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Home My WebLink About03111 - Technical Information Report TECHNICAL INFORMATION REPORT Ribera/Balko Enterprises 2-Lot Short Plat Renton, Washington Prepared for: Ribera/Balko Enterprises September 2000 Revised August 16, 2001 Revised November 1 , 2002 Revised April 15, 2003 Our Job No. 7546 I y.-��d 3 ��RY JAC�e � �f W,1Sp,. S �� `Wc � h � 2,69 �-� I 1 AL� . �r.��.�ca 10/i0/ GNAV :cq� �� Z CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES - � - - 18215 72ND AVENUE SOUTH KENT,WA 98032 (425) 251-6222 (425) 251-8782 FAx � ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ WALNUT CREEK, CA �� • www.barghausen.com :r �e� �C ENG�N� '`�3l/� TECHNICAL INFORMATION REPORT Ribera/Balko Enterprises 2-Lot Short Plat Renton, Washington Prepared for: Ribera/Balko Enterprises September 2000 Revised August 16, 2001 Revised November 1 , 2002 Revised April 15, 2003 Our Job No. 7546 �--f�Cl�7 ��Y JAC�e ;��- ._�w ,.k::�r��. ��wof w�+s�s > -,�:�-::;�.,.:-. �� i - y , � it70� � ?769 �O � ��i�'�.)AA��:1K=s. 1 � 1 ALF�t� �r.�i,_� 1�/i0/ I� ¢GHAVS , Q' 11�ri � � Z CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH KENT,WA 98032 (425)251-6222 (425) 251-8782 FAx ! o - ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ WALNUT CREEK, CA I ti � I�� www.barghausen.com <r �a� E NG ENG�H TABLE OF CONTENTS 1.0 PROJECT OVERVIEW 2.0 CONDITIONS AND REQLTIltEMENTS SUNIlVIARY � 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACII.ITY ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 EROSION AND SEDIlVIENTATION CONTROL ANALYSIS AND DESIGN 9.0 BOND QUANTTTIES,FACILITIES SLTMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANL7AL 7546.018.doc[JPl/ath] � w � � � w � 0 � � � � w �� 0 x a 0 • , � , 1.0 PROJECT OVERVIEW The proposed project is located in the City of Renton on N.E. 4th Street near the intersection of N.E. 4th Street and Union Avenue N.E.,just west of the United States Post Office. Cunently, the project site is undeveloped,with a wetland and sveam in the southwest comer of the site. The proposed project consists of the processing of a two-lot short plat on approximately 5.97 acres located along the south side of N.E. 4th Street in Renton,Washington. The project will include the construction of storm drainage,roadway and utility improvements to serve the proposed lots as well as construction of wetland mitigation improvements and the tightlining of a portion of the drainage channel on proposed Lot 1. Future development of the individual lots will occur under separate land use applications and building permits. Drainage from the site will be conveyed to a proposed stormwater facility located on the southern portion of the property. The collected stormwater will be detained and treated, and released to the existing stream at the south of the property at the natural discharge location. The wetland and 25-foot wetland buffer limit construction on the western half of the site, as shown on the preliminary site plan. Development of the property will include filling less than 1/10 of an acre of wetland, while mainiaining the proper setback distance from the remaining wetlands. 7546.018.doc[lPJ/ath/tep] King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner Ribera/Balko Ente rises Project Name 16400 Southcenter Parkway,#308, Address Seattle,WA 98188 Ribera/Balko Ente rises Short Plat Phone (206) 394-9601 �ocation Project Engineer Ali Sadr Township 23 Company Bar hausen Consultin En ineers, Inc. Range SE Address/Phone 18215—72nd Avenue South Section 15 Kent,WA 98032/(425)251-6222 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMtTS Shoreline Manageme ❑ Subdivision HPA ❑ DFW HPA ❑ nt � Short Subdivision ❑ COE 404 ❑ Rockery Structural ❑ Grading ❑ DOE Dam Safety ❑ Vaults Other ❑ Commercial ❑ FEMA Floodplain ❑ ❑ Other ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Drainage Basin Lower Cedar River Basin Part 6 SITE CHARACTERISTICS ❑ River ❑ Floodplain ❑ Stream � Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs � DepressionslSwa�es ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other 7546.018.doc[IPl/ath/tep] Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Gravell Sand Loam 1.0 to 20 percent Minimal ❑ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT � Wetland 25-foot buffer ❑ ❑ ❑ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REDUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFfER CONSTRUCT�ON � Sedimentation Facilities � Stabilize Exposed Surface Remove and Restore Temporary ESC � Stabilized Construction Entrance � Facilities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities Flag Limits of SAO and Open Space � Cover Practices � Preservation Areas � Construction Sequence � Other � Other Part 10 SURFACE WATER SYSTEM Method of ❑ Grass Lined Channel ❑ Tank ❑ Infiltration Analysis � Pipe System ❑ Vauft p Depression KCRTS CompensatioN ❑ Open Channel ❑ Energy Dissipater ❑ Flow Dispersal Mitigation of Eliminated � Dry Pond � Wetland ❑ Waiver Site Storage � Wet Pond � Stream ❑ Regional Detention Brief Description of System Operation Surface flow to catch basins,tightlined conveyance to weUdetention ond. Release at natural dischar e location into stream. 7546.018.doc[1Pl/ath/tepj Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS ❑ Cast in Place Vault ❑ Drainage Easement ❑ Retaining Wall ❑ Access Easement ❑ Rockery>4'High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope ❑ Tract ❑ Other ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I,or a civil engineer under my supervision,have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. T the best of my knowledge the information provided here is accurate. � ��. Si ned/Dated 7546.018.doc[JPJ/atb] �� t/�/ � . .' . � �n� u Q �1i1T"y t; �lY p . 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GIIIDE TO MAPPING UNI'fS For a full description of a mapping imit, read both the description of the mapping imit and that of the soil series to which the mapping tmit belongs. See table 6, page 70, for descriptions of woodland groups. Other information is given in tables as follows: �{- � `,j Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. Engineering uses of the soils, tables 2 and 3, Recreational uses, table 5, page 64. pages 36 thrwgh 55. Estimated yields, table 7, page 79. Woodland Described Capability w►it group Map on symboi Mapping unit page Symbol Page Symbol AgB AldeYwood gra�elly sandy loam, 0 to 6 percent slopes---------- 10 IYe-2 76 3d2 �AgC Alden+ood gravelly sandy loam, 6 to 15 percent s2opes--------- , 8 IVe-2 76 3d1 AgD Aldenvood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1 AkF Alden,�ood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2d1 AmB Arents, Aldernrood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 AmC Arents, Aldeivrood material, 6 to 15 percent slopes 1/--------- 10 IVe-2 76 3d2 An Arents, Everett material 1/----------------------------------- 11 IVs-1 77 3f3 BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2 BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 YIe-2 78 3d1 BeF Beausite gravelly sandy loam, 40 to 75 percent slopes--------- 12 VIIe-1 78 3d1 Bh Bellingham silt loam------------------------------------------ 12 IIIW-2 76 3w2 Br Briscot silt loam--------------------------------------------- 13 IIw-2 75 3w1 Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4w1 Gb Coastal beaches----------------------------------------------- 14 VFIIw-1 78 --- Ea Earlmont silt loam---`---------------------------------------- 14 IIw-2 75 3w2 Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 201 EvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 Ns-1 77 3f, EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f- EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 Vle-1 77 3f EwC �Everett-Aldeiw ood gravelly sandy loaa�s, 6 to 15 percent slopes---------------------------------------------------- 26 VIs-1 78 3f InA Indianola loamy fine sand, 0 to 4 percent slopes------------ 17 IVs-2 77 4s3 Inr, Indianola loamy fine sand, 4 to 15 percent slopes----------- 16 IVs-2 77 4s3 :,ndianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 _:itsap silt loam, 2 to 8 percent slopes---------------------- ll IIIe-1 75 2d2 _r_ � Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-I 76 Zd2 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1 KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 VIs-1 78 3f1 Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 201 NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3 Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 2oI Nk Nooksack silt loam-------------------------------------------- 20 IIw-1 74 201 No Norma sandy loam---------------------------------------------- 20 IIIw-3 76 3w2 Or Orcas peat-------------------------------------------------— 21 VIIIw-1 78 --- Os Oridia silt loam---------------------------------------------- 21 IIw-2 75 3w1 OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3d1 OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 Vie-2 78 3d1 OvF Ovall gravelly loa�a, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3d1 Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1 Pk Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2s1 Pu Puget silty clay loam----------------------------------------- 24 IIIw-2 76 3w2 Py PuyalluQ fine sandy loam-------------------------------------- 24 IIw-1 74 201 RaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------- 25 EVe-3 77 4s1 RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4sI RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 Ragnar soil--------------------------------------------- -- IVe-3 77 4s1 Indianola soii------------------------------------------- -- IVs-2 77 4s3 RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -- --- Ragnar soil--------------------------------------------- -- VIe-2 78 4s1 Indianola soil------------------------------------------ — VIe-1 77 4s2 U.S. C,OVERNMENT PRWTIIiG OFFICE:797�O-468-266 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.0 CONDITIONS AND REQUIREMENTS SUMMARY The proposed development has been designed using the 1998 King County, Washington Surface Water Design Manual (KCWSWDM) and the City of Renton Design Standards. These two criteria along with BMPs for erosion and sedimentation control will ensure that the applicable requirements pertaining to the site are utilized and addressed in the site improvement plan. The project will also fulfill Core Requirement Nos. 1 through 5 and 8 of Section 1.2 of the KCWSWDM. The following is a list of how the requirements are met for the proposed development. Core Requirement No. I —Discharge at the Natural Location All of the collected storm surface water runoff will be collected by a series of catch basins and routed to the detention system/water quality pond to be treated and detained prior to discharge to the downstream. The discharge location is near the southem most property line into the drainage swale that traverses the property on the westerly side. The discharge elevation will be equal to the elevation of the drainage swale at the property ]ine. Core Requirement No. 2—Off-Site AnalXsis Section 3 of this report includes a Level 1 Do«�nstream Analysis and basin study for the proposed development. Core Requirement No. 3—Flow Control The proposed project will include design and construction of a detention and water quality pond to detain and treat the collected stormwater prior to discharging to the natural downstream path. The KCWSWDM will be used to design the drainage facilities. Level 2 Flow Control will be provided in accordance with the City of Renton. Core Requirement No. 4—Conveyance Svstem The conveyance system for the Ribera/Balko project will be designed and engineered according to the KCWSWDM, using the 25-year design peak flow storm event for all calculations. Core Requirement No. 5—Erosion Control and Sedimentation Control The proposed project will include clearing and grading of the existing property to provide the proper base for constructing approved buildings. Erosion control measures, including defining clearing limits, perimeter protection, traffic area stabilization, sediment retention, surface water controls and cover measures, will be utilized to prevent sediment transport from the site. Both temporary and permanent erosion measures will be implemented during and afrer construction. Core Requirement No. 8 -Water Ouality As dictated by the City of Renton, Basic Water Quality is the re�quirement for this site. This requirement is met by providing a basic wet pond. 7�1b.018.doc[JPJ/ath) � � � � h� � � � W E� � � � w w O 0 M 3.0 OFF-SITE ANALYSIS Pre-Developed Conditions: The site is currently undeveloped. There is a wetland in the southwest portion of the site. Soils in the area are Alderwood soils,which are classified as till. The majority of the site is covered with brush. Post-Developed Conditions: The proposed project consists of the processing of a two-lot short plat on approximately 5.97 acres located along the south side of N.E. 4th Street in Renton, Washington. The project will include the construction of storm drainage, roadway and utility improvements to serve the proposed lots as well as construction of wetland mitigation improvements and the tightlining of a portion of the drainage channel on proposed Lot 1. Future development of the individual lots will occur under separate land use applications and building permits. All stormwater from any new future impervious surfaces will be conveyed independently from the adjacent wetland to the southwest of the project site and stored in the proposed stormwater facility. The proposed pond will discharge to Maplewood Creek downstream of the wetland. Drainage from the proposed site will be conveyed independently of Maplewood Creek that currently flows along the western edge of the proposed site. An enhanced stream corridor has been proposed that bypasses flow through Maplewood Creek around the improved areas of the site. :_. . � � 7546.O18.doc[JP1/ath/tepJ LEVEL 1 DRAINAGE ANALYSIS Balko Renton Site N.E. 4th Street and 136th Avenue S.E. Renton, Washington Prepared for: Northwest Retail Partners, Ltd. 1904 - 3rd Avenue, Suite 608 Seattle, WA 98101 October 2, 2000 Revised April 15, 2003 Our Job No. 7546 ��RY JACpes �l'��"��7 � o�w�sr,r�, �ti �� o h � �t' R 169A -�'" • S �L� GHA V EY.PIR[� IO�lO�� `' s m � ` � CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES � - 18215 72ND AVENUE SOUTH KENT WA 98032 (425) 251-6222 (425)251-8782 FAx ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ WALNUT CREEK, WA �o ,��* e• www.barghausen.com tr/NC ENG�~�� TABLE OF CONTENTS 1.0 INTRODUCTION/GENERAL INFORMATION 2.0 UPSTREAM DRAINAGE ANALYSIS 3.0 ON-SITE DRAINAGE ANALYSIS 4.0 DOWNSTREAM DRAINAGE ANALYSIS AND PROBLEM SCREENING SA RESOURCE REVIEW A. Basin Reconnaissance Summary Report B. Critical Area Drainage Maps C. Floodplain/Floodway FEMA Maps D. Other Off-Site Analysis Reports E. Sensitive Areas Folios F. SWM Division,Drainage Investigation Section Problem Maps 6.0 UNITED STATES DEPARTMENT OF AGRICULTURE SOILS SURVEY 7.0 WETLAND INVENTORY MAPS 8.0 DOWNSTREAM PROBLEMS REQUIRING SPECIAL ATTENTION 8.1 Conveyance System Nuisance Problems (Type 1) 8.2 Severe Erosion Problems(Type 2) 8.3 Severe Flooding Problems(Type 3) 9.0 CONCLUSION EXHIBITS EXHIBIT A VICINTI'Y MAP EXHIBIT B DRAINAGE AREA MAP EXHIBIT C ON-SITE DRAINAGE ANALYSIS EXHIBIT EXHIBIT D OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE AND PHOTOGRAPHS EXHIBTI'E ASSESSOR'S MAP EXHIBIT F BASIN STUDY EXHIBIT G FEMA FLOODWAY MAP EXF-IIBTI'H SENSITNE AREAS FOLIO EXHIBTT I WETLAND INVENTORY MAP EXHIBTI'J DRAINAGE COMPLAINTS EXHIBIT K KING COUNTY SOILS SURVEY 7546.006.doc 1.0 INTRODUCTION A field visit was completed on September 22, 2000 in preparation of a Level 1 Drainage Report for the Rivera Property Assisted Living project. The project is located within a portion of Section 15, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington, more specifically to the east of Union Avenue and aIong the south side of 4th Avenue N.E. The adjacent properties to the east and west are both zoned commercial. An existing building is located within the center of this site and is to be removed. This site is generally flat with elevations ranging from 401.3 feet down to 392.8 feet and gradually sloping from the northeast to the southwest corner. The site is vegetated with dense brush and tall grasses. Second growth forest lines the perimeter of the site. The southern portion of the site contains approximately 2 acres of wetland. Refer to the wetland exhibit in the sensitive areas map in the Appendix. The upstream flow is conveyed through our site, bypassing the detention and water quality facilities, exiting at the existing outfall. The proposed development will include construction of a 35,354 square foot multi-family assisted living project. The overall site is approximately 5.97 acres and is well suited for the proposed development. Detention and water quality facilities will h�° �°�;�„� a ;" � ��, �"�,�-, ��;t�, 1F,-, �� -;.,� r�,,�,,,r, Washington Surface Water Design Manua The proposed drainage facility discharge 1� 2.0 UPSTREAM DRAINAGE ANALYSIS The overall project is gradually sloped with a low spot in the south«-est corner and the high spot in the northeast corner. The site receives drainage from off-site property to the north. The surface water drainage flows under N.E. 4th Street through a 30-inch concrete pipe that discharges into an existing swale. The drainage bypasses the site by running through the swale from east to west along the north property line, eventually turning south and running along the ��est property line,before exiting the site around the middle of the south property line. 3.0 ON-SITE DRAINAGE ANALYSIS Upstream drainage discharges onto the site through an 18-inch CPEP and 30-inch concrete storm pipe. Drainage flows east to west through a ditch along the north property line. At the northwest corner the ditch turns south and runs along tt�e west property line. The ditch becomes shallow and runs toward the middle of the site. It continues to run down the center of the site until exiting the site at the south property line. The existing site condition will be modeled as forest and pasture for detention calculations. Water quality treatment and detention will be provided prior to discharging on-site stormwater to the downstream. 4.0 DOWNSTREAM DRAINAGE ANALYSIS AND PROBLENi SCREEIVING Please reference the off-site analysis drainage system table and exhibit. The entire site is situated in the lower Cedaz River drainage basin. After flowing through the site, drainage leaves the southern portion of this site and runs approximately 900 feet before tapering down to a smaller swale. Drainage then continues to flow southward for another 300 feet, then spilling into a drainage field. From there, drainage flows into approximately 100 feet of 12-inch storm drain line located at the opposite end of the drainage field. Finally it empties into a ravine, which is in 7546.006.doc excess of the 1/4 mile from the project site. During our field observation, we did not observe any evidence of erosion, overtopping, or capacity problems; however, a slight sediment deposition where the 30-inch storm drain empties into the existing swale on the south side of N.E. 4th Street was observed. A 12-inch pipe leaving the drainage field appears to be cleaz of any sediment. We were unable to locate and examine a 12-inch pipe running underneath Bremerton Place N.E. because of dense brush. The storm drain runoff continues on the downstream course into a large ravine and ultimately discharges into the Cedar River. 5.0 RESOURCE REVIEW The following is a description of each of the resources reviewed in preparation of this Level 1 Drainage Analysis. A. Basin Reconnaissance Summary Report This site is located within the Lower Cedar River subbasin within the Cedar River basin. A Basin Reconnaissance Summary Report can be found in Exhibit F of this report. '' B. Critical Drainage Area Maps I To our knowledge,the project site dces not lie within a critical drainage area. C. Floodplain and Floodway FEMA Maps Enclosed are the FEMA maps utilized for this analysis (Panels 981, Map No. 53033C0981). As indicated by the maps, the proposed project site dces not lie within a floodway or a floodplain. The maps have been enclosed as E�ibit G in the Appendix of this report. D. Other Off-Site Analysis Reports A review of the basin study area and site investigation was conducted for analysis in preparation of this Level 1 Drainage Report. E. Sensitive Areas Folios After review of the King County sensitive areas folios it was found that our site dces not lie within any sensitive areas. It should be noted that the project is located to the southwest of King County Wetland No. 1S0 and northwest of King County Wetland No. IOB. Please see the wetland inventory maps enclosed as Exhibit H in the Appendix of this report. Sensitive areas folio maps with the project site identified have been included as E�chibit H in the Appendix of this report. F. SWM Division,Drainage Investigation Section Problem Maps The drainage complaints for this area adjacent to or downstream from the project site are enclosed in E�ibit J in the Appendix of this report. 7546.006.doc There were complaints filed in the vicinity of the downstream path of the project. There aze two complaints that pertain to the downstream drainage from our site. The first is PS-12, which can be found on the area map in Exhibit J. The complaint regarded fish passage through an 800-foot WSDOT culvert. This issue has been resolved (SWU 1995 CIP). The second complaint refers to flooding caused by inadequate culvert and pond size. This issue has been resolved (1995 SWU CIP/WSDOT SR-169 Project). Although the drainage flows that contribute to this problem come through the project site, we do not anticipate impacting the situation in a negative way, as detention facilities are required to limit discharge to that of the developed condition. 6.0 LTNITED STATES DEPARTMENT OF AGRICULTURE SOILS SURVEY The United States Department of Agriculture Soils Survey for King County has been incorporated into this report and can be found in E�ibit K in the Appendix. In general, the project soils have been mapped as Alderwood gravelly sandy loam and Norma sandy loam 7.0 WETLAND INVENTORY MAPS Wetland inventory maps were re��iewed for this project. There are no designated wetlands in the proximity of this project. 8.0 DOWNSTREAM PROBLEMS REQUIRING SPECIAL ATTENTION 8.1 Conveyance System Nuisance Problems(Type 1) Nuisance problems, in general, aze defined as any existing or predicted flooding or erosion that does not constitute a severe flooding or erosion problem as defined below. Conveyance system nuisance problems are any nuisance flooding or erosion that results from the overflow of a constructed conveyance system for runoff events less than or equal to a 10-year event. Examples include inundation of a shoulder or lane of a roadway, overflows collecting in yards or pastures, shallow flows across driveways, minor flooding in crawlspaces or in heated garages/outbuildings, and minor erosion. After review of the drainage complaints provided to us by King County and field reconnaissance conducted by this o�ce, it appears that our site does not incorporate any conveyance system nuisance problems,as defined above. 8.2 Severe Erosion Problems(Type 2) Severe erosion problems aze defined as downstream channels, ravines, or slopes with evidence of or potential for erosion/incision sufficient to propose a sedimentation hazard to downstream conveyance systems or propose a landslide hazard by undercutting adjacent slopes. Severe erosion problems do not include roadway shoulder rilling or minor ditch erosion. This project does not anticipate and did not find any severe erosion problems as delineated in the above paragraph. Within the site there are slopes ranging up to 25 percent. 