment and, therefore, as mitigation. Density at rock groins were less than those found at
adjacent, untreated banks.'
Variations
Groins can be set back from the active channel as an eventual line of bank protection. This type of groin
is referred to as a buried groin. Buried groins are discussed as a separate technique in this chapter.
Groins can be constructed to be permeable or impermeable. An impermeable groin (e.g., solid -
rock groin) allows minimal flow -through, whereas a permeable groin (e.g., log groin) allows flow
to pass through it easily. A permeable groin ads as sieve and tends to collected a greater
amount of woody material than an impermeable groin. As material is collected at the perme-
able groin, it eventually functions more like an impermeable groin. Impermeable groins tend to
be more effective at redirecting the flow than permeable groins with no accumulated debris.
Tight -Radius Scour Holes
As mentioned earlier, groins are not particularly effective in tight -radius bends. Indeed, they can
do more harm than good. A tight -radius bend with a deep scour pool ads as an energy sink,
significantly dissipating stream energy. Partially filling the bend and pool with groins and/or
shortening the flow path through the bend will increase the energy leaving the site, possibly
increasing erosive forces where they were minimal before. For this reason, it is best to avoid
using groins in tight -radius bends and pools. Again, groins work best in wide -radius bends where
they can even out the hydraulic effect along the bank
High -Gradient Channels
In higher- gradient channels, groins tend to ad more like jetties. Under these conditions, they are
more effective at diverting or redirecting flow than at increasing roughness.
Emergency
Groins have been used successfully during emergency situations for bank protection. Groins are
constructed by dumping or placing rock from the top of the bank This type of emergency
installation can be carried out during flood events or immediately after flood waters have
receded. Groins constructed under flood conditions will necessarily be short, only extending
from the bank as far as can be reached by equipment on the bank. Typically, groins installed
under emergency conditions will require further construction after floodwaters recede to
ensure they are adequately keyed into the bank and constructed to the proper dimensions for
their intended, long-term function. Once the crisis has passed, groins constructed during an
emergency may need to be replaced with a bank -protection technique that better addresses
the mechanism and causes of erosion.
Chapter 6
DESIGN
Groins constrict the channel by creating roughness and by blocking a portion of the channel. The
constriction can increase erosive shear stress on the opposite bank Caution is advised when
designing groins that are more than 10 percent of the bankfull channel width, particularly in channels
that are already constricted. A constriction creates a backwater effect (increases the water depth)
upstream, decreasing flow velocities and increasing sediment deposition. A tailout bar often forms
downstream of a constriction as the channel expands and loses transport capacity. Once a tailout
bar is formed, moderate flows may pass around the bar and along channel banks, causing toe erosion.
The intended effect of groins is to shift the thalweg away from the bank The new thalweg alignment
may affect the downstream channel or banks. Appropriate spacing and sizing of groins to dissipate
flood -flow energy can minimize this effect Energy dissipation at a groin typically creates a scour hole
in the channel bed near the tip of the groin. Rock or other materials used to construct a groin can
be placed below the estimated scour depth at the groin tip to prevent undermining. Excess rock can
also be placed on the channel bed such that, as scour occurs, it launches into the scour hole. Scour
holes provide important cover and holding habitat for fish. See Appendix E, Hydraulics to learn about
methods used to calculate scour depth. Sources of additional information regarding the effects of
groins can be found at the end of this technique discussion.-'
The design of groins for bank protection requires balancing the effects of creating a constriction,
providing channel roughness, generating habitat benefits and controlling costs. If groins must be
used at sites where they will not be as effective as they could be, their impacts can be at least
partially mitigated by building them shorter and closer together than typically applied.
The Federal Highway Administration has developed a well -established design process for
traditional, impervious rock groins, which can be found in FHWA Publications HEC-20 and
HEC-23.'•' Conceptual design drawings are shown in Figure 6-2 and Figure 6-3.
Orientation
Groins may be aligned perpendicular (standard) or angled upstream or downstream to the flow.
Regardless of orientation, groins should always be oriented relative to the high -flow streamline
in order to function correctly. The high -flow streamline may not correspond with the low -flow
channel alignment, particularly in braided channels.
An upstream -orientation bank angle generally creates the greatest roughness and flow disturbance
and results in the greatest scour depth at the groin tip. Should the groins be overtopped, an
upstream orientation may result in less bank erosion than a downstream one.
Chanter 6
Downstream, angled groins tend to create less roughness and are recommended for use in
high -gradient channels or degrading reaches where flow redirection is more important than
increasing channel roughness. With less roughness, scour -hole development is minimized along
the channel bank between the groins. This orientation may cause more flow to impinge on the
opposite bank. If downstream angled groins are overtopped, the cresting flow will impinge
directly on the adjacent, downstream bank. Downstream -oriented groins are often used for
navigation channels because less turbulence is created, and flow patterns are more uniform.
Length
Groin length is defined as the projected length of the groin perpendicular to the flow direction.
The optimal design length of a groin depends upon the location and objectives of the project and
varies according to channel width and spacing among groins. The longer the groin, the greater
length of bank it will protect. Length is usually limited by the degree the channel is confined and
the opposite bank's susceptibility to erosion. As a groin is lengthened, the channel becomes more
constricted. This produces upstream backwater, a deepened and narrowed channel off the tip of
the groin, an increase in the flow directed across the channel and increased stream energy
downstream. Flume tests indicate that diminishing returns are gained from groin lengths greater
than 20 percent of bank -full channel width.4 Impermeable groins are typically limited to 15 percent
of the bankfull channel width; Depending upon site -specific hydraulics and upstream and
downstream effects of roughening and constricting the channel, groins may need to be more
closely spaced and shorter in length than normal to reduce off -site impacts.
Spacing
Spacing between groins depends upon project objectives and is a function of groin length, angle,
permeability and the channel radius of curvature. Although not specifically determined for
groins, the spacing of experimental baffles (which function hydraulically similar to groins) was
found to have an influence on roughness in flume studies. Groins that are spaced too close to
each other or too far from each other create less roughness than optimally spaced groins.
Groins that are spaced too close to each other tend to mimic a riprap bank there is minimal
space between groins for turbulence and energy dissipation to occur. When groins are unneces-
sarily close to each other, they are more costly, and they require greater bank disturbance during
construction. For increased habitat and diversity, wider spacing is desired. Groins installed in
tight -radius curves must be positioned closer to each other than normal; all the more reason to
avoid placement of groins in such circumstances.
Spacing between groins is influenced by the length of the groin and the ratios of groin length to
channel width and channel radius of curvature to channel width 6 Maximum spacing is deter-
mined by the intersection of the tangent flow line with the bankline, assuming a simple curve.
This maximum -spacing approach is not recommended, but can be used as a reference for
designers. In situations where some erosion between groins can be tolerated, the spacing can
be set somewhere between the recommended distance and the maximum. Longer groins can
be placed further apart from each other than shorter ones.
Chapter 6
II Ulefe WeIC IIUL d UUWnSUednl gl Ull I. 11115 I�, IUUgI IIy J.J LIII Ie�, I LdlI / J Ueglee�,) Ule ICI Ig LII UI
the groin from the point of contact with the bank and its tip. Groins have been successfully
placed at distances of about two to five times their length, which adds a range to the previous
result and allows some flexibility in locating them. By using a tangent to the high -flow line, one
can project a line off the tip of a groin and identify on the bank the approximate location of the
next groin.
Height
The height of groins should not exceed the bank height because erosion in the overbank area
could increase the probability of out flanking at high stream stages. If flood flows are below the
top of the bank, the groins can be lower. The groin crest should slope down and away from the
bank. This is usually preferred since it creates less channel confinement at high flows. Addition-
ally, because bank shear generally decreases with elevation, groin elevation may not need to
extend the full height of the bank.
Key
To ensure that groins are not flanked by high flows, they must be properly keyed into the bank
The length of this key varies with the installation. A minimum key of eight feet or 4(DIod, which-
ever is greater, has been proposed by The Natural Resources Conservation Service! On large
rivers, this is insufficient. Exactly how much is enough will depend upon the erodibility of the soils
and other site -specific details. The upstream groin should be keyed in at least 50 percent of its
exposed length. This groin acts as the keystone to the rest of the group. If it fails, others may fail.
In a large group of groins, perhaps every fifth should be keyed in at a greater depth than the
others, in case there are failures within the group. The length of key should be equal to or greater
than 1.5 times the bank height" Equations have been developed for estimating key length based
on the expansion angle and radius of curvature":
When the radius of curvature is large (R > S(W)) and the spacing is greater than Utan(0), then:
LK = S tan(0)-L
When the radius of curvature is small (R<SW) and the spacing is less than tan(0), then:
LK=U2(W1L)03(S1R)o.1
Where: R = radius of curvature
W = channel width
S = spacing between groins
L = length of groin measured from the groin tip to the bankline
0 = angle of expansion = 20°
LK = length of key
Chapter 6
Groins should also be keyed into the channel bed or constructed with a launchable toe to protect
against scour. The key should extend into the streambed to the predicted scour depth at a minimum.
Altematively, rock added to the tip of the groin can protect against scour by gradually launching and
falling into the scour hole as it develops. This eliminates the need to dig in the bed of the channel, and it
places the toe at the correct depth of scour. Estimates for the required amount of extra rock can be
based on scour -depth calculations.' Launching is most often used on channels with fine-grained beds. k
has been used inappropriately on beds that do not scour, resulting in excess rock in the channel. This
extra, launchable rock narrows the channel and reduces habitat value.
Wooden groins are generally supported by piles driven into the river bed. The depth of pile
penetration required should be determined by a geotechnical engineer. Piles should be driven to a
depth adequate to resist hydraulic forces, floating -debris impacts and buoyant forces at the design
discharge, assuming maximum scour is attained. This depth will vary according to site hydraulics,
expected impact from floating debris and subsurface materials. Stone can be placed along the
base of a wooden groin to counter scour that might otherwise destabilize the structure.
Permeability
The effective application of permeable groins depends upon stream characteristics, the desired
reduction in flow velocity and the radius of curvature. Permeable groins can be used success-
fully in mild bends and where only small reductions in velocity are desired. In stream systems
where woody materials exist, permeable groins collect and retain floating, woody material and,
over time, become less permeable. Impermeable rock groins are by far the most commonly
used in Washington streams. Suitable rock size can be determined by a number of methods.
Permeable groins can be made from a variety of materials. Wood pilings, large woody debris, a
combination of rocks and logs, and/or concrete doloes have all been successfully used. The
greater the stream energy, the more robust the materials and their anchoring must be.
Material Sizing
If a hydraulic analysis of the site has been performed, the velocity will be known, and the Isbash
relationship can be used to size the rockThis equation was derived for bridge abutments and
has been used successfully for some time. The Natural Resources Conservation Service and the
U. S.Army Corps of Engineers both have developed riprap sizing methods. The conservation
service recommends using a D50 equal to 1.5 to two times the size determined from riprap
design for bankfull flow.
Rock should be angular, and not more than 30 percent should have a length exceeding 2.5 times
its thickness. Rock should be well -graded, with only a limited amount of material less than half
the median rock size. The size of rock can be determined by available riprap design procedures.
Rock sized for typical bank revetment riprap is too small for groins. The NRCS recommends
using a D50 rock size that is two times the D50 rock diameter determined using standard riprap
design procedures for continuous riprap at bank -full conditions. Large woody debris installed in
groins should be at partially submerged for habitat value and longevity. Refer to Appendix I,
Anchoring and Placement of Large Woody Debris for guidance.
Chapter 6
Log groins are typically constructed using wooden or steel piles, wood cross -logs and rootwads.
Steel piles have the advantage of being stronger, allowing better (deeper) penetration through
gravel or cobble subsurface materials; and they are free of buoyant forces. The obvious disad-
vantage to steel piles is their longevity - they are likely to far outlive the other components of
the groin. Cross -logs are typically branchless logs cabled across the piles to form a fence -like
structure. Rootwads can be included in the structure to add complexity. See Appendix I for
additional information.
BIOLOGICAL CONSIDERATIONS
Mitigation Requirements for the Technique
Groins redirect flow away from an eroding bank and prevent further, lateral, channel migration.
Periodic inputs of gravel and woody debris, resulting from bank erosion, will be reduced, represent-
ing a lost opportunity for future development of habitat complexity. Woody debris can be
incorporated into the construction of groins as one means of mitigating for habitat loss. Groins
may also capture floating wood debris, especially if the surface is left jagged rather than smooth.
Thalweg alignment is often affected by placement of groins. A relocated thalweg will dictate
new erosional and depositional patterns in the channel, which may impact existing spawning
areas. The use of groins to provide bank stabilization along an eroding channel bend will reduce
near -bank pool habitat. Relocation of the thalweg away from the bank results in reduced
riparian function and overhead cover from existing vegetation on the bank. Live, woody plant
cuttings can be incorporated into groin construction as mitigation for loss of bank vegetation.
Segments of bank located between groins can also be revegetated, with both woody and
herbaceous species to replace lost riparian function.
Refer to Chapter 4, Considerations for a Solution for further discussion of mitigation requirements
and to Matrix 3 in Chapter 5 for more detail on mitigation needs for this bank treatment.
Mitigation Benefits Provided by the Technique
A groin will provide some fish habitat at all flows. Cover habitat can be provided in the surface
turbulence created by a groin. At lower flows, slack -water habitat may be formed on the down-
stream side of the groin. A back eddy often forms off the tip of each groin, a good feeding station
for fish in the slower water. At higher flows, the back eddies can become fairly strong and have
high energy. A groin may provide some refuge from flood flows, or the swirling eddies may
become too great for fish to hold in. If the rock used to construct the groin is large enough, it may
provide interstitial cover for fish, unless the rocks have been over compacted to interlock
Groins may accrete gravel and other sediment, either at a single groin or, more likely, between
groins in a series. This accretion may raise the riverbed and provide shallow, slack -water habitat
along the accreted shoreline. The upstream accretion may sort gravels and create a spawning
area where none existed before. Accretion may increase to the point where a beach forms that
remains unsubmerged during all but high-water events. Slack -water habitat at extreme flows
may provide refuge for both adults and juveniles.
