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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 A a a Z4 .4 rr � r�'Xf� _ c lk AML 4W 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. Y � W COZ Top of bank CO J d (how voriis) a� Vl Angular rack ' Bankfull stage r7 e UJ ~ 0 LLJ CD Filter matarfal — ` d E TYPICAL RIPRAP WITH EXCAVATEC'. rOC Z _2 J V) Top or Rana < W (height caries) 0-0 rock Q — J Z Bank" Stage age Sj � < Lj D � ioNd 'r°mb�d _ — - - — a_Mgoor L J OU Flte�r rnoter:al U ,Q U tAUNCHABLE TOE (Before toe is launched into scour hole) To�oi bOnk`_ _ o4;hl varies) 1 Angular rock Bwkfuf stage L Initial streambed- CV N filter mate►.al Scoured bad Lounchng of toe material W CY LAUNCHED TOE (after toe has Icunched into scour hole) � —' d TYPICAL RIPRAP WITH LAUNCHABLE TOE (B£EORC AND AFTLR) O f- O Z s .� Live cuttings PP -"Top of tank nt MorlesJ BaNdull stage I iter malorial law+chable ►rxphsned rack for (large, w4ul0► rack) RIPRAP ENHANCED WITH RIPARIAN PLANTINGS Native IVe cuttings -Top of Ob. (inetased n kRe or temaceis during rock plocerneM) _!!'eight t vcrwm Angular rock r UeD Rodvcsd rack sits cowo"nd with reduced sroiand farese Fitter mat.rial stage E■ccoated roig"red rock 10e (large, ang0or rock) R:PRAP WITH ROUGHENED ROCK TOE. LWD, AND WILLOW P ANTINGS rrosron control tannc Gs oppropncte ;see Apperdix r+ 'or details) tap at bar* Planted terrace with rat,vt nparian vegetat.:r �rwu� / - Bgra/vl etrgw Cobble/g►a.vls growing r"964lm Initial Str*arriCec f Filtt► material tlxge, anquk]r rock lounchobls too RIPRAP TERRACED WITH ROUGHENED ROOK TOE, LWD, RIPARIAN PLANTINGS, AND FABRIC COVERED UPPER BANK _1 Z Z Vj Ow F— 0 QW J aZ 0 I LLJ ZU O Z zL 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 Ts Jr f( jr o g 0 a m / • q z ^ C 5 m rn � r 1 ae 1 a'00 - — a 9 3 a 0 NOT TO SCALE 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. 0 A o .a P4 ■ v i ^mow c z a $ M Iy 2 I r o I a a a NOT TO SCALE FIGURE 6-25 rn 0 z m �9 TOE 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 DESIGN..."..a;.�r,nb�ra,Mw.�,.a.r<.�,,, Place nv or'd rsvpetots — — -- _ [lo+moat pole cuttinge 1 IBANK KEY (eee text) optionol large woody tlebra (see App"61 1) New thoewg and scour hole SEC?ON CF q`:lCK BARB Uistinq ground wrfote n� Recontour and rsvpetots Stocked. anchored •N t logs and rootwods 6 BAWFUL C _ n ` Wall 1"P.,co r r ti _ BANK KEY (sea taxi) Previous tho-weg New thotweg and—v P'Iings —/ stovr hole SECTION OF W000 BARB NOT TO SC.ALF _ Height — (sea text) STREMIKO KO (to prsdttsd scour depth or use bu0cho0le toe) MOTH (Yin. I to . 11NoN►� . �is FLOW SEMN A -A' kOTH VARIES • BAWIrULL STAGE IN _ µ Water Rootwods 4oclnq _ Height upstream (see text) FLOW — y i I Pilings SECTION VIEWS 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 JA(L Au u5L 31 2004 bcb NO IN.AI_F 1 r,I�,F nov wiNr t�snviPrrav A047NIAG 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 PT. NO. 3 PT. NO. 4 •ii PT. NO. 5 PT. NO. 6 ♦. PT. NO.7 PT. NO.8 i ` PT. NO.9 ✓ t PT. N0. 10 PT. NO.B� t PT. N©.12\- ' I ;t PT. N0. 13 r PT. 140.14 PT ( NO. I5 4 PT. NO.16 `>E T. N0. I7 I T. N0.18 PT. NO.191 PT. NO.j20 PT. NO. 2 i i PT. NO.22 j 1 PT. NO. 23 ! ! PT. N0. 2_ 4 PT. NO. 25 - i j i PT. NO.26 - i PT. NO.27 se IWAV sr sE ie m sr ).30 1 1 PT. NO. 32 ! 1 I 1 -PT. NO. 13 - PT. Nd. 34 1 j �PT.i . 3: P'TN0.16 PT. NO. 37 I PT. N0. 38 /--- PT. NO. 39 1 - / r- PT. NOS 40 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_;= vP���cAM F2o�,l CeK4m lZ CF 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 ERVICES ED DO I THE iEREBY CERTIFY UNDER f' NALTY TERIALS HAVE BEEN FURNI;:HI ?) RECEIVED DES R 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