7546.006.doc 83 Severe Flooding Problems(Type 3) Severe flooding problems can be caused by conveyance system overflows or the elevated water surface of ponds, lakes,wetlands, or closed depressions. Severe flooding problems are defined as follows: • The flooding of the finished area of a habitable building or the electrical heating system of a habitable building for runoff events less than or equal to the 100-year event. Examples include flooding of finished floors of homes and commercial industrial buildings. Flooding of electrical heating systems and components in the crawlspace of a garage or home, such problems are referred to as "severe building flooding problems." • Flooding over all lanes of a roadway or severely impacting a sole access driveway for runoff events less or equal to the 100-year event. Such problems are referred to by King County as "severe roadway flooding problems." After review of the drainage complaints provided to us by King County, as well as field reconnaissance, it appears that our site dces not contribute to downstream flooding problems along S.E. 133rd Street. Although the drainage flows through the project site, we do not anticipate impacting the situation in a negative way, as detention facilities are required to limit discharge meeting Leve12 Flow Control requirements. 9.0 CONCLUSION The downstream area for this project appears to have no major drainage related problems. Based on our field inspections it appears that there are no erosion problems. 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' l: lrom:a�'7ta �'rtiiil�zps �ro6ZQttis` Resc�urc�12e�iewer,ar:Kesident; I' �7isch.�� See Mep Type:sheet flow,swale,streviu Drainage basin,vegetation,cover, °k, Ft Constrictions,under capacity,ponding, Tributary area,likelihoai of problern, channel,pipe,pond;size,diameter, depth,type of sensidve area,voluaie ovratopping,flooding,habitat or ovuflow pathways,potenlial impaccs surface area organism desuuction,scouring,bank slougtung,sedimentation,incision, other erosion 1 18-inoh SD CPEP on-site 2 30-inch SD concrete pipe Slight Sediment Deposition 3 Channel 2:1 sides with heavy on-site undergrowth, 10'wide X 5' deep 4 Swale 4'wide X 18"deep on-site none observed 5 Channel 2:1 sides with heavy 0-900' n/a undergrowth, 10'wide X 5' deep 6 Swa1e lined with gravel and dirt, 10' 900'- 1,250' none wide X 1'deep observed 7 Drainage field lined with grass and gravel, 1,250'- 1,650' none 400'long X 80'wide observed 8 12"pipe with grate 1,650'- 1,750' none observed 9 Overflow 60" overflow with wiregrate - none observed 7546.001 [EGL/ath] ,i: �' �'-�.': ': �;; � �d��;,'4�. ,r@. {`F`�' ~+"r � �� . :� ♦�.� ,. � t:. ..t� ♦ ., +� �!�� ,•F'' 7 f �` 1". ••�`, • i. j �.6 „ '7. -ib.�r�., ��r° �N a. �:f5 I .I� �. i'"': ` �� /��ay i,�, � ��'+ y � h� yty s� '�`;�•,!�• .. :w I h.', ��... . �. . ,a ;� I . .. ;,x,{ ;q r ��'�7 k.• '^f�-�i .c ;�;� s�, • � . �';F] ` .'s,,. ��f �tv„ ' ! f .��.��}� �/$ l +�y"A�� It.'+ � 'k;,:.: ! �, ', , ' . . . �af.. � ' �' ,.' � �. . .e . � yr. , , . p�: ^� y �II � 1 F +' ir i � � � � , � _ . � ....,�� 4�< � d�Y� �.��` � 4� r�•r - � � : . 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T77P �,!r'S �� • N ��z 4 2�'� �P � 3,t�I.o.L O tz9.�Jd 31�_ot�r_� r!z).e» � 3s.�.es A .�z3.d�� . .- � ��n i�.,e �N�aN ok.v. �n�o � � n � , �+ � p,G - w .�� y � ' �� o i 5 ,n d `} $� i � `� Yi n � � � t .'} � ' �,v � �P` �� _4 � _____ ,� _ _ _ _ b �K M /[C 1 � � • ' � P r � a ti� .� N • �J � ^! M � �� A w 0 � h�•i!t � Ay � I^ !� � � � l`�'�AGS �� x i�� L�� ASSESSOR'S MAP �`�:�'' N O RT H SOVFCE:THOMAS GUtOE � w A � H � � � Z � � � W � � � ' RECONNAISSANCE REPORT NO. 13 LOWER CEDAR CREEK BASIN � �) JUNE 1987 Natural Resources and Parks Division ; and Surface Water Management Division King County, Washino on King Caunty F�ecutivc Tim Hill > ( Kins Caunty Council Audrey Gruger, District I Cynihia Sullivan, District 2 Bill Reams, District 3 Lois North, District 4 Ron Sims, District 5 . Bruce Laing, Disirict 6 . - Paul Barden, District 7 Bob Grieve, Disirict 8 Gary Grant, District 9 Department of Public Wor�s Parts, Ptannin� and Resources Don LaBette, Director Jce Nagel, Director Surface Water Management Division Naturat Resources and Parl�s Division Joseph J. Simmler, Division Manager Russ Cahill, Division Manager Jim Kramer, A,ssistant Division Manager Bill Jolly, Actinp Division Manaoer Dave Clark, Manager, River & Water Derek Poon, Chief, Resources Planning Section Resoume Section Bill Eckel, Manager, Basin Planninp Program Larry Gibbons, Manager, Project Management and Desi� Section Contnbuting Staff Contr�buting Staff � Doug Chin, Sr. Engineer Ray Hetler, Project Mana4er Sc Team Leader Randall Parsons, Sr. En�neer Matthew Clark, Projert Manager Andy Levesque, Sr. En�neer Robert R. Fuerstenberg, Biolod st �� Team Leader Bruce Barker, Engineer Matthew J. Bruengo, Geologist Arny Stonkus, End neer L.ee Benda, Geologist Ray Steiger, Engineer Derefc Booth, Geoloaist Pete Ringen, Engineer Dyanne Sheldon, Wetlands Biologist Cindy Baker, Earth Scientist Di Johnson= Ptanning Support Technician ' Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Bentler, Planning Support Technician Consulting Staff Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician Don Spencer, Associate Geolo�rist, Earth David Truax, Planning Support Technician Consultants, Inc. Brian VanderburgR Planning Support Technician John Bethel, Soil Scientist, Eanh Carolyn M. Byerly, Technical Writer Consultants, Inc. Susanna Homig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller, Typesetter Jaki Reed, Typesetter Lela lira, Office Technician Marty Cox, Office Technician � , P:CR " TABLE OF CONTENTS � J I. SUMMARY 1 II. INTRODUCTION . 1 III. FINDINGS IN LOWER CEDAR RIVER BASIN 2 A. Overview of Basin 2 B. Effects of Urbanization 4 G Specific Problems 5 1. Drainage and flooding problems 5 2. Damage to property 6 3. Destruction o[ habitat 6 = IV_ RECOMMENDATIONS F�R ACTION 7 ; � , A. Reduce landslide hazards 7 B. Reduce erosion a�d flooding ? C. Prevent future emsion and flooding with appropriate analysis, 3 planning, and poiicy development D. •Stop present (and prevent future) damage to habitat S by addressing speci�c problems in stream systems V. MAP 11 APPENDICES: APPENDIX A: Estimated Costs A-2 APPENDIX B: Capital Impravement Project Ranking B-1 APPEDDIX C: Detailed Fndina and Recommendations Gl , '} L SUMMARY � The Lower Cedar River Basin, in southwest King County, is unique in its development pat- terns and the associated environmental problems that appear throughout the basin. Except [or the city of Renton and areas on the Cedar River Valiey floor, most of the development in the basin has occurred on the upland plateaus. Most of this development is recent and primarily residential. In additior►, the plateau � the site of aumerous sand and gravel mining operations and, in the southern uplands, an abandoned coal mine. Peat is also being mined narth of Otter Lake. In some areas livestock are being raised on small farms; there . � are no major crop-related agrirultural activities in the basin. 7'he effects of development are most apparent where storm drainage is routed aver the valley waUs. Impen+iovs surfaoes on the platean have mcre� the rate and votume of storm runo[f, r�wltiag in substantial erosioa, s�7tation, and tlooding below. In addi- tion, erosion and siltation have damaged ar destmyed babitat in many In�butaries, threatening the survival of fish. Habitat and water quality throughout the basin are also threatened by the flling of wetlands and the presence of large amounts of domestic tra�h in some streams. 'I'he reconnaissance team noted that the Peterson Creek system has so far remained in its natural, nearly pristine mndition. Maintaining this quatity should be a high priority in future basin planning capital pmject programs. Recommendations in the Lower Cedar River Basin include 1) desigping and constructing appropriately si7,ed R/D and other drainape facilities; 2) establishing stricter land use policies regarding tloodplains, wetlands, and gravel mining, 3) conducting more detailed and comprehensive hydraulic/hydrologjc analyses of proposed developments; and 4) prev�eating damage to the natural drainage system_ The field team also recommends � restoring the habitat of several tn�butaries (e.g., cleaning gravels, revegetating stream banks, and diversifying � streambeds for spawning and rearing) as well as � protecEing the near�r pr�stine quality of Peterson Creek. II. INI'RODU(.TION: History and GoaLs of the Program In 1935 the King County Council approved funding for the Pianning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initiai imestigation of three basins -- Evans, Soos, and Hylebos Creeks — in order to deCernaine existing and potentiai surface water problems and to recommend action to mitigate and prevent these problems. 1'hese initial investiga- tions used available data and new field observations to er•amine geology, hydrology, and habitat conditions in each basin. Fndinds from these three basins led the King County Council to adopt Resolution 60I3 in April 1936, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequentty estabiished, is now. an important ele- ment of surface water management. The goals of the program are to proovide useful data w-ith regard to 1) critical problems needing iramediate solutions, 2) basin characteristics for use in the preparation of detaited basin management plans, and 3) capital costs associated with the early resolution of drainage and problems. The reconnaissance reports are intended to pravide an evabation of presen! drainage con- ditions in the County in order to transmit information to policymakers to aid them in developing more detailed reb latory measures and specific capital impravement plans. They are not intended to ascribe in any conclusive manner the causes of drainaae or erosion P:LC 1 � Lower Cedar River Basin (continued) i � problems; instead, they are to be vsed as initial surveys from which choices for subsequent - detailed engineering and other professional environmentai analyses may be made. Due to the limited amount of time available for the field work in each basin, the reports must be viewed as descriptive environmenial narratives rather than as final en�neering conctusions. Recommendations contained in each rcport provide a description of potential mitipative , measures for each particuiar basin;�these measures might pravide maximum emimnmenta! protection through capital project construction or development appraval conditions. 'I'he appropriate extent of such measures will be decided on a case-by-case basis by County offi- cials responsible for reviewing applications for permit approvals and for choosing among competing projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and en�neerina analysis possible on a site-specific basis for any proposal. III. FDdDQVGS IN LOWER CEDAR RIVER BAS�i The field reconnaissance of Lawer Cedar River Basin was conducted in Januarv 1937 bv Robert R. Fuerstenberb, biologist: Bruce L. Barker. enb neer and Lee Benda, geologist. Their findinas and recommendations are pr�°s��nred hc-re miles in area. It extends southeast from the mouth of the Cedar River on Lake Washinb on to approximately river mile 14.0. The boundary to the northeast is marked by a ridgetop connecting the city of Renton to Werster and Franklin Lakes; the boundary to the southwest runs alonp Petravitsky Road to Lake Youngs. - Renton is the only incorporated area in the basin. Other population centers include Fairwood, Maplewoai Heights, and Maple Valley. Eacept for the city of Renton, most of the residential concentrations are located on the upland plateaus overlooking the Cedar River Valley. These upland developments are recent compared to the smaller established communities on the valtey floor. The basin lies w-ithin portions of three King County planning areas: Nev�castle in the northeast (which includes Renton), Tahoma-Raven Heights in the e�st, and Soos Creek (the Iaro st of the three) in the w est. — Rural areas exist on the valley floor on both sides of the Lawer Cedar River, from approximately river mile 5.50 to 13.00. These ar� limited to pastureland for horses, cow-s, and some sheep and several smalt "u-pick" fruit and veretable farms. Similar areas are located on the southern uplands above the reach From river mile 5.50 to 7.00 and in the Lake Desire-Otter Lake area. The plateau is also the site of sand and �-avel miaing operations and, in the southern uplands, of the abandoned Fre King Coal Mine. Peat deposits exist west of Lake Desire and nonh and south of Otter Lake, and peat mining is being carried out north of Otter L,ake. Present zoning allows for urban and suburban densities throughout much of the basin, particularly on the upland plateaus and in the Cedar River Valley from its mouth to � appo�imately river mile 6.50. Population projections for the year 2000 in the three ( planni� areas eontaining the Lower Cedar Basin are over 31I,00(1 an increase of 47 —_ P:LC 2 Lawer Cedar River Basin �^� (continued) percent fmm the present. Most of this growth w-ill occur in the Soos Creek Planning Area. Dominant �ologicai aad geomorp6ic features. The geology of the Lower Cedar River Basin is diverse. Geological formations exposed along the valley include sedimentary . rbcks, undifferentiated older glacial drift, extensive ground moraine deposits, recent alluvium along the Cedar River, and landslide deposits along the river and its tribu- taries. The sedimentary rocks, composed of moderately dipping sandstones� con- glomerates, mudstones, and shales, are exposed locaily abnb the cliffs of the Cedar River Valley near the mouth of the Cedar River. In addition, the Renton formation, composed of sandstones, mudstones, and shales with periodic deposits of coal, is also exposed along the lawer portion of the Lo�wer Cedar River Valley. Undifferentiated glacial depo6its found here are composed of three or roore tiU sheets, glacio-fluvial sand and gravel, glacio-larustrine clay, and sand, and non-glaciat sand, clay and thin peat. These lie over the sedimentary rock formations and are best eaposzd in eross-section along the cliffs of the main valley and major tributaries_ The morpholow of the Lower Cedar River Basin is dominated by the valley formed by the Cedar River. VaUey walls are steep cliffs formed by landslides in alacial sedi- � ments. A once extensive and meanderin� River, which created a wide valley floor as it cut its w-ay w�estw�ard= the Cedar today is diked for most of its length through the low�er valley. A narraw but extensive band of landslide deposits er.ists along the steep cliffs af the main river and its major tributarees. The landslide deposits consist of deformed blocks of glacial sediments and colluvium derived from slides or mass flawace, such as landslides and debris flovtis. Recent alluvial deposits fill the valley and major tributaries. Small, composite, alluvial debris fans e�ist at the mouths of th� largest tributaries. Closed depressions, principally in the uplands, have lacustrine and peat deposits. The Lovver Cedar River Valley has a high potential for erosion due ro steep slopes and the existence of a clay layer that promotes soil failures. In addition, the confined nature of tributary channets between steep hillslopes promotes bank erosion during high flows. Numerous recent landstides are evident along cliffs of many of the steep tributaries and along the main stem of the Cedar River. These �ave been accelerated by the removal of vegetation and the routing of concentrated storm flows over steep slopes in areas where development has ocrurred. Hydrologic and hydraulic c6ararteristics. The Cedar River Basin is composed of a complex draina�e netv►�ork consisting of the Cedar River and 17 tributaries. The la ber tributaries begin in lakes or wetlands on the bluffs and flaw through relatively flat, stabJe channels to the edge of the Cedar River Valley, then plunDe down to the valley floor throuph steep, erodible ravines. Tributaries of this type svch as Tributary 0�0-1 (with headwaters at Wetland 3111) and Tributary 0323 (which beains at Lake Desire), are found on the south side of the Cedar River. Another type of tributary collects surface runoff (rom ufianiied areas, pastureland, and wooded areas. Tributaries 030�, 0307, and 0312 are examples of this type of tributary. Ther are intermittent (depending on rainfall), shorter in leno h. tlow through shallower channels that are s�eeper at the bluffs and transport more material during times of P:LC 3 Lawer Cedar River Basin (continued) ,� high fto�ws. Some of the worst problems located during field investigation (see Appendix C for a full listing) occur on thes type of tributary. Catchments 5, 6, and 12 have very infiltrative soils. Urban developments hvae utilized R/D poinds to effectivety in�iltrate all urban runoff be[ore it reaches the valley hillslopes. The inGltrated runoff then reappears as springs. , . � Two la be lakes (Desire and Otter� together with four smaller ones (Shady, Peterson, Webster, and Francis) lie in the southeast third of the basin. Numerous large wetland areas e�cist in this section as aell. The field team identified 10 potential wetland sites that had not been previously identified in the Sensitive Areas Map Folio (SAM�. The system of lakes and wettands in this area effectively buffers the high flows I draining to these tributaries. i Habitat cbaracteristic.�s. With few exceptions, usable fish habitat exists onty in peren- nial streams (i.e., Trib. 030'>� 0304, 0305, 0323, and possibly 0303}. In other streams (e.g., Trib. 0303 and 0310� steep gradients preclude fish use. Steep �adients also reduce fish use in the perennial systems (except for Trib. 03?3). Habitat is in various stages of degradation in these systems; pools are being filled and gravels and debris shift reb larly. In Tributary 0323 (Peterson Creek), however, habitat diversity is extensive, and the channel is not seriously degraded. At this location the field team observed at least three species of salmonoids. In general, the most diverse and least disturbed habitat in a tributary system occurs in , � the ta oe wetland areas in the southeast third of the basin. Usable habitat for ' anadromous fish is found in the law-gradient portions of streams where channels cross the Cedar River Valley floor_ In these reaches, hav�ever, only spawning habitat is likely to be available, as the poots and woody debris necessary for successful rearing either do not exist or are quite limited. F�:cellent spawning and rearing areas exist where pools and riffles are extensive, instream cover and bank vegetation are intact, and diversity of habitat types is abundant. B. Effects of Uifiani7ati� in the Basin Flooding, erosion, and the degrad�tion of habitat associated with development in the Lawer Cedar River Basin are most apparent where development has eliminated vege- tation along the edges of the valley and where stormwater has been routed dawn channels and svr-ales. The removat of vegetation, such as trees, above and belaw the edges of valley walis, as well as the discharging of stormwater over the valley wall, has resulted in tensio� cracks and landslides that are endangering some houses. The sedi- ments from these failures are depositing in streams and on valley floors and dama�np fish habitat and private property. Discharging stormwater from increased impervious areas into.steep tributary channels and swales is seriously destabilizing channels and valley w-alls; this in tum results in channel dow-ncutting, bank erosion, and landslides. The sediments from these problems often degrade fish habitat and settle out on pri- vate property alonp the valley floor. Two serious instances of development-related erosion occurred during the Navember 1936 storm: 1) cutverts rerouting the stream were plu�ed, causina the formation of a new channel that destroyed portions of roads on Tributary 0314; and 2) new, uncom- � ) P:LC � Lower Cedar River Basin � (continued) pacted fill adjacent to new residences near collection point 5 was w�ashed partly away during the storm, causing landslidino and gullying. Future problems will be similar to these, as commercial and residential developments increase flaw rates and volumes by decreasing natural storage and infiltration. T'his is. • expected to occur if w-etlands on the upper plateau are �encroached upon or lost (e.g., on Trib. 0304 at RM 230 and on Trib. 030�A at Rm 1.60). The preservation of v�etlands and streambank vegetation and the attenuation of storm flow�s are essential in this basin. � Specif"�c Problems Ideotified The steep valley sideslopes through which streams pass and the often dense upland development result in a nvmber of similar problems that repeat themselves throughout the Lower Cedar River Basin. The mosi si�ificant of these are outtined and discussed be{ow. 1. Drainage and flooding problems are often the rault of several conditioas: a Undersiz�ed cvMerts and inadequate entrance structure.s. The most notabie area is on Tributary 0306 at river mile �0, where a culvert here was blocked by debris carried downstream by the stream and caused erosion and flooding of Fairwood Goi[ Course. The blockage was eompounded by the f fact that the culvert was undersized; the problem w-ill worsen as flows increase from upstream development. b. Serious instream erosion and sobseqvent do9vasmeam sed'ementation. These have been caused by three main factors: 1) runofF fmm residential developments on the bluffs above the valley, 2) compacted pastureland due to livestock, and 3} runoff from impeivious areas originating at �avel pits. These problems will continue and worsen until mitigative measures are taken. (See Appendix C for speci�e examples.} c. Undersi7�ed rechanneltied streams. Tributaries on the vallev floor are too small to carry the increased flows originating in devefoped residential areas along the top of the bluffs. For example. Tributary 03U2 at river mile .?5, the channel along Maplewood Golf Course, overtops and floods durin� storms. d. Comstruction in wetland and floodplain am,as, Many ot the wetlands on the south side of the Cedar River are peat bogs, and roads buiit throuch them continue to settle each year, increasing the amount of floociing on the road. For example, the road crossing with Tributary 0323B north of Lake Desire wilt experience more severe flooding as the road settles. e. Discharging of stormwater at t6e top of steep banks. At river mile 2.?0 on the Cedar Rnrer; a trailer park (constructed on the edge of the cli[f) discha pes its drainage down the valley wail. Increaseci flows eraie the steep valley, depositing sediments on the vallev floor. blocking channels and C8US1Rb flooding. These problems will eventually stabilize, but only after a larpe quantity of soil has been eraied. P:LC 5 Lower Cedar River Basin . (continued) 2 Damage to property is being caused by three factors: a. L.andsGdes and potential landslides. Landslides are accelerated by the removal of vegetation on steep slopes in preparation for residential construction and/or by the routing of storm flows aver hillslopes. For example, a large landstide has already occurred in the front yard of a resi- dence on the Cedar River at river mile 7.80. b. Sedimentation (from landslides). Sedimentation and channel and bank ero- sion are dama�ng private pmperty along the valley floor (Trib. 0?99 and 031�}. c H7ooding dnring storms. Flooding has been brought on bv the effects of development and associated changes to the natural drainage systems in the basin. (See "B" abave.) 