Chapter 6
Refer to Matrix 3 in Chapter 5 for more detail on mitigation benefits provided by this bank treatment
RISK
Habitat
Spawning areas can be impacted by the construction of groins, particularly if the habitat is
located on the margin of a point bar, in the tailout of a bank scour pool or on the riverside of
the thalweg on a straight river stretch. As discussed in the section on general fish -habitat needs,
scour can kill eggs or alevins that are still in the gravel. Over the long term, the bed and bars
should stabilize, and these scour impacts should become minor.
In a situation where the existing unarmored bank may be sustaining a deep, lateral, scour pool
with overhanging vegetative cover and woody debris, the placement of groins will likely eliminate
this habitat. The habitat -generating value of the groins will likely not compensate for elimination
of the better habitat. In these cases, the best habitat decision is to leave the eroding bank alone
and build no groins.
A survey of over 600 bank -stabilization projects in western Washington assessed five different
types of bank treatments for their impacts/benefits to fish.' Rock groins alone and with large
woody debris were two of the treatments evaluated. Stabilized sites were compared with
untreated control sites in the same river that were naturally stable and as similar to the stabi-
lized site as possible. Bank treatments that incorporated large woody debris were the only
types that consistently had greater fish densities than their corresponding control areas during
spring, summer and winter. Fish densities were generally lower at groins than their controls
during the spring and summer, but greater during the winter.
In general, the study results suggest that fish densities are generally lower at banks stabilized with
groins except those with a large woody debris component. Fish densities were positively
correlated with total surface area of large woody debris at all sites. Based on these results, such
debris should be incorporated into groins whenever practical. Most large woody debris used in
surveyed groin projects was found between the groins (a depositional area). These areas often
lacked sufficient depth for rearing habitat. Additionally, large woody debris incorporated directly
into the groins was often placed too high with respect to summer water depths. Care should
be exercised when incorporating large woody debris into groins to make sure that it is placed at
the correct elevation within the groin.
Infrastructure
Avoid existing vegetation as much as possible, positioning the groin between trees rather than
removing trees and brush. Minimize bank sloping and armoring between the groins. If the bank
between groins is unvegetated or newly armored, revegetation should be initiated on both the
slope and on the top of bank.
Chapter 6
CONSTRUCTION CONSIDERATIONS
COST
Materials Required
Groins may be constructed with a variety of materials. Angular rock is the most common type
of material used; however, large woody debris and concrete doloes have also been used.
Woody vegetation should be planted in all groin surfaces that have the proper hydrologic zones
and growing medium. Generally, live cuttings are the most suitable. Refer to Appendix H,
Planting Considerations and Erosion -Control Fabrics for more information.
Timing Considerations
Groins are best constructed during low flow, when dewatering is possible and when critical life
stages of resident and anadromous fish are less likely to be impacted by construction activities.
In order to install rock or logs to the depth of scour, excavation within the channel bed will be
necessary and, consequently, will require temporary dewatering systems. Keying into the
streambed by constructing a launched toe may also require dewatering. Dewatering allows for
ease of installation and limits siltation of the stream during construction. This can be accom-
plished with a coffer dam during low water.
Critical periods in salmonid life cycles, such as spawning or migration, should be avoided. Instream
work windows vary among fish species and streams. Contact the Washington Department of Fish
and Wildlife's Area Habitat Biologist for information on work windows (see Appendix B, Washing-
ton Department of Fish and Wildlife Contact Information). Further discussion of construction timing
and dewatering can also be found in Appendix M, Construction Considerations.
The main function of groins is to redirect flow away from the bank, thus modifying flow patterns
in the near -bank region, encouraging sediment deposition and reducing bank erosion. Corre-
sponding decreases in velocities and shear stresses along the bank allow less -intensive and less -
expensive bank treatments to be applied between groins. In other words, groins, in combination
with other bank treatments, may not only protect a streambank more effectively than traditional
bank -revetment measures, they may cost less as well.
Chaote- 6
MAINTENANCE
MONITORING
Maintenance of groins may include replacement of construction materials (e.g., rock, logs) that
shift or are removed by high flows. This may include replacement of nonsurviving plant material.
Groin materials lost to high flows should be replaced before damage occurs to the bank or
structures located between the groins.
Erosion along the perimeter of the groin, as well as along the streambank between groins,
should be closely monitored and evaluated for need of repair. Rock should be placed along the
bank for a short distance upstream and downstream of the groin tie-in point to the bank.
Placement of this material will help to prevent erosion at this critical location, which could result
in flanking of the groin at high flows.
Because groins involve impacts to the channel and banks, they will require comprehensive
monitoring of the integrity of the structures, channel and bank features and in -channel habitat.
Monitoring of groin projects should be initiated prior to construction, with baseline -conditions
surveys of the physical channel, its banks and its habitat value. This should include five cross
sections at intervals equal to the channel width upstream, five downstream and one through
each groin at a minimum. This will allow comparison of modified conditions to preproject
conditions. Additionally, monitoring should include detailed as -built surveying and photo
documentation from fixed photo points of the project area and upstream and downstream
reaches to allow for evaluation of performance relative to design. Details on development of a
monitoring plan are discussed in Appendix J, Monitoring.
Monitoring of groin structures should include preproject and subsequent annual surveys of key
members, as well as visual assessments of groin configuration, dimensions and hydraulic function.
The general integrity of the structures should be evaluated, including the identification of any
significant settling of header or footer rocks as determined from survey and comparison of photos.
Impacts to the channel and to habitat must be carefully monitored. Channel changes occurring
following installation can be documented by reviewing an annual survey of cross sections
surveyed prior to installation and at the time of completion. Patterns of sediment deposition or
scour should be noted. Similarly, changes to available habitat should be documented on a
schedule dictated by fish life cycles. For a comprehensive review of habitat -monitoring proto-
cols, refer to Johnson, et ale Habitat -monitoring protocols will likely require a monitoring
schedule that is more comprehensive than that required for the integrity of the structure.
Monitoring should be conducted annually at a minimum and following all flows having a return period
of two years or greater. Monitoring should be conducted for at least five years after groin installation.
Mitigation components of groins must be monitored for the life of the mitigation requirement
Chapter 6
REFERENCES
I Peters, R.J., B. R. Missildine and D. L. Low. 1998. Seasonal Fish Densities Near River Banks Stabilized
with Various Stabilization Methods. U.S. Fish and Wildlife Service, North Pacific Coast Ecoregion.
Western Washington Office. Aquatic Resources Division, Lacey WA.
2 Klingeman, P. C. et al. 1984. Streambank Erosion Protection and Channel Scour Manipulation Using
Rockfill Dikes and Gabions,Water Resources Research Institute.
3 Richardson, E.V. and S. R. Davis. 1995. Evaluating Scour at Bridges. Hydraulic Engineering Circular No. 18.
Report No. FHWA-IP90-017. U. S. Department ofTransportation, Federal Highway Administration.
4 Lagasse, P F. et al. 1995. Stream Stability at Highway Structures. Hydraulic Engineering Circular No. 20.
U. S. Department of Transportation, Federal Highway Administration.
5 Lagasse, P. F. et al. 1997. Bridge Scour and Stream Instability Countermeasures - Experience, Selection
and Design Guidance. Hydraulic Engineering Circular No. 23. Report No. FHWA-HI-97-030. U. S.
Department of Transportation, Federal Highway Administration.
6 LaGrone, D. L. 1995 (revised 1996). Bendway Weir General Guidance Memorandum. U.S. Army
Corps of Engineers, Omaha, NE.
7 U. S. Department of Agriculture, Natural Resources Conservation Service. 1996. Chapter 16 -
streambank and shoreline protection. Engineering Field Handbook, Part 650,Washington, DC.
8 Johnson, D. H., N. Pittman, E.Wilder, J.A. Silver, R.W. Plotnikoff, B. C. Mason, K. K. Jones, P. Roger,T. A
O'Neil and C. Barrett. 2001. Inventory and Monitoring of Salmon Habitat in the Pacific Northwest -
Directory and Synthesis of Protocols for Management/Research and Volunteers in Washington, Oregon,
Idaho, Montana, and British Columbia. Washington Department of Fish and Wildlife, Olympia WA.
Chapter 6
.k4&-i M.:rAdM* TIMMIIO&�Ah J"w—
a. Wood Groins with bank reshaping and plantings. During
Construction. Wind River. 1999.
b. Wood Groins. Klahowya Creek, Tributary to E.Fork.
Nookochomps River. 2001.
c. Rock Groin with woody debris accumulation. Big Quilcene River.
1998.
d. Wood Groins. Wind River. One year after construction. Note
wood accumulation. 2000.
e. Dolo Groins. Nooksock River. 1998.
Source. Inter-F1uve. Inc.
f. Wood Groins. Nooksock River. 1998.
Figure 6-1. Various applications of groins throughout Washington State.
LK - Length of bona wy
L - Length of groin
S - Grain spocing
W - channel width
R - Radius of curvature
e - Floe expansion angle
ChaMel centerline
New thalweg
_ _ hyQh nbM s see
�freon,r„»
Revege!0o aivu*te�d crvoe
and groin sirfcce
NOT TO SCALE
PLAN VIEW
Orientation of groins
car+ be angled perpendicular.
upstream or downstream
(see text)
LK (Varies see text)
GROINS INTEGRATED STREANBANK
FIGURE 6-2 PROTECTION GUIDELINES
CONCEPTUAL DESIGN
Live cuttings
CrpRionat- Pieces of
e Large woody debris
(Me Appendi. I)
Hlah flow "
BANK KEY _,4r..
;see text)
prwioas thglweg
New tholweg and
local Scour holes
SECTION VIEW OF ROCK GROIN
I STAGE
Height
(sae text)
'- Streambed key -
(to predicted scour
depth or use
IounchotMe toe)
Ravo"tote with native Stocked, anchored
species logs ord rooteods
8- - BANXrJLL
STAGE
1 r
I Height (se* tee
I
(to predicted s,
1I B
and struclual di
BANK KEY
(see text) Pilings
wevious tnolwag
SECTION VIEW OF WOOD GR04N
I NOT TO SCALE
New tholweg
Wleltrn m n. 1 - D reo �)
Live cuttirgn
�
r-^-= .n. Chanrel trod
deroas t or
SECTION A -A' O' ROCK GROIN
rrdtr,
SECTION 13-0' OF lA00D GRON
Optional- Pieces of
Large woody debris
(sse Appendix I)
Rootwods toting
upstream or
downstream
near tip of groin
now
jww1i _0_
GROIN; IN-EGRATED STREAMBANK
FIGURE 6-3 PROTECTION GUIDELINES
C O N C E P T UA` DESIGN ,,,.,,.�.. �a+�.ayral.tn••w•+M�
ADOLFSON
o
ASSOCIATES, INC.
Fnvironmentol Analysis
L
E
5309 Shlshole Ave. NW
aIWO
Seattle, WA 98107
(206) 789-9658
N
A o o L F s o INFAX
(206) 789-9684
TYPIr'GI FxICTINr rnNnlTlnWq
xr �.
ROOT WAD INSTALLATION
DEFLECTOR LOG INSTALLATION
N T.S.
I -MAN ANGULAR ROCK
Install over deflector log and
2-MAN ANGULAR ROCK
Ecology Bock to match
Place between and over logs.
existmg grade. Fill I voids mth
voids with quarry spall
-
quarry spall. Cover with
Install defector log
cover wrath native soil and
native sod and plant per notes. -
upstream of first
root wad.
plant per notes.
i
ROOT WAD with
2-MAN
ECOLOGY BLOCK
8' min. trunk attached.
ROCK
Tip diameter to be
ECOLOGY BLOCK
1 2•_ 18'.
......... .......
- ..........
..
4�
- Continue root wads
INSTALLATION ..•.•• .. ... ..
...... •,•LILT.. . ' :: ♦ ...
�.
:}:':i'..`.c_
.,... _• • - -
• � ..
• .......A, ._....
':::::. _ _
INSTALLATION .�•:t:'. _. _ -
'�"•"
- for length Of
9 �
ANGLE .i• .. •.it'
•• '•• � -
�
�'� � � "
_ .rr..
ANGLE _ ^`:,,: :'• bank failure 5
q
eS
UP5TREAM
("
DEFLECTOR LOG.
,�--
'� ,�--
COIR LOG.
Tip diameter to be
Install at toe under
18-24'.
logs. 5ee root wad
Notch at cable location
installation profile.
to avoid slippage. Begin coir lcg and
one-man rock
toe downstream
5PACING APPROX. I O o.c.
of deflector log.
STREAM FLOW
�
STREAM ROW
DEFLECTOR LOG
ROOT WADS
N.T.5.
N.T.5.
PROJECT SEQUENCE
1 REMOVE EXISTING DEBRIS FROM STREAM CHANNEL WITHIN WORK AREA RETAIN AND
PLACE ON -SITE AM CONSTRUCTION N SIREAN OR BUFFER.
2 INSTALL FLUME OR BYPASS PER CITY ENGINEER.
3 REMOVE NATIVE MATERIAL FROM STREAM FAILURE AREA. STOCKPILE AND RETAIN
TOPSOIL.
4 INSTALL ECOm)GY Bloats, ONE -♦NMI BASE ROCKS, AND GOR LOGS
rJ INSTALL R00TWA1)S CABLE ROOT WADS TO ECCLOGY BLOCKS.
6 PLACE TWO -MAN AmOuLAR ROCK OVER AND wivELH RoomciS.
7 FILL VOIDS WITH QUARRY SPALL
8 COVER WITH rr MIN NATIVE TOFSOL
9 INSTALL BTOSON CONTROL BLANKET PM MANUFACTURERS RECOMMEMDATIONS
10 REMOVE FLUME OR BYPASS
11 INSTALL PLANTINGS DURING PROPER SEASON PER NOTES.
GENERAL NOTES
STREAM BANK PLANTING
1. INSTALL PLANTINGS THROUGH EROSION CONTROL MAT. CUT AN 'X• IN
EROSION CONTROL MAT TWO TIMES DIAMETER OF ROOT BALL CENTERED ON EACH
PUNT LOCATION AND FOLD FLAPS BACK DURING NSTALIATION.