3. Destniction of 6abitat is being eaused by four conditioos: a. Sedimentatioo of pools and ri[tles and cementing of gravets. Tht�� problems, the result of severe erosion and the transport of bedloa�J material, 6ave been caused by upland developments in the basin and the presence of associated impervious surfaces, which increase the rate and quantity of sur[ace runoff. Sedimentation and cementing of gravels in streambeds destroy natural spaw-ning and rearinb habitat. On Tributary • 0307 at river mile .4f3 and Tributary 0305 at river miles .95, 1.?0, and 1.70, recent high flows have eroded the streambed at least one foot, contributinb to a serious siltation problem downstream. Heaw bedload transport is evi- dent in all systems of the basin except Tributarv 0323. In Tributary 0303 at river mile .�, fine sediments are acrumulating in gravels that may be used by resident fish. In Tributary 0304 between river miles .95 and 1.20, pools are being filled by sands and gravels and rearing habitat is being rapidly lost. b. Channelaation of � beds. Loss of habitat through channelization has occarred in all the maJor streams of the basin= but most noticeably in those reaches that cross the valley floor. T'hese reaches tack Tiabitat diversity, reducing fish use for spawning and rearing. Channelization has damaged or destroyed. habitat in several reaches that were once heavily used by �sh: th�se include Tributary 0302 between river mile 30 and �0, Tributary 030�# hetween river miles .OS and .13. Tributarv 0305 betw-een river mile .?0 and .75= and Tributary 03?3 from river mile 1.10 to ].�0. 'These systems cannot afford a further reduction of habitai and still remain viable fishery resour- ces. c. T6e aocvmulation of trash in stream beds. This problem occurs in close proximity to residential areas. Trash degrades water quality and is visually unpleasant. Tires, appliances, furniture, and other trash have been throv�n into Tributarv 030? at river miles I.00 and 1.10 and in Tributarv Oi03 at river mile .35. ► P:LC 6 L.ower Cedar River Basin � (continued) d Wetiand encroachmen� Encroachment destrovs habitat and eliminates natural water Gltration and storage for surface runoff. Examples of this problem w-ere observed on Tributary 0304 at river mile 2.30t Tributary 0303 at .30, and Tributary 030�A at river mile 1.30. Many wetlands have already been coropletely lost t6rough filling, for example on Tributary . • 0306A at rivCr mile S5. Suspected violations were forwarded to BuildinD and Land Development for enforcement. IV. RECOIVA4II+IDATIONS FOR ACI'ION The primary recommendations for action in the Lower Cedar River Basin addresses cunent severe problems related to erosion, habitat destruction, and flooding. Prevention of these probtems wiil be accompIished by controlling locations and densities of new development and pravidino adequate R/D facilities for stormwater. A Reduce landslide hazatds by_ l. Including seasitiv�e areas not previou.sly mapped on the Sensitive Areas Map Folio (SAI�). See Appendix C for a full listing oE sensitive areas_ 2 Fstablishing building setbacks abng cliffs and native Urow-ih protection easements � aiong steep ravines. `� 3. Discouraging or eliminating the routing oE stornawater over cliffs, unless adequate � tightline systems can be constructed to convey flo�us in a safe, nonerosive manner ro the bottom af cliffs. 4. Derreasing peak flarw�s by constructing larger R/D facilities to lessen ihe landslide and emsion occurrence along tributary slopes. B. Reduce erosion and floociu►g in the basin by improving surface water management: I. Direct the Facilities Management Section of the Surface Water Management Division to evaluate e�ostin� storm-detention and oonv�eyance facilities to deter- mine whether they are properly sized to meet current standards. Evaluation should begin with all single-orifice R/D facilities. 2 Consider areas other than wetlands as re�onal storm-detention facilities. Tributary 0300 at river mile .42 is the site for a proposed dam, for exampie. 3. Utilize eusting lower quality w^etlands (those reted other than #1) as regjonal storm-detention [acilities. Wetlands 310'? and 314? could provide more live storage, for example. 4_ Review channel and culvert capacity for mmeying e�osting and future runoff, and establish flooeiplain areas in regions of slight gradient for existing and future runoff conditions. '} S. Promote the inf'iltration o[ suiface w*ater thmugh the use of retention facilities �- and open channels insiead of pipes v�:here the soil and slope conditions permit. Cotlection points 5, 6, and 12 on plateaus have such soil conditions_ P:LC 7 Lower Cedar River Basin (continued) � ; � G Pre�+ent futuie probtems of eiosion and flooding with appropriate analy�, Plannin� and policy devebpment related to surface water management: 1. Cooduct a detaiied, aompreheasiv�e hydrauliclhYdroJog�C ana1Y� °� aDY Pi'°P�d dev�ebpments to determine impacts on the drainage courses dow-nstream. This is especially critical [or areas on the upper blu(fs and plateau, w-hich drain over � steep, sensitive banks abave the Cedar River. 2 Conduct a study of the impact o[ locating infiltration ponds utilized neaz the edge of the bluffs to desermine their e[fect on seepage faces on the law-er face of the bluffs. This might be accomplished with a computer-based numericat model of the groundwater flaw. 3. Req�ire cbe a�dinins of scorm drainage down steep or seasitive slopes when they cannot be directed away fmm the slopes. This is done by piping the [law dov�-n the siope and dischar;ing it at the bottom with adequate energy dissipation. Many of the intermittent tributaries flowinp down the banks should be ti�htlined as urban development increases flow to them. 4_ Con.Strud new R/D poods with filter berms to improve water quality and reduce Cme sediment loads New R/D ponds should have t�r•o cells with gravel-berm filters and vegetated s,�ales at the inlet and outlet. Consider Tributaries 0304, 0304A 030?, and 0303 as sites for this type of facility in order enhance water quality. � t 5. Maintain natural vegetation on streambanks and floodplains. This is especially important for relatively flat channels [low�ino on the plateau before they reach the steep bluffs because these channels and their f7oodpl�ins will attenuate flaws during times o[ heavy runoff. 6. Maintain bu[fer areas around w*edands. Many of the tributaries on the south side of the Cedar Rivef headwater at wetlands. These wetlands act as natural stonae areas during storms 7. Reevaluate KinB Caunty policy regarding peimittins for gravcl mining on steep, sensitive slopes. — 8. Include t6e city of Rention in future interlocal agreements for planning and capi- tal improvement projects where city and county interests overlap. D. Eliminate present damage to 6abitat and prevent future damage by addressing specific problems in t6e stream systems, ?he following activities should be coordinated among King County, the Muckleshoot Indian Tribe, and State Departments ot Fsheries and Game: I_ Reduce damapng storm flows �-ith greater detention volume and lower release rates at upstream developments. 2 Implement resioration projects on Tributaries 0304 (river mile .00-.20), Tributary i 0305 (river mile .20-.30). Tributary 0303 (river mile _25_.35), and Tributary 03?3 _ (river mile 1.10 -1.�0): P:LC 3 Lower Cedar River Basin � (continued) a. On Tn�butary Q30�t: Clean streambed graveLs, add habitat and bed-controi weirs, and plant bank vegetation for shade. b. On Tnbutary OCi05: Construct a new channel and mwe stream from road- side channel to its new location on adjacent lands. Implement a ful( ' restora�ion project to pravide channel meanders, habitat structures, pool/riffle enhancement, streambed gravel replacement, and revegetation. c. On Tnbutary 030r3: Mave stream from present channel to a location further norih, away from the roadside. If relocation is not possible, these minimum steps should be taken: Add habitat strocture to existing channel with root masses, deflectors, boulder clusters, and other features; revegetats channel banks with shrobs and small trees; enhance stream crossings w7th bottomless pipe arches. d. On Tnbutary Q328 (Peterson Creek): Add habitat structure by replacing the straight, shortened channel with a more natural, meandering one; place habitat structures (such as root masses, deflectors, crner lobs, and boulder clusters) throughout the channel; and revegetate banks with shrubs common I to adjacent riparian zones (salmonberry, ninebar}c, or dod ood, for example). 3. Protect the Peteison Creek system (Tn�b. 0328) in its present, near-pristine state. I This will include not only the restoration outlined in section A above, but also �� the adoption of land use management regulations to prevent future habitat destruction: a. Protect all e�risting wetlands within thc snbcatchments ot Peteison Creel� Empioy wetland buffers at least 100 feet wide without exception. b. Restrict devebpment in t6e criticai 6eadw*ater area (drainage, habitat, water quality) bounded by Lake Desim, Otter Lake, and Peteison Lake to rura! densities. c. Designate and protect simamside management zones of at least 100 feet from the ordinary high-water mark (OHWM) along th�main stem of the creek. Use 25 feet from the OHWM on tributaries. d. Preserve floodplains and their for�sts for dynamic retention of sediments and w�ater. e_ Resirid vegetation remwal in streamside/wetland management zones. f. Size R/D facilities to store t6e 100-year storm at a two-to-C►ve-year release rate. Use the tvvo-ccll typc of pond with a forebay, a �avel filter, and a vegetated swale outflaw where feasible. & Regulate mor� dosely aU septic tank and drain-field installations, as wel! as maintenance schedules, particularly in the Lake Desire, Otter Lake, and ' Peterson Iake drainage areas� P:LC 9 Laver Cedar River Basin (continued) � � 6. Work witb t6e State Depaitmeot of F.cology to esiabiish minimum siream- [bw requirements for Peterson Creek and Lake Desire tnbutary. 4. Devebp and pnomote public education and involvement programs for basin awareness. Work with schools, environmental group6, and the civic and business coromunities to conduct educationa! and restoration pro�ams. . � ! li P:LC 10 ,, i.. y. . . , . � I I �.�... . � i .,i �—.%, � . _. ' , ; .� Si \. ;'., ; i , � ' � ,; , , LOWER CEDAR RIVER BASIN `�,,.✓ � ' ' - �j ; _.., i � --�� .� S a�n Bh u nd�r 6 . , � , , , , �,- �.�on `\ _... , �.� � . \ ;, , ;, , � , ; ,,: . � � ... 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'��. y \ ... .L. � ` ..� ' . .� d �� ' Y� } �' 7 . , .:, ! • . }� ., ,3121 I, .o , " _ N, f . , � �`�l �l� ` �,,.. _. � . . , Y�{ y}�� . , , :'MYO � . I � '17 I-�V Y w -.. i�l.�n ..�1..14 �' 0 � � � � I ,,,,.,, . � 3116 0 2�� ,4� , o ` � � , � . ; ..l b J�22 � � � 'ri'x� � y � � / � p� •� � 0 ..�� j1 � ' �',' � \ '�:� -�:___ ; • 4 ; . . .. ti.—• . M J ,' ,I"��.' , y ,"� 'p � '�'9 ,...... I ,�� ,� ,�� l�� j �� , , I A r x'�r , ^ ,� ,. 21 ; , ` ��, � �� _,.. ��.., ��; , _ __ P '. � .,,_. �� .__._�,..-- 1 , . p c� � I ', � ��'-:��,' _ °N N � � �y ' 3115 \ i °' �� ° " � i :w i � 1"—'-- � � I 1 .\ i r ,• , i f�? .. �.�'�,..__,, � ... ry� . � - , �b{�yAltLL.N�7.cR�i - O �G'"��...7r� - � ..•� T ' 4Y�yb `L � 12 � c`� o�.�._., ,n-. 311� � � � -�� =: ,,,.I `�,��,. ,r � �� . ' ,'�';."� 1.,. •. . 't . . .,.� I .� � '� . �. r ��... �., ii :�i ." •� . � �1 : � . . : �,. ,� : e � .Ic._.u•_.n. MWMV�Nr/ , . . . . .. � •. , , ; : J �s��,r ;, �.�,,� ,, .�.w. ... ; i� ' �: \ � �,L�'.I ' : , � , __..__ --- . __. ._..., _._-__.......___-------.� _._ _ _._._.— : � , ;, _. j �,, _.., �1 . ��.. , �, � r.. ; �. ...:. APPENDIX A • ESTIMATEU COSTS: PRUPOSED CAPITAL IMPROVEMENT PROJECTS LOW�R CCDAR CRELK BASIN � " I�dicatea proiect was idenUfied by Surtace Water Management of(fce � prior to reconnaissance. NOTE: All projects are located on map included in this report. Project Collect. Estimated Costs Numher Point Project Description Prohlem /�ddressed And Comments 3105* 10 Cnhancc 2?00' of`Trih. 0305 from Mitig�tcs fiooding of King $115,000 Cedar River to Elliot Bridge. County park land. � (NOTE: This project was proposed by Surface Water Manngement, is in th� design phase, and will be constructed by 1989.) 3109° 10 Secure c�sements to wetland located B�tter utilizcs wetland's storlge $18G,000 in C�sc�ide P�rk and construct a herm cap�city to address p�ak flows from , �t the outlet. Repls�ce eaisting surrounding urban �rea. c�tch hasins with contmi structures. Prnject sl�ould he justified hy a . hasin study. Wetlnnd rated #2. (This wetland �vill require furthcr ' biological cvaluation bcfom. R/D dcsibn and co.nstruction.) I':LC.nPA A-1 II Project Coilect. Estimated Costs Numb�r Point Proiect Desc�ription Prohlem ncidre�,sed and Comments 3111 Secure e�sements to outlet to Francis Will provide �dditional storage $175,000 (Wetl�nd l..�ike �nd 1100' of channel from I��ke to miti�atc anticipatc�i future ' :�136) to SE 134th St. Construct a weir to increased flows. rais�: (1ke levei 1', and enhlnce 11Q0' of Trih. 0317. Should be justified by � U1sin plAn. Wetlnnd rated #1. (Tliis wctland will rcquire furtlicr biologicll evaluation l��fore R/D dcsign an� construction.) 3112 19 Sccure ea.s�;ment for outlet to wetl�nd Wi(I providc fldciitional storape $117,000 (Wctland and replace �aisting wcir with a for anticip�tcd futurc peak flows. � 314?) concretc-slotted wvir: Should be justified by a basin pl�n. Wetl�nd rated #2. (Th�s wetl�nd will require further biologieAl ev�luation before R/D design and construction. 3114' Secure �a�semc;nt to Wctl�nd 3150 and Acidr�;sses anticipu�ed increases in 5134,000 (Wetl�nd construct 1 cont�inment berm �nd flow cause�l hy development. 3150) control struc;tur� �t the outict. Project should be justified by a basin plan. Wetl�nd rat�d #?. , ('I'his wetland will rec�uire further hiologic�ll c;v�iluation b�forc; R/D desi�n ��d construcitan.) 3115 lg Inst�ll dcter�tion pond �nd 1,000' Mitig�tcs sc;verc erosion and $361,000 of tightlinc. Project is indepen- flooding durinb times of high dcntly justifilble. flows. I':LC.APA q.� � � . ; \ . .,�M„,, � Pro,ject Collect. Estimated Costs Nunihcr Point Proicct De.scriptian Problem 11dd,•e��ed . �nd Comments � 311�i 21 Raise eaisting ro�d emhankment Miti��tes season�l flooding of I.��ke $73,000 2-4'. I'roject should be indepen- Desire Ur. SE cau.sed by road bed dently justifi�blt. (Refer to settlin; in tlie pe�t bog. Ro�ds Division.) 3117 16 Inst��ll 1,400' of tightline, a Mitigates severe erosion, sedimcnts $SO1,000 scdimcnt trap, and 700' o[ cltannel deposited on County roads, and from Joncs Rd, ro Ccdar River. floociing during cimes of high Projcct is indepcndcntly justi- flows. fiablc. 3114 10 Install 3Q0' of 36" culvert, a new Will prevent blockage of culvert $87,000 inlet strueture, m�nho{e, and catch �nd the accompanying flooding and hasin. Project is inde�x;ndently erosion of l�ainvood Golf Course and jutitifiable, mobile home park below. 31�9 4 Construct a detention dam and Project loc:ation is ideal Uecause $159,000 control structure in A deep it addresses flows from a Iprge ch�nnelized section of 1'rib. r�sidential are<i Uefore they reAch , 03U0. Project is independently the steep, sensitive area next to ' justifiablc. . the Ced�r River. 3130 15 Construct a x:dimcntution pond and Mitigatcs [looding of residcnc� �nd � $163,000 1,000' of channel from Joncs Rd. to sediment deposition on Jones Rd. Cudar River. �'roject is indepen- dcntly justi[iablc. P:LC.APn A-3 ,.. - �- `� Project Collect. , Fstim�teci Coscs Numher Point Pcoi��t Dcsc;ription Problcm Addres.sed �nd Comments 312.1 7 Sec:ure e�sement to wetllnd �nd con- Addresses incre��d flows in Trib. $371,000 (WcU�nd struct � containment herm ��d concrete 0304 �nd 03OQA from residcntial ' 3102) wcir at outlet. Project should Ue developments. justificd by a bAsin pl�►n. Wetland ' rltcd #2. E3iological Asst;ssment is needed to ��.sure thlt this project does not decrelse habitat values. 3122 11 Purchlse existing ponds on F�iiwoai Mitia�tes flooding and erosion $342,000 Golf Course and expand to provide downstream. . gr�ater flow detention. Project is independently justifi�ble.. v 1 P:I,C.APA A-4 �---- ' , � ;: , . - ; APPENDIX B } CAPITAL IMPROVEMENT PROJECT RANKING ! -� LOWER CEDAR RIVER BASIN Prior to the I.ower Cedar River Basin field reconnaissance, 1? projects had been identified and _ I rated using the CIP selection criteria developed by the Surface Water Management (SWM) and Natural Resoumes and Parks Divisions. Follawing ihe reconnaissance, 13 projects remain proposed for this area. They include eight new, previously unidentified and unrated projects. These displa�e seven previously selected projects, which were eliminated based on the consensus of the recon- ' naissance team. Projerts were eliminated for several reasons: two sites v�-ere annexed by the city of Renton, two projects were found to be unnecessary, two sites were categorized as #1 wetlands (and arc�ineligible� and one project a�as determined to�be infeasible. The previous SWM capital impravement project list for the Lo�er Cedar River Basin had an esti- mated cost of 52,710,000, wnile the revised list increases to an estimated cost of 52,734,000. This 3 percent increase in estimated capital costs is due to the addition of projects after the reconnaissance. 'The follov��ing table summarizes the scores and costs for the CIPs proposed for the Lower Cedar River Basin. These projects were rated accordinD to previously established SWM Program Citizen Advisory Committee criteria. The projects ranked belavr• are those for which the first rating question, ELEI�IENT 1: "GO/NO GO," could be answered affirmatively. Projects with scores of 100 or higher can be considered now for merging into the "live" CIP list. RANK PROJECT NO. SCORE COST � } � 1 31�2 103 5342,000 2 3113 90 8�,000 3 3120 75 163,000 4 3109' 67 136,000 5 3121 65 371.000 6 3117 60 501,000 7 _ 3115 60 361.000 3 3116 ' S5 73.000 9 3114` �3 134.000 � 10 3111' ?5 175.000 11 3112' 17 117,000 12 3119` 1S 159.000 13 3105 12 115.000 TOTAL S2,73�,000 ` Projerts proposed prior to the Reconnaissance Pro��ram P:LC.APII ' B-1 `...- APPENDIX C � DETAILED FINDINGS AND RECOMMENDATIONS •LOWER CEDAR RIVER BASIN • At� Iteme liated her0 are located on final disptay maps in the oftices of 3unace Wate� Manayement, Buildiny anC land Davelopment, and Basin Planning. TriU. 8c Collect. Existing Anticipated ' Item* River Mile Point Cate o Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 1 -- S Geology Gullying and landslides in Continued erosion. Recompact fill, revegetate, uncompacted fill in new and drain adequAtely. development near edge of s,eep hillslope. 2 -- 1S Geology Small landslide has formed None (natural failure). None. debris flow (11/36). Sedimentation in yard of residence. 3 0299 4 Geology L.�ndslides in sediment�ry Natur�l f�ilure. None. RM 2.6 rock in cutbanks adjacent to railroad. 4 0299 16 Geology Drainage from residential Incre�sing erosion. Provide adequate R/D to RM 9.65 area is resulting in attenuate flows. � gullying in swale. P: LC.APC C-1 Trib. & Collect. Existing Anticipated Item River Mile Point Cate�orv Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 5 0299 13 Geology Horse farm in uplands has Continued high erasion and Develop R/D,at horse farm RM 12.1 created extensive imper- sedimcntation. to attenuate pcak flows. vious surfaces, resulting See Project 3115. � in chAnnel scour, bank erosion, landslides, and s�dimentation at mouth of basin. Residence overcome with sediment. • 6 -- 13 Geology Landslide tenain for sale Site of future mass erosion. Prohibit development here. !, by realtors. High risk for Notify Building and Land lAndslides, flooding (from Development. Add area to springs). SAMF. 7 -- 7 Geology Large-scale landsides Natural process. None. J adjacent to Cedar River due to springs And cutting ' of toeslopes by streams. Appears to be natural. 3 -- 2 Geology Gullying in valley wall, Unknown. None. possibly from natura! springs. 9 -- 14 Geology La�dslide debris flow from Eaisting tension cracks Revegetate hillslope with residence on SE 147th PI., indicate futur� instability. trees and shrubs. Renton. 1 P: LC.APC C_2 �.—. ^.. , ` _J. ��:� I�I Trib. & Collect. Facisting Anticipated Item River Mile Point Cate�orv Prop. Proi. Conditions �nd Problems Conditions and Problems Recommendations 10 ' 0299.1A ' 21 Hydrology 3116 Frequent flooding of Road located on top of peat Elevate the road 3-4' by , RM .OS county road caused by low bog and will continue to filling on top of the road embankment. settle, aggravating flooding present road embankment. problem. Also stabilize embankment. �, 11 0300 4 Geology Extensive chnnnel and Problems wil! continue. Provide'adequate R/D in . RM .00-.40 bank erosion and numerous uplands. (See Project landslides due to 3119.) �I . development-related stormwater. 12 0300 • 4 Hydrology 3119 �evelopment-related peak Increased erosion on Construct detention dam in flows have caused sig- hillslopes below. deep, channelized reach of nificant bank erosion. Trib. 0300. 13 0300 4 Hydrology 3109 Collection point 4 has Degradation of Trib. 0300 Construct berm and standard RM 1.40 been nearly completely from RM .42 downstream. This control structure at outlet urbanized. section is very�steep And to Wetland 3120 in Cpscade susceptible to erosion. Park. 14 0302 6 Geology Channel downcutting and Will continue at same level Control s.torm flows from RM .SO bank erosion. or increAse. uptands. 15 0302 6 Geology Bank erosion (medium den- Increasing erosion with Provide adequate R/D in RM .80-1.00 � sity) at mcanders and increasing flow frora devel- uplands as area develops. - obstructions. opments. P: LC.APC C-3 TriU, & Collect. Existing Anticipated Item River Mile Point Cate�o Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 16 0302 6 Geology Gully erosion from broken None. Culvert has been None. culverts. repaired. 17 0302 6 Geolopy Severe gully erosion Continued erosion. Tightline flows to RM .60-.4Q creating small valleys main stem. from daylight culverts. 14 0302 6 Habit�t Stream channeled along While fish now use tliis Add habitat diversity RM.3S golf course road. No reach, lack of habitat will (e.g., structures, overhead overhead cover. No habi- eventuAlly nducc popula- vegetation). Gain ' tnt diversity. tions. easement to restore mean- ders, if possible. 19 0302 6 �iydrology Tributary drains down Problem wili worsen as Construct detention dam RM .45 � steep bluffs on north devciopment upstream upstream of golf course. side of Cedur River, continues. carrying debris and � flooding MAplewood Golf Course. 20 0302 6 Habitat Water supply dam. Full As impoundment fills, storm- Dredge pond and maintain , RM .50 barier to upstream water will flood over bank. it as xdimcrtt catch. migration. Impoundment Structure may fail. is filling with sediment. 21 0302 6 Habitat Severe gullying from right Will continue to erode until - Tightline downslope. RM .90 bank corregated metal reacl�es tiU layer. • Add velocity attenuator at � pipe. Heavy sediment stream. delivery to stream. P: LC.�1PC C-4 �-- � (; ,.... Trib. & Collect. Existing Anticipated Item River Mile Point C�tcfiory Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 22 , 0302 6 Habitat Trash in strelm (auto, Area adjacent to corridor, - Remove trash. RM 1.00 tires, Appliances), wili continue to collect - Distribute educational trash and debris. Further materials to streamside worsening of water quality, residcnts. sedimentltion, erosion. - Cite violators, if problem persists. 23 0302 6 Habitat Trash in stream. Water Area adj�cent to corridor, - Remove trash. RM 1.10 yu�lity problem, will continue to collect - Distribute educational unsightly. trash and debris. Further materials to streamside worsenin; of water quality. residents. - Cite violators, if problem ' persists. 24 0303 6 Geology Extensive b�nk erosion in Nonc. Increuse R/D volumes, slow release upper portions of tribu. rate to nonerosive levels. tary. 25 030:i 6 Habit�t Habitat suitable for resi- Scdiments will eventuAliy - Control stormwuter volumes RM .2S dent fish. Scdiment accu• cover grayels. HAbitat and dtscharge rates from mulating. wiil become unsuitable for develo�ments. fish use. - Mpnually cleun gravels when �ecessary. 36 0303 6 HpUitat Trash and litter in Further decreases in water - Rertaove trash and litter. RM .35 � channel affecting water quality. • Distribute educational materiaJs quality, causing erosion. to streamside residents. - Cite violators, if pmblem persists. P: i.C.APC GS Trib. �4c Collect. Existing Anticipated � Item River Mile Point C�te orv Pro,�. Proi. Conditions and Problems Conditions �nd Problems Recommendations ?7 0304 7 Habitat L,andslides contributing Sediment will continue to Maintain riparian corridoc RM .40 sediment to channel. Heavy enter system until landslide with setbacks At le�st 50' � deposition in pools, at stabitizes. � from to,ps of banks. obstructions, even in riffles. 23 0304 8 Habitat Horses h�ve access to Further decreases in water - Encourage residents to fence RM 2.10 streAm, cAusing some bAnk quality, b�nk erosion likely. channel bpck 15' from ordinary dc;teriorAtion And possibly high watcr mark. Affecting w�ter c�u�lity. - Limit access to livestock to one or two points �long stream. ?9 0304 3 Hydrolosy Flooding caused by failing Problem will continue until • Problem refernd to Main- RM 2.30 ' R/D at 17Gth St. & 146th outlet structure is tenance section of Surface Ave SE. modified. Wntcr Man�gcme�t Division. 30 0304 8 Habitat Encroachment occurring Wetland likely to be - Require encroaching fills RM 2.40 along all boundaries of reduc�d slowly until it is to be removed. this headwater wetland. completely destroyed. Loss - Establish specific buffer of storage, filtration, aro�nd this wetland. organic production, and - Enforce sensitive areas wildlife habitat. ordinances and regula- tions. 31 0304 7 Geology Several gullies due to Problem will continue. - Tightline drainage. RM .30 daylight culverts; a few � hAve recent landslides. P: LC.APC C-6 .--. --.,, .. ',.::J � �; Trib. & Collect. Facisting " Anticipated Item Riv�r Mile Point Cate�orv Prop. Proi• Conditions and Problems Conditions and Problems Recommendations 3? , 0304 7 H�bit�t Extensive riffle (to RM Gravels risk becoming - Enhance habitat by addi- RM .00 .15. Crcek channeled. No cemented. Few resting areas tion of woody debris in woody debris, little bank for upstream migrating fish. stream. vegetation. Steeil�ead, - Rcvegetate bank. coho spawners here. - Enhanee pool/riffle ratio. 33 0304 7 Habitat Debris jam may be a Debris will continue to - Selectively remove debris RM .20 partial migration barrier. accumulate. Channel wiil to allow fish passage. ' likely divert or jam will - Stabilize large woody fail, releasing accumulated debris. sediment. 34 0304 7 Habitat i�ebris jam. Bed drops 3' Debris will continue to - Selectivety remove debris RM .b2 over jam and sediment, accumulate. Channel will to allow fish passage. forming anadromous likely divert or jam will - Stabilize large woody barrier. fail, releasing accumu,lated debris. sediment. � 36 0304 7 I-Iabitat WAter turbid; oity sheen Water quality will continue - Educate residents about RM .$0 And odor present. Storm to decline as runoff and how to maintain water quAlity. drains empty directly into waste enter stream. - Mark�storm drains with strcam. "Dump no oil" signs. - Emphasize recycling of oil. 37 0304A 7 Ilydrology 3102 Existing forested wetland Addition�l stor�ge could be Construct a propoRional weir RM 1.30 � providcs detention for utilized by constructing and berm at wetland outlet. Trib. 0304A and (1304 in berm �nd weir at outlet. Project could be used instead heavily developed area. This could be done to atten- of Project 3107 to rpeserve the uate incre�sed peak flows #1 rated wetlnnd (where project as upstream area develops. would be built). P: LC.APC C-7 TriU. & Collect. Eaisting Anticiplted Item River Mile Point C�te�ory Prop. Proi. Conditions �nd Problems Conditions and Problems Recommendations 33 O;iO4A 18 �-Iydrology 3115 Runoff generated on top of Flooding will continue as - Construct detention pond , RM .40 bluffs on southwest side long as land use remains the at top of bluffs. of Cedar River is causing same on top of bluffs ar - Tightline drainage down severe bank erosion, until mitigating measures bluffs, then chan�elize it flooding and deUris flows are taken. Runoff origin- to an existing ditch I onto severAl residences ates from highly compacted alon�.side SR 169. i of vpltcy floor. p�stureland on uplands. - Prcvent similar problems '� elsewhere with land use � regulA.tions, including I provisions for prescrvation � of vegetation buffers near tops of cliffs. 39 0305 10 Geology Extensive bank erosion, Susceptible to increases Attenuate high flows. partly due to subsurface with increasing storm flow. clay lnyer and landslide topography. 40 0305 10 Geology Local severe bank Problem will continue. Existing rock-filled RM 1.10 erosion. gabions are deflecting f low. 41 0305 10 Gcology Bxtensive channel down- Continued erosion. Atte��tate high flows with RM 2.10- cutting and bank erosion. adequ�►te R/D. (R/D 1.75 � currently cxists.) 42 0305 10 Geology Several gullies and asso• Erosion will continue. Tightline culverts. RM 2.15- � ciated landslides due to 1.75 daylight culverts on steep � slopes AdjAcent to chan- nels. P: LC.APC C-g __._ � --' ; � , . ' .. ....J. ,�., � I •....=" Trih. �� Collcct. Existing Anticipated Item River Milc Point Cate;orv Prop. Proj. Conditions �nd Problems Conditions and Problems RecommendAtions 43 � 0305 10 I�Iabitat Madsen Creek in ditch Along Potential for fuel entry in- Acquire 30' easement awAy i RM .20 SC Jones Rd. Heavy silt; to creek. rurther decreases from roadside. Construct ' road runoff; water quality in water quality can be ea- new stream channel. adversely affected. pected. 44 0305 10 I-Iabitat Creek in ditch along south Further decreases in water Acquirc 30' easement away RM .35 side of SR 169. Heavy quality can be expected. from roadside. Construct inputs of oils, anti- Potential for autos to enter new stream channel. freezes, heavy metals, channel. L,ack of habitat. organic pollutants likely. Sand, silt from ro�dside ' `(of SR 169) enters aLso. 4,5 0305 ItM .00- 10 F�ydrology 3105 Scction of Trib. 0305, Plooding will continue. Construct and enhance 2200' of .40 RM .00•.40 is eaperiencing (S�e Appcndix A, Project channel through undeveloped extensive floodin;. 3105.) King County Park Land. 46 0305 10 Habit�t ChAnnclized along dri- Further siltation, water Acquire easement; move RM .50 veway�, lacks habitat quulity degradation can be creek from driveway diversity. Driveway scdi- anticipated. Lack of habitat 10-15'. Add meanders and ments enter channel, and precludes optimum salmonid habitat structures to oi( placed on driveway use. increase diversity. enters stre�m. ' 47 030_5 10 Habitat � Channelized tribut�ry Little s��lmonid u.se Add structures to increuse RM .b5 lacks habitat diversity, �nticip�ted. Spawning 1nd diversity in stream. cover for s�►Imonids. rearing success limited Manually clean gravels by Gravels compacted. (unless reach is restored). churning them. P: LC.APC C-9 Trib. �c Coliect. Existing Anticipated Itein River Mile Point C�te�Ory Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 43 0305 10 Hnbitat Good spawn�ng riffles occur Inereased flows may cause Control flows into system RM .90 here. 1/s-3" ;ravels, few bravcl b�r movement. from devcloped areas fines, not compact. High Suitable gr�vels may be upstream. If neeessary, flows are moving materi�l, transported downstream to add bed controls to hold however.. unusable are�s for spawning gravels or "vee" struc- salmonids. tures to recruit them. 4�J 0305 10 Habitlt Severe bank cutting and Further erosion/scouring c�n Control high flows by RM .95 _ erosion occurs here. Bcd be expected. Chlnnel increasing upper basin R/D scouring evident. Reach deterioration will continue. facilities, lowering subject to high, rapid Flows �ppear to bc generated discharge rates to stream. flows. at developments. 50 0305 10 Habitat Much woody debris Debris jams will occur with Control upstream flows RM 1.20 y movement and numerous greater frequency As flaws with greater R/D volume, dcbris jAms. Reach is incrcase. Sediments will lower discharge rates. subject to high, rapid build up and channel will Selectively remove debris. flows. divert. 51 0305 10 Habitat Channel erosion, bank Further channel deteriora- - Increase R/D capacity. RM 1.70 failures, downcutting oc- tion m�y be expected. Silt, - Decrense discharge rates. curring. Re�ch subject to sand transport to m�i'nstem high, rapid flows. will increase. S2 Q306 10 Geology F�ilure of manhole during I�Jot applic�ble. Repair manhole. RM .40 11/86 storm hus resulted in � gully crosion. P: LC.APC C-10 ..._ � .. '� ; `�__�� .�', Trih. & Coliect. Existinb Anticipated Ttem River Mile Point CatC�ON Prop. Proj. Conditions �nd Prol�lems Conditions �nd Problems Recommend�tions .53 ' 0306 10 Geology Channel downcuttino, bank Crosion will increase. Clay Further increase in runoff RM .20 erosion and sever�l layer in vllley makes area should be attenuated; this landslides, due both from sensitive to landslides. is a sensitive channel. increased storm flows and development along ed�e. 54 0306 10 Geology Undersized culvert in arti- Possible fiU failure: Lake Enlarge the corregated RM .30 ficial fill in golf course ponded behind culvert in metal pipe and/or threatens to build lake 1nd in 1981 and threatened construct adequate trash possibly overtop bank. the fill. rack. Breach flood possibl�. SS 030< 11 I-Iabitat Channel subject to I�igh, Further cl�annel damaoe can Inereas� R/D capacity, RM .?5 damaging flows. Erosion be expected. Sediment decrease discharge rate. evident. transport downstream will continue. 5< 0306 10 Geology Downcutting, bank erosion Will continue or increase in Attenuate storm flows. RM .30-.45 and landslides. future. S7 Q30h F•Iydrology 311�4 Trib. 0306 connects witl� Problem will worsen as - Replace existing pipes RM .30 large tributary at manhole development upstreAm with larger diameter pipes here. Debris from 0306 continues. (if downstream analysis clo�.s this manhole, clusing allows for ittcreased flows). � severe erosion of Faiiwood - Install'new inlet struc- Golf Course. tures with trash racks. 53 0306A 11 I-Iydrology 31?2 Existing small ponds on Area upstream is developing - Acquire easements for ponds RM 1.30 0306A are overtopped and quickly, thus worsening the and additional area around ponds receive considerable silt problem. and construct detention pond. during high flows. The - L,ocation is ideal for addressomg ponds are located on peak flows before they reach }�ai�wood Golf Course. thc sensitive Cedar Reiver bluffs. P: LC.APC C-11 TriU. & Collect. E�►isting Anticipated Item River Mile Point Cate�ory Prop. Proj, Conditions 1nd Problems Conditions and Problems Recommendations 59 030GA 11 I-Iabit�it Some usable habitat �xists Further habitat deterioration - Increase R/D capacities. RM .25 for resident salmonids. likely. Cl��nnel erosion will - Decrease discharge rates. ' Water quality is poor. increase. - Encol�rage use of 2-eell Channel subject to high detention ponds, swales. flows. - Prohibit filling of e�isting wetlands, ponds in upper basin. 60 0307 12 Geology Extensive bank erosion at Increased erosion will - Mitigate development- RM .10-.40 all meanders and obstruc- result with increased flows, related high flows. tions (trees, cars) due - Provide adequate R/D. to increased flows from develvpment. 61 03Q7 12 Geology ` Stream eroding toes of Increasing erosion with - Mitigate development RM .10-.GO slopes resulting in increasing flows. related high flows. landslide failures. - Provide adequate R/D. �3 0307 12 I-Iabitat Stream channel pushed to Erosion will worsen as - Incrcase R/D capacity at RM .30 one side of ravine for stream flows increase. all delivery points. roadway. Iiigh encrgy May threaten road bartk at • Reduce release rate below system. Much b�nk cutting, toe of slope, channel scour level. scdiment transport, dcUris movement. 6t 0307 13 Hydrolo�y Are� on top of l�luffs near Infiltr�tion sites should Construct retention faci- RM .60 � Trib. 0307 has ezcellent be used whenever possible. lities for new develop- infiltrative capacity. These would provide ground• ments in area at these sites. water rechArge. P: I.C.APC C-12 .. -�-- ' � ,i �,- i . ... (. .w� � Trib. & Collcct. Existing Anticipated � Itcm River Mile Point Cate�ory Prop. Proi. Conditions and Problems Conditions �nd Problems Recommendations 64 ' 0309 15 Habitat Subject to heavy, rapid Erosion, deposition will - Control storm flows RM .10 flows. Channel erosion, increase. Sediments will upstr.eam. deposition bars migration. migrate downstream, creating - Control volume and discharge , a water quatity problem. rates. 65 0310 15 Geology Sedimentation upstream from Continued sedimentation. - See "Hydrologic and hydraulic RM .60 culvert due to debris and characteristics" section in undersized culvert. New this report. corregated metal pipe con- tinues to pass wAter through. 6G 0310 15 Geology aS�vere erosion below Continucd erosion and - InstAll energy dissipator RM .OS culvert, severe sedimen- sc;dimentation. below corregated metal pipe. tation in residence y�rd. - Fa;cavate channel through yard where original channel was located. 67 0310 15 Geology Road drainage forming gully Continued erosion. Reroute drainage. Refer probiem RM 1.,50 adjacent to road; road bed to Roads Maintenance. in dunger. 6Y 0310 1,5 I-Iabit�t 3120 Corregated metAl pipe is Problem will continue. ReinstAll corregated metal RM .?5 unadromous b�rricr. pipe at or below bed level. � P: LC.APC C-13 Trib. & Collect. Cxisting Anticipated Item River Mile Point Cate�orv Prop• Proi. Conditions and Prohlems Conditions and Problems Recommendations h9 0310 15 I-�ydrology 3120 Existing channel draining Freyuency and severity of Construct detention pond RM .40 off bluffs on north side probiem will worsen as on upstream side of Jones of Cedar River, causing development on bluffs Rd. to trap sediments, and � [looding of residences and increases. enhance 1,000' of creek debris flows onto Jones Rd, from Jones Rd. to Cedar during peflk flows. River. 70 0310 15 Habitat Corregated metal pipe Problems will continue and Remove new and old pipes; RM .60 outlet approximately worsen as outfall velocities replace at lower level 9' above bed Icvcl. will scour bed and banks. with qversized pipe with Complete b�rrier to fish. Upstre�m has recent (11/86) trash rack. Old culverts at bed level deposition up to a' deep. are plu�ed. 71 0311 13 Geology Gully erosion in dr�inage Continued accelerated ero- If possible, enlarge R/D RM 1.70 � swale du� to outflow of sion, prior to its outlet in the wetland that partly seems wetland. to Act as an R/D facility. • 72 0:�14A 1G I-Iydrology 3117 Severe erosion, flooding, Problem will Ue a�ravated - Tightline drainage between RM .20 damAge to County and as �rea aUove develops. detention ponds in grAvel pit. private roads from � - Construct detention pond increased runoff from next to Jones Rd. to tnp gravel pit operations on sediments. hillside. - Construct channel from Jones Rd. to Cedur River. 73 0314A/ 16 Geology Inadequate R/D, plu�ed Not applicable. See hydrology comment 0314I3 � cu(vert caused by eaten- above. RM .10-.40 sive channel aad bank � erosion and landslides. Water has cut a new ch�nnel. P: LC.APC C-14 .�. - , � ��. � Trib. S� Collect. Existing Antic;ipated Item River Mile Po;nt Cate�ory Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations 74 . 0317 Hydrology 3111 Fr�ncis Lake is only Trib, 0317 flows through - Construct proportional RM 1.�i0 hydraulic control for steep �rea downstream of weir at outlet. Trib. 0317. lake. If area around Francis - Enhance 1,100' from I,ake develops, increased Francis Lake to SE 184th St. peak flows could cause severe damagc to Trib. 0317 in the steep region. 75 03?0 Hydrology 3114 Ea:isting forested wetland if surroundin� area urb�n- Construct containment berm RM ?.40 with large amount of un- izes, this would be a good and control structure at utilized stor�re. Wctland site to attenuate peak outlet of wetl�nd (if bio- ,eurrently detai�s flows on flows. logical anatysis permits). Trib. 0320. � 7G 0318 19 Habitat Salmonid parr in many Decrease in water quality Fstablish and maintain RM .10 pools. L.arge pc�ols up to with increasing develop- adequate buffers, 100' 1.75' deep. Some deposi- ment. Loss of habitat. from ordinary high-water tion in pools, behind Decrea.se in fish use. murk or �' from top fo obsttuctions. . slope break, whichever is greatcr., 77 0:��42 19 Habitat Salmonid use apparent from System is mostly in natura! - Maintain adequate stream RM .:�5 carcasses. Sockeye, condition. As development corridor buffers. Chinook spawners. Sorae incre�ses, higher flows and - Reduce discharge rates to � sedimentation occurring. worse water yuality can be pre-development levels. expected. Prevent clearing, grading within buffers. P: L.C.APC G15 I - - -- TriU. �C (;ollect. Existing Anticipated Item River Mile Point C:ate�Ory Prop• Proj. Conditions and Problems Conditions and Problems Recommendations 74 0323 19 Geology Medium-density 1lndslides None. Limit 'development in the RM .,SO and high-dc;nsity bank basin. , erosion occurring duc to natural causes. This indi- cates channel and valley sensitive to effects of development. (Sensitivity due to clay lAyer. Basin hosts some of best fish habitat in upper reaches.) 79 032g 19 I�Iabitat Significant s��lmonid use Scdimentation from upstream Maintain leave strips RM .70 throughout. Sockeye reach possible. Adjncent adjacent to stream at sp�wners, c�rcasses pre.sent. development will likely least 100' from ordinary Coho, steelhead parr in reduce diversity and quality high-water mark. Restrict � pools. Excellent h�bitat of habitat. use/development within this for spawning and rearing streamside mAnagement zone. (a redd site). Much diversity -- most exemplary in bAsin. Channelized reach. Uniform May cause thermal problems Restore stream habitat ,40 03?3 19 }iabitat ch�nnel, no habitat diver- as water temperatures rise. throughout: Add structure, RM I.10 sity. I-ie�vy sand deposition. No useful habitat. diversity, bank vegetation, 1.40 I.ittle overhe�d c�nopy or and canopy. Cost should be b�nk vegetation. borne by party(ias) who channelized this reach. 81 0323 19 �Iydrology 3112 � Lake Peterson is small, Lake provides good peak flow Replace weir at outlet RM 1.40 open-water wetl�nd with � attenuation and will become with a higher weir in wcir at outlet. more important as upstream order to gain additional tributary arel develops. storage. P: LC.l1PC G16 EXHIBIT G FEMA FLOODWAY MAP I' � . Q x F � 0 z \ SOUT�IEAST 128TH STREET � w w v� � w � a �� a x m � ' M - z O O � 7 z Z L11 � � � � V KIIiG COUNl'Y � � iININCORPORATED AREAS Z 530071 � Y U � ry � Q/ O � J Z a pLACE � 1S� o NORTH�ST � F- � � i '! W Q ; QN �� W � J � O O i! 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V• 1�� 0 t� �^Y,� r. .�., /�r. �n, r'4 .:.��. �I^��D � ��}�ii k�k �.�': .I ��•�Ir ,u� :;ri �p� �n �4�� f,i;�t�j',, �. � �-. � ""�,; w ��:`�'� ��4'�+� 't�Y!..., 4,� + ,��kh '� n.fil ..). .+�':�� S�-l,+r,..�C7 � I,. a.,��r �e, v,� a1y�ti.- ��' `�� oi��/ �y��, d�v. �:/, �{� ?�;,�. c ,��-:a`si�+�iL��' �rv4�r� ,.y��..,_{ �I..� �, �M1II�;�.�}F�•►u'�rl, ',t N ��i��`�y �. "ti '•'��f; �, µ.. <%� , " ^�r.G,.��'"Yll�'��.� ��Y tl '{trya;y�� :l a �.V rA ,"Y M �,.h�^ ��,'',,��.1 ;S: .::Y� . �'�\\yEt � fv,� ��►/ i�,,,�,{s"h._ »� r 0 �' t � I -'.� �'�.� .�{2. .:: � ;1�.!^` �i� � �,:.A '-�'�' -1'.0/ �C �" ��.� �„��?."�,�p"�`,'� *.�!w' 1'�)'. i C�'.f. �� ,,�� '�IAki. � ,�5.,I�� r. ,...�.-, i, ...,7,i�i^. ! 'M` ,�r� .. �� f r u;i � ^ y�'�\ r uwr a ... � .,....^� '� a•F�� ,� h� .;�,, M •:;<� ,a 7 ,� �;%��r � _f°f�`��i�+� .��,1`'.. ��,t f�� 'w, , � .��' ro�,An9F�7��yF ;��S � �� °�i' �.jpy� '�� ;�,;ed H ' ��,. � ,� , t �„ � ,� +� 6 � �� . , _ + � ` , _ .� •t a� � � � ��'' . ` ��,, �l � �i `�,. •". . _ . . . w a... . ...�' . .. a. G'.�'�: � .0 ..�... , � �� , ,., .� . '*�� ' . . . �� ..�_� �� :�.,ac�� ,..c;r.�.;i,� d .;:, �l '� .� f� r 5��G_ ��'�i�'�'1 .�,�i I!i.�ar.�w x ��.r.Ln �;'R.�,u�.� DGSCRIPTIONS OF 7}iE SOIlS This section describes Lhe soil series and map- Alder�+ood soils are used for Cimber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban development. '[hey �� series is described and then each mapping unit in are the most extensive soils in the survey area, i Lhat series. Unless it is specifically mentioned _, othen+ise, it is to be assweed that what is stated Alderwood graveliy sandy loam, 6 to 15 ercent about the soil series holds tnie for the mapping slopes AgC _--This soil is rolling. Areas are units in that series. Thus, to get full infor,aation irregular in shape and range froa 10 to about 600 about any one mapping unit, it is necessary to read acres in size. both the description of the mapping unit and the Representative profile of Alderxood gravelly description of the soil series to which it belongs. sandy loam, 6 to 15 percent slopes, in woodland� M important part of tl�e description of each 450 feet east and 1,300 feet south of the north soil series is tlie soil profile, that is, the quarter corner of sec. 15, T_ 24 N., R. 6 E. : sequence of laycrs from the surface do�.�tKarJ to rock or other underlying material. Each series a1--0 to 2 inches, very dark broa�n (IOYR 2/2) contains tlYo dcscriptiuns of this profilc_ Thc gravclly sanJy lo;uo, dark grayish bro�n first is brief anJ i�i tc nns familiar to thc layman_ (IOYR 4/2) dry; weak, fine� granular struc- il�e second, dctailc�t and in tcchnical terms, is for turc; sli�htly har�, friable, nonsticky, scientists, en�;ineers, an�t others �:ho need to make nonplastic; man�� roots; strongly acid; t!zorough :mJ pracisc >tuJics of soiis_ UnIcss it abivpt, i�ra��y bound�ry_ I to � inches thici;_ i� .�:i��r:ri:�� :,.....:.', ;`-:• :�!v:-:� ,� . .. �i� th� li'--Z to l? i�tchcs, dark-hro�.ii (1Ql"R <1/.i) �i�a�cll.- .ic_:criptiatir: :rc� thr.>� o:' :� i�oict soil. sandv loam, bro�.�� (IDYN 5/_i} dry; modcratc�. :�s mentioneJ in ti�c ;c.:tion '9io,: "lhi� Surrc�- ttas nedi�nn� subangular blocky s[n�cture; slightl}• �Lide," not all mapl�ing uni u are members of a soil har�i, friaUle, nonsticky, nonplastic; man} scrics_ Urban I:ui�l, f�or :�:Lmnlc, docs not hcloiig roots; stron�ly �cid; cicar, �:av�• boundar��, [o n soil scrics, but nc�•ertheless, is listed in 9 to 14 inches thick. alphabetic ordcr along �:ith the soil �cries. D3--1' to �'7 inches, grayish-broi+n (_'_SY S/2) f=olloi:ing the n:unc oi cach mapping unii is :i �ra��cllv saixly loam, light �rav (Z.SY 7/2) s�^n�o� in p�rcntlicscs. "1'liis s��mbol identifiec the Jry; rnaiiy, mcclium, distiiict mottles of light mappino wiit on tl�c JctailcJ soii map. Listcd at oli��c broh�n (?_5Y 5/G) ; hard, Eriahlc, non- the end of each description of a mapping unit is the sticky, nonplastic; many roots; medium acid; II, capability unit and hoodland group in �+hich the abrupt, wavy boundary. 12 to 23 inches thick ' mapping unit has been placed. 