2. PLANT EACH PLOT WITH 20 CONTAINER PLANTS PER PLANTING LAYOUT. MIX
SPECIES EQUALLY PER PLOT.
3. INSTALL PLANT MATERIALS PER SHRUB PLANTING NAIL MIX SPECIES
EQUALLY.
4. APPLY SLOW-REIEILSE FERTILIZER PER MANUFACTURERS RECOMOEENDAMONS
AROUND BASE OF PLANT.
5. RETURN FLAPS OF EROSION CONTROL MAT OVER PLANT Fit SECURE SEAMS
WITH .MUTE TWINE.
SCARIFY
2• LAYER'OF COMPOST
ROOMALL MULCH IN 24• DIAMETER
AND SPREAD
CIRCLE
ROOTS
FINISH GRADE
EROSION CONTROL DLAWET
1.51
BACITI.L TO NATIVE SOIL AND 1/3 CEDAR GROVE
ROOIBALL
1, 4
COMPOST OR EQUAL
DEPTH
SCARIFY EDGES OF PLANTING HOLE TO ALLOW FOR
ROOT PENETRATION
2X
TBALL
COMPACT SOIL UNDER
DIAMETER
ROOTBALL
SHRUB PLANTING DETAIL
N.T.S
HONEY CREEK STREAMBANK RESTORATION
LAYOUT AND STABILIZATION PLAN
LAVE STAKES
1. CUTTINGS SHALL BE OF ONE TO TWO YEAR OD MOOD FROM NATIVE WILLOW
AND DOGWOOD. WnNG SIZE IS TYPICALLY 1/4-3/4 NCH N DIAMETER, 18-24-
LONG CUTTINGS SHALL NOT BE FROM THE TIPS OF BRANCHES. THE TOP OF
EACH CUTTING SHALL DE A MINIMUM OF ONE (1) NCH ABOVE A LEAF BUD, THE
BOTTOM CUT SHALL BE A MINIMUM OF ONE (1) NCH BELOW ONE THE BASAL
ENDS OF THE SHOOTS MUST BE MARKED CLEARLY SO WORKERS CAN DETERMINE
YWHICH END TO PLANT. THE ROOTING END OF ALL LIVE STAKES SHALL BE CUT AT
A FORTY-1VE (45) DEGREE ANGLE IMMEDIATELY PRIOR TO PLANTING
2. STAKES SHALL BE FREE. STAKES CUT DURING DORMANCY ARE PREFERRED.
CUTTINGS SHALL BE KEPT COVERED AND MOIST DURING TRANSPORT AND STORAGE
BEFORE PLMTNG N NO CASE SHALL CUTTINGS BE STORED MORE THAN ONE
DAY.
3. BOTTOM OF CITING SHALL BE DIPPED N A ROOTING HORMONE PER
MANUFACTURER'S DIRECTIONS; WAIT AT LEAST 30 SECONDS BEFORE INSERTING
INTO SOIL TO ALLOW HORMONE TO SOAK INTO CUTTING
4. CUTTING SHALL BE HAND -PLACED N A PRE -PUNCHED HOLE LIVE STAKES
SHALL NOT BE POUNDED INTO THE GROUND EXCEPT BY A SHOT -FILLED MALLET.
USE A REINFORCING BAR OR OTHER TOOL OF SMALLER DUIMEIER THAN THE
CUTTING TO PREPARE ROLE SOL SHALL BE FIRMLY PRESSED AROUND CUTTING
TO REDUCE MOISTURE LOSS
5. EACH LIVE STAKE SHALL HAVE A MINIMUM OF TWO (2) BUDS EPOSED
ABOVE FLUSHED GRADE BUDS SHALL POINT UPWARD, REFLECTING THE NATURAL
ORIENTATION FOR Q WIH. AT LEAST 50z OF THE CUTTINGS LENGTH SHALL BE
PLANTED IN THE GROUND (75% IS PREFERRED). CUTTING SHOULD DIM OUT OF
THE GROUND APPR01aMAIELY 6 INCHES.
COIR LOG
I. CON LOG SHALL BE A COCONUT FM ROLL, 12' OWETER, DENSITY OF 9
POUNDS PER CUBIC FOOT, 20 FEET LONG.
2. STAKES SHALL BE 2X2 NOTCHED WOOD STAKE, br MINIMUM LENGTH.
3. JUTE TWINE FOR TYING TOGETHER ENDS OF ABUTTING COIR LOGS AND FOR
LACING ACROSS TOP OF LOGS SHALL um MANUFACTURE'S INSTALLATION
RECOMMENDATIONS
OPPOSITE BANK SLOPE PLANTING
1. INSTALL WILLOW AND DOGWOOD STAKES IN AREAS OF EXPOSED
SQL APPRO)aMATELY 16' O.G
EROSION CONTROL MAT
1. EROSION CONTROL MAT SHALL BE WOVEN FROM IOOX COCONUT FIBER,
0.30 NCH THINK, MINIMUM 26 OUNCE'S PER SQUARE YARD, 04SE STRENGTH
1,648X670 POUNDS PER FOOT, MEASURED OPEN AREA OF = FLOW VELOCITY
OBSERVED 16 FEET PER SECOND.
PLANT
SCHEDULE
SCIENTIFIC NAVE
COMMON NAME
QUANTITY
SIZE
Streatnbank
Plantings
SAW
Rubus spectate s
Sdmonberry
30
1 Callon
NNE
Physocarpus eapitatus
Pacific nbebark
30
1 Gallon
ROSE
Rosa nutk na
Nootko rose
30
1 Gallon
SNOW
SrVhwkarpos albus
Common snorberry
30
1 Gallon
Comas stdan'Ifera
Red -osier dogwood
150
Ne stokes
Sal& sitdlQlsis
Stko willow
150
We stakes
Cover rock with 8' in.
native topsol. Install erosion
control mat (see notes).
Install plantings
through mat per notes and
T` 5hrub Planting Detail.
STREAM FLOW
PLANTING LAYOUT
N.T.5.
C intmue planting
for length of ==>
bank failure (--50).
LLAVE 5TAKE5
Install G' o.c. Alternate top
and bottom of coir log.
COIR LOG
AAI a SHEET
1
DATE, August 31 2004 bcb NO SCALE 1
TYPICAL PROFILES
HONEY CREEK STREAMBANK FAILURE
ADOLFSON
rn
ASSOCIATES, INC.
/
lEnsirwrm.nfd Andysis
C
0
5309 ShAehde Ave. NW
n
Seattle. WA 98107
(206) 789-9658
A 0 0 L s a 0 w
fU
FAX (206) 789-9684
TYPICAL EXISTING CONDITIONS
KT5.
Access Road
1I115TING GROUND
APPROX. LOCAT. ON
EXISTING 5EWER PIPELINE
2-MAN ANGULAR ROCK
(place between and over logs
fill vo.d5 with quarry 5pall
Cover with native sod and plant)
ECOLOGY BLOCK
F-A-
N
STRvc-t\0
PE FOR coN
NpT
Work Ar_=
18' DIA. ROOT WAD
1;A.TIVE 501L
(Western Redcedar or Douglas Fir)
note;)
BA5E FLOW
-�A
MONEY CREEK
ECOLOGY BLOCK
CO1R L
PROPOSED STREAMBANK RESTORATION
k.T 5.
NTS
1145TALIATION
ANGLE
16' CIA. ROOT WAD
(notch at cable location
to prevent Slippage)
PROJECT SEQUENCE
1 REMOVE EXISTING DEBRIS FROM STREAM CHANNEL WITHIN WORK AREA RETAIN A
PLACE ON -SITE AFTER CONSTRUCTION IN STREAM OR BUFFER.
2 INSTALL FLUME OR BYPASS PER CITY ENGINEER.
3 REMOVE NATIVE MATERIAL FROM STREAM FAILURE AREA STOCKPILE AND RETAIN
TOPSOIL
4 INSTALL ECOLOGY BLOCKS, ONE-MAN BASE ROCKS, AND COIR LOGS
5 INSTALL ROOTWADS CABLE ROOTWADS TO ECOLOGY BLOCKS
6 PLACE TWO -MAN ANGULAR ROCK OVER AND BETWEEN ROOTWADS,
7 FILL vom WITH QUARRY SPALL
8 COVER WITH li' MIN NATIVE TOPSOIL
9 INSTALL EROSION CONTROL BLANKET PER MANUFACTURERS RECOMMENDATIONS
10 REMOVE FLUME OR BYPASS
11 INSTALL PLANTINGS DURING PROPER SEASON PER NOTES
Cover rock wth 8' min,
natwe topsoil. Install CO n
control at (sec notes).
Mstall plantings
through codr blanket Per
detail.
COIR LOG
Place under logs at
toe of slope. Rant with
willow and dogwood
cuttings. G' o.c. alternate
top and bottom of colr.og.
_y
PLANTING LAYOUT
N.T5.
COIR LOG
1. COIR LOG SHALL BE A COCONUT FIBER ROLL, 12' DIAMETER DENSITY OF 9
POUNDS PER CUBIC FOOT. 20 FEET LONG.
2. STAKES SHALL SE 2X2 NOTCHED WOOD STAKE, 24' MINIMUM LENGTH.
3. JUTE TWINE FOR TYING TOGETHER ENDS OF ABUTTING COIR LOGS AND FOR LACING
ACROSS TOP OF LOGS SHALL MEET MANUFACTURE'S INSTALLATION RECOMMENDATION&
LIVE STAKES
1. CUTTINGS SHALL BE OF ONE TO TWO YEAR OLD WOOD FROM NATIVE WILLOW AND
DOGWOOD. CUTTING SIZE IS TYPICALLY 1/4-3/4 INCH IN DIAMETER, 18-24' LONG.
CUTTINGS SHALL NOT BE FROM THE TIPS OF BRANCHES. THE TOP OF EACH CUTTING
SHALL BE A LANIMUMI OF ONE (1) INCH ABOVE A LEAF BUD, THE BOTTOM CUT SHALL BE A
MINIMUM OF ONE (1) INCH BELOW ONE THE BASAL ENDS OF THE SHOOTS MUST BE
MARKED CLEARLY SO WORKERS CAN DETERMINE WHICH END TO PLANT. THE ROOTING END
OF ALL LIVE STAKES SHALL BE CUT AT A FORTY-FIVE (45) DEGREE ANGLE IMMEDIATELY
PRIOR TO PLANTING
STAKES SHALL BE FRESH, CUT ONLY DURING DORMANCY. Q)TTIIGS SHALL BE KEP
COVERED AND MOIST DURING TRANSPORT AND STORAGE BEFORE PLANTING. IN NO CASE
0✓� SHALL CUTTINGS BE STORED MORE THAN ONE DAY.
GENERAL NOTES
av
3. BOTTOM OF CUTTING SMALL eE DIPPED IN A ROOTING HORIMONE PER MANUFACTURERS
j
DIRECTIONS WANT AT LEAST 30 SECONDS BEFORE INSERTING INTO SOIL TO ALLOW HORMONES
S K PLAITING
1. INSTALL BAREROOT PLANT MATERIAL BETWEEN NOVEMBER 1 AND
TO SOAK INTO GUTTING.
4. CUTTING SHALL BE HAND -PLACED IN APRE-PUNCHED 1101F. LIVE STAKES SHALL
FEBRUARY 15 WWHEN SOIL MOISTURE IS ADEQUATE FOR PLANT
EST T.
NOT BE POUNDED INTO THE GROUND EXCEPT BY A SHOT -FILLED MALLET. USE A
REINFORCING BAR OR OTHER TOOL OF SMALLER DIAMETER THAN THE CUTTING TO PREPARE
HOLE. SOIL SHALL BE FIRMLY PRESSED AROUND CUTTING TO REDUCE MOISTURE LOSS
s
CA1%L
2. APPLY SLOW -RELEASE FERTILIZER PER MANUFACTURER'S
RECOMMENDATIONS AROUND
5. EACH LIVE STAKE SHALL HAVE A MINIMUM OF TWO (2) BUDS EXPOSED ABOVE
FINISHED GRADE BUDS SHALL POINT UPWARD, REFLECTING THE NATURAL ORIENTATION FOR
3. APPLY 2' CEDAR GROVE COMPOST TO MULCH ENTIRE PLAN TI
GROWM. AT LEAST 50% OF THE CUTTING'S LENGTH SHALL BE PLANTED IN THE GROUND
L J
EA.
(75% IS PREFERRED), AND THE END SHALL EXTEND INTO THE WATER TABLE A MINIMUM OF
2-3 INCHES CUTTING SHOULD EXTEND OUT OF THE GROUND APPROXIMATELY 6 INCHES.
4. PLANT EACH PLO WITH 20 BAREROOT PLANTS, MIX SPECIES
EQUALLY.
OPPOSITE BANK SLOPE PLANTING
1. INSTALL WILLOW AND DOGWOOD STAKES IN AREAS OF EXPOSED SOIL
APPROXIMATELY 18' O.C.
EROSION CONTROL MAT
1. EROSION CONTROL MAT SHALL BE WOVEN FROM 100% COCONUT FIBER, 0.30 INCH
THINK, MINIMUM 26 OUNCES PER SQUARE YARD; TENSILE STRENGTH 1.648.670 POUNDS
PER FOOT, MEASURED OPEN AREA OF 39X FLOW VELOCITY OBSERVED 16 FEET PER
SECOND.
HONEY CREEK STREAMBANK RES-TORATION
LAYOUT AND STABILIZATION PLAN
PLANT
SCHEDULE
SCIENTIFIC NAME
COMMON NAME
QUANTITY
SIZE
Streombonk
Plantings
SERV
Arr4WKtie alnild'w
Wester smicebery
30
Bareoot
NINE
Phymowpus o*talus
Podk nwRbork
30
Barefoot
ROSE
Rosa nutkaw
Nootka rose
30
Barefoot
SNOW
SynowrimM obus
Co mlan snwbary
30
Barefoot
Carpus Adonifero
Red -osier do9.00d
ISO
We stake
Edis sitd wss
Sdka eilw
150
Ire stakes
AAJ 4 SHEET
1
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r,I�,F
nov
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FAfrric
3
190089.0096
1667822.5174
203.3
CTRL. PT.
4
189932.2208
1667895.3668
208.7
CTRL. PT.
5
189900.5606
1667941.3882
208.7
CTRL. PT.
6
189769.2624
1668033.4761
213.1
CTRL. PT.
7
189679.2142
1668146.2932
217.8
CTRL. PT.
8
189633.5081
1668170.6739
219.4
CTRL. PT.
9
189588.6158
1668187.7602
22L5
CTRL. PT.
10
189552.3332
1668196J470
223.4
CTRL. PT.
It
189495.1903
1668208.4032
226.5
CTRL. PT.
12
189404.3242
16682275370
228.9
CTRL. PT.
13
189273.3871
1668258.5626
238.2
CTRL. MON.
14
189156.3890
1668296.3049
239.5
CTRL MON.
15
189129.9409
1668352.2G06
241.3
CTRL. MON.
16
189115.5054
1668431.2386
245.7
CTRL. MON.
17
189056.8920
1668526.4503
246.6
CTRL. MON.
18
189008.0114
1668555.0021
249.1
CTRL MON.
19
188935.5024
1668581.6386
252.5
CTRL. MON.
20
188859.3M
1668616.3251
255.9
CTRL. MON.
21
188763.3816
1668669.5601
260.4
CTRL. MON.
22
188705.9211
1668734.8690
265.0
CTRL. MON.
23
188698.4029
1668844.1649
268.2
CTRL. MON.
24
188667.2222
1668977.8T72
272.8
CTRL. MON.
25
188488.6328
1669144.1250
279.7
CTRL. MON.
26
188457.0810
1669207.7740
286.5
CTRL. MON.
27
188360.5340
1669224.5851
286.2
CTRL. MON.
28
188257.6587
1669248.0561
292.6
CTRL. MON.
29
IRR209.2675
16692902998
298.2
CTRL. MON.
30
188171.1150
1669319.9003
297.7
CTRL. MON.
31
188099.0893
1669458.3638
298.7
CTRL. MON.
32
188018.4132
1669542.5688
301.9
CTRL. MON.
33
187953.8485
1669578.4477
303.3
CTRL. MON.
34
187918.4918
1669594.5206
306.8
CTRL. MON.
35
187889.7604
1669631.9543
308.7
CTRL. MON.
36
187850.9386
1669683.1157
310.6
CTRL. MON.
37
187809.6571
1669728.3199
312.3
CTRL. MON.
38
187707.0823
1669784.9926
-
-
39
187673.2611
1669843.2604
-
-
40
187653.6807
1669920.3005
-
-
4I
187.656.5229
1670032.7601
-
-
42
187628.3101
1670076.2594
-
-
43
187608.1983
1670134.6730
-
-
WARMNG
G
IF, itn5 BAR DOES
N
SCALE: r = 200'
1
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PT. NO. 4
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PT. NO. 6
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-
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PT. N0.41 ! \
Aw
CITY OF RENTON
DEPARTMENT OF PUBLIC WORKS
HONEY CREEK INTERIM REPAIRS
RECORD DRAWING SHEET LOCATION MAP
SEE ORIGINAL CONTRACT DRAWINGS W W P - 22 - 2029 AND CONTROL POINTS
FOR SEAL AND SIGNATURES o s;c eD F!_° RauE:
os a 5/93
9-24-93 � I _
DRAW
state: AS NOTED re> eaw n...�
►.I�� �o 1 r4 L,,_
so LF o- ktgnc,4�-/
Otis �Jr-I I N� Ar 'F-CkL 4s t_;=
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f
WASHINGTON
JOINT AQUATIC RESOURCE PERMITS APPLICATION (JARPA) s
INSTRUCTIONS, SAMPLE DRAWINGS & AGENCY CONTACTS
NOTE: DO NOT SUBMIT this Section with your application.
This Joint Application may be used to apply for Hydraulic Project Approvals, Shoreline Management Permits, Approvals for Exceedance of
Water Quality Standards, Water Quality Certifications, Coast Guard Bridge Permits, Department of Natural Resources Use Authorization,
and Army Corps of Engineers Permits. You must submit readable copies of the completed application form together with
detailed drawings, prepared in accordance with the drawing guidance to the appropriate agencies. When applyin_g, you do
NOT need to send copies of the instructions. Remember, depending on the type of project you are proposing, other permits may be
required that are not covered by this application.
Use the following list to determine which permits to apply for. Your project may require some or all of these permits. If you have trouble
deciding which permits you need, please contact the appropriate agency for questions. Agency telephone numbers are attached. IF
ANY OF THE BOXED ITEMS LISTED UNDER A PERMIT TITLE BELOW APPLY TO YOUR PROJECT, THEN YOU MUST
CHECK THE BOX FOR THAT PERMIT ON THE TOP OF PAGE ONE OF THE JARPA FORM AND SEND A COMPLETED
COPY OF THE APPLICATION FORM TO THE AGENCY RESPONSIBLE FOR ISSUING THAT PERMIT. Complete Sections A
& C for any of the permits listed below. Also complete Section B for Shoreline and Army Corps of Engineers permits. Detailed drawings
are required for any of these permits (see attached drawing guidelines for drawing requirements).
G Hydraulic Protect Approval from the Department of Fish and Wildlife under 77.55 RCW is required if your project includes
construction or other work, that:
• will use, divert, obstruct, or change the natural flow or bed of any fresh or salt water of the state. This includes bed reconfiguration,
all construction or other work waterward under and over the ordinary high water line, including dry channels, and may include
projects landward of the ordinary high water line (e.g., activities outside the ordinary high water line that will directly impact fish life
and habitat, falling trees into streams or lakes, dike construction etc.).
❑ Shoreline Substantial Development, Conditional Use, Variance Permit, or Exemption from Local Government (under the
Shoreline Management Act, 90.58 RCW;) required for work or activity in the 100-year floodplain, or within 200 feet of the ordinary high
water mark of Shorelines of the State (check with your local government); and which includes any one of the following:
• dumping;
• drilling;
• dredging;
• filling;
• placement or alteration of structures (whether temporary or permanent); or
• any activity which substantially interferes with normal public use of the waters regardless of cost.
❑ Floodplain Management Permits and/or Critical Areas Ordinances review by Local Government for:
• work in frequently flooded areas, geologically unstable areas, wildlife habitats, aquifer recharge areas, and wetlands.
❑ Section 401 Water Quality Certification from the Department of Ecology Regional office under 33 USC § 1341 of the Clean Water
Act is needed when a federal approval is required for a project, including the following:
• Corps of Engineers 404 Permit --Send to Ecology's Federal Permits Unit in the Regional Office;
• FERC hydropower license --Attach FERC exhibit E or an Applicant Prepared Environmental Assessment and send to the State of
Washington's Office of Permit Assistance
❑ Aquatic Resources Use Authorization Notification from the Department of Natural Resources is required if your project:
• is on, crosses, or impacts the bedlands, tidelands or shorelands of a navigable water.
❑ Section 404 Permit from the Corps of Engineer under 33 USC § 1344 of the Clean Water Act is required if your project includes:
• placement of dredged or fill material waterward of the ordinary high water mark, or the mean higher high tide line in tidal areas, in
waters of the United States, including wetlands";
• mechanized land clearing and sidecasting in waters of the United States, including wetlands".
• Endangered Species Act (ESA) Consultation"
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043
❑ Section 10 Permit from the Corps of Engineer is required for:
• any work in or affecting navigable waters of the United States (e.g., floats, piers, docks, dredging, excavation, piling, buoys,
overhead power lines, etc.).
❑ General Bridge Act Permit from the Coast Guard is required for:
• construction of a new bridge or modification to an existing bridge over a navigable waterway.
'Wetlands that are determined to be isolated by the Army Corp of Engineers are no longer regulated under Section 404 of the Clean Water
Act. These wetlands are regulated by the Department of Ecology under the state Clean Water Act RCW 90.48. For further information
please contact the Office of Permit Assistance at 1-800-917-0043 or at ecypac@ecy.wa.gov
** Endangered Species Act (ESA) Consultation with the National Marine Fisheries Service and/or U.S. Fish and Wildlife Service:
If your project is authorized, funded or carried out by a Federal agency and the Federal agency determines that the proposed project may
affect ESA listed species or critical habitat, consultation under Section 7 of the ESA is required. ESA Consultation is the responsibility of
the Federal agency, not the applicant. JARPA forms should be submitted directly to the responsible Federal agency, not to the National
Marine Fisheries Service or the U.S. Fish and Wildlife Service. The responsible Federal agency may require additional information from
the applicant to assess potential project impacts to listed species and their habitat.
Information on ESA - http://endangered.fws.gov/hcp/index.htmi http://endangered.fws.gov/whatwedo.html
hftp://offices.fws.gov/directory/ListOffices.cfm
USEFUL DEFINITIONS & INSTRUCTIONS
The following definitions are presented to help applicants in completing the JARPA. They may not necessarily represent specific
language from the laws implemented through JARPA.
Ordinary High Water Mark or Line means the visible line on the banks where the presence and action of waters are so common as to leave
a mark upon the soil or vegetation. In any area where the ordinary high water line cannot be found, the ordinary high water line adjoining
saltwater shall be the line of mean higher high water, and the ordinary high water line adjoining freshwater shall be the elevation of the
mean annual flood.
Mean Lower Low Water is the 0.0 tidal elevation, determined by averaging each day's lowest tide at a particular location over a period of 19
years. It is the tidal datum for vertical tidal references in the salt water area.
Mean High Water and Mean Higher High Water Tidal Elevations at any specific location can be found in tidal benchmark data. compiled by
the United States Department of Commerce, Environmental Science Services Administration, Coast and Geodetic Survey, dated
January 24, 1979. This information can be obtained from the Corps of Engineers at (206) 764-3495. The determination of tidal elevation is
obtained by averaging each day's highest tide at a particular location over a period of 19 years, measured from mean lower low water,
which equals 0.0 tidal elevation.
Shorelands or shoreland areas means those lands extending landward for 200 feet in all directions as measured on a horizontal plane from
the ordinary high water mark; floodways and contiguous floodplain areas landward 200 feet from such floodways; and all wetlands and river
deltas associated with the streams, lakes, and tidal waters which are subject to the provisions of 90.58 RCW.
Shorelines means all water areas of the state, including reservoirs, and their associated wetlands, together with the lands underlying them,
except stream segments upstream of the point where mean annual flow is less than 20 cubic feet per second, and lakes less than 20 acres
in size.
Wetlands mean areas that are inundated or saturated by surface water or ground water at a frequency and duration sufficient to support,
and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands
generally include swamps, marshes, bogs, and similar areas.
Bridge means any structure including pipelines and conveyor belts, which transports traffic or materials across a navigable water.
Aquatic Tidelands means the area between the ordinary high tide line and extreme low tide line, unless otherwise established.
Aquatic Shorelands means the shore areas of non -tidal navigable lakes or rivers between the ordinary high water line and the line of
navigability unless otherwise established.
Aquatic Bedlands means the area waterward of and below the line of navigability on non -tidal rivers and lakes, or below the extreme low
tide mark in navigable tidal waters, or below the outer harbor line where a harbor has been created.
Nationwide Permit issued by the Corps of Engineers for projects with minimal impacts. For a complete packet of nationwide permits and
application information, contact the Corps Regulatory branch at (206) 764-3495 or visit their website ham://www.nws.usace.army.mil
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043 2
Section 303(d) listed waters These are water quality limited estuaries, lakes, and streams that fall short of state surface water quality
standards, and are not expected to improve within the next two years.
Mixing zone means that portion of a water body adjacent to an effluent ouffall where mixing results in the dilution of the effluent with the
receiving water. Water quality criteria may be exceeded in a mixing zone as conditioned and provided for in WAC 173-201A-100.
Turbidity means the clarity of water expressed as nephelometric turbidity units (NTU) and measured with a calibrated turbidimeter.
Background conditions means the biological, chemical, and physical conditions of a water body, outside the area of influence of the
discharge under consideration.
Instructions for question 7d.
Water Quality Standards — Compliance for turbidity mixing zone requirements.
The water downstream of the allotted mixing zone (100 ft, 200 ft, 300 ft, dependent on how fast the water is flowing and measured in cubic
feet per second) must have the same visual clarity as the water upstream of the project impact site (the water cannot be greater than 5
NTUs above the background water). The following section from WAC 173-201A-110 authorizes the turbidity mixing zone.
All work in or near the water, and water discharged from the site shall meet the State's Water Quality Standards, WAC 173-201A. A
mixing zone for turbidity is authorized within WAC 173.201A-030 during and immediately after necessary in -water or shoreline
construction activities that result in the disturbance of in -place sediments. Use of a turbidity mixing zone is intended for brief periods of
time (such as a few hours or days) and is not an authorization to exceed the turbidity standard for the entire duration of the
construction. Use of the mixing zone is subject to the constraints of WAC 173-201A-100(4) and (6), requiring an applicant have
supporting information that indicates the use of the mixing zone shall not result in the loss of sensitive or important habitat,
substantially interfere with the existing or characteristic uses of the water body, result in damage to the ecosystem, or adversely affect
public health. The mixing zone is authorized only after the activity has received all other necessary local and state permits and
approvals, and after the implementation of appropriate best management practices to avoid or minimize disturbance of in -place
sediments and exceedances of the turbidity criteria. Within the mixing zone, the turbidity standard is waived, and all other applicable
water quality standards shall remain in effect. The mixing zone is defined as follows:
1) For waters up to 10 cfs flow at time of construction, the point of compliance shall be 100-feet downstream of project
activities.
2) For waters above 10 cfs up to 100 cfs flow at time of construction, the point of compliance shall be 200-feet downstream
of project activities.
3) For waters above 100 cfs flow at the time of construction, the point of compliance shall be 300 feet downstream of
project activities.
4) For projects working within or along lakes, ponds, wetlands, estuaries, marine waters or other non -flowing waters, the
point of compliance shall be at a radius of 150-feet from the activity causing the turbidity exceedance.