11ie woodland desig- IIC--27 to 60 iiiches, grayish-bro��rn (2.SY S/2}, I nation and the page for tfie description of eacl� t+eakly to strongly consolidated till, light � capability unit cvi be found by referring to the gray (2.SY 7/2) dry; common, medium, distinct "Guide to Ftapping Units" at tlic back of this survey_ mottles of light olive brown and yelIowish The acreage and proportionate e�tent of each brown (2.5Y 5/G and lOYR 5/G); massive; no mapping unit are sho��n in tablc I. hlany of the roots; medium acid. �tany fcet thick. terms used in describing soils can be found in the Glossary at the end of this survey, anJ more de- The A liorizon ranges frorn very dark brown to tailed inform:tior about the terminology and methods dark broian. Tlie B horizon is dark brown, grayish of soil mapping can be obtained fran the Soil Survey brown, and dark yellowish bro►m. The consolidatad �ianual (19). C horizon, at a depth of 24 to 40 inches, is mostly grayish brown mottled with yellowish brown. Some layers in the C horizon slake in water. In a feM Aldenaood Series areas� there is a thin, gray or grayish-broNn A2 The Alderwood series is made up of moderately horizon. In most areas. this horizon has been well drained soils tl�at have a xeakly consolidated destroyed through logging operations. to strongly consolidated substratum at a depth of Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands_ They no more than 30 percent of the total acreage. Some formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, are 0 to 70 percent. The annual precipitation is Bellingham, Seattle, Tukxila, and Shalcar soils; 35 to 60 inches, raost of which is rainfail, betNeen some are up to 5 percent the very gravelly Everett October and btay_ Tlie mean annual air temperature is and Neilton soils; and some are up to 15 percent about SO' F_ The frost-free season is 150 to 2Q0 Alderwood soils that have slopes more gentle or days. Elevation ranges from 100 to 800 feet. steeper than 6 to IS percent. Some areas in NeM- In a representative profile, the surface layer castle Hills are 25 percent Beausite soils, some and subsoil are very dark brown, dark-brown, and northeast of Duvall are as much as 25 percent 0�'all grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Aiso consolidaied to strongly consolidated glacial till included are small areas of Alden.�ood soils that tliat extends to a depth of 60 inches and more. have a gravelly loam surFace layer and subsoil. 8 � I ( , I TABLE 1.--APPROXIFL4TE ACREAGE AND PROPORTIONATE EXTEN"f OF THE SOIlS Soil Area Extent Soii Area Exten- �� Acres PercenE Acres Percen; Aldeiwood gravelly sandy loam, Klaus grave2ly loaray sand, 6 0 to 6 percent slopes----------- 22,OU0 4.9 to 15 percent slopes---------- 420 .i A2derwood gravelly sandy loam, 1�lixed alluvial land------------- 1,500 .3 6 to IS percent slopes---------- 165,170 37.1 Nei2ton very gravelly 2oamy sand, Alden�►ood graveliy sandy loam, 2 to 15 percent slopes-------- 4,660 Z,p 15 to 30 percent slopes--------- 14,250 3.2 Nexberg silt loam--------------- 3,660 g Alderwood and Kitsap soils, very Hooksack silt loam----�--------- 3,100 7 steep--------------------------- 39,OOU S.8 I.orma sandy loam---------------- 4,230 1.0 Arents, Alde neood material, 0 Orcas peat---------------------- 73p ,Z to 6 percent slopes------------- 3,500 .8 Oridia silt loam---------------- 6,630 1.5 :lrcnts, Aldc n;ood materiai, 6 Ovall gravelly loam, 0 to IS to I5 percent siopes------------ 6,000 1.3 percent slopes---------------- 1�7gp _q .i:^:its� E��crctt �ltcrial---------- �00 .3 (h-a12 gra��elly loam, ]S to 25 �� c:�nsitc �ra��l2.� sanJ�- loa�, G � S perccnt sio��es---------------- � �,4�10 .9 t� 15 perccnt �lu��i------------ :,�'vJ � I.: f0�s11 �I':il'ili?- luan►, -lU To :� : :+ea��site grarcllr ;:ui�v lu�i�, 15 j ,�ercent slo��es--------------- :,_';0 _3 :o �U perc�nt ,lope�--------- ','0,� � .G Pildtnck loam.� ti��c s:uut-------- I,t,.�U _a lieausite grarelly sandy loam, d0 Pilchuck fine s�n�ly loam------- G40 ?1 to 75 percent slopes----------- S90 .2 Pubet silty cIsy toam----------- S,liO 1.S Bellingham silt loam-------------- 2,610 .6 Puyallup fine sanoy loam-------- d,S�O � 1. J 5r_scot silt loam--------------- 5,430 1.2 Ragnar fine sandy loam, 6 to L 3uckley silt loam--------------- 1?,1�� 2.7 15 percent slopes------------ 1,Sd0 .3 Coastal beaches------------------- 1,105 .Z Rag�iar fine sandy loam, 15 to '- Earlmont silt loam-------------- 1,1�0 .3 ZS percent slopes----------- 500 .I ' • [dgewick fine sandy loam---------- 2,�a0 .5 Ragnar-India�tola association, Everett gravelly sandy loam, 0 [o sloping----------------------- S,110 1.8 S percent slopes---------------- 5,500 1.2 Ragnar-Indianola association, Ererett gravelly sandy loam, S moderately steep-------------- 1,250 .3 � to 25 percent slopes------------ 15,700 3.5 Renton silt loam--------------- 5,040 1.1 Everett gravelly sandy loam, 15 Rive n+ash----------------------- 3,700 8 Eo 30 percent slopes------------ 6,300 1.4 Salal silt lo�un----------------- 560 .1 i�-erett-Aldci�+ood gravclly sandy Sammamish silt loam------------- 7gp .2 loams, 6 to 15 percent slopes--- 8,405 1.9 Seattle muck-------------------- 8,650 1.9 � Indianola loamy fine sand� 0 to 4 Shalcar muck-------------------- 1,220 .3 =� percent slopes------------------ 2,670 .6 Si silt loa.n-----------• -------- 1,750 .4 � Indianola loamy fine sand, 4 to Snohomish silt loam------------- 2,100 .S = 15 percent slopes-------------- 2,600 _6 Snohomish silt loam, Lhick + Indianola loamy fine sand, 15 to surface variant--------------- 500 .1 30 percent slopes--------------- S00 .1 Sultan silt loam---------------- 3,580 .8 Kitsap silt loam, 2 to 8 percent Tukwila muck--------- ----------- 1,730 _4 slopes-------------------------- 5,000 1.2 Urban land---------------------- 10,650 2.4 UP Kitsap silt loam, 8 to 15 percent Woodinville silt loam----------- 2,800 .6 �me slopes-------------------------- 6,55U 1.5 � Kitsap silt loam, 15 to 30 percent slopes-------------------------- 4,270 1.0 Total----------------------- 445,500 100.0 ti all - - - " e c Permeability is moderately rapid in the surface Arents, Alden.+ood �4aterial layer and subsoil and very s1oW in the substrat�na_ Roots penetrate easily to the consolidated substra- two where they tend to mat on the surface_ Some Arents, Alderwood material consists of Alderu►o� � roots enter the substratum through cracks. Water soils that have been so disturbed through urban- �aoves on top of the substratum in winter. Available ization that they no longer can be classified with , xater capacity is low. Rw►off is slow to medium, the Alderwood series. These soils, however, have and the hazard of erosion is moderate, many similar features. 'Ihe upper part of the soil, This soil is used for timber, pasture, benies, to a depth of 20 to 40 inches, is bsown to dark- and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a grayish Unit IVe-2; woodland group 3d1. brown, consolidated and impervious substratwn. Alderwood gravelly sandy loam, 0 to 6 percent Slopes generally range frow 0 to 15 percent. slopes (Ag6) .--This soil is nearly level and These soils are used for urban development. undulating. It is similar to Alde nrood gravelly sandy loam, 6 to 15 percent slopes, but in places its surface layer is 2 to 3 inches thicker_ Areas �'ents, Aldenaood material, 0 to 6 percent slope: are irregular in sliape and range from ]0 acres to �M"R�•--In many areas this soil is level, as a result of shaping Juring construction for urban slightly more than 600 acres in size_ facilities_ Areas are rectangular in shape and Some areas are as mucit as IS percent included range from 5 acres to al�out 400 acres in si=e. �'orma, Bcllingh:+m, '1'uk�+ila, and Stialcar soils, all of Mhich are pooriy clraincd; ;m J somc arcas in thc ��epresentati��e profile of Arents, Alde n.00d m�LCT13I, 0 to G perccnt slopes, in an urh�n arc;�, ricinity oY L=num�::►+r :u'c :is murh as 10 pericnt 1,�00 [�ct i:c�t ;ui� �SO ic�i soutfi of tit� iW1'tii�:i;t Bucklcy soils_ Runoff is slo�. , :�n.] thc crosion ha�ard is �orncr of scc. ''�, 'I'_ �5 \_, R_ 5 E_: slight_ Tliis r1l�len+�ood soil is uscd for timUcr, pasture, � to '_G inches, d�rk-broh�� (lOYR 4/3) gr:��elly berries, and roi, crops, ancl for urban development. sandy lo:vn, pale Uroim (lOYR G/�) dry; massivc; slightly hard� vcry friablc, non- CapaUility unit I�'c-2; woodland sroup 3d2. sticky, nonj�lastic; many roots; medium aciJ; Aldc n+ooJ gravelly s:mc:y loam, 15 to 30 perccnt ab nipt, smooth boundary. 2; to �'9 inchcs slopes (AgD) _--Depth to the suUstratum in this soil thick. varies N1LIl1Il sl�ort distances, but is commonly 26 to GO inclics, grayisli-brown (2.SY S/2) �+eakly about 40 inches_ Areas are elongated and range consolidated to strongly consolidated glacial from 7 to about 250 acres in size. till, liglit Uro�.misli gray (2.SY 6/2) �ry; Soils included �+itli this soil in mapping make common, medium, prominent mottles of yelloaish up no more than 30 percent of tlie total acreage. bro�rn (10Y2 5/G) moist; massive; no roots; � Some areas are up to 25 percent Cverett soils tl�at medium acid. �tany feet thick. have slopes of 15 to 30 percent, and some areas are up to 2 percent t3ellingham, Norma, and Seattle soils, Tiie upper, very friable part of the soil extends which are in depressions_ Some areas, especially to � depth of 20 to 40 inches and ranges from dark on Squak Mountain, in Newcastle tiills, and north of grayish bro�+n to dark yellowish brown_ Tiger Mountain, are 25 percent Beausite and Ovall Some areas are up to 30 percent included soils soils. Beausite soils are �mderlain by sandstone, that are similar to this soil material, bt.t e:ther and Ovall soils by andesite. shallower or deeper over the compact substratum; Runoff is medium, and tlie erosion hazard is and some areas are 5 to 10 percent very gravelly severe. The slippage potential is e�oderate. Everett soils and sandy India�la soils. This Alderwood soil is used mostly for timber. This Arents, Alden+ood soil is moderately well Soa�e areas on the loxer parts of slopes are used drained. Pereieability in the upper, disturbed soil - for pasture. Capability unit VIe-2; woodland group material is moderately rapid to ewderately slow, 3d1. depending on its compaction during construction. � Alderwood and Kitsap soils, very steep (A1;F) .-- The substratum is very sloHly penneable. Roots This mapping unit is about 5� percent Alden000d penetrate to and tend to mat on the surface of the consolidated substratum. Sorae roots enter the gravelly sandy loam and 25 percent Kitsap silt substratum through cracks. Nater moves on top of loam. Slopes are 25 to 70 percent. Distribution t}�e substratwn in xinter. Available water capacity of tlie soils varies greatly within short distances. is low. Runoff is slow, and the erosion hazard is About 15 percent of some mapped areas is an slight. included, unnamed, very deep, moderately coarse This soil is used for urban development. Ca- textured.soil; and about 10 percent of some areas pability �init IVe-2• woodland group 3d2_ is a very deep, coarse-textured Indianola soil. ' Drainage and permeability vary. Runoff is rapid to very rapid, and the erosion t�azard is severe to Arents, Alde n+ood material, 6 to 15 percent very severe. The slippage potential is severe. slopes (AmC) .--This soil has convex slopes. Areas These soils are used for timUer. CapaUility are rectangular in sl�ape and range from 10 acres to unit VIIe-1; Noodland group 2d1. about 450 acres in size_ �O ____ and grass on valley floors in the vicinity of North Everett Series g�a. Slopes are 0 to 3 percent. The annual pre- cipitation is 70 to 80 inches, and the mean annual The Everett series is made up of somewhat exces- � tenperature is about SO" F. The frost-free season sively drained soils that are underlain by very � is about I50 days. E2evation ranges from 400 to S00 gravelly sand at a depth of I8 to 36 inches. These ' - t, soils foxmed in very gravelly glacial outwash de- ' �n a representative profile, the surface layer is posits, under conifers. 'Ifi ey are on terraces and ' ��j� dark grayish-brown to dark grayish-brown fine terrace fronts and are gently undulating and mod- sandy loam that extends to a depth of about 34 erately steep. Slopes are 0 to 30 percent. 'Ihe inches. The underlying 2ayers are black gravelly annual precipiLation is 35 to 60 inches, and the sand and gravelly sandy loam that extend to a depth mean annual air tenperature is about 50� F. The ' �f 60 inch es or more. frost-free season ranges from 150 to 200 days. ' Edgexick soils are used for pasture. Elevation ranges from about sea levei to S00 feet. In a representative profile, the surface layer Edgewick fine sandy loam (Gd}.--'Ihis soil is and subsoil are biack to brown, grave22y to very >lightly convex or level. Areas are irregular in gravelly sandy loam about 32 inches thick. The � ;hape and range from 5 acres io more than 300 acres substratum extends to a depth of GO inches or more. in size_ Slope is less than 3 percent. It is mu2ticoloreci black to gray very gravelly sand Representative profile of Cdgexick fine sand,v (pl. I, left}. , ;oam, in pasturc, 1,430 feet cast and 1,000 fect I:verett soils arc used for timber and pasturc and :outh of the west quarter corncr of sec. 15, T. 23 for vrbart development. � :: , R. S l:.: E�-er�tt srarcl2v s:uiJ�� loar�, U tu 5 p�rcent ` ,p--0 te `.� inches, r�ry Jark krayish-Uro�.n (lOYR �lopcs (l:vli}.-71�is ncarlr lc�'c2 to �-crv bently �/_'1 finc s:�n�iy loam, grayish Uro�.n (101'R tinclulating soi 2 is on tcrraces. :lrcas arc irregular S/3j �ir�; �:�:ak, linc, granular structure; in shape and range from 5 acres to more than 200 slightly hard, vcry friahlc, nonsticky, non- acres in sizc. plastic; many roots; strongly acid; abnipt, Represe�itativc I>rofilc of i:verett gravclly sandy smooth boundary_ 3 to 11 inches thick. loam, 0 to 5 percent slopes, in forest, 4S0 feet i:1--� to 54 inchcs, darl: gra.•ish-bro�ai (3.51' �t/?) ,�est and Z50 fect north of tlic sout)icast corncr of and olivc-Uroi.�i (2.SY d/�1} finc sanJy loam, tcc. 30, T. �2 N. , I:_ 7 E. : grayisii bro�+n (2_5Y S/2) dry; massivc; sofi, � very friaUle, nonsticky, nonplastic; common p�__1 to s/4 inch, undecomposed roots, twigs, and I roots; medium acid; abrupt, smootl� boundary. moss; abunJant roots. 1 to 2 inclies tliick. 24 to 30 inches thick. 02--3/4 in di to 0, black �(lOYR 2/1) ,decomposed ' T�2--34 to GO inches, black (SY 2/2), stratified organic matter; abundant roots. 3/4 of an inch >� gravel2y sand and grave2ly sandy loam, grayish to 1 1/2 inches thick. , brown (2_5Y 512) dry; massive; soft, very p1--0 to I I/2 inches, black (lOYR 2/1) sandy loam, friable, nonsticky, nonplastic; neutral. gray (lOYR 5/1) dry• massive- soft, very fri- The C horizon ranges from dark grayish brown to able, nonsticky, nonplastic;�many roots; �live broNn. 71ie content of gravel is as much as slightly acid; abrupt, distinct boundary. 0 to 1 1/2 inches thick. 10 percent in places in tlie A horizon and the C1 gZir--1 1/2 to 17 incl�es, dark-brown (7.SYR 3/4) ' orizon. The IIC horizon, at a depth bela+ 32 to graveily sandy loam, yellowish brown (lOYR 0 inches, ranges from dark grayish brown to black S/4) dry; massive; soft, very friable, non- ond from stratified sand to fine sandy Ioam that has sticky, nonplastic; many roots; slig6tly acid; gravel in some places. clear, smooth boundary. 10 to 18 inches thick. Soils inctuded with this soiI in mapping make g3--17 to 32 inches, brown (lOYR 4/3) very gravelly p no more than 15 percent of the to�tal acreage. sand Ioam ale brown lUYR 6 3 d 'tiome areas are up to 10 percent Nooksack and Si y � P � / ) rY; massive; soils; some are up to S percent Pilchuck soils, soft, very friable, nonsticky, nonplastic; , many roots; medium acid; clear, wavy boundary_ -'�ich occupy the natural levees along streams and g to 18 inches thick. he higher swells and undulations; some areas are IIC--32 to 60 inches, b2ack and dark grayish-brown _p to 2 percent the poorly drained Puget soils; and (lOYR 2/1 and 4/2) very gravelly coarse sand� some are 1 percent the poorly drained Seattle soils. gray, grayish bro��rn, and brown (lOYR S/1 and Permeability is moderately rapid. The effective S/3) dry; single grain; loose, nonsticky, �oting depth is restri.cted by the gravelly sand nonplastic- feH roo[s- medium acid. _sbstratum. There is a seasonal high water table ' ' at a depth of 3 to 4 feet_ Available water capacity The A horiion ranges from black to dark gray. �s moderatel"y high. Runoff is slow, and the erosion �e Bir horizon ranges fron dark brown and broHn to izard is slight. The hazard of stream overflow is dark yellowish brown and the 63 horizon from brown �derate to severe. to dark brown. 'Rie IIC horizon ranges from black T This soil is used for pasture. Capability unit and very dark brown to olive brown, and from very iIw-1; woodland group 201. ��266 O-T3-2 1 5 gravelly coarse sand to very gravelly loany sand. the presence of a coasolidated substratum at a Depth to the IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same n inches. rial as that in the Alderxood soils. Some areas are up to 5 percent included Alden+ood Some areas are up to S percent included Noru soils, on the more rolling and undulating parts of Seattle, and 'h�kuila soils, all of which are pc ihe landscape; some are about 5 percent the deep, drained. `� sandy Indianola soils; and some are up to 25 percent Runoff is slow to medium, and the erosion ha _, Neilton very gravelly loasay sands. Also included is slight to moderate. in mapping are areas where consolidated g2acial till, Most of the acreage is used for iimber. �aF which characteristically underlies Aldem+ood soils, ity unit VIs-1; woodland group 3f3. is at a depth of 5 to IS feet. Permeability is rapid. The effective rooting depth is 60 inches or more. Available water capac- Indianola Series ity is low. Runoff is slow� and the erosion hazard is slight. The Indianola series is made up of somewhat This soil is used for timber and pasttire and for excessively drained soiIs that formed under con urban development_ Capability unit IYs-1; woodland in sandy, recessional, stratified glacial drift group 3f3_ These undulating, roIling, and hummocky soils a terraces. Slopes are 0 to 30 percent. The ann Gverett graveIly sandy loam, S to IS percent precipitation is .i0 to SS inches, and tiie mean i stopcs (t:vC) .--This soil is rolling. Areas are annual air temperaturc is about 50' F. Thc fro. irrcgular in shapc, hsvc a convcx surface, and rangc frcc s�ason is 150 to '10 days_ Gic�•:ition rano� I from �'� :��res to ��or� tEi;in '��U :icres in si=c. Run- frora ahout sca lr��cl to 1 ,t30(? fect. off is slo�r to mc�ium, an� the crosion hazarJ is I�t a repres�ntativc proi'ilc, the upper 3U in� I slight to modcratc. is bro�:n, Jark �cllo�fish-bro�rn, and light olive Soils i�icludeJ �:itlj this soil in mapping makc up bro�ai loamy Li�ic sanJ. This is uiidcrlain 1>}• ol: I no more than 25 percent oE the total ac.reage. Some svid that extends to :i de��th oE GO inches or mo� areas are up to 5 percent A1Jenrood soi ls, wl�ich (pl. I, riglitj . overlie consolidate�l glacial till; some are up to Indianola soils :�re used for timber and for � I �'0 perccnt �cilton �•cr�� Srar-clly lo:�m�• saml; and Jevclopmcnt. some are about 15 percent included areas of I:verett soils ��here slopcs arc morc gentic than S percent Indianol:i loamv fine sancl, d to 15 percent si and where they are steeper than 15 percent. (InC) .--1his widu2ating and rolling soil has cor I 1'his Everett soil is uscd for timUcr and �asture slopcs. It is near the edges of upland terrace� and for urban deveIopment. Capability unit VIs-1; Arcas rangc from S to more than IOQ acres in si: I woodland group 3f3. Representativc profile of Indianola loamy fir i sand, 4 to 15 percent slopes, in forest, 1,000 f Gverett gravelly sandv Ioam, 1S to 30 percent west and 900 feet south of the northeast corner slopes (EvD) .--This soil occurs as long, narrow scc. �2, T. 25 ,�. , R. 6 F_: areas, mostly along drai.nagc�aays or on short slopes betWeen terrace benches. It is similar to C-verett 01--3/4 incli to 0, leaf litter_ gravelly sandy loam, 0 to S percent slopes, but in B21ir--0 to G inches, bro�.m (lOYR 4/3) loamy fin most places is stc.�ier and more gravelly. sand, brown (lOYR S/3) dry; massive; soft, Soils included with this soil in mapping make up very friable, nonsticky, nonplastic; many no more than 30 percent of the total acreage. Some roots; slightly acid; clear, smooth bounda areas are up to 10 percent Alderwood soils, which 4 to 8 inches thick. overlie consolidated glacial till; some are up to 5 B22ir--6 to 15 inches, dark yellowish-brown (l0Y percent the deep, sandy Indianola soils; some are 4/4) loamy fine sand, brown (lOYR S/3) dry up to 10 percent Neilton very gravelly loamy sand; massive; soft, very friable, nonsticky, no and some are about 15 percent included areas of plastic; canmon roots; slightly acid; clea Everett soils where slopes are less thare 15 percent. smooth boundary. 6 to 15 inches thick. Runoff is medium to rapid, and the erosion hazard C1--15 to 30 inches, light olive-brown (2.5Y S/4 is moderate to severe. loamy fine sand, yellowish brown (IOYR 6/4. Most of the acreage is used for timber. Capa- dry; massive; soft, very friable, nonstick; bility unit VIe-1; woodland group 3f2. nonplastic; common roots; slightly acid; gradual, smooth boundary. 12 to 27 inches Everett-Alden+ood gravelly sandy loams, 6 to 15 thick. percent slopes (EwC) .--This mapping unit is about C2--30 to 60 inches, olive (5Y S/4) sand, light _ equal parts Everett and Alderwood soils. The soils . brownish gray (2.5Y 6/2) dry; single grain_ are rolling_ Slopes are dominantly 6 to 10 percent, loose, nonsticky, nonplastic; few roots; but range from gentle to steep_ Most areas are sliglitly acid. Many feet thick. irregular in shape and range from 15 to 200 acres or more in size. In areas classified as Everett There is a thin, very dark brown A1 horizon at soils, field examination and geologic maps indicate the surface in some places. The B horizon range� 16 dry; massive; slightiy hard, very friable; medium, .snbangular blocky structure; hard, nonsticky, nonplastic; few roots; neutral. friable, s3ightly sticky, slightly piastic coauaon roots; medium acid; clear, smooth The A horizon ranges from very dark grayish brown boundary. 17 to Z1 inches thick. � to very dark brown. The C horiaon consists of layers CI--29 to 42 inches, dark grayish-brown (ipyR 4� of silt loam, very fine sandy loare, sandy loam, and grayish-b m►m (2.SY S/2) silt loam ap� F1 loamy sand, and sand; the thickness of each 2ayer thin lenses of very fine sandy loam, ligh� _� varies. Mottles occur at a depth below 30 to 4U brownish gray (2.5Y 6/2) dry; massive; sli inches in some places. ly hard, very friable, nonsticky, nonplaz1 Some areas are up to 25 or 30 percent inclusions common roots; slightly acid; clear, smoott of somewhat poorly drained Briscot, Oridia, and {Vood- boundary. 10 to IS inches thick. invi2le soils; and some are up to 10 percent the E2--42 to 60 inches, grayish-brown (2.SY S/3) S� poorly drained Puget soils. Tota2 inclusions do not loam, light brownish gray (2.SY 6/2) dry� exceed 30 percent. massive; hard, €riable, sticky, plastie; � Permeabi2ity is moderate. The effective rooting mon roots; medium acid. depth is 60 inches or more. A seasonal water table - - is at a depth of 3 to 4 feet in piaces. Available "[he B and C horizons are mostly silt loam anc water capacity is high. Runoff is sloi�, and the very fine sand�• Ioam and have lenses of silty �7 erosion hazard is slight. The liazard of stream over- loam and fine sattdy loam. The C horizon is darl flow is slight to sevcrc, depending on the amount of grayish brown, grayish broi�n�, or dark brown. flood protection prot�ided. Some areas are up to S percent included poorl �'his soil is used nostl.• £or roi. crops. Capahil- drained Puget so�ls; an1 some are 10 to IS percc ity unit IIw-1; hoocilanJ group _'ul. thc so�±chhat Jx>orl�� Ir:�ined Oricli:� an�t Tiriscot � .41so includcd with this soil in �napping are arc. of the pooriy dr:�incci lioo�invillc silt loam and Nooksack Series fcN areas ot a troc��liitvillc silty cl:i�� ioam. �n� soils makc up no more than 25 percent of the-.to� The Nooksack scries is maJe up of wcll-drained acrcage_ soils that formed in alluviwo in river valieys, Permc�bility is modcrate_ '11ie effective root under a cover of grass, conifcrs, a«d hard�Yooeis. �fepth is GO inches or more. A seasonal water t� Slopes are 0 to 2 perce�it. 1'he amtual precipitation is at a Jepth of 3 to 4 feet in places_ Availat is 35 to SS inches, and the mean am�ual air tempera- water capacity is lii�h_ Runoff is sloh�, and thc ture is about 50° F_ "Ilie frost-free scason is about erosion hazard is slight. Stream overflow is a 190 days. Elevation raiiges from aUout sca levcl to erate to severe hazard. 