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043
GUIDANCE FOR COMPLETION OF DRAWINGS
General Information. Three types of illustrations are needed to properly depict the proposed activity: Vicinity Map, Plan View, and
Cross -Sectional View. Drawings to scale should be prepared using clear printing, black ink, and the fewest number of sheets possible.
Include the scale. The importance of clear accurate drawings cannot be overstated. At a minimum, drawings must contain the
following information; other information may be required depending on project type. If you have questions regarding completing the
drawings, call the appropriate agency.
1. Vicinity Map. A copy of a county or city road map, or a U.S. Geological Survey topographic map may be used. Include:
a. North arrow.
b. Name of waterbody (and river mile if appropriate).
C. Location of the proposed activity (indicate with a circle, arrow, X, or similar symbol).
d. Provide latitude and longitude of the site to the nearest second.
e. Provide directions to the site.
2. Plan View. This drawing illustrates the proposed project area as if you were looking down at the site from overhead.
a. North arrow.
b. Name of waterbody and direction of water flow.
C. Location of existing shoreline.
Tidal Waters: Show the Ordinary High, Mean High, Mean Low, Mean Higher High, and Mean Lower Low Water
Marks or Lines, and/or wetland boundaries. Indicate elevation above datum.
Non -tidal waters: Show the Ordinary High Water Mark or Line, Meander Line, and/or wetland boundary.
d. Dimensions of the activity or structure and impervious surfaces, distance from property lines, and the distance it
extends into the waterbody beyond the Ordinary High, Mean High, Mean Higher High, and Mean Low Water Mark or
Line, and/or wetland boundaries, as appropriate.
e. For Corps permits, indicate the distance to Federal projects and/or navigation channels (if applicable). To ascertain,
call the Corps Regulatory Branch Office at (206) 764-3495.
f. Show existing structures on subject and adjoining properties.
g. Indicate adjoining property ownership.
h. If fill material is to be placed, identify the type of material, amount of material (cubic yards), and area to be filled
(acres).
i. If project involves dredging, identify the type of material, amount of material (cubic yards), area to be dredged,
method of dredging, and location of disposal site. Dredging in areas shallower than -10 feet needs to be clearly
identified on drawings.
j. Identify any part of the activity that has been completed.
k. Indicate types and location of aquatic, wetland, riparian and upland vegetation.
I. Erosion control measures, stabilization of disturbed areas, etc.
M. Utilities, including water, sanitary sewer, power and stormwater conveyance systems (e.g., bioswales).
n. Indicate stormwater discharge points.
o. Proposed landscaping where applicable (for complex landscape plans, please attach a separate drawing).
p. Where applicable, plans for development of areas on or off site as mitigation for impacts associated with the
proposal.
q. On all variance applications the plans shall clearly indicate where development could occur without approval
of a variance, the physical features and circumstances on the property that provide a basis for the request, and the
location of adjacent structures and uses.
3. Cross -Sectional View. This drawing illustrates the proposed activity as if it were cut from the side and/or front. Include:
a. Location of water lines.
Tidal Waters: Show the Ordinary High, Mean High, Mean Higher High, and Mean Lower Low Water Marks or Lines,
and/or wetland boundary.
Non -tidal waters: Show the Ordinary High Water Mark or Line, and/or wetland boundary.
b. Water depth or tidal elevation at waterward face of project.
C. Dimensions of the activity or structure, and the distance it extends into the waterbody beyond the Ordinary High, the
Mean High, the Mean Higher High and Mean Low Water Mark or Line, and/or wetland boundaries.
d. Indicate dredge and/or fill grades as appropriate.
e. Indicate existing and proposed contours and elevations.
f. Indicate types and location of aquatic, wetland, and riparian vegetation present on site.
g. Indicate type and location of material used in construction and method of construction.
h. Indicate height of structure.
4. Clearance and Elevations. Applies to Coast Guard Bridge Permits only.
a. Vertical clearance measured from Mean Higher (tidal waters) or Ordinary High (non -tidal water).
b. Horizontal clearance between piers or pilings.
C. Bottom elevation of the waterway at the bridge.
DARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043
AGENCY CONTACTS
Below is a list of agencies to which a copy of the Joint Application may be sent, and which permit each agency issues. Technical
assistance and information is also available from these offices.
State of Washington Office of Permit Assistance
Office of Permit Assistance
300 Desmond Drive, Lacey
Post Office Box 47600
Olympia, WA 98504-7600
Department of the Army Permit (Section 404 or Section 10)
U.S. Army Corps of Engineers,
Seattle District
Regulatory Branch
Post Office Box 3755
Seattle, WA 98124-2255
U.S. Army Corps of Engineers
Eastern Washington Information
P.O. Box 273
Chattaroy, WA 99003-0273
U.S. Army Corps of Engineers
Central Washington Information
P.O. Box 2829
Chelan, WA 98816-2829
U.S. Army Corps of Engineers
Southwest Washington Information
2108 Grand Blvd
Vancouver, WA 98661
Department of Ecology Permits — 401 Water Quality Certification
Washington State Department of Ecology — Headquarters
300 Desmond Drive, Lacey
Post Office Box 47600
Olympia, WA 98504-7600
Central Region
15 West Yakima Avenue, Ste 200
Yakima, WA 98902-3401
Eastern Region
4601 North Monroe, Suite 202
Spokane, WA 99205-1295
Northwest Region
3190 - 160th Avenue S.E.
Bellevue, WA 98008-5452
Southwest Region
Mailing Address:
P.O. Box 47775
Olympia, WA 98504-7775
Physical Address:
300 Desmond Drive
Lacey, WA 98504
FAX (425) 649-7098
Telephone 1-800-917-0043 or (360) 407-7037
Fax (360) 407-6904
Telephone (206) 764-3495
FAX (206) 764-6602
Telephone (509) 238-4570
FAX (509) 238-4570
Telephone (509) 682-7010
FAX (509) 682-7710
Telephone (360) 750-9046 or (360) 694-1171
Fax (360) 750-9307
Telephone (360) 407-6000
Telephone (509) 575-2490
FAX (509) 575-2809
Telephone (509) 456-2926
FAX (509) 456-6175
Telephone (425) 649-7000
Telephone (360) 407-6300
FAX (360) 407-6305
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043 2
Department of Fish and Wildlife (Hydraulic Project Approval) - Submit 3 copies of the JARPA application to Regional offices. Contact
regional offices for questions or assistance.
Headquarters
Washington State Department of Fish and Wildlife Telephone (360) 902-2200
600 Capitol Way North TDD (360) 902-2207
Olympia, Washington 98501-1091 FAX (360) 902-2230
Region 1 (Pend Oreille, Ferry, Stevens, Spokane, Lincoln, Whitman, Columbia, Garfield, Asotin, and Walla Walla Counties)
Washington State Department of Fish and Wildlife Telephone (509) 456-4082
8702 North Division Street FAX (509) 456-4071
Spokane, WA 99218-1199
Region 2 (Okanogan, Douglas, Grant, Adams, and Chelan Counties)
Washington State Department of Fish and Wildlife
Telephone (509) 754-4624
1550 Alder Street NW
FAX (509) 754-5257
Ephrata, WA 98823-9699
Region 3 (Franklin, Kittitas, Yakima, and Benton Counties)
Washington State Department of Fish and Wildlife
Telephone (509) 575-2740
1701 South 24th Avenue
FAX (509) 575-2474
Yakima, WA 98902-5720
Region 4 (Whatcom, Skagit, Snohomish, King, Island, and San Juan Counties)
Washington State Department of Fish and Wildlife
Telephone (425) 775-1311
16018 Mill Creek Boulevard
FAX (425) 338-1066
Mill Creek, WA 98012-1296
Region 5 (Lewis, Wahkiakum, Cowlitz, Skamania, Clark, and Klickitat Counties)
Washington State Department of Fish and Wildlife
Telephone (360) 696-6211
2108 Grand Blvd.
FAX (360) 906-6776
Vancouver, WA 98661-4624
Region 6 (Pacific, Pierce, Thurston, Grays Harbor, Mason, Jefferson, Clallam, and Kitsap Counties)
Washington State Department of Fish and Wildlife
Telephone (360) 249-4628
48 Devonshire Road
FAX (360) 664-0689
Montesano, WA 98563-9618
Local Government (Shoreline Management Act Approval)
Appropriate City or County Planning, Building, or Community Development
Department
Natural Resources Conservation Service (NRCS), formerly Soil Conservation Service (SCS) for information regarding activities on
agricultural land
NRCS Telephone (509) 323-2900
West 316 Boone Avenue, Suite 450
Spokane, WA 99201-2348
Coast Guard (Section 9 Bridge Permit)
Commander 13th Coast Guard District (OAN) Telephone (206) 220-7282
915 Second Avenue
Seattle, WA 98174-1067
Attn: Austin Pratt
Department of Natural Resources, Aquatic Resources Authorization to use bedlands, tidelands, or shorelands of navigable waters.
Central Region
Northwest Region
Southwest Region
South Puget Sound Region
Northeast Region
Southeast Region
Olympic Region
Headquarters
Telephone (360) 748-2383
Telephone (360) 856-3500
Telephone (360) 577-2025
Telephone (360) 825-1631
Telephone (509) 684-7474
Telephone (509) 925-8510
Telephone (360) 374-6131
Telephone (360) 902-1000
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043
AGENCY USE ONLY
AgencyReferenee.#: Date Received ,
Circulated by. (IocaCgovt or agency)
JOINT AQUATIC RESOURCES PERMIT APPLICATION FORM (DARPA)
(for use in Washington State)
M
PLEASE TYPE OR PRINT IN BLACK INK O
❑ Application for a Fish Habitat Enhancement Project per requirements of RCW 77.55.290. You must submit a copy
of this completed JARPA application form and the (Fish Habitat Enhancement JARPA Addition) to your local
Government Planning Department and Washington Department of Fish & Wildlife Area Habitat Biologist on the same day.
NOTE: LOCAL GOVERNMENTS — You must submit any comments on these projects to WDFW within 15 working days.
Based on the instructions provided, I am sending copies of this application to the following: (check all that apply)
❑ Local Government for shoreline: ❑ Substantial Development ❑ Conditional Use ❑ Variance ❑ Exemption ❑ Revision
❑ Floodplain Management ❑ Critical Areas Ordinance
Washington Department of Fish and Wildlife for HPA (Submit 3 copies to WDFW Region)
❑ Washington Department of Ecology for 401 Water Quality Certification (to Regional Office -Federal Permit Unit)
❑ Washington Department of Natural Resources for Aquatic Resources Use Authorization Notification
❑ Corps of Engineers for: ❑ Section 404 ❑ Section 10 permit
❑ Coast Guard for General Bridge Act Permit
❑ For Department of Transportation projects only: This project will be designed to meet conditions of the most current Ecology/Department of
Transportation Water Quality Implementing Agreement
SECTION A - Use for all permits covered by this application. Be sure to ALSO complete Section C (Signature Block) for all permit applications.
1. APPLICANT
City of Renton, Attn: John Hobson
MAILING ADDRESS
1055 S. Grady Way
WORK PHONE E-MAIL ADDRESS
HOME PHONE
FAX #
425-430-7279 jhobson@ci.renton.wa.us
N/A
425-430-7241
If an agent is acting for the applicant during the permit process, complete #2. Be sure agent signs Section C (Signature Block) for all permit
applications
2. AUTHORIZED AGENT
MAILING ADDRESS
WORK PHONE E-MAIL ADDRESS
HOME PHONE
FAX #
3. RELATIONSHIP OF APPLICANT TO PROPERTY: ❑ OWNER ❑ PURCHASER ❑ LESSEE ❑ OTHER:
4. NAME, ADDRESS, AND PHONE NUMBER OF PROPERTY OWNER(S), IF OTHER THAN APPLICANT:
None
5. LOCATION (STREET ADDRESS, INCLUDING CITY, COUNTY AND ZIP CODE, WHERE PROPOSED ACTIVITY EXISTS OR WILL OCCUR)
% mile up stream of the intersection of NE 271h St, 121f PI SE Renton, WA 98056 and Honey Creek.
LOCAL GOVERNMENT WITH JURISDICTION (CITY OR COUNTY) City Of Renton
WATERBODY YOU ARE WORKING IN
TRIBUTARY OF
WRIA #
Honey Creek
May Creek
8
IS THIS WATERBODY ON THE 303(d) LIST? YES ❑ NO ■
IF YES, WHAT PARAMETER(S)?
http:/hvNvw.ecy.wa.goy/programs/wg/links/iMpaired Wtrs.html WEBSITEFOR303d
LIST
% SECTION
SECTION
TOWNSHIP
RANGE
GOVERNMENT LOT
SHORELINE DESIGNATION
NW
4
23N
5E
None
LATITUDE &LONGITUDE:
ZONING DESIGNATION
Resource Conservation
TAX PARCEL NO:
DNR STREAM TYPE, IF KNOWN
0423059336
None
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043 1
6. DESCRIBE THE CURRENT USE OF THE PROPERTY, AND STRUCTURES EXISTING ON THE PROPERTY. HAVE YOU COMPLETED ANY PORTION OF THE PROPOSED ACTIVITY ON THIS
PROPERTY? ■ YES ❑ NO FOR ANY PORTION OF THE PROPOSED ACTIVITY ALREADY COMPLETED ON THIS PROPERTY, INDICATE MONTH AND YEAR OF COMPLETION.
The site currently contains 12" sanitary sewer main and an access road to maintain the system. Previous repair projects for the access road have taken
place during the summer (June -September) of 1993 and a second during the summer (June -September) of 1994 under WDFW HPA Control No. 00-58234-
02 and Dept. of Ecology Order No. DE 93WQ-N215. This project is intended for an emergency repair and armoring of a portion of the stream bank prior to
the winter rainy season. The access road also serves as a biking, jogging and walking trail.
IS THE PROPERTY AGRICULTURAL LAND? ❑ YES ■ NO ARE YOU A USDA PROGRAM PARTICIPANT? ❑ YES ■ NO
7a. DESCRIBE THE PROPOSED WORK THAT NEEDS AQUATIC PERMITS: COMPLETE PLANS AND SPECIFICATIONS SHOULD BE PROVIDED FOR ALL WORK WATERWARD OF THE ORDINARY
HIGH WATER MARK OR LINE, INCLUDING TYPES OF EQUIPMENT TO BE USED. IF APPLYING FOR A SHORELINE PERMIT, DESCRIBE ALL WORK WITHIN AND BEYOND 200 FEET OF THE
ORDINARY HIGH WATER MARK. IF YOU HAVE PROVIDED ATTACHED MATERIALS TO DESCRIBE YOUR PROJECT, YOU STILL MUST SUMMARIZE THE PROPOSED WORK HERE. ATTACH
A SEPARATE SHEET IF ADDITIONAL SPACE IS NEEDED.
Vegetation that has fallen into the creek from the west bank has directed creek flows into the east bank just downstream of an existing rockery. The existing
rockery was installed in the summer of 1993 to armor the eastern creek bank and protect the access road above. Do to the current diversion of the creek's
flows, an area on the east bank of the creek which measures 3 to 4 foot wide and 50 foot long has been eroded. The eastern bank of the creek is also the
western edge of the access road. There is an existing 12" sanitary sewer main located within the access road. Further eroding of the bank could jeopardize
the integrity of the sanitary sewer main.
The project proposes to install approximately 50 linear feet of 6-8 foot high rockery to the downstream end of the existing rockery (on the eastern creek
bank) to armor the creek bank and restoration of that portion of access road that was washed away. The proposed rockery will be placed to match into the
existing rockery.
PREPARATION OF DRAWINGS: SEE SAMPLE DRAWINGS AND GUIDANCE FOR COMPLETING THE DRAWINGS. ONE SET OF ORIGINAL OR GOOD QUALITY REPRODUCIBLE DRAWINGS
MUST BE ATTACHED. NOTE: APPLICANTS ARE ENCOURAGED TO SUBMIT PHOTOGRAPHS OF THE PROJECT SITE, BUT THESE DO NOT SUBSTITUTE FOR DRAWINGS. THE CORPS OF
ENGINEERS AND COAST GUARD REQUIRE DRAWINGS ON 8-112 X 11 INCH SHEETS. LARGER DRAWINGS MAYBE REQUIRED BY OTHER AGENCIES.
7b. DESCRIBE THE PURPOSE OF THE PROPOSED WORK AND WHY YOU WANT OR NEED TO PERFORM IT AT THE SITE. PLEASE EXPLAIN ANY SPECIFIC NEEDS THAT HAVE INFLUENCED
THE DESIGN.
The existing access road contains a 12" sanitary sewer main. This access road is the only way for the City's maintenance crews to access and maintain
this facility. The purpose of this project is to protect the access road and the sanitary sewer within it to prevent any pipe failure and sewage discharge in the
event of a total road washout during heavy rains.
The design of the rockery is identical to the original plans for the 1993 Honey Creek Access Road Restoration project. The portions of the access road and
creek that were stabilized during 1993 project are still intact and functioning as designed.
7c. DESCRIBE THE POTENTIAL IMPACTS TO CHARACTERISTIC USES OF THE WATER BODY. THESE USES MAY INCLUDE FISH AND AQUATIC LIFE, WATER QUALITY, WATER SUPPLY,
RECREATION, and AESTHETICS. IDENTIFY PROPOSED ACTIONS TO AVOID, MINIMIZE, AND MITIGATE DETRIMENTAL IMPACTS, AND PROVIDE PROPER PROTECTION OF FISH AND
AQUATIC LIFE. IDENTIFY WHICH GUIDANCE DOCUMENTS YOU HAVE USED. ATTACH A SEPARATE SHEET IF ADDITIONAL SPACE IS NEEDED.
The new rockery will provide stability to the creek bank and minimize mass wasting and the related inputs of sand and soil to the creek. Aesthetically, the
new rockery will match into the existing rockery which has been overgrown with native vegetation, and thereby blend into the surrounding area.
7d. FOR IN WATER CONSTRUCTION WORK, WILL YOUR PROJECT BE IN COMPLIANCE WITH THE STATE OF WASHINGTON WATER QUALITY STANDARDS FOR TURBIDITY
WAC 173.201 A-1 10? ■ YES ❑ NO (SEE USEFUL DEFINITIONS AND INSTRUCTIONS)
8. WILL THE PROJECT BE CONSTRUCTED IN STAGES? ❑ YES ■ NO
PROPOSED STARTING DATE: As soon as possible
ESTIMATED DURATION OF ACTIVITY: 5 working days
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043
9. CHECK IF ANY TEMPORARY OR PERMANENT STRUCTURES WILL BE PLACED:
■ WATERWARD OF THE ORDINARY HIGH WATER MARK OR LINE FOR FRESH OR TIDAL WATERS: AND/OR
❑WATERWARD OF MEAN HIGHER HIGH WATER LINE IN TIDAL WATERS
10. WILL FILL MATERIAL (ROCK, FILL, BULKHEAD, OR OTHER MATERIAL) BE PLACED:
■ WATERWARD OF THE ORDINARY HIGH WATER MARK OR LINE FOR FRESH WATERS? IF YES, VOLUME (CUBIC YARDS) 15 /AREA .002 (ACRES)
❑ WATERWARD OF THE MEAN HIGHER HIGH WATER FOR TIDAL WATERS?
IF YES, VOLUME (CUBIC
11. WILL MATERIAL BE PLACED IN WETLANDS? ❑ YES S NO
IF YES:
A. IMPACTED AREA IN ACRES:
B. HAS A DELINEATION BEEN COMPLETED? IF YES, PLEASE SUBMIT WITH APPLICATION. ❑ YES ❑ NO
C. HAS A WETLAND REPORT BEEN PREPARED? IF YES, PLEASE SUBMIT WITH APPLICATION. ❑ YES ❑ NO
D. TYPE AND COMPOSITION OF FILL MATERIAL (E.G., SAND, ETC.):
E. MATERIAL SOURCE:
F. LIST ALL SOIL SERIES (TYPE OF SOIL) LOCATED AT THE PROJECT SITE, & INDICATE IF THEY ARE ON THE COUNTY'S LIST OF HYDRIC SOILS. SOILS INFORMATION CAN BE OBTAINED
FROM THE NATURAL RESOURCES CONSERVATION SERVICE (NRCS):
G. WILL PROPOSED ACTIVITY CAUSE FLOODING OR DRAINING OF WETLANDS? ❑ YES ❑ NO
IF YES, IMPACTED AREA IS _ ACRES OFDRAINED WETLANDS.
NOTE: If your project will impact greater than'/, of an acre of wetland, submit a mitigation plan to the Corps and Ecology for approval along with the JARPA form
NOTE. a 401 water quality certdication will be required from Ecology in addition to an approved mitigation plan B your project impacts wetlands that are. a) greater than % acre in size, or
b) tidal wetlands or wetlands adjacent to tidal water. Please submit the JARPA form and mitigation plan to Ecology for an individual 401 certification d a) or b) applies.
12. STORMWATER COMPLIANCE FOR NATIONWIDE PERMITS ONLY.
THIS PROJECT IS (OR WILL BE) DESIGNED TO MEET ECOLOGY'S MOST CURRENT STORMWATER MANUAL, OR AN ECOLOGYAPPROVED LOCAL STORMWATER MANUAL ❑ YES ❑ NO
IF YES — WHICH MANUAL WILL YOUR PROJECT BE DESIGNED TO MEET
If NO —FOR CLEAN WATER ACT SECTION 401 AND 404 PERMITS ONLY— PLEASE SUBMITTO ECOLOGY FOR APPROVAL, ALONG WITH THIS JARPA APPLICATION, DOCUMENTATION THAT
DEMONSTRATES THE STORMWATER RUNOFF FROM YOUR PROJECTOR ACTIVITY WILL COMPLY WITH THE WATER QUALITY STANDARDS, WAC 173.201(A)
13. WILL EXCAVATION OR DREDGING BE REQUIRED IN WATER OR WETLANDS? ■ YES ONO
IF YES:
A. VOLUME: 15 (CUBIC YARDS) /AREA .005 (ACRES)
B. COMPOSITION OF MATERIAL TO BE REMOVED: Stream Channel/bank fill materials, some sand and gravel from streambed.
C. DISPOSAL SITE FOR EXCAVATED MATERIAL: OffSite location determined by Contractor during Construction
D. METHOD OF DREDGING: Trackhoe Excavation
14. HAS THE STATE ENVIRONMENTAL POLICY ACT (SEPA) BEEN COMPLETED? 8 YES ❑ NO
SEPA LEAD AGENCY: City Of Renton SEPA DECISION: DNS, MDNS, EIS, ADOPTION, EXEMPTION DECISION DATE (END OF COMMENT PERIOD):
SUBMIT A COPY OF YOUR SEPA DECISION LETTER TO WDFW AS REQUIRED FOR A COMPLETE APPLICATION
15. LIST OTHER APPLICATIONS, APPROVALS, OR CERTIFICATIONS FROM OTHER FEDERAL, STATE OR LOCAL AGENCIES FOR ANY STRUCTURES, CONSTRUCTION, DISCHARGES, OR OTHER
ACTIVITIES DESCRIBED IN THE APPLICATION (I.E., PRELIMINARY PLAT APPROVAL, HEALTH DISTRICT APPROVAL, BUILDING PERMIT, SEPA REVIEW, FEDERAL ENERGY REGULATORY
COMMISSION LICENSE (FERC), FOREST PRACTICES APPLICATION, ETC.) ALSO INDICATE WHETHER WORK HAS BEEN COMPLETED AND INDICATE ALL EXISTING WORK ON DRAWINGS.
NOTE: FOR USE WITH CORPS NATIONWIDE PERMITS, IDENTIFY WHETHER YOUR PROJECT HAS OR WILL NEED AN NPDES PERMIT FOR DISCHARGING WASTEWATER AND/OR STORMWATER.
TYPE OF APPROVAL
ISSUING AGENCY
IDENTIFICATION
DATE OF APPLICATION
DATE APPROVED
COMPLETED?
NO.
EPA Exempt under maintenance purposes
City of Renton
16. HAS ANY AGENCY DENIED APPROVAL FOR THE ACTIVITY YOU'RE APPLYING FOR OR FOR ANY ACTIVITY DIRECTLY RELATED TO THE ACTIVITY DESCRIBED
HEREIN? ❑ YES ! NO IF YES, EXPLAIN:
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043
c C/"TIl111/ o it— r ci. u. 4 r nm of FnnPnnPrs nprmlt5 nniv,
JGV I /V/� I:.l - VJc IV/ VI/vl clli•c ••••� vvI.•.• ... �..'...��. � r_. ....__ _J�
17a. TOTAL COST OF PROJECT. THIS MEANS THE FAIR MARKET VALUE OF THE PROJECT, INCLUDING MATERIALS, LABOR, MACHINE RENTALS, ETC.
$40,000
17b. IF A PROJECT OR ANY PORTION OF A PROJECT RECEIVES FUNDING FROM A FEDERAL AGENCY, THAT AGENCY IS RESPONSIBLE FOR ESA CONSULTATION. PLEASE INDICATE IF YOU
ILL RECEIVE FEDERAL FUNDS AND WHAT FEDERAL AGENCY IS PROVIDING THOSE FUNDS. SEE INSTRUCTIONS FOR INFORMATION ON ESA"
EDERAL FUNDINIG O YES ENO IF YES, PLEASE LIST THE FEDERAL AGENCY
18. LOCAL GOVERNMENT WITH JURISDICTION:
City of Renton
19. FOR CORPS, COAST GUARD, AND DNR PERMITS, PROVIDE NAMES, ADDRESSES, AND TELEPHONE NUMBERS OF ADJOINING PROPERTY OWNERS, LESSEES, ETC...
PLEASE NOTE: SHORELINE MANAGEMENT COMPLIANCE MAY REQUIRE ADDITIONAL NOTICE— CONSULT YOUR LOCAL GOVERNMENT.
NAME
ADDRESS
PHONE NUMBER
ri.rl�u n ra.:_ .. ., w Icr L.... .....lese�l fnr anv normif rnva►a/f by this aDDIICatIOn
JC{.. I IVIr �! � / IIIJ JC4 UVII IIIVJ I uc YVIIII./c sa.v •v v.� I....• •.... �... �. �- -J ----- -I-I-
0. APPLICATION IS HEREBY MADE FOR A PERMIT OR PERMITS TO AUTHORIZE THE ACTIVITIES DESCRIBED HEREIN. I CERTIFY THAT I AM FAMILIAR WITH THE
INFORMATION CONTAINED IN THIS APPLICATION, AND THAT TO THE BEST OF MY KNOWLEDGE AND BELIEF, SUCH INFORMATION IS TRUE, COMPLETE, AND
CCURATE. I FURTHER CERTIFY THAT I POSSESS THE AUTHORITY TO UNDERTAKE THE PROPOSED ACTIVITIES. I HEREBY GRANT TO THE AGENCIES TO WHICH
IS MADE, THE RIGHT TO ENTER THE ABOVE -DESCRIBED LOCATION TO INSPECT THE PROPOSED, IN -PROGRESS OR COMPLETED WORK. I
HIS APPLICATION
AGREE TO ST RT WORK O. AFTER ALL NECESSARY PERMITS HAVE BEEN RECEIVED.
SIGNAT E P SIC
ATE
SIGNAT E F AUTHORIZED AGENT
ATE
DATE
I HEREBY DESIGNATE
TO ACT AS MY AGENT IN MATTERS RELATED TO THIS APPLICATION FOR PERMIT(S). I UNDERSTAND THAT IF A FEDERAL PERMIT IS ISSUED,
I MUST SIGN THE PERMIT.
SIGNATURE OF APPLICANT DATE
SIGNATURE OF LANDOWNER (EXCEPT PUBLIC ENTITY LANDOWNERS, E.G. DNR)
THIS APPLICATION MUST BE SIGNED BY THE APPLICANT AND THE AGENT, IF AN AUTHORIZED AGENT IS DESIGNATED.