500 feet_ This soil is used for roN crops and pasture < In a representative profile, the soil is very for urban �3evelopment. Capability unit IIw-2; � � dark grayish-bro�n, dark grayish-brown, and grayish- 2and group 2oi_ brown silt loam to a depth of 60 inci�es or more. Nooksack soils are used for ro�r crops and pasture Norma Series and for urUan develo}�ment. "lhe Norma series is made up of poorly draine� Nooksack silt loam (Nk).--This nearly level soil soils that foimed in alluvium, under sedges, gr: is in long, narrow areas that range from 5 to about conifers and hardwoods. These soils are in ba� 300 acres in size. Slopes are less than 2 percent. on the glaciated uplands and in areas alot�g tt.e Representative profile of cultivated Nooksack stream bottoms. Siopes are 0 to Z percent. Th� silt loam, 1,800 feet east and 500 feet south of the annual precipitation is 35 to 60 inches, and th� west quarter corner of sec. 4, T. 24 N., R. 7 E.: mean annual air temperature is about 50° F. Th� frost-free season is 150 to 200 days. Elevatio► Apl--O to 2 inches, ver� dark grayish-brown (lOYR ranges fro� about sea leve2 to 6Q0 feet. 3/2) silt loam, grayish hrown (lOYR 5/2) dry; In a representative profile, the surface lay� few, fine, faint, dark yelloi+ish-brown (lOYR black sandy 2oa�► about 10 inches thick. The sul 4/4) motties; weak, thin, platy structure; is dark grayish-brown and dark-gray sandy loam : slightly hard, very friable, nonsticky, non- extends to a depth of 60 inches or more. plastic; many roots; slightly acid; abrupt, Norma soils are used mainly for pasture_ If smooth boundary. 2 to 3 inches thick. drained, they are used for row crops_ Ap2--2 to 11 inches, very dark grayish-brown (lOYR 3/2) silt loam, grayish brown (lOYR 5/2) dry; Norma sandy loam (No).--This soiI occurs as : weak, coarse, prismatic stn�cture; slightly 25 to 300 feet xide. Slopes are less than 2 pe: . hard, very friable, nonsticky, nonplastic; Areas are level or concave and range from 1 to : com►non roots;�slightly acid; abrupt, smoofh 100 acres in size. ' boundary. 8 to 10 inches thick. Representative profile of Norma sandy loam, B2--11 to 29 inches, dark grayish-browr� [2.SY 4/2) pasture, 725 feet east and SO feet north of tlie silt loam, light brownish gray (2_5Y 6/2) dry; south ��arrPr �o nler of ��c- �l , T- 20 N. , R ' weak, medium, prismatic structure and weak , 7 E- pp_-0 to 10 inches, black (lOYR 2/1) sandy loa�n, thick_ The next layer is yellowish-red sphagnum dark grayish brown (lOYR 4/2) dry; 7eoderate, peat that extends to a depth of about 60 inches. fine, granular stn�cture; slightly hard, very Orcas soils are used mostly as wildlife habitat. friable, slight2y sticky, slightly plastic; many roots; slightly acid; abivpt, sa►ooth Orcas peat (Qr).--This level or slightly concave + f� boundary. 10 to 12 inches thick. soil is in irregularly shaped areas that range fmm g22g--2d to 30 inches, dark grayish-brown (2.5Y 4/2) 2 to about IO acres in size. Slopes are less than I � sandy loam, light broxnish.graY (2.SY 6/2) percent_ : dry; many, medivm, prominent, yellowish-red Representative profile of Orcas peat, under wild (5YR 4/8) and brown (7.5YR 4/4) mottles, very cranberries, 600 feet north and 650 feet west of the , pale broi+n (lOYR 7/4j and reddish yellow east quarter corner of sec. 8, T. 24 N., R. 6 E. : (7.SYR 6/8} dry; thin platy structure; hard, very friable, nonsticky, nonplasiic; fex roots; Oil--O to 6 inches, dark reddish-brown (5YR 3/2) - slightly acid; clear, Navy boundary. 19 to 24 sphagnum peat, very pale brown (IOYR 7/3) dry; inches thick_ soft, spong�; many roots; extremely acid; g22g--30 to 60 inches, dark-gray (SY 4/1) sandy clear, smooth boundary_ 6 to 8 inches thick. loam, light gray (5Y 7/1) dry; co�mnon, fine, Oi2--6 to 60 inches, yellowish-red (5YR S/6, d/6, prominent, strong-bro�-n (7.5YR 5/G) and 4/8) spliagnum peat, very pale broi+n (lOYR 7/4) reddish-ycllo�r (7.SYH ti/6) mottles, vcllowish dry; soft, spongy; few roots; extrewcly acid. Uroi.�n (lOYR 5/S) �nd paic bro�.�n (?_SY 7/4) dry; raassi��c; slightl�• ii:+nl, ��cr�� rial�lc, nonstick��, 'T'he Oil horizon ranges from dark reddisti hrown to nonpla>tic; Cc�: roots; �liglitl�- :icid. rcddish black. On2v sliGht decomposition has oc- - curreJ_ '11ic Oi= hori=un is unifon�l�• s��li:�4nwn pc:c "I')ic :1 liori�un rsn�;c: fr�� blacl. to �c�r�- �i:irk that rangcs from darl: rcdditih hroh•n throngh ycllot:- Uruh•n an� i.s :i� muc!� :�� lS ��crccnt gr:�rcl_ "i'hc li ish red to vcr�� palc bro�m_ .led horizon commonl� is sand�� loa�s that in places is Some areas mlpped are up to 20 percent included stratified �itli silt loar� :in� loairt?• san1. It is as Scattic anJ l'ukhila mucks, an� somc arc up to 5 �>rr- much as 35 percent b'T1LCI in some places. Tlie [3 cent the +eet Bellingham soils_ � herizon is mottleJ gr:�y, Jai•k brav, a�id dark grayish Permeability is very rapid. Tlierc is a water � broi:n. tabie at or close to the surface for several montL; Some areas are up to � percent incIuded Seattle, each year_ In :►reas where tlie aater table is c��ri- Tukwila, a�id Shalcar soils; and some are up to 5 trolled, the effective rooting depth is 60 inch�� , �- percent Alder�:ood and l:vcrctt soils� at tlic siigl�tl.• or more. In undrained arcas, rooting depth is higher elevations_ In dtc arca northh�est of AuUurn, restricted. 'R�c available �ater capacity is hic�h. � in the Green River Valley, there are areas of Norma Runoff is ponded, and there is no erosion hazard. soils tliat have an organic surface layer as tliick as This soil is used mostly as wildlife habitat. ' � 12 inches in some places. Also included are small Capability unit VIIIN-1; no woodland classification. areas of Norma soils that have a si2t loam surface layer. PcrmeaUility is modcratcl�• rapid. Thc scasonal xater table is at or near the surface. In drained Oridia Series , areas, the effective rooting depth is 60 inches or �� more. In undrained areas, routing depth is restrict- The Oridia series is made up of somewhat poorly ed, The available water capacity is moderate2y high drained soils that formed in alluviwe in river to high. Runoff is slow, and the erosion hazard is valleys_ Slopes are 0 to 2 percent. The annual slight. Stream overflow is a severe hazard in precipitation is 35 to 55 inches, and the mean annu- places. • al air temperature is about SO° F_ The frost-free This soil is used mostly for pasture. Drained season is about 200 days. Elevation ranges from � areas are used for row crops. Capability unit IIIw-3; about 0 to 85 feet. is woodland group 3w2. In a representative profi2e, the surface layer is x' � dark grayish-brown silt Ioam about 9 inches thick. 3" The subsoil is grayish-brown, dark grayish-bro�:n, Qrcas Series and gray silt 2oam and silty ciay loam that extends The Orcas series is made up oF very poorly drained to a depth of 60 inches or more. organic soils that formed in sphagnum moss and small Oridia soils are used for row crops and pasture aieounts of Labrador tea and cranberry plants. These and for urban development. r �s soils are in basins on the undulating, rolling �nt. glaciated uplands. Slopes are 0 to 1 percent. Annu- Uridia silt loam (Os) .--This genily undulating �ut aI precipitation is 3S to 60 inches, and the mean • soil is in irregularly shaped areas. Slopes are ' ann�al air temperature is about 50° F. The frost- less than 2 percent. Areas range from 10 to more I free season is 160 to 180 days. Elevation ranges than 200 acres in size. , from 100 to 500 feet. Representative profile of Oridia silt loam, in � In a representative profile, the surface layer is pasture, 850 feet north, 620 feet east of the dark reddish-bro�n sphagnum peat about 6 inches southwest corner of sec. 12, T. 22 N., R. 4 E. : , 21 _ -� 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The project will include the construction of storm drainage, roadway and utility improvements to serve the proposed lots as well as construction of wetland mitigation improvements and the tightlining of a portion of the drainage channel on proposed Lot 1. Future development of the individual lots will occur under separate land use applications and building permits. Leve12 Flow Control detention criteria will be used for the detention requirement for the stormwater collected and routed to the detention pond. The basic water quality menu will be used to engineer the water quality facility according to the King County standards. The detention facility is located in the southernmost portion of the site and will discharge at the natural location on the downstream path. i i ��U.��,;.u:,�,�r�::,��,� �7�.4�, L�✓�I Z F�o� C�o -►��a � KCRTS Command � i �e��/d ti � K O S , �` INFORMATION about this program ------------------------------ � - � - o � KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : 7546pre.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loadi�rg '�� e 'es File:C: \KC_S✓�C DATA\STTP60R.rnf . Till Pasture � 3.28 acre, � ��(,-y��-- 5 Total Area : 3 .28 acres Peak Discharge: 0_396 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:7546pre.tsf . Time Series Computed KCRTS Command Enter the Analysis TOOLS Module ------------------------------- Analysis Tools Command ---------------------- Compute PEAKS and Flow Frequencies ---------------------------------- Loading Stage/Discharge curve:7546pre.tsf . Flow Frequency Analysis ---------------------------------------------------- Time Series File:7546pre.tsf Project Location:Sea-Tac Frequencies & Peaks saved to Fi1e:7546pre.pks . , Analysis Tools Command ---------------------- RETURN to Previous Menu ----------------------- KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : 7546dev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series �'le Loading Ti�, e Series File:C: \KC_SWDM\KC_DATA\STTG60R.rnf . Till Grass 0.71 acres i � �� I � � � � � j `•� y� ' y - .. , L � C`l � ?�; , Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf . Impervious 2.57 acres -------------- Total Area : 3.28 acres Peak Discharge: 1.36 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:7546dev.tsf . Time Series Computed KCRTS Command Enter the Analysis TOOLS Module ------------------------------ Analysis Tools Command ---------------------- Compute PEAKS and Flow Frequencies ---------------------------------- Loading Stage/Discharge curve:7546dev.tsf . Flow Frequency Analysis -------------------------------------------------------- Time Series File:7546dev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:7546dev.pks . Analysis Tools Command --------------------- Compute Flow DURATION and Exceedence ------------------------------------ Loading Time Series File:7546pre.tsf . Computing Flow Durations Durations & Exceedence Probabilities to File:7546target.dur . Analysis Tools Command ---------------------- CQMPARE Flow Durations ---------------------- CANCELLED Analysis Tools Command ---------------------- RETURN to Previous Menu ----------------------- KCRTS Command Size a Retention/Detention FACILITY ----------------------------------- Edit Facility Loading Time Series File:7546dev.tsf . Time Series Found in Memory:7546dev.tsf . Saving Retention/Detention Facility File:7546stream.rdf . Starting Documentation File:c:\kc_swdm\7773\3-1-02\7546stream.doc . '� Time Series Found in Memory:7546dev. tsf . Edit Complete ' RetentioniDetention Facility Design I Flow Frequency Ana�ysis Time Series File:7546pre.ts{ Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) {CFS) Period 0.231 2 2/09/O1 18:00 0.396 1 100.00 0.990 0.086 7 1/05/02 16:00 0.231 2 25.00 0.960 0.211 3 2/28/03 3:00 0.211 3 10.00 0.900 0 .022 8 3/24/04 19:00 0.197 4 5.00 0.8G0 0 .118 6 1/05/05 8:00 0.190 5 3 .00 0.667 0 .197 4 1/18/06 16:00 0.118 6 2 .Q0 0.500 0 .190 5 11/24/06 4:00 0.086 7 1.30 0.231 0.396 1 1/09/08 6:00 0.022 8 1 .10 0.09� Computed Peaks 0.341 50.00 0.98� Flow Frequency Analysis Time Series File:7546dev. �sf Project Location:Sea-Tac ---Annual Peak Flow Rates--- ----Flov� rrequency Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.686 6 2/09/O1 2:00 1.36 1 100.00 0.990 0.581 8 1/05/02 16:00 Q.951 2 25.00 0.960 0.821 3 12/08/02 18:00 0.821 3 10.00 0.900 0.653 7 8/26/04 2:00 0.781 4 5.00 0.800 0.781 4 10/28/04 16:00 0.731 5 3 .00 0.667 0.731 5 1/18/06 16:00 0.686 6 2 .00 0.500 0.951 2 10/26/06 0:00 0.653 7 1.30 0.231 1.36 1 1/09/08 6:00 0.581 8 1.10 0.091 Computed Peaks 1.23 50. 00 0.980 Flow Frequency Analysis Time Series File:7546rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS? (CFS) (ft) Period 0.223 2 2/09/O1 20:00 0.882 3.67 1 100.00 0.990 0.056 7 12/28/O1 18:00 0.223 3.51 2 25.�0 0.960 0.155 4 3/06/03 22:00 0.179 3 .19 3 10.00 0.900 0.053 8 8/26/04 7:00 0.155 2.80 4 5.00 0.800 0.102 6 Z/05/05 15:00 0.152 2.75 5 3.00 0.667 0.152 5 1/18/06 23:00 0.102 2.19 6 2.00 0.500 0.179 3 11/24/06 8:00 0.056 1.90 7 1.30 0.231 0.882 1 1/09/08 10:00 0.053 1.68 8 1. 10 0.091 Computed Peaks 0 .662 3 .63 50. 00 0 .980 RetentioniDetention Facility Type of Facility: Detention Pond Side Slope: 2 .00 H:1V Pond Bottom Length: 138.50 ft Pond Bottom Width: 69.25 ft Pond Bottom Area: 9591. sq. ft Top Area at 1 ft. FB: 13655. sq. ft 0.313 acres Effective Storage Depth: 3 .50 ft Stage 0 Elevation: 375.50 ft Storage Volume: 38887. cu. ft 0.893 ac-ft Riser Head: 3 .50 ft Riser Diameter: 12 .00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter ift) (in) (CFS) (in) 1 0.00 1.22 0.076 2 2.00 1 .90 0 . 120 4 . 0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs} (sq. ft) 0.00 375.50 0. 0.000 0.000 0.00 9591 . 0.01 375.51 96. 0.002 0.005 0.00 9599. 0.03 375.53 288. 0.007 0.006 0.00 9616 . 0.04 375.54 384. 0.009 0.008 0.00 9624 . 0.05 375.55 481. 0.011 0.009 0.00 9633 . 0.06 375.56 577. 0.013 0.010 0.00 9641. 0.08 375.58 770. 0.018 0.011 0.00 9658 . 0.09 375.59 867. 0.020 0.012 0.00 9666 . 0.10 375.60 963. 0.022 0.013 0.00 9674 . 0.20 375.70 1935. 0.044 0.018 0.00 9758 . 0.30 375.80 2915. 0.067 0.022 0.00 9842 . 0.40 375.90 3903. 0.090 0.026 0.00 9926 . 0.50 376.00 4900. 0.112 0.029 0.00 10011. 0.60 376 .10 5905. 0.136 0.031 0.00 10095. 0.70 376.20 6919. 0.159 0.034 0.00 10181. 0.80 376.30 7942. 0.182 0.036 0.00 10266. 0_90 376.40 8973. 0.206 0.038 0.00 10352 . 1.00 376.50 10012. 0.230 0.040 0.00 10438 . 1.10 376.60 11060. 0.254 0.042 0.00 10525 . 1.20 376.70 12117. 0.278 0.044 0.00 10611 . 1.30 376.80 13182. 0.303 0.046 0.00 10698 . 1.40 376.90 14257. 0.327 0.048 0.00 10786 . 1.50 377 .00 15340. 0.352 0.049 0.0� 10874 . 1.60 377.10 16431. 0.377 0.051 0.00 10962 . 1.70 377.20 17532. 0.402 0.053 0.00 11050 . 1.80 377.30 18641. 0.428 0.054 0.00 11139 . 1.90 377 .40 19760. 0.454 0.056 0.00 11228 . 2 .00 377 .50 2088? . 0 .479 0 . 057 0 . 00 11317 . 2 .02 377 .52 21113. 0.485 0.058 0.00 11335 . 2.04 377.54 21340. 0.490 0.061 0.00 11353 . 2.06 377.56 21568. 0.495 0.065 0.00 11371 . 2.08 377.58 21795. 0.500 0.070 0.00 11389 . 2.10 377.60 22023. 0.506 0.077 0.00 11407 . 2.12 377.62 22251. 0.511 0.085 0.00 11425 . 2.14 377.64 22480. 0.516 0.094 0.00 11443 . 2.16 377.66 22709. 0.521 0.098 0.00 11461. 2.18 377.68 22939. 0.527 0.101 0.00 11479. 2.28 377 .78 24091. 0.553 0.113 0.00 11569. 2.38 377.88 25252. 0.580 0.122 0.00 11660. 2.48 377 .98 26423. 0.607 0.131 0.00 11750. 2.58 378.08 27602. 0.634 0.139 0.00 11842 . 2 .68 378.18 28791. 0.661 0.147 0.00 11933 . 2.78 378.28 29989. 0.688 0.154 0.00 12025 . 2 .88 378.38 31196. 0.716 0.160 0.00 12117 . 2.98 378 .48 32412. 0.744 0.167 0.00 12210 . 3 .08 378 .58 33638. 0.772 0.173 0.00 12302 . 3.18 378.68 34873. 0.801 0.178 0.00 12396. 3.28 378.78 36117. 0.829 0.184 0.00 12489. 3.38 378.88 37371. 0.858 0.189 0.00 12583 . 3.48 378.98 38634. 0.887 0.194 0.00 12677 . 3.50 379.00 38887. 0.893 0.195 0.00 12696 . 3.60 379.10 40162. 0.922 0.508 0.00 12790 . 3.70 379.20 41446. 0.951 1.080 0.00 12885 . 3.80 379.30 42739. 0.981 1.810 0.00 12980 . 3 .90 379.40 44042. 1.011 2.610 0.00 13075 . 4.00 379.50 45354. 1.041 2.890 0.00 13171 . 4.10 379.60 46676. 1.072 3 .150 0.00 13267 . 4.20 379.70 48007. 1.102 3.390 0.00 13364 . 4.30 379.80 49348. 1.133 3.610 0.00 13460 . 4.40 379.90 50699. 1.164 3 .820 0.00 13557 . 4.50 380.00 52060. 1.195 4.020 0.00 13655 . 4.60 380.10 53430. 1.227 4.210 0.00 13752 . 4.70 380.20 54810. 1.258 4.390 0.00 13850 . 4.80 380.30 56200. 1.290 4.560 0 .00 13949 . 4.90 380.40 57600. 1.322 4.730 0.00 14047 . 5.00 380.50 59010. 1.355 4.890 0 .00 14146 . 5.10 380.60 60429. 1.387 5.050 0 .00 14245. 5.20 380.70 61859. 1.420 5.200 0.00 14345 . 5.30 380.80 63298. 1.453 5.340 0.00 14445. 5.40 380.90 64748. 1.486 5.490 0.00 14545 . 5.50 381.00 66207. 1.520 5.630 0 .00 14646 . Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 ��' 1.36 ******* 0.88 3.67 379.17 41001. 0.941 2 2 0.69 0.23 0.22 3 .51 379.01 39000. 0.895 3 0.70 ******* 0.18 3 .19 378.69 35018. 0.804 4 �0 0.82 ******* 0.16 2.80 378.30 30242. 0.694 5 0.73 ******* 0.15 2.75 378.25 29665. 0.681 6 0.44 ******* 0.10 2.19 377.69 23014. 0.528 7 0.58 ******* 0.06 1.90 377.40 19784. 0.454 8 0.65 ******* 0.05 1.68 377 . 18 17294 . 0.397 ---------------------------------- Route Time Series through Facility Inflow Time Series File:7546dev.tsf Outflow Time Series File:7546rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.36 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.882 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.67 Ft , Peak Reservoir Elev: 379.17 Ft Peak Reservoir Storage: 41001. Cu-Ft . 0.941 Ac-Ft Flow Frequency Analysis Time Series File:7546rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.223 2 2/09/01 20:00 0.882 3 .67 1 100.00 0.990 0.056 7 12/28/O1 18:00 0.223 3 .51 2 25.00 0.960 0.155 4 3/06/03 22:00 0.179 3.19 3 10.00 0.900 0.053 8 8/26/04 7:00 0.155 2.80 4 5.00 0.800 0.102 6 1/05/05 15:00 0.152 2 .75 5 3.00 0.667 0.152 5 1/18/06 23:00 0.102 2 .19 6 2.00 0 .500 0.179 3 11/24/06 8:00 0.056 1.90 7 1.30 0 .231 0.882 1 1/09/08 10:00 0.053 1.68 8 1.10 0.091 Computed Peaks 0. 662 3 .63 50.00 0.980 Flow Duration from Time Series File:7546rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ $ $ 0. 003 33689 54.940 54.940 45.060 0.451E+00 0.009 5293 8.632 63.571 36.429 0.364E+00 0.016 5150 8.399 71.970 28.030 0.280E+00 0.022 4744 7.736 79.706 20.294 0.203E+00 0.028 3744 6.106 85.812 14.188 0.142E+00 0.034 3305 5.390 91.202 8.798 0.880E-01 0.041 2033 3.315 94.517 5.483 0.548E-01 0.047 1402 2.286 96.804 3.196 0.320E-01 0.053 989 1.613 98.417 1.583 0.158E-01 0.060 561 0.915 99.331 0.669 0.669E-02 0.066 64 0.104 99.436 0.564 0.564E-02 0.072 31 0.051 99.486 0.514 0.514E-02 0.078 21 0.034 99.521 0.479 0 .479E-02 0.085 16 0.026 99.547 0.453 0.453E-02 0.091 12 0.020 99.566 0.434 0.434E-02 0.097 26 0.042 99.609 0.391 0.391E-02 0.103 31 0.051 99.659 0.341 0.341E-02 0.110 21 0.034 94.693 0.307 0.307E-02 0.116 16 0.026 99.720 0.280 0.280E-02 0.122 13 0.021 99.741 0.259 0.259E-02 0.128 23 0.038 99.778 0.222 0.222E-02 0.135 23 0.038 99.816 0.184 0.184E-02 0.141 20 0.033 99.848 0.152 0.152E-02 0.147 16 0.026 99.874 0.126 0.126E-02 0.154 16 0. 026 99.901 0 .099 0 .995E-03 0. 160 12 0. 020 99.920 0 . 080 0 .799E-03 0.166 12 0.020 99.940 0.060 0.603E-03 0.172 11 0.018 99.958 0.042 0.424E-03 0.179 10 0.016 99.974 0.026 0.261E-03 0.185 5 0.008 99.982 0.018 0.179E-03 0.191 6 0.010 99.992 0.008 0.815E-04 0.197 4 0.007 99.998 0.002 0.163E-04 0.204 � 0.000 99.998 0.002 0.163E-04 0.210 0 0.000 99.998 0.002 0.163E-04 0.216 0 0.000 99.998 0.002 0.163E-04 0.222 � 0 0.000 99.998 0.002 0.163E-04 Flow Duration from Time Series File:7546pre.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.059 60766 99.097 99.097 0.903 0.903E-02 0.067 123 0.201 99297 0.703 0.703E-02 0.075 70 0.114 99.411 0.589 0.589E-02 0.083 48 0.078 99.490 0.510 0.510E-02 0.091 48 0.078 99.568 0.432 0.432E-02 0.100 41 0.067 99.635 0.365 0.365E-02 0.108 36 0.059 99.693 0.307 0.307E-�2 0.116 25 0.041 99.734 0.266 0266E-02 0.124 27 0.044 99.778 0.222 0.222E-02 0.132 26 0.042 99.821 0.179 0.179E-02 0.140 20 0.033 99.853 0.147 0.147E-02 0.148 16 0.026 99.879 0.121 0.121 E-02 0.156 15 0.024 99.904 0.096 0.962E-03 0.164 10 0.016 99.920 0.080 0.799E-03 0.172 12 0.020 99.940 0.060 0.603E-03 0.181 12 0.020 99.959 0.041 0.408E-03 0.189 7 0.011 99.971 0.029 0.294E-03 0.197 5 0.008 99.979 0.021 0.212E-03 0.205 4 0.007 99.985 0.015 0.147E-03 0.213 3 0.005 99.990 0.010 0.978E-04 0.221 2 0.003 99.993 0.007 0.652E-04 0.229 3 0.005 99.998 0.002 0.163E-04 0237 1 0.002 100.000 0.000 O.O00E+00 0.245 0 0.000 100.000 0.000 O.O00E+00 0.253 0 0.000 100.000 0.000 O.O00E+00 0.262 0 0.000 100.000 0.000 O.O00E+00 0.270 0 0.000 100.000 0.000 O.O00E+00 0.278 0 0.000 1�O.00Q 0.000 O.O00E+00 0.286 0 0.000 100.000 0.000 O.O00E+00 0.294 0 0.000 100.000 0.000 O.O00E+00 0.302 0 0.000 100.000 0.000 O.O00E+00 0.310 0 0.000 100.000 0.000 O.O00E+00 0.318 0 0.000 100.000 0.000 O.O00E+00 0.326 0 0.000 100.000 0.000 O.O00E+00 0.334 0 0.000 100.000 0.000 O.O00E+00 0.343 0 0.000 100.000 0.000 O.O00E+00 Flow Duration from Time Series File:7546rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.003 33689 54.940 54.940 45.060 0.451 E+00 0.009 5293 8.632 63.571 36.429 0.364E+00 0.016 5150 8.399 71.970 28.030 0.280E+00 0.022 4744 7.736 79.706 20.294 0.203E+00 0.028 3744 6.106 85.812 14.188 0.142E+00 0.034 3305 5.390 91202 8.798 0.880E-01 0.041 2033 3.315 94.517 5.483 0.548E-01 0.047 1402 2.286 96.804 3.196 0.320E-01 0.053 989 1.613 98.417 1.583 0.158E-01 0.060 561 0.915 99.331 0.669 0.669E-02 0.066 64 0.104 99.436 0.564 0.564E-02 0.072 31 0.051 99.486 0.514 0.514E-02 0.078 21 0.034 99.521 0.479 0.479E-02 0.085 16 0.026 99.547 0.453 0.453E-02 0.091 12 0.020 99.566 0.434 0.434E-02 0.097 26 0.042 99.609 0.391 0.391 E-02 0.103 31 0.051 99.659 0.341 0.341 E-02 0.110 21 0.034 99.693 0.307 0.307E-02 0.116 16 0.026 99.720 0.280 0.280E-02 0.122 13 0.021 99.741 0.259 0.259E-02 0.128 23 0.038 99.778 a.222 0.222E-02 0.135 23 0.038 99.816 0.184 0.184E-02 0.141 20 0.033 99.848 0.152 0.152E-02 0.147 16 0.026 99.874 0.126 0.126E-02 0.154 16 0.026 99.901 0.099 0.995E-03 0.160 12 0.020 99.920 0.080 0.799E-03 0.166 12 0.020 99.940 0.060 0.603E-03 0.172 11 0.018 99.958 0.042 0.424E-03 0.179 10 0.016 99.974 0.026 0.261 E-03 0.185 5 0.008 99.982 0.018 0.179E-03 0.191 6 0.010 99.992 0.008 0.815E-04 0.197 4 0.007 99.998 0.002 0.163E-04 0204 0 0.000 99.998 0.002 0.163E-04 0210 0 0.000 99.998 0.002 0.163E-04 0.216 0 0.000 99.998 0.002 0.163E-04 0.222 0 0.000 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: 7546pre.tsf New File: 7546rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.060 � 0.88E-02 0.67E-02 -24.1 � 0.88E-02 0.060 0.057 -5.1, 0.073 � 0.62E-02 0.51E-02 -18.8 � 0.62E-02 0.073 0.062 -14.7 0.086 ( 0.48E-02 0.45E-02 -6.8 � 0.48E-02 0.086 0.078 -9.6 i 0.099 ( 0.37E-02 0.37E-02 2.2 � 0.37E-02 0.099 0.101 1.5 , 0.113 � 0.28E-02 0.29E-02 2 .9 � 0.28E-02 0.113 0.116 2.6 �, 0.126 � 0.21E-02 0.24E-02 12.4 � 0.21E-02 0.126 0.131 3.8 , 0.139 ( 0.15E-02 0.16E-02 6.6 � 0.15E-02 0.139 0.142 2.1 � 0.152 � 0.10E-02 O.10E-02 -1.6 � O.10E-02 0.152 0.152 -0.1 ' 0.166 ( 0.78E-03 0.62E-03 -20.8 � 0.78E-03 0.166 0.161 -3.1 0.179 � 0.42E-03 0.24E-03 -42 .3 � 0.42E-03 0.179 0.172 -3 .7 0.192 � 0.24E-a3 0.65E-04 -73 .3 � 0.24E-03 0.192 0.180 -6.5 0.206 � 0.15E-03 0.16E-04 -88.9 � 0.15E-03 0.206 0.188 -8.7 0.219 � 0.65E-04 0.16E-04 -75.0 � 0.65E-04 0.219 0.193 -11.6 Maximum positive excursion = 0.006 cfs ( 5.0�) occurring at 0.124 cfs on the Base Data:7546pre.tsf and at 0.130 cfs on the New Data:7546rdout.tsf I�aximum negative excursion = 0.012 cfs (-15.4�) occurring at 0.075 cfs on the Base Data:7546pre.tsf and at 0 .064 cfs on the New Data:7546rdout.tsf ¢�H A CjS �_ � PRELIMINARY 'm !