18 U. S.0 §1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United states knowingly tatstnes, conceals, or covers up uy any u—, x , - --c a
material fact or makes any false, fictitious, or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious, or fraudulent statement or
entry, shall be fined not more than $10,000 or imprisoned not more than 5 years or both.
These Agencies are Equal Opportunity and Affirmative Action employers.
For special accommodation needs, please contact the appropriate agency in the instructions.
JARPA, Revised 7/02 Contact the State of Washington Office of Permit Assistance for latest version, 360/407-7037 or 800/917-0043 4
John Hobson Honey Creek Access Road Repair Page 1
From:
Jason Jordan
To:
Hobson, John
Date:
08/02/2004 2:44:03 PM
Subject:
Honey Creek Access Road Repair
John - per our discussions, the City's Development Services Division has determined that no additional
land use/environmental permits are required for the project. Specifically, WAC 197-11-800(3) and RMC
4-4-130C3 exempt maintenance and repair of existing private and public utilities. Please let me know if
you have any other comments or questions.
Regards,
Jason E. Jordan, AICP
Senior Planner
City of Renton Development Services Division
1055 South Grady Way
Renton, WA 98055
(425) 430-7219
jjordan@ci.renton.wa.us
1i.'��L7►��S�DD
Page 84 of 128
(a) The construction or designation of bus stops, loading zones, shelters, access facilities and pull-
out lanes for taxicabs, transit and school vehicles.
(b) The construction and/or installation of commercial on -premise signs, and public signs and
signals.
(c) The construction or installation of minor road and street improvements such as pavement
marking, freeway surveillance and control systems, railroad protective devices (not including grade -
separated crossings), grooving, glare screen, safety barriers, energy attenuators, transportation
corridor landscaping (including the application of Washington state department of agriculture
approved herbicides by licensed personnel for right of way weed control as long as this is not within
watersheds controlled for the purpose of drinking water quality in accordance with WAC 248-54-
660), temporary traffic controls and detours, correction of substandard curves and intersections within
existing rights of way, widening of a highway by less than a single lane width where capacity is not
significantly increased and no new right of way is required, adding auxiliary lanes for localized
purposes, (weaving, climbing, speed change, etc.), where capacity is not significantly increased and
no new right of way is required, channelization and elimination of sight restrictions at intersections,
street lighting, guard rails and barricade installation, installation of catch basins and culverts, and
reconstruction of existing roadbed (existing curb -to -curb in urban locations), including adding or
widening of shoulders, addition of bicycle lanes, paths and facilities, and pedestrian walks and paths,
but not including additional automobile lanes.
(d) Grading, excavating, filling, septic tank installations, and landscaping necessary for any
building or facility exempted by subsections (1) and (2) of this section, as well as fencing and the
construction of small structures and minor facilities accessory thereto.
(e) Additions or modifications to or replacement of any building or facility exempted by
subsections (1) and (2) of this section when such addition, modification or replacement will not
change the character of the building or facility in a way that would remove it from an exempt class.
(f) The demolition of any structure or facility, the construction of which would be exempted by
subsections (1) and (2) of this section, except for structures or facilities with recognized historical
significance.
(g) The installation of impervious underground tanks, having a capacity of 10,000 gallons or less.
(h) The vacation of streets or roads.
(i) The installation of hydrological measuring devices, regardless of whether or not on lands
covered by water.
0) The installation of any property, boundary or survey marker, other than fences, regardless of
whether or not on lands covered by water.
(3) Repair, remodeling and maintenance activities. The following activities shall be
categorically exempt: The repair, remodeling, maintenance, or minor alteration of existing private or
public structures, facilities or equipment, including utilities, involving no material expansions or
changes in use beyond that previously existing; except that, where undertaken wholly or in part on
http://www.leg.wa.../index.cfin?fuseaction=chapter&chapter=197-11&RequestTimeout=50 07/22/2004
1
-,4-13OC3
WAC1197 = 11-CHAPTER _ .w......_..� ,_::...... . _ PagF85 of-128-_ ...
lands covered by water, only minor repair or replacement of structures may be exempt (examples
include repair or replacement of piling, ramps, floats, or mooring buoys, or minor repair, alteration, or
maintenance of docks). The following maintenance activities shall not be considered exempt under
this subsection:
(a) Dredging;
(b) Reconstruction/maintenance of groins and similar shoreline protection structures; or
(c) Replacement of utility cables that must be buried under the surface of the bedlands.
Repair/rebuilding of major dams, dikes, and reservoirs shall also not be considered exempt under this
subsection.
(4) Water rights. Appropriations of one cubic foot per second or less of surface water, or of 2,250
gallons per minute or less of ground water, for any purpose. The exemption covering not only the
permit to appropriate water, but also any hydraulics permit, shoreline permit or building permit
required for a normal diversion or intake structure, well and pumphouse reasonably necessary to
accomplish the exempted appropriation, and including any activities relating to construction of a
distribution system solely for any exempted appropriation.
(5) Purchase or sale of real property. The following real property transactions by an agency
shall be exempt:
(a) The purchase or acquisition of any right to real property.
(b) The sale, transfer or exchange of any publicly owned real property, but only if the property is
not subject to an authorized public use.
(c) The lease of real property when the use of the property for the term of the lease will remain
essentially the same as the existing use, or when the use under the lease is otherwise exempted by this
chapter.
(6) Minor land use decisions. The following land use decisions shall be exempt:
(a) Except upon lands covered by water, the approval of short plats or short subdivisions pursuant
to the procedures required by RCW 58.17.060, but not including further short subdivisions or short
platting within a plat or subdivision previously exempted under this subsection.
(b) Granting of variances based on special circumstances, not including economic hardship,
applicable to the subject property, such as size, shape, topography, location or surroundings and not
resulting in any change in land use or density.
(c) Classifications of land for current use taxation under chapter 84.34 RCW, and classification
and grading of forest land under chapter 84.33 RCW.
(7) Open burning. Opening burning and the issuance of any license for open burning shall be
exempt. The adoption of plans, programs, objectives or regulations by any agency incorporating
general standards respecting open burning shall not be exempt.
http://www.leg.wa.../index.cfin?fuseaction=chapter&chapter=197-11&RequestTimeout=50 07/22/2004
HONEY CREEK ACCESS ROAD BANK REPAIR
The City of Renton needs to repair the existing Honey Creek Access Road. The road was
damaged during high runoff from Honey Creek during the winter of 2003/2004. The damage is a
result of fallen vegetation. The fallen vegetation directed the water flows into the east bank of the
creek which washed out a portion of the bank approximately 50 feet long and 3-4 feet in width.
The east bank of Honey Creek is also the west side of the access road. This access road contains
an existing 12" HDPE sanitary sewer main. The creek bank/road edge needs to be repaired to
reduce the chance of future storm flows eroding more of the road and therefore endangering the
sanitary sewer. A failure of the sanitary sewer main could result in discharge of wastewater to
Honey Creek. This repair needs to be completed within the fisheries window of July to August
31, 2004.
A ON ODA a Sri
REMOM ►1rMol/!1no] 1■Mil I[o
III
A
t"'R
Kathy Keolker-Wheeler, Mayor
August 4, 2004
US Army Corps of Engineers
Seattle District
Regulatory Branch
PO Box 3755
Seattle, WA 98124-2255
CITY OF RENTON
Planning/Building/PublicWorks Department
Gregg Zimmerman P.E., Administrator
Copy
SUBJECT: HONEY CREEK EMERGENCY ROAD REPAIR AND BANK
STABILIZATON
Dear Jarpa Reviewer:
The City of Renton is seeking permits to stabilize a 50-foot portion of the east bank of Honey
Creek that was eroded by the redirection of creek flows caused by fallen vegetation. This erosion
has damaged an access road that contains a 12" sanitary sewer main. The City desires to
complete this work, prior to the winter rainy season, to prevent the possibility of a complete road
failure and potential breakage of the sanitary sewer main.
The City of Renton has issued a determination of exemption from SEPA for this repair project.
If you have any questions, please contact me at 425-430-7279 or by fax at 425-430-7241.
V
Wastewater Utility
Enclosures
HA\File Sys\WWP - WasteWater\WWP-03-0000 Correspondence - Wastewater\JohnH\Honey Creek Repair\HoneyfLeeklarpaletter-
1055 South Grady Way - Renton, Washington 98055 1 k L.' IN 1 v 1 N
® This paper contains 50 % recycled material, 30 % post consumer AHEAD OF THE CURVE
"R
CITY OF RENTON
Planning/Building/PublicWorks Department
Kathy Keotker-Wheeler, Mayor Gregg Zimmerman P.E., Administrator
August 4, 2004 coply
Washington State Department of Fish and Wildlife
16018 Mill Creek Blvd
Mill Creek, WA 98012-1296
SUBJECT: HONEY CREEK EMERGENCY ROAD REPAIR AND BANK
STABILIZATON
Dear Jarpa Reviewer:
The City of Renton is seeking permits to stabilize a 50-foot portion of the east bank of Honey
Creek that was eroded by the redirection of creek flows caused by fallen vegetation. This erosion
has damaged an access road that contains a 12" sanitary sewer main. The City desires to
complete this work, prior to the winter rainy season, to prevent the possibility of a complete road
failure and potential breakage of the sanitary sewer main.
The City of Renton has issued a determination of exemption from SEPA for this repair project.
If you have any questions, please contact me at 425-430-7279 or by fax at 425-430-7241.
Si rely
i
J hn Hobson
Wastewater Utility
Enclosures
HAFile Sys\WWP - WasteWater\WWP-03-0000 Correspondence - Wastewater\JohnH\Honey Creek
Repor\HoneyCreeklamaletter.doc\IHtp R E N T O N
1055 South Grady Way - Renton, Washington 98055
® This paper contains 50 /6 recycled material, 30 % post consumer AHEAD OF THE CURVE
j n Hobson - Re: City of Renton - Honey Creek Page 1
From: "Stewart Reinbold" <reinbsgr@dfw.wa.gov>
To: <bburke@adolfson.com>, <reinbsgr@dfw.wa.gov>
Date: 09/07/2004 7:53:31 AM
Subject: Re: City of Renton - Honey Creek
Looks good
Stewart Reinbold
Stewart G. Reinbold
WDFW
c/o DOE
3190 160th Avenue South East
Bellevue, Washington 98008
425-649-4423
Fax: 425-649-7098
Cell: 425-301-9081
>>> "Benn Burke" <bburke@adolfson.com> 09/03/04 03:28PM >>>
Stewart,
Please find the attached stabilization plan for the City of Renton's Honey Creek stabilization project. We
have developed this plan based on our understandings of your discussion with Dave Christensen with the
City of Renton's Utility System's Division and subsequent conversations with Dave and the contractor
on -site.
One item that I wanted to call your attention to is that we have modified the deflector log and log toe
design you and Dave discussed. We understood that you originally discussed a root wad as a deflector
and a log toe along the restored bank.
In later discussions with the contractor, There was concern that it would be difficult to assure that the
deflector would not shift under flood conditions or in the event of another slide on the opposite bank if the
root ball was left attached. This is primarily due to the fact that there isn't enough distance between the
stream and the existing sewer, and not enough bank height to provide an anchor for the logs as shown in
the integrated Streambank protection guidelines without additional anchoring, either by using a duck -bill
anchor or an ecology block. Because of the desire to limit risk as a result of the sewer line, the more
secure ecology block option for anchoring was selected by the City. However, this option does not allow
enough space to retain the root wad on the deflector log and not significantly constrict the stream channel.
So the alternative design we are proposing is a combination of the techniques shown on Figures 6-25
through Figures 6-27 from Chapter 6 of the Intergraded Streambank Protection Guidelines, modified for
the bank height and stream -sewer separation limitations we have on this site. Our approach is to use a
large log as the deflector anchored with an ecology block at the upstream end of the bank restoration, and
then have root wads along the entire face of the restoration area. This will provide added roughness to
the channel as well as overhanging cover to replace the habitat value of the wood debris that the City
proposes to remove from the channel. The root wads will be secured with ecology blocks and large
angular riprap that will be behind the root wad toe because there is insufficient bank height and separation
with the sewer to allow for the weight of the revetment be the sole source that secures the logs. The
surface of the log and riprap revetment will be covered with native soil, erosion control mat, and planted
based on the Intergraded Streambank Protection Guidelines. One modification is that we are
recommending a coir log along the toe to increase the survivability of the willow slips planted along the
toe.
One other thing to note is that the root wad and deflector log details show logs placed along the left bank
(looking upstream). Given the quick turn around time on this, we did not have time to adjust our standard
�Johr� Hobson - Re: City of Renton -Honey Creek y Page 2
detail to show a diagram for a right -bank installation. But to be clear, we are only proposing work on the
failed right bank. The native left bank will be retained as -is except for the willow and dogwood plantings.
Please call me or Steve Krueger with any questions.
Regards.
Benn Burke
Adolfson Associates, Inc.
<<Honey Creek Layout.pdf>>
CC: <skrueger@adolfson.com>, <jhobson@ci.renton.wa.us>
__.SEP-07—'04 TUE 09:24 ID:WR DEPT OF FISHERIES TEL NO:206-391-65e3 #3e4 P02
HYDRAULIC PROJECT APPROVAL State orwashlogton
Deporhnent of Fish and wildlife
as~t/ Region 4 Mice
==I RCW 77.55.100 & WAC 220.110.00 16o18 Mill Creek Boulevard
Mill Creek, wasbingtoo 98012
DATE OF ISSUED September 7, 2004 LOG ST-G4066-01
City of Renton
Attn: John Hobson
1055 South Grady Way
Renton, Washington 98055
(425)430-7279
Fax: (425) 430-7241
Not applicable.
PROJECT DESCRIPTION: Install new fixed permanent living vegetation/wood milled/angular rock bank protection
length <101 feet/ habitat riparian fresh water on bed.
PROJECT LOCATION: 1/4 mile up stream of the intersection of North East 2701 St, 12011 Place South East
Renton, Washington 98056 King County
Latitude N 47,51063 ° , Longitude W 122.17684 °
# y}gIA }1rATER BODY TRiBUTAU TO /4x sEC. f Q To"SH>Y . RANGE COUN
1 08.0285 Honey Creek May Creek NW 4 23 North 05 East King
l , TIMING LIMITATIONS: The project may begin immediately and shall be completed by September 15, 2004.
2. Work shall be accomplished per plans and specifications submitted with the JARPA application and additional plans
entitled "HONEY CREEK STREAMBANK RESTORATION", dated August 31, 2004, and submitted to the
Washington Department of Fish and Wildlife, except as modified by this hydraulic Project Approval. These plans
reflect design criteria per Chapter 220-110 WAC. These plans reflect mitigation procedures to significantly reduce
or eliminate impacts to fish resources. A copy of these plans shall be available on site during construction.
3. NOTIFICATION REQUIREMENT: The Area Habitat Biologist listed below shall be contacted at least one working
day prior to start of work, and again within seven days of completion of work to arrange for compliance inspection.
4. Mitigation for the protection of fish life and habitat:
A) All trash and unauthorized fill, including concrete blocks or pieces, bricks, asphalt, metal, treated wood, glass, and
paper, below the OHWL in and around the applicant project area shall be removed and deposited above the limits of
flood water in an approved upland disposal site.
5. All applicable Best Management Practices as described in "Regional Road Maintenance, Endangered Species Act,
Program Guidelines" (January 18, 2002) shall be implemented to assure protection of fish life.
Page 1 of 5
•SEP-07—' 04 TUE 013: 25 I D: WA DEPT OF F I SHER I ES TEL , NO: 06. _391-6583 „#t384 P03 —_ - —
HYDRAULIC PROTECT APPROVAL state of washinetou
Aepartnient of Fish and Wildlife
�av ffice
RCW 77.55.100 & WAC 220.110.00 Region 4 Nil it Creek ek Boulevard
Cre
Mix
Mill Creek, Washington 98012
DATE OF ISSUE-. Se_ I=ber 7. 2004 MG NUMBER: ST-G4006-01
)BYPASS
6. If the stream is flowing at the time of maintenance and the maintenance activity is likely to cause sediments to
become suspended in the water, a temporary bypass to divert flow around the work area shall be in place prior to
initiation of other work in the wetted perimeter.
A sandbag revetment or similar device shall be installed at the bypass inlet to divert the entire flow through the
bypass.
8. A sandbag revetment or similar device shall be installed at the downstream end of the bypass to prevent backwater
from entering the work area.
9. The bypass shall be of sufficient size to pass all flows and debris for the duration of the project.
10. Prior to releasing the water flow to the project area, all maintenance shall be completed.
11. Upon completion of the project, all material used in the temporary bypass shall be removed from the site and the site
returned to pre -project or improved conditions.
Common Provisions
12. If high flow conditions that may cause siltation are encountered during this project, work shall stop until the flow
subsides.
13. Deflector log and root wads shall be installed to withstand 100-year peak flows.
14. All existing large wood debris in the creek shall remain in the creek, undisturbed when possible. All large woody
debris removed for work shall be reinstalled.
15. Equipment used for maintenance shall be free of external petroleum -based products while working around state
waters. Equipment shall be checked daily for leaks and any necessary repairs shall be completed prior to
commencing work activities along state waters. Fueling of equipment shall not occur near state waters.
16. Dredged bed materials shall be disposed of upland so they will not re-enter state waters.
17. If at any time, as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality
problems develop (including equipment leaks or spills), operations shall cease and WDFW at (425) 775-1311 and
Washington Department of Ecology (DOE) at (425) 649-7000 shall be contacted immediately. For emergency
response to an oil spill, contact the Spill Response Team at 360-534-8233. Work shall not resume until the DOE has
notified WDFW that water quality issues have been addressed and WDFW notifies King County.
18. All waste materials such as construction debris, silt, excess dirt or overburden resulting from this project shall be
deposited above the limits of flood water in an approved upland disposal site.
19. Removal of vegetation shall be limited to that necessary to gain access to conduct the project.
Page 2 of 5
— SEP-07-'04 TUE 09:26 ID:WR DEPT OF FISHER.I,ES._TEL NO:206-391-6593 #394 PO4
HYDRAULIC PROJECT APPROVAL state of Washington
11196400
�� Dcpartment of Fish and wildlife
Region
Mew RCW 77.55.100 & WAC 220.110.00 14 once
�� 16018 A1ill Creels Boulevard
Mill Creek, Washington 98012
DATE OF ISSUE: September 7.2004 LOG_NUMBER: _ST-G4006-01
20. Wastewater from project activities and water removed from within the work area shall be routed to an area landward
of the ordinary high water line to allow removal of fine sediment and other contaminants prior to being discharged to
the state waters.
21. Extreme care shall be taken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments, sediment -
laden water, chemicals, saw dusk, or any other toxic or deleterious materials are allowed to enter or leach into the
take.
22. Alteration or disturbance of the shoreline and associated vegetation shall be limited to that necessary to construct the
project. Within seven calendar days of the project completion, all disturbed areas shall be protected from erosion
using vegetation and other means. Prior to the start of the first subsequent growing season (March 1), the disturbed
critical area buffers shall be revegetated with native or other woody species approved by WDFW. Vegetative cutting
shall be planted at a maximum interval of three feet (on center). Planting shall be maintained as necessary for three
years to ensure 80 percent or greater survival.
23. If at any time, as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality problem
develops (including equipment leaks or spills), operations shall cease and WDFW at (360) 534-8233 and Washington
Department of Ecology at (425) 649-7000 shall be contacted immediately. Work shall not resume until further
approval is given by WDFW.
SEPA: Exempt, no other non-exempt permits, City of Renton, August 2, 2004.
APPLICATION ACCEPTED: August 19, 2004 ENFORCEMENT OFFICER: Chandler 134 [P3]
Stewart Reinbold (425) 649-4423 for Director
WDFW
Arca Habitat Biologist
cc: David Brock
►I...' UA'_I1 / ki 111M
This Hydraulic Project Approval (HPA) pertains only to the provisions of the Fisheries Code (RCW 75.20). Additional authorization
from other public agencies may be necessary for this project.
This HPA shall be available on the job site at all times and all its provisions followed by the permittee and operator(s) performing the
work.
This HPA does not authorize trespass.
The person(s) to whom this HPA is issued may be held liable for any loss or damage to fish life or fish habitat which results from
failure to comply with the provisions of this IPA.
Page 3. of 5
SEP,-07-104._TUE..09:,26. ID:WA DEPT OF FISHERIES TEL NO:206-391-6583 9384 P05
HYDRAULIC PROJECT APPROVAL State of WasMngtoo
Oepart mcat of Fish and Wildlife
POWN" Region d Office
pm„i RCW 77.55.1100 & WAC 220.110.00 16018 A1ill Creek Boulevard
wom Mill Creek, Waehiagton 98012
DATE OF I5 UE• Septermher 7.2004 L - 4 6-0
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars
per day or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment.
All HPAs issued pursuant to RCW 75.20.100 or 75.20.160 are subject to additional restrictions, conditions or revocation if the
Department of Fish and Wildlife determines that new biological or physical information indicates the need for such action. The
permittee has the right pursuant to Chapter 34.04 RCW to appeal such decisions. All HPAs issued pursuant to RCW 75.20.103 may
be modified by the Department of Fish and Wildlife due to changed conditions after consultation with the permittee: PROVIDED
HOWEVER, that such modifications shall be subject to appeal to the Hydraulic Appeals Board established in RCW 75.20.130.
APPEALS -GENERAL INFORMATION
IF YOU WISH TO APPEAL A DENIAL OF OR CONDITIONS PROVIDED IN A HYDRAULIC PROJECT APPROVAL,
THERE ARE INFORMAL AND FORMAT. APPEAL PROCESSES AVAILABLE.
A. INFORMAL APPEALS (WAC 220-110-340) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100,
75,20.103, 75.20.106, AND 75.20.160:
A person who is aggrieved or adversely affected by the following Department actions may request an informal review of:
(A) The denial or issuance of a HPA, or the conditions or provisions made part of a HPA; or
(B) An order imposing civil penalties.
It is recommended that an aggrieved parry contact the Area Habitat Biologist and discuss the concerns. Most problems are
resolved at this level, but if not, you may elevate your concerns to his/her supervisor. A request for an INFORMAL REVIEW
shall be in WRITING to the Department of Fish and Wildlife, 600 Capitol Way North, Olympia, Washington 98501-1091 and
shall be RECEIVED by the Department within 30-days of the denial or issuance of a HPA or receipt of an order imposing civil
penalties. The 30-day time requirement may be stayed by the Department if negotiations are occurring between the aggrieved
party and the Area Habitat Biologist and/or his/her supervisor. The Habitat Protection Services Division Manager or his/her
designee shall conduct a review and recommend a decision to the Director or its designee. If you are not satisfied with the results
of this informal appeal, a formal appeal may be filed.
B. FORMAL APPEALS (WAC 220-110-350) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100 OR
75.20.106:
A person who is aggrieved or adversely affected by the following Department actions may request an formal review of:
(A) The denial or issuance of a JRA, or the conditions or provisions made part of a HPA;
(B) An order imposing civil penalties; or
(C) Any other "agency action" for which an adjudicative proceeding is required under the Administrative Procedure Act,
Chapter 34,05 RCW.
A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife, 600 Capitol Way North,
Olympia, Washington 98501-1091, shall be plainly labeled as "REQUEST FOR FORMAL APPEAL" and shall be RECEIVED
DURING OFFICE HOURS by the Department within 30-days of the Department action that is being challenged. The time period
for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal
appeal, the deadline for requesting a formal appeal shall be within 30-days of the date of the Department's written decision in
response to the informal. appeal.
C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.103 or 75.20.160:
A person who is aggrieved or adversely affected by the denial or issuance of a HPA, or the conditions or provisions made part of
a HPA may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the Hydraulic Appeals Board
per WAC 259-04 at Environmental Hearings Office, 4224 Sixth Avenue SE, Building Two - Rowc Six, Lacey, Washington
98504; telephone 360/459-6327.
Page 4 of 5
SEP-07-104 TUE 09:27 ID:WA DEPT OF FISHERIES TEL NO:206-391-6583 #394 P06
HYDRAULIC PROJECT APPROVAL State of Washington
W*040 Department of Fish and Wdlifc
now" ti Region 4 Office
Mood RCW 77.55.100 & W AC 220.110.00 16019 ?fill Creek Houlevsrd
�m W11 Creek. Washington 98012
DATE OF ISSUE: SoWmber 7_ 2004 LOG NKMER ST- *4006-01
D. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL
RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL, THE DEPARTMENT ACTION SHALL BE ;FINAL
AND UNAPPEALABLE.
Page 5 of 5
SEP-07-104 TUE 09:24 ID:WR DEPT OF FISHERIES TEL NO:206-391-6593 9394 P01
To: John Hobson
425-430-7241
From: Stewart Reinbold
425-649-4423
Number of pages: 6
Date sent: September 7, 2004
1 Y
CITY OF RENTON
* 1055 S. GRADY WAY
R, RENTON, WA 98055
VENDOR: 018014
CD&L WEST REGION
PO BOX 34496
NEWARK, NJ 07189-4496
Page 1 1
DATE PO NUMBER
8/23/2004 F18/0000648
SHIP TO: COPY
FOB Point: Req. No.:
Terms: net term Dept.: PLNG/BLDG/PUB WKS UTILITY SYS
Req. Del. Date: Contact: PHELAN, TERESA
Pre -Assigned PO#?: NO
Special Inst:
Quantity Unit Description Unit Price Ext. Price
Jarpa letter to WA Fish & Wildlife for 33.30
Honey Creek Emergency Bank Stabilization
a, A.Ak., "i
BILL TO
33.30
0.00
0.00
33.30
Account Number ' Work Order Function Number Amount
E 401.000000.018.5350.0020.49.000014 9205/5160 33.30
Authorized Signature
Authorized Signature
CD&L REST REGION
PO BOX 34496
NEWARK NJ 07189-4496
ACCT RPT 732-225-6100
CITY 0 RENTON
1055 BRADY RAY S
UTILITY SYSTEMS 5TH FLOUR
RENTON, WA 98055
Tease return this stub with your payment to insure proper credit.
E
INVOICE NUMBER?`—P
a:.' CUSTOMER NUMBER. ='
80641
4086
-; INVOICE DATE"•<'_�'
"r-...TOTAL" AMOUNTDUE:
8115t04
33.30
CD&L must be notified of any disputed charges within 10 days.
Request for POD's must be made within 30 days.
CUSTOMER NO. I INVOICE NO. I INVOICE FOR
PERIOD ENDING I AMOUNT DUE IPAGEN
CD&L REST REGIOK
DATE JOB NO. I
1 4084 8064 8/15/041 50.9Q PO BOX 34496
SVC I SERVICE
8/11/04
39850D
TYPE.BREAKDOWNTOTAL
4HR
CITY OF RENTON Washington department of fish Base/OT
33.3C
33.30
1055 GRADY RAY S 5TH FLOOR 16018 mill creek bled
Renton RA 98055 Mill Cr RA 90012
CALLER: terry SIGNED: FOX
NOTE: UTILITY SYSTEMS jarta reviewer PCs: I WEIGHT: i LBS
CITY
CHARTER
OF 11REN
116,
LAWS CF , j65
ON CERTIFICATION
I. THEUNDERSIG
OF PERJURY,
THE
THA
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ED DO I
THE
iEREBY CERTIFY UNDER f' NALTY
TERIALS HAVE BEEN FURNI;:HI ?) RECEIVED
DES
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RIBED HERE
NDERE
N, AND
OR THE LABOR PERFORMED .S
HAT THE
THAT
ID OBLIGATI
I AM AUTHO
N AGAI
IZED TC
CLAIM IS JUST, DUE ANDUNP
ST THE CITY OF REINTOr AND AUG: 2 3 2004
SAID
CLAIM.
AUTHENTIC AND CER TO
SIGN
: /
I
CITY OF RENTON
�J UTILITY
CON RRE
E
DATE . 23
NAME IN
IA DATE
EIVED
AUG 2 0 2004
ha
ehne # City of Renton
Pay___
Accounts
.0
Iunction #
TERMS: NET 14 DAYS
TOTAL
33.30