=- Z' POND STAGE STORAGE WORKSHEET � .. � �Z �" 2 �4G , y, �T' �� . ~G ENG�N PROJECT NAME: Ribera-Balko Short Plat PROJ#: 7546 LOCATION: Renton,WA DATE: 4/15/2003 CLIENT: Ribera-Balko Enterprises BY: PAT RE: POND 1 DEPTH CELL1 CELL2 BOTH NCRENIENT TOTAL SURFACE STAGE FT FT2 FT2 FT2 VOLUME FT3 VOLUME FT3 ID 382.0 1.0 14,952 14,952 14,392 79,139 TOP 381.0 1.0 13,831 13,831 13,290 64,748 MWSL 380.0 1.0 12,748 12,748 12,226 51,458 379.0 1.0 11,704 11,704 11,201 39,232 378.0 0.5 10,698 10,698 5,084 28,031 377.5 0.5 3,211 6,425 9,636 4,567 22,948 STATIC 377.0 1.0 2,843 5,787 8,630 7,698 18,381 376.0 1.0 2,171 4,595 6,766 5,916 10,683 375.0 1.0 1,575 3,490 5,065 4,297 4,768 374.0 0.5 1,057 2,472 3,529 471 471 '�� 373.5 R2E 1.99F ?.R�? �C��. PO�;D SUi'I�IARY ' „--�;: ; ,:; �; . 4;, STATIC W.S. EL. = 3� WATER QUALITY VOLUME 32,�48 CF ,�,; �;�� :: MAX.W ATER SURFACE EL. 3$1.0 DETENTION VOLUME= 41,800 CF 4/15/2003 Page 1 of 1 7546-storm.�cls Size the wet pond: V� _ [(0.9)(A;)+(0.25)(A,6)J (0.039) _ [(0.9)(2.57)+(0.25)(0.71)] (43,560)(0.039) = 4j231 cf V, = 3(V) _ (3)(�,231) = 1?.693 cf ?�46.018.doc [JPJ/ath] � 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system will be designed in accordance with the KCWSWDM and shall be routed as shown on the engineering design plans. Sine the site is less than 10 acres, the rational method was used for the calculations with a 25-year precipitation of 3.45 inches, an initial time of concentration of 6.3 minutes, and a Manning's "N" value of 0.014. 7546.018.doc(JPI/ath] �__--_._.; BARGHAUSEN CONSULTING ENGINEERS-PIPE FLOW CALCULATpR using ihe Ration0l Methpd&Manning Foimulo KING COUNN DESIGN FOR 25 VEAR STORM JOB NAME� RBFR�/8ALK0 NOTE�ENTER DEFAULTS AND STORM DATA BEFORE REGINNING JO�ft� 7f�,� DEFAULTS C= 09 na 0.014 RLE NO.:7546-25.XL5 d- 12 Tc= 6.3 A-Coniributing Arep(Ac) Qd=Desipn Flow(cfs) COEFFICIENTS FOR THE RATIONAL METHOD'9r"-EQUATION C=Runott Coefflclent 9f=Full Capaclty Flow(cfs) STORM Ar & ic=Tlme of ConCenirotlon(min) Vd=Velodty at Desipn Flow(fps) 2VR 1.58 0.58 I=Intenslty at Tc(In/hr) Vf=Velpclty at Full Flow(fps) IOVR 2.44 0,64 PRECIP= 3.45 d=Dlameter of Plpe pn) s=Slope of pipe(%) 25VR 2.66 0,65 Ar� 2.66 l=Lenqih of Plpe(N) n=Monninfl Rouphness Coefficlent 50VR 2.75 0.65&= 0.65 D=Water Depih oi Qd(in) Ti�Travel Tlme at Vd(m�n) I OOYR 2.61 0.63 FROM TO A s L d Tc n C SUM A A•C SUM A'C I 9d Qf Cd/QI D/tl D Vf Vd Tt aa.--- ------ a.a�.«�m�----- ------�-:��a�.a�'"".. :s8��- ------ '-�--��.��.�� .��aa :-'--- ---- ----- -""' ""'. ...�-��aa-�- CBl C82 0J6 2.40 150 12 6.3 0.014 0.85 0J6 0.65 0.65 2J7 1,79 5.1� 0.350 0,408 4.90 6.53 5.96 0.42 CB2 CB3 0.57 1.07 150 12 6.7 0.014 0.85 1.33 0.48 1.13 2.66 3.01 3A2 0.879 0 725 8.70 4.36 4.91 0.51 CB3 CB4 OJO 1.09 150 15 7,2 0.014 0.85 2.03 0.60 1.73 2.54 4.38 6.26 0.699 Ob16 9.24 5.11 5.52 0.45 C84 POND 094 10.30 32 15 7,7 0.014 0.9 2.97 0.85 2.57 2.44 A.27 1924 0.326 0.393 5.89 15.6C 14.p6 0.04 � Pc7�le 1 N � - � � � GRADING AND STORM DRAINAGE PLAN N �� PEW C8�7 TYPE i-67 � 0 � IX.� Ex.Ghrf�. 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OiHEP.S. �� '�f�� " � � � �� '� � �� '� �� ►��`[ �� :�� 6.0 SPECIAL REPORTS AND STUDIES Included in the special reports and studies is the Wetland Delineation Report describing the on-site wetland and its impacts to the site. Please reference this report for more detailed information. 75�3fi.018.doc[JPJ/ath] � � SHANNON �WILSON INC. SEan�E RICHLAND � FAI,'iB4NK5 � GEOTECHNICAL AND ENVIROPIMENTAL CONSULTANTS S;irrt�iouS �� ' . BGSTqN December 28, 1998 Mr. Tirn O'Kane . NW Retail Partners,LTD , 600 University St., Suite 3012 � Seattle,WA 98100 RE: PRELIlV�IARY WETLAND DELINEATION,RIBERA PROPERTY,RENTON, WASHINGTON Dear Mr. O'Kane: � Shannon& Wilson, Inc. performed the preliminary wetland delineation as described in our I contract dated October 22, 1998. ' The objectives vf this project are: , 2. Cornplete a wetland delineation and stream classification for the site; Z. Prepare a sensitive area report describing any wetlands and streams found on site, and discussing the City of Renton's regulations regarding development near wetlands and streams. The enclosed report describes the results of our study. If you have any questions, please call me at(206)695-6738. Sincerely, SHANNON& WILSON,INC. �� Katie L. Walter Senior Wetland Scientist ACD:KLW/ara Enclosure: Pretiminary Wetiand Delineation, Ribera Property, Renton, Washington T18S8-02.Itr.doc/pec/am � , . �t�.� tJOR i�i 3-;TH STR�ET •S�i i c i��G T-18S8-02 p�. 60X 3Cr�s03 S�fiTTLE. �;'!AS!-!INGTON 9a103 LCG'SJ�•SO20 F:.X 20c•633•G777 TDQ: i•SOC•�33•6388 , S�iAN�fON�WILSON,tNC. � . EXECUTIVE SUMMARY Shannon&Wilson,Inc., conducted a preliminary wetland delineation on property owned by Diane Ribera within the City of Renton boundaries, in King County, Washington (NE1/4 of Section 15, Township 23 N, and Range 5 East). The property is appro�mately 9.2 acres in size, and located in the southeast quadrant of Northeast 4�' Street and Union Ave.NE,Renton (Highlands), Washington. Two wetlands were identified and delineated on the Ribera property using the Corps of Engineers Wetland DelineationManual (1987). Both were associated with Maplewood Creek, which flows along the western and southern boundary of the property. Both wetlands were flagged and surveyed. Based on the City of Renton's Wetland Management code,both wetlands would be considered Category III wetlands. The City of Renton requires a 25-foot buffer from the wetland edge if this site is developed. A review of existing sensitive area maps by King County, the City of Rentoq and the U.S. Geological Survey (U.S.Dept. of Interior,Fish& Wildlife)National Wetland Inventory did not indicate any wetlands on the site. However, Maplewood Creek was identified by all of the sources of information. A 25-foot buffer is required on Maplewood Creek. Because the creek is contained within the wetland area, the � wetland buffer of 25 feet would extend beyond the creek buffer and govern the extent of development on the site. i T1858-02.rpt.doc/pecJam T-1858-02 1 SNAN�VON�V1/1L.SON.1�3C. `5 ' TABLE OF CONTENTS Page EXECUTIVE Si_TNIlvIARY..............................................................................................�--.........i 1.0 INTRODUCTION ..............................................................................................................1 1.1 Scope of Services........................................................................................................ 1 1.2 Site Location and Description ..................................................................................... 1 2.0 METHODS.........................................................................................................................2 3.0 DOCI;IN�NT REVIEW.......................................................................................................3 4.0 WETLAND AREAS AND STREAM..................................................................................3 4.1 Wetland A..............................�--..._....................................._......_............_...._...............4 4.2 Wetland B...................................................................................................................4 � 4.3 Wetland Buffer .....................••----._................._............................................................5 4.4 Stream............................................................................................................•............5 5.0 WETLAND AND STREAM REGULATIONS....................................................................6 '� 5.1 Wetland Rating...........................................................................................................6 6.0 CLOSURE..__............... . ....._. ..__. _._......_.._......_...........__............ ..............................6 7 0 RF,FERENCES . _. _ _ _ __ __ _ _ __.._ .. _.._......_8 LIST OF FIGLTRES Fir 2 Wetland Ir►vc 3 Soils Map 4 Wetland Delineation Map Ti sss-oz_�c�a�i��am T-1858-OZ ii TABLE OF CONTENTS (cont.) ��-��fl��1�SOI�J,t�l�. ��; - t LIST OF APPENDICES APPENDIX A WETLAND DELINEATION METHODOLOGY APPENDIX B WETLAND FIELD DATA SHEETS APPENDIX C IMPORTANT INFORMATION ABOUT YOUR WETLAND DELINEATION/MITIGATION AND/OR STREAM CLASSIFICATION REPORT T1858-02.rptdoc/Pedam T-18 5 8-02 1ll �i S�-i�aivi�fON�W�LSflN.IIVC. 1.� - PRELIMINARY WETLAND DELINEATION RIBERA PROPERTY RENTON, WASHINGTON 1.0 INTRODUCTION Shannon&Wilson, Inc. conducted a preliminary wetland delineation on a 9.2 acre site, owned by Diane Ribera, within the City of Renton boundaries, in King County, Washington(NE1/4 Section 15, Township 23 N,Range S East). The fieldwork was conducted on November 20, 1998. This work was performed to provide a preliminary wetland delineation as requested by Tim O'Kane ofNW Retail Partners,LTD. 1.1 Scope of Services The scope of services for this project was limited to two main tasks. The first task was to complete a wetland delineation and stream assessment for the site. The second was to prepare a sensitive area report describing any wetlands and streams found on site. � Wetlands and streams were identified and classified based on the 1987 Corps of Engineers Wetland Delineation Manual, and the City of Renton's Wetlands Management Code. This report includes a review of available information pertaining to the site such as the City of Renton wetland maps and Wetland Management Code,King County Soil Survey, and the National Wetland Inventory Maps. This report aIso includes a summary of the City of Renton's regulations regarding development near wetlands and streams. The location of existin� �l eclands and streams are presented on a surveyed site ma; 1.2 Site Location and Descriptio�� The subject property is located on Northeast 4�' ___:_ _ in Renton, Washington (Figure 1). The site is approximately 9.2 acres in size. Maplewood Creek flows south along the west border of the site, and exits the site through the middle of the southern border. The site is bounded by Northeast 4�' Street on the north, and mixed use properties on the east,west, and south. Property south of the site has been filled creating an approximately 15-foot rise along the south property line. Generaily, site topography slopes down gently toward the southwest side of the property. Historically, portions of the property may have been cleared and filled. Currently there are two occupied rental houses along the north TI858-Q2.rpt doc/pedam T-18S 8-02 1 S�NON F�WlLSON.!NG � � } side of the property. The eastern half of the property is densely forested, and in the western half there are a few willow and spirea patches along the creek, but the predominant vegetation is Scots broom,hlackberry, and reed canarygrass_ 2.0 METHODS The two components of a wetland investigation, review of existing information and evaluation of field conditions, were both utilized to make a wetland determination. Both aspects of the investigation are necessary to account for seasonal and historical changes to the land, but a wetland determination can only be made with the support of data from a field reconnaissance. BackgrQund information pertaining to the wetland site was collected and reviewed for its usefulness. These information sources included: � ► U.S.Fish and Wildlife Service National Wetland Inventory Map of Rentoq Washington -� Quadrangle, I:24,000 scale(U.S. Department of the Interior, 1988); ► U.S. Geological Survey Map of Renton, Washington Quadrangle, 1:24,OQ0 scale(LT.S. Geological Survey, 1994); ' ► U.S. Soil Conservation Service(SCS) Soil Survey of King County Area, Washington— Sheet No. 11 (U.S.Department of Agriculture, 1979); ► King County Sensitive Areas Map Folio— Sheet No. 9 (King County Environmental Division, 1990); ► City of Renton Building Regulations, Chapter 32, Wetlands Management Code (Publishing, Inc., 1998). Katie Walter and Amy Dearborn conducted the preliminary wetland delineation on November 20, 1998. The wetland was delineated using methods described in the 1987 Army Corps of Engineers Wetland Delineation Manual (U.S. Army Corps of Engineers, 1987}, and supplemented by the DOE 1997 Wetland Delineation Manual(Washington State Department of Ecology, 1997). The site was walked to determine if normai conditions exist and to identify plant community types and wetland classification types present. Wetland presence was determined by conducting a Routine Method Delineation. Data points were selected with consideration to ptant community types and wetland classification features. Data was collected at each point on vegetation, soils, and hydrology. Conesponding T1858-02.rptdoc/pec�am T-1 gsg-02 2 St-lAN�70N�V�/ILSON.l�I�. )-. � � upland and �vetland plots were recorded to more accurately determine the boundaries of on-site wetlands. The triple parameter approach was used, which acknowledges the presence af vegetation, soil conditions, and hydrologic conditions. Under this methodology,vegetation, soils, and hydrotogy are each evaluated to determine the presence or absence of wetlands_ Based on the use of this -method, an area is considered to be a wetland if each of the following are met: (1) dominant hydrophytic vegetation is present in the area; (2)the soils in the area are hydric; and (3)the necessary hydrologic conditions��vithin the area are met. (Appendix A} 3.0 DOCUMENT REV�� Neither the U.S. Fish and Wildlife Service National Wetland Inventory Map (Renton, Washington) nor the City of Renton Wetland Inventory Map indicate the presence of any wetlands on or near the site(Figure 2). Maplewood Creek appears on both rnaps, and is classified as Riverine, intermittent, streambed, seasonally flooded (R4SBC) on the National 1Vetlands Tnventory I�1ap. The King County Soil Survey (Soil Consen�ation Service, 1979) (Figure 3) maps the site as containing Aiderwood gravelly sandy loam, AgC,with 6-15 percent sIopes. This series is considered moderately well drained, with a weak to strongly consolidated substratum within approximately 24 to 40 inches below the surface. Runoffis slow to medium, and the erosior hazard is moderate. This soil type is considered non-hydric on the Washington State list � ' hydric soiis. However, as much as three percent of the areas mapped as Alderwood grave sandy loam, 6-15 percent have inclusions of the poorly drained Norma, Bellingham, Seattle, Tukwila, and Shalean soils. These soil inclusions are all considered hydric soil_ 4.0 `VETLAND AREAS AND STREAM Two wetlands were identified on the property from the field reconnaissance conducted (Figure 4). Both are associated with Maplewood Creek, which flows along the western and southern boundary of the property. Wetland boundaries were primarily estabIished based on the vegetation and topographic changes as well as the presence of standing water and hydric soil indicators. While data were recorded from five data plots: two upland plots and three wetland plots, several other soil pits and sites were examined to established the wettand boundary. Data -risss-oi.��a�ip�am T-1858-02 3 SHAN�ION�WILSON.INC. I�� } sheets are included in Appendix B. Based on USFWS Clc�sification of Wetlands in Deepwater Habitats of the United States(1992)both wetlands are palustrine, scrub-shrub (PSS)wetland communities. 4.1 Wetland A Wetland A is located along the western property boundary and is associated with Maplewood Creek. The wetland is vegetated with a thin scrub-shrub stratum over a thick herbaceous grass understory. Reed canarygrass(Phalaris arundinaceae) and bent grass(Agrostis spp.) dominate the herbaceous stratum. There are patches of hard hack (Spirea douglasii), red osier dogwood (Cornus siolonrfera}, willow(Salix spp.), and red alder(Alnus rubra) found in the scrub/shrub stratum. The shrubs are more heavily concentrated immediately adjacent to the sVeam. The pIant indicator status (Appendix A, Table A-1)for plant species found within this wetland ranged-from FAC to FACW, which meets the criteria for hydrophytic vegetation. Soils were analyzed for color, texture, and moisture content_ In general, the soils observed in and adjacent to Wetland A were sandy loam, gravelly sandy loam, and very gravelly sandy loarn, with pockets of large gravel or fill. Wetland plots contained low-chroma soils. Soil color was very dark gray (lOYR 3/1) 0-6 inches and black(lOYR 2/1) 6-16 inches in data plot 1, and dark grayish brown 0-8+inches (lOYR 4/2)in data plot 4. These are indicators of hydric soils. The soils were saturated within 12 inches of the surface or inundated with as much as six inches to a foot of water in leve} areas. The creek was overflowing its banks during our site visit, and appeared to overflow routinely. Thus, wetland hydrology criteria was assumed to persist for a su�icient duration to satisfy the hydrologic criteria. Wetland boundaries were primarily established based on the topographic and vegetative change as well as on presence of standing water and hydric soil indicators. Much of this wetland has been disturbed in the past as evidenced by ditching of creek, old fill piles, and wetland plant communities indicative of disturbed conditions, such as canarygrass and blackberry. 4.2 Wetland B The weiland is thickly vegetated,with a dense scrub-shrub understory. Aspen (Populus tremuloides), willow(Salix spp.), snowberry(Symphoricorpus albus), and Pacific Ninebark (Physocarpus capitatus) dominate the scrub/shrub stratum. The herbaceous stratum is composed of slough sedge (Carex obmrpta). The disturbed wetland edge is dominated by himalayan !I blackberry(Rubus discolor). The wetland/upland edge along the undisturbed portion of the �I T1858-62.rpL doc/pedam T-185 8-02 4 ' �I i � �J(�l1-11�1��1tl L�V Y��J��.�lYC. � � wetland had a very distinct vegetative transition, going from the wetland plants described above to a dense cover of satal(Gaulfherra shallon) and Oregon gape(Berberis nervosa). The plant indicator status for plant species found within this wetland ranged from FACIJ to OBL, but the predominate vegetative community was OBL to FACW. The dominant plants in wetland B meet the criteria for hydrophytic vegetation. Soils were analyzed for color,teacture, and moisture content. The soils observed within the wetland were gravelly sandy loam, with pockets of large gravel or fil) and organics. Wetland plots contained low-chroma soils. Soil color was very dark gray(2.SY 3/1}0-9 inches, and dark brown(lOYR 3/3) 9+inches in data plot 5. These are indications of hydric soil. These soils were saturated. The western and southern edge of this wetland had been bermed mostly cutting off the hydrologic connection to the stream. The berm also acted to impound water in the wetland. Based on ihese field conditions,the wetland hydrology criteria was assumed to persist for suf�icient duration to satisfy the hydrologic criteria. 4.3 Wetland Buffer ' � The vegetation of the adjacent upland buffer is comprised of Himalayan blackberry (Rubus discolor), reed canarygrass(Phalaris arundinacea), Scot's broom (Cytisus scoparius), Canada � thistle (Cirsium arvense}, and common tansy(Tanacetum vulgare) as well as many varieties of pasture grass. The soils were comprised of gravelly sandy loam and very gaveliy sandy Ioam, and were not saturated. There was some evidence of past human disturbance to the area, such as tire tracks and garbage. 4.4 Stream Maplewood creek flows in a southerly direction through the west side of the property. The west side of the creek bank slopes up very steeply, but the east side has a very gradual slope, which , was flooded at the time of our site visit. The creek enters the north side of the property through a , culvert under Northeast 4�' Street and roughly flows parallel to the western border of the property. It then flows easterly approximately along the southern border of the property, and leaves the property to the south halfway along the southern property border. The channel was ditched along most of the onsite reach at some time in the past. Maplewood Creek is a tributary to the Cedar River. Our study did not involve an investigation of fish use of the stream. However, a review of eacisting information indicates the stream is ephemeraI, going dry during the summer. Also, the creek is reported to have fish migration T185&02.rpt.doc/pec/am T-1858-02 5 �l-lAi�33�30�!�VIJIL.S�N.INC. '� barriers downstream of the project area. This tributary enters the Cedar River after passing through Maplewood Golf& Country Club, and passing under State Route 169. Thus, anadromous salmonids are not Iikely to be present in tlus section of the stream. 5.0 WETLAND AND STREAM REGULATIONS A comprehensive rating system for wetlands is contained in the City of Renton Wetland Management section of the Building Regulation Code. For each wetland rating given by the City ofRenton,there is a buffer setback required. The buffer should surround the delineated wetland, and should not be impacted by development unless mitigation for impacts are provided. 5.1 Wetland Rating Wetland A was classified as a Category 3 wetland.for the following reasons_ The wetland is greater than 5000 square feet and, in the past, has been disturbed through ditching, filling, and . clearing of vegetation. Wetland B was classified as a Category 3 wetland because it is less than 5040 square feet and it does not meet any of the criteria listed in Category 1 or 2 wetlands. Category 3 wetlands, as listed in the Renton Wetlands Management regulations, require 25-foot i buffers. Steams are regulated within the City of Renton Building Regulations and require 25 foot buffers from the edge of ordinary high water. Ordinary high water in this stream would likely be considered the edge of the ditched bank. Land clearing or tree cutting is not permitted by the City of Renton within these buffers. BecaUse the stream is contained within the wetland, the wetland buf�'er would extend beyond the stream buffer and govern the extent of development on the site_ 6.0 CLOSURE The findings and conclusions documented in this report have been prepared for specific application to this project, and have been developed in a manner consistent with that level of care and skill normally exercised by members of the environmentat science profession currently practicing under sirnilar conditions in the area, and in accordance with the terms and conditions set forth in our agreement. The conclusion and recommendations presented in this report are professional opinions based on interpretation of information currently available to us, and are Tl 858-02.rpt.doc/pedam T-18 5 8-OZ II 6 s�v�o�v�vv��sor�.��vc. � } made within the operational scope, budget, and schedule constraints of this project. No warranty, express or implied, is made. Wetland boundaries identified by Shannon &Wilson are considered to be preliminary until the Corps andlor the local jurisdictional agency validate the flagged wetland boundaries. Validation of the wetland boundary by the regulating agency(s)provides a certification,usually written,that the wetland boundaries verified are the boundaries that will be regulated by the agency(s)until a specified data or until the regulations are modified. Only the regulating agency(s)can provide this certification. Since wetlands are dynamic communities af�'ected by both natural and human activities, changes in wetland boundaries may be expected; therefore, wetland delineations cannot remain valid for an indefinite period of time. The U.S. Army Corps of Engineers typically recognizes the validity , of wetland delineations for a period of five years after completion and the City of Renton for only two years. Development activities on a site two years after the completion of this wetland �� delineation report may require revision of the wetland delineation. In addition, changes in government code, regulations, or laws may occur. Because of such changes beyond our control, our observations and conclusions regarding this site may need to be revised wholly or in part. SHANNON & WILSON,INC. h� .� W li'�"'�'d Katie L. Walter, P.W.S. Senior Wetland Biologist �� c. � Amy C. De.arborn Environrnental Scientist T1858-02.rp�doc/pedam T-1858-02 7 S�t�O�i F��JVILSO�l,l�?C. . � � 7.0 REFERENCES City of Renton, 1998, City of Renton building regulations: Code Publishing,Inc., Seattle, Wash. Cowardin, L.M., and others, 1979, Classifications of wetlands and deepwater habitats of the United States: U.S. Fish and WiIdlife Service Publication FWS/OSB-79/31. King County Environmental Divisioq Parks,Planning and Resources Department, 1990, King County wetlands inventory: Votume 2 East. U.S. Army Corps of Engineers, 1987, Corps of Engineers wetlands delineation manual: Vcksburg, Miss., U.S. Army Engineer Waterways Experiment Station, Technical Report Y-87-1. U. S. Department of Agriculture, Soil Conservation Service, 1979, Soil survey of King Couniy, Washington U.S. Department of the Interior, Fish and Wildlife Service, 1988,National wetland inventory map: Renton,Washington, Quadrangle. , 1993,National list of plant species that occur in wetlands: Northwest (Region 9}, Biological Report 88 (26.9). U.S. Geological Survey, 1994, USGS topographical map: Renton, ��ashington, Quadrangle. Washington State Department of Ecology, 1997, Washington State wetlands identification and delineation manual: Publication #96-94, Washington State Department ofEcology, Olympia, Wash. T1838-02.rytdoc/pedam T-1858-02 g - - Z- . .,, O 'r'� 3S nv H18ot �a v. � �� )s� e �ce►T M/ ,,..3 �y:� x.r '�tR � � a� x i� � %,- S � C+1 l Q "i�� il�/// k46Ar� ,pS'_�::�! � CO � ':�' ' a c 7 �uc. i J'` .r� I �' 1 �^ r �J,. ' Sf n`y� ' � '� � Ibt ��. r<'� ��WT��w T � M � dt�i i, r �.n rr � .�:t,..':.•hrs�, • w � . F- �t: "0Y n �� :. ��t� u�u 4qf �e��,i nn wr N:-.•!f; C Li. 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'w, �-- -- '�� . •' ,'� _'� M p � -= 1, •��A�r, AkF _,-==a `• , ap 'y ;t i, � AN8 .. . rf"� ` +'�t�a' �.. , .•.+•J` .. �+,�?`"% _r'y':�.'=' . -' " � '•� ; 21 � ` ;��' _ - � �r ° ;;_• - 455 ♦ - a • • `+ �- •_�,.. _ . i • • .' I� . . - � _ � �= '. - -:e':a��_`- r ;�:��;.%. - =J� ,�i _�. _ 9�C-..K;,- -, -- =- p� � -- - ��"' ' ' __ . css�� i : : i' 1�BC ` a+ ;``AkF�.:.- r ,��`. -- 5f � . � � �' . ( � i A� ParM A pu£� ��+ `.:�`.( - � � . �. . �a - �.' � � � ; . o �n � I � Scate in Miles Ribera Property I Renton,Washington , NOTE SOILS MAP Map based on a soil survey 124 000 map,part of a set published in 1972 by the United States Department of Agriculture,Soil Conservation Service and the Washingtion November 1998 T-1858-02 Agricultural Experiment Station. SHANNON d WILSON, INC. FIG. 3 GwNcMicd�nd EnrYonm�Md Con�ultantt �ETLAND SURVEY i A PORTION OF THE N�+11 I/4 OF THE NW 1/4 OF SEC. 15, TWP. 23N., RNG.' 5E.,W.M. . � ,� CITY OF RENTON, KING COUNTY, WASHINGTON - � � � . Culvert SE 128th S� (King Co.) � ' � NE 4th St. (Renton) � K `--- � V L_ l , � Centerline of � a' ' � � Maplewood Creek / � � /r i � 0 100 200 ` � ♦ ` � Culvert � '� � � � ) � � � � SP2 � � ` ` ^ ` ` , � , � � • � ��1 � � � Scale . l � , <� �Wetland "A" � - \ f � l \ $ » > , `� • � Wetfand/C`ek Buffer 1 1 � 0 � � � � � � , SP't , (25-feet) ` \ � � � � ` � Vertical Datum: � � � \ C � ' � ( � � \ � > \ � City of Renton. .� � , ► . �� \ \� SP3 � ) , \ � � 4 Cen�re 30821H Pacific Hwy South �` � �� / � Federal Way, wA 88003 )�1 � � \ • (253) 941-7522 / � \ ° � f � o P011lt� C • l � t � � � � \ . � � � � � � � q Surveying `—�C � 1 � . DRA�ti S1: Cfi�C1�D H'1: \ � 1 � — � t K MAIN N LARSON � \ ` �`\ � We�land "B" � SP4 � � � � � , Q� Dec. 22. 1998 10B �0'` !490 . � 1 � 1 , � � . � 1 . ,Z_z3 �� -� J � � SPS � � � � � 1" = 100 ' Dxa►r�C N� 1490 -� / � ` f �, E. �� i /A � LEGEND \ � ` � � / 20 �, • yc O P �Y ` � � � � oF �AS �`�' Ribera Pro e \\ l S. . Renton,Washington � o • SP1 Soil Plot Location ) \ J • o 1 ?- ----- Creek/Ditch Centerline / � � � J'1't 9f�Js E��'� oQ�� WETLAND DELINEATION MAP j S ———— WeUand/Creek Buffer � �A� ��'NO December 1998 T-1858-02 o�u�s 1 Z-15-1999 _ . WeUand Edge S��E�N�iei� FIG. 4 I, � -- i i � APPENDIX A� WETLAND DELINEATION METHODOLOGY � ' i T-1858-OZ 5��JO�?:��.'ViLSO�l. !�lC. �� PPENDIX A ��'ETLAND DELINEATION I��IETHODOLOGY' � T:�BLE OF CONTENTS Page A.1 WETLAND VEGETATION.......................................................................................A-1 A.Z HYDRIC SOII.,S ........................................................................A-2 ................................. , A3 WETLAND HYDROLOGY.......................................................................................A-2 ,I _ '� A.4 REFERENCES.......................................•-------..._..........._..................._............_..._........A-4 T.T�'I' nF TART.F` Table Ncs A-1 >_ _.::::_.�.:� �_ : ----- �•:�._�:�: �_r.��..... ............. ..................... ... ..................: �� A-2 Hydric Soil Indicators......................................................................................A I A-3 Hydrologic Regimes And Wetland Characteristics...........................................A I T1853-0I.rptAppAdoc/pedam T-I 853-O l � A-i �.} _ . S,'�fNOi��WILSON.lNC. APPENDIX A WETLAND DELINEATION METHODOLOGY The triple-parameter approach of the Corps of Engineers Weilcmd Delineation Manual(Corps of Engineers, 1987}was used to delineate the wetlands on site described in this report. Under this methodology, vegetation, soils, and hydrology are each evaluated to determine the presence or absence of wetlands. Based on this methodology, an area is considered to be a wetland if each of the following are met: (1) dominant hydrophytic vegetation is present in the area; (2)the soils in the area are hydric; and (3)the necessary hydrologic conditions within the area are met. A determination of wetland presence was made by conducting an on-site routine method delineation. Both upland and wetland plots were recorded to more accurately determine the boundaries of on-site wetlands_ Wetland boundaries were determined by conducting a walk- through inspection of the property. A.1 WETLAND VEGETATION Hydrophytic plants are plant species specially adapted for saturated andlor anaerobic conditions_ These species can be found where environmental conditions have a significant duration and frequency of inundation, which produces permanently or periodically, saturated soils. Hydrophytic species, due to morphological, physiological, and reproductive adaptations, have the ability to grow, effectively compete, reproduce, and thrive in anaerobic soil. The U.S. Army Corps ofEngineers(Corps) and the U.S_Fish and Wild)ife Service(USFWS) has assigned an indicator status to many plant species,which is based on the estimated probability of the species existing under wetland conditions. Plants are categorized as Obligate(OBL), Facultative Wetland (FACV�, Facultative (FAC),Facultative Upland (FACLn, and Upland(LTPL). Species with an indicator status of OBL, FACW, or FAC are considered to be adaptive to saturated and/or anaerobic (i.e., wetland) conditions and are referred to as hydrophytic vegetation (Table A-1). The approximate percentage of cover for each of the different plant species occurring within the tree, shrub, and herb strata were determined within a plant community. Dominant plant species are considered to be those having the greatest relative basal area(woody overstory), greatest height (woody understory), and greatest percentage of areai cover(herbaceous understory). T1853-0 I.rpt.AppA dodpecJam T-18 53-O 1 A-1 SHA3�I�ON�V�IILSON,li�C. ) ��- The indicator status of the dominant plant species within each of the vegetative strata is used to determine the presence of hydrophytic vegetation near each data point. A data point was considered to have hydrophytic vegetation of greater than 50 percent of the dominant plant species within fhe area had an indicator status of OBL, FAC�'V or FAC. A.2 HYDRIC SOILS Hydric soils are defined as those that are saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions that favor the growth and regeneration of hydrophytic vegetation. As a result of anaerobic conditions, hydric soils exhibit characteristics directly observable in the field, including high organic matter content, greenish or bluish gray color(gley formation), accumulation of sulfidic material, aquic soil moisture regimes, spots of orange or yellow color(mottling), and dark soil colors (low chromas} (Table A-2). Throughout a large portion of the area delineated as wetland, identification of hydric soils . aided through observation of surface hydrologic characteristics and indicators of wetland hydrology(i.e., inundation and saturation)_ The extent of hydric soils was defined through c ; soil observation within several data points, placed both inside and outside the wetland. Soil � � observations were completed within soil holes dug with a shovel to a depth of at least 18 inc below the e�cisting ground surface. Soil organic and mineral content was estimated visual' texturally. Soil colors were determined through analysis of the hue, value and chroma be: represented in the Munsell Soil Color Chart (Gretag McBeth, 1994). A soil chroma of 2 i combination with soil mottling, or a soil chroma of 1 without mottling, typicallv indicat�� hydric soil if within 10 inches of the surface, or directly betow the A horizor i A.3 WETLAND HYDROLOGY Hydrologic conditions identifying wetland characteristics occur.during periods when the soils are inundated permanently or periodically, or when the soil is continuously saturated to the surface for sufficient duratian to develop hydric soils and support vegetation typically adapted for life in periodically anaerobic soil conditions. Wetland hydrology criteria were considered to be satisfied if it appeared that the soil was seasonally inundated or saturated to the surface for a consecutive number of days greater than or equal to 12.5 percent of the growing season (Tahle A-3). The growing season begins when the soil reaches a temperature of 41 degrees Fahrenheit in the zone of root penetration. The growing season in low elevations in western Washington is typically considered to be from March 1 to October 31 (244 days) (Washington ' State Department of Ecology, 1997). T1853-01_rptAppAdo�Jpedam T-1853-01 A-2 ) - S3-IANNO�!�1MLSON,tNC. The hydrology was evaluated by direct visual observation of surface inundation or soil saturation in test plots. According to the 1987 Manual, "for soil saturation to impact vegetation, it must occur within a major portion of the root zone(usually within 12 inches of the surface) of the prevalent vegetation." Therefore,if saturated soils or indicators were observed within 12 inches of the surface, positive indicators of wetland hydrology were noted. The area near each data point was examined for additional indicators of wetland hydrology. These indicators include watermarks, scour areas, drift lines, sediment deposits, and drainage patterns. Areas where positive indicators of hydrology were noted were assumed to contain wetland hydrology. � riss3-o�.�c.A�a.a�p��am T-1853-01 A-3 SH�JNON�1lUlLSON.INC. , '� A.4_ REFERENCES Gretag McBeth,rev. ed., 1994,M�sell soil color charts:New Windsor,NY 12553. U.S. Army Corps of Engineers, 1987, Corps of Engineers wetland delineation manual: Bicksburge,Miss.,U.S. Army Waterways Experiment Staiion, Tech. Report Y-87-1. U.S. Department of Interior, Fish and Wi]dlife Services, 1993, National list of plant species that � occur in «�etlands� I�'orth«�e�t (Region �l, I3iological Report �4 (''6 �) (Re��ised 1993) 1989. Washington State Department ofEcology, 1997, Washington State wetlands identification ai�.,.' delineation manual: Washington State Department of Ecology,Publication#96-9994, Olympia, Wash. � T1853-Ol.rpl.Apprl.doc/pea'am T-1853-01 A-4 SHAIVNON�WILSOiV.INC. �.� . TABLE A-1 DEFINITIONS OF PLANT INDICATOR STATUS Plant Indicator Status Categories ► Obligate Wetland Plants(OBL)-Plants that occur in wetlands, under natural conditions, approximately 99%of the time. ► Facuhative Wetland Plants(FACVV)-Plants that occur in wetlands approximately 67-99%of the time. ► Facultative(FAC)-Plants ihat are as likeIy to be found in wetlands as in non-wetlands; approximately 34-66%of the time in either. ► Facultative Upland Plants (FACU)-Plants that occur in non-wetlands approximately 1-33%of the time. ► Obligate Upland Plants (UPL)-Plants that occur in non-wetlands,under natural conditions, approximately 99%of the time. ► No Indicator(NI)-Species�vhich have not been given an indicator status,and assumed to be upland. ' Source: National List Of Plant Species That Occur In Wetlands:Northwest(Region 9). U.S.Fish and Wildlife Service Biological Report 88(26.9). (Revised 1993) 89p. T1853-01.rptAppAdodpcdam T-18 5 3-O 1 !�-5 _ ��1lVON�V`�1LSOV.I�IC. �'� � TABLE A-2 HYDRIC SOIL INDICATORS HYDRIC INDICATOR DIAGNOSTIC CRITERIA ► Organic Content >50%by volume (constitutes organic soil) ► Sulfidic Material "Rotten egg" odor ! ► Soil Color Matrix Chroma of 2 or less in mottled soils Matrix Chroma of 1 or less in unmottled soils Gleyed colors ► Water Saturation Soil saturated at 0.5, 1.0, or 1.5 feet from the surface (depending on the soil drainage class and permeability) for a significant period during the growing season. 7 ► Soil Color Definitions Hue: Indicates the dominant spectral color (i.e., red, yellow, green, blue, and purple). Value: Measure of degree of darkness or lightness of the color. Chroma: Measure of the purity or strength of the color. Source: Environmental Laboratory, 1987, Corps of Engineers Wetlands Delineation Manual Technical Report Y-87-1,U.S.Army Waterways Experiment Station,Vicksburg, Mississippi. T1853-Ol.ryt AppAdodpedam T-I 85 3-O 1 A-6 SNANiVOi�!�WlLSON,lNC. � _ . TABLE A-3 HYDROLOGIC REGIMES AND WETLAND C��RACTERISTICS `; > ' `Duration of'��auudatEo�t ' ',ti�'etfand ' ; ; De ree�f�nu�id�f�Qa ar�afur`at�t�n ' or Sa€uration* °lo ��raeter��tirs< .,... �:. :.: ; E.. � Permanently inundated (open water)** 100 present Semipermanentty to nearly permanently inundated >_ 75 -< 100 present or saturated **'� Regularly inundated or saturated Z25 -<75 usually present Seasonally inundated or saturated z 12.5 -<25 often present Irregularly inundated or saturated Z 5 -< 12.5 often absent Intermittently or never inundated or saturated <5 absent Notes:_ * Percent of growing season *'� Inundation>6.6 feet mean water depth � *** Inundation < 6.6 feet mean water depth TI 853-01.rpt AppA dodpeclam T-1853-01 A-7 SNAIVNON�V�IILSON.INC. � � APPENDIX B VVETLAND FIELD DATA SHEET� __ � T-1858-02 - Data Point:�of_'rJ DATA FORM ) " - . . ROUTTNE tiYETLAND DETERMINATIOV. � � U,c� t ProjccVSitc: Q��+�- � O��z:t� � Date: li ApplicanVOwncr. --- City:� a� Invati ator. - �k�� I�1. 3ob�: "f-I b S b-�2. Cotuity:' r�� --� State:� Have vegetarion, soils, or hydrology becn disturbcd: Ycs � Is the uca a potential Problcm Arca: Ycs ��o t (If necde�ex lain on revccse.) �'' . � VEGETATION Dominant Plant S�ecies tratu °/ ofver IYndicator pominant Plant S�tcies atu % ver indieator ��i�i�.::s2rw1K"�Zr'14�...I+Y. �, L2a._/(� 'T�I"lJ�� . z. z � 3. 3. 4. 4. 5. S. 6. 6. 7. 7. 8. � 8. Percent of Dominant Specia that are OBL, i FACW or FAC exce t FAC-). •-Dominant s ecia. / � - . Cowardin Classification: ��u E�--�'Yt �� (�(/h,�t Uz'.�!/'---� Remarks: �� }�,� `i, �i�=i��-_� I�t_ � ':t� ! i��t US F3�. �' � HYDROLOGY _ Recordcd Data(Dacnbe in Remarks): Wetland Hydrology Indicators " _Stream.Lake.or Tide Gage . _Aerial Photograph ' Inundated O�her � Saturated in Upper t2 inches • � No R�corded Data Availabfe _ Water Mar�:s . Water Lines - Field Obscrti�ations: S�diment Deposiu - �' Drainage Patterns in Wctlands Oxidizcd Root Channels in Upper� Depth of Surface Water. � (in.) 12 Incha Depth to Frce Water in Pit; � (in) Watet-Stained Leavcs Depth to Suurated Soil: _�_ (irL) _ (,aa]Sol Survcy Data - � - Othcr{Ex lain in Remarks) Remarks: z� �� l� /}GE•w'� � U��, � �� -�� i� ;�..�� ..f_� �-a 1�ro C� ,S ►�� ' ��:�+Et St,t� �� i,��::,t� �vt L.f�e ;'�,�c.�� a?�� . � � Data PoinG .� of S — DATA FORM ROUTINE tiYETLAND DETERMUTATION I�{,�f�-- � . " ' - - . �II - ProjccVSite: . ►�r 6��.�•.� �D`��d�E.2 • Datc: ti� � ' Applicant/Owner. � -- City:�_�j� Invcsri ator. 4t�/t(.�,��1 Job#: T-15Sd f�y . County: �.vxt: State: tAA4' � Have vegetation, soils,ot hydrology becn disturbed: Yes � Is the arca a potcntial Problesn Area: Yes o (If necded,e lain on rcvcrse.) - � � YEGETATION � ' D minant Plant S cci traro °/ over Indicator pominant Plant Snccies atu % ver indicator 1. ,I�, _fi yr ,S` rhG1� 1. 2. j��tit?�v',t:L H►u►►c�ii*jQ.�' U ��D .�'l�f.ki 2. - 3. �� n v► � SO�O 3. ' 4. A Y r t�f o � �,�=� a. 5 S . - , . 6. 6. 7. � 7. . "8. • 8. Percent of Dominant Specia that ue OBL, �� `. FACW or FAC exce t FAC-). •-Dominant s cci�s. " -� ' Cowardin Classification:_ n8r..e. r R�marks: 1�L'. �2 � :�.��''�z�'� �l� HYDROLOGY _ Recorded Data(Dacnbe in Remarks): Wetland Hydrolog,y Indicators � _Stream,Lake,or Tide Gage � . _Aerial Photograph '_ Inundated� - Other _ Saturat�d in Upper 12 Inches - � No Recorded Daca Available _ Wat�r Marlu - Watcr Lincs � Field Obscn�ations: _ Sedimcnt Dcposits _ Drainage Pattems in Wet[ands De th of Surface Wafcr. �w��RO°�C�els in Upper P ('n) . l2Inches Depth to Free Waur in Pit r + ('►rL) � Watcr-Staincd Leaves Depth to Saturated Soik � �-1-� ('u►.) _ ��Soil Stuvey Data � Other(Ex lain in Remarks) �' Remarks: � � � �} ' 1 wc K�eLl t�c.E'�-- . • i 1�,�- �,�,e.CJ� t 4e� �t . o� �v„ SL��:��e�1 e r,�z�s - � Data PoinC�of ,� - � � DATA FORM `�i �- • _ . . ROUTTNE tiYETI.AND DETERllZINATION- �t ,�,.,� .�.. .. � . . � �, � . ProjccVSite: - � �i1� D �C74� - Datc: �+ AgpticanVOwncr. �-- City:� ��Pa� Investi ator. �Ct> Job#: T�J b S - GL- County:� _ State: (.t.14- Have vcgetarion, soils. or hydrology been disturbcd: Yes o � Is the area a potential Problcm Area: Yes o (If needed,ex tain on revcne.) • VEGETATION � Dominant Plant Snccies tratv °/ ver Indicator pominant Plant Specics atu % ver lndi ator i. l'f+r.� � l. 2. 1 c�.1'��e- � ��4GU 2. - 3. 'v1T.1�.;� 3 �o F AC 1� 3. 4. �/�S'�� '�, Fpc 4. 5.`(lM4t lp C7n�-s�-- ��. -� 5. - .. 6. 6. 7. 7. - 'S. • 8. - Percent of Dominant Spccies thai are OBL. � .�� ; FACW or FAC exce t FAG}, •-Dominant s ecia. - - .� Cowardin Classificaoon: . , Remarks: S� �?tdcwS - - HYDROLOGY _ Recorded Data(Dacnbe in Remarks): WetJand Hydrology Indicators ' . . _Stream,Lake.or Tide Gage . . _Aerial Photograph � ' ` Inundated Oiher ,�Saturated in Upper 12 Inchu - �No Recorded Daca Available _ Watcr Marl:s Water Lina " Sedimrnt Deposits Field Obsen�ations: _ Drainage Pattcros in Wcdands - _ Oxidizcd Root Channds in Uppa Depth of Surface Wafcr. �� (in) . �2 Incha D�pch to Fr�e Watcr in Pir. �" � ruL) Water-Stained Ltava Depth to Saturated Soii: (�n) _ [„ocal So�7 Survey Data ' � Other(Ex Iain in Remarks) Rcmarks: .. - � . ' _ - �- ! � . � Data Point: �of� �� , } DATA FORM ROUTINE WErLAND DE7:�RMINATION ��' -- -� Project/Site: Q��-��(�o. Date: I�-�O ' `' ApplicandOwner: City: �fv n Investigator: J �' - t� " -r�Z County: _� Have vegetation, soils, or hydrology been discurbed: Yes State: V� Is the area a potential Problem Area: Yes o (If needed, explain on reverse.) VEGETATION Dominant Plant Species Stratum % Cover Indicator pominani Plant Species Stratum 3O Cover Indicaror L �,t 1 n.'4t-�� v lc•�' Fr�c I, 2. f�`�:�(�;��,-�,ti.�t�l�Cts� ��G 2. 3. atn��f� f U�xn _�L 3. 4. 4. . 5. - 5. 6. 6. 7_ 7. 8. 8. ! Percent of Dominant Species that are OBL, FACW or FAC (ezcept FAC-). *-Dominant species. __��t7 Cowardin Classificadon: ��tit��'�' � $1'! Remarlcs: s� r�d�w� �,�� I�YDROLOGY _ Recorded Data (Descnbe in Remarks): Wetland Hydrology Indicators _Stream, Lake, or Tide Gage _Aerial Photograph (Z Inundated Other Saturated in Upper 12 Inches � No Recorded Data Available _ Water Marks Water Lines Sediment Deposits Field Observations: _ Drainage Pattems in Wetlands Depth of Surface Water: (. �� — Oaidized Root Channels in Upper 12 Inches Depth to Free Water in Pit: (�•) Water-Stained I.eaves Depth to Saturated Soil: (�•) _ Local Soil Survey Data Other(Ezplain in Remarks) ' Remarks: � Data PoinG,�of____ � DATA FORM � � - ROUTINE�YETLAND DETERhiINATIO�I ��' �j . . y .. . - . . ProjccVSitc: . �i�� I D�IG,�.�e...�t- Datc: t ��.g . ApplicandOwncr. -- City:�—k�:��o,.. - � Invcsti ator. ►�-r.7�- !�t w lob#: T- 1 bS�'�Z- County: IGt�.. . State: l�V� Have vcgetation, soils,or hydrology becn disturbcd: Yes - Is the arca a potential Problcm Arca: Yes o (If necded e lain on reverse.) . � VEGETATION - ' ` Dominant Plant S�ecie� tratu •/ ver Indicator Aominant Plant Svcci�s atv % ver Indicalo� I. �rrer htJSn�� __�_, ._f� OBL 1. 2.�vse�.,.-n,.s n�P-��-�t T �!D ��4C�U- 2. ' . 3. ' � 3. 4. 4. • 5. 5. � . 6. 6. 7. � 7. "8. • 8. Percent of Dominant Specics t}►at are OBL, t� � FACW or FAC exce t FAC-). '-Dominant s ccia. ��./a CowardinGassification: ��.LLL�Qt�-.^-� ��. � , _ Remarks: � 1�lH cX (,�'P11�'�� j�'�� j�!pz�_ ' j�,�cl-�GcSPZ� !J � HYDROLOGY _ _ Rccordcd Daea(Dacnbe in Remarks): Wetland Hydrology Indicators ' _Stream,Lake,or Tide Gage . _Aeria!Photograph " Inundated Othet � Sanuat�d in Upper 12 Inchu - � No Recorded Data Available ' _ Watcr Mar{s Watcr Lina Field Obsenatioru: Sodimcnt Dcposits � Drainage Pattems in Wetlands O�cidii�d Root Channels in Upper Dcpth of Surface Wafcr. � ('uL) . — 12�� Depth to Frce Watcr in Pit: � (in) Watcr-Stained Lcava Depth to Saturatcd Soik (u�.) _ [,aal Soil Survcy Data _ � Other(Ex iain in Remarks) �R��: � - �l a �-� " � � � � � , oti�,v�� wu� � �k<�' � re� w�c-►%c- ; a►�� p ._ � SN�li�10N F�V1/lLSON,lNC. t APPENDIX C IMPORTANT INFORMATION ABOUT YOUR , WETLAND DELINEATION/MITIGATION AND/OR STREAM CLASSIFICATION REPORT . � ` f T-1858-OZ � SHANNON & WILSON, INC. Auachment to Rcport T-1858-02 page 1 of 2 "' Geotechnical and Environmental Consultants D��. December 28, 1998 'ro: Mr. Tim O'Kane � � NW Betail Partners, LTD Important Information About Your Wetland Delineation/Mitigation and/or Stream Classification Report A WETLAND/STREAM REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. Wetland delineation/mitigation and stream cIassification reports are based on a uniqne set of project-specific factors. These typically include the general nature of the project and property involved, its size, and its configuration; hist�ricat use and practice; the location of the project on the site and its orientation; and the level of additional risk the client assumed by virtue of limitations imposed upon the ezploratory program. The jurisdiction of any particular wetland/stream is determined by the regulatory authority(s)issuing the permit(s). As a result, one or more agencies will have jurisdiction over a particular weilaad or stream with sometimes confusing regulations. It is necessary to involve a consultant who understands which agency(s) has jurisdiction over a particular w�etland/stieam and what the agency(s) permitting requirements are for that wetland/stieam. To help reduce or avoid potential costly problems, have the consultant determine how any factors or regulations (which can change - subsequent to the report) may affect the recommendations Unless your consuttant indicates otherwise, your report should not be used: � � ► If the si�or conSgucation of the proposed project is alteied. ► If the location or orientation of the proposed pmject is modified. '� ► If there is a change of ownership. ► For application to an adjacent site. ► For construction at an adjacent site or on site. ► Follawing 800ds, earthquakes, or other acts of nature. Wetland/stieam consultants cannot accept responsibility for problems that may develop if they are not consvlted after factois cousideied in their reports have changed. Therefore, it is incumbent upon you to notify your consultant of any factors that may�have changed prior to submission of our final report. Wetland boundaries identiSed and stream classifications made by Shannon & Wilson are considered preliminary until validated by the U.S. Army Corps of Engineers (Corps) and/or the local jurisdictional agency. Validation by the regulatiqg ageucy(s) provides a certification,usually written, that the wetland boundaries veri$ed are the boundaries that will be regulated by the agency(s) until a specified date, or until the regulations are modified,and that the stieam has been properly classified. Only the regulati�g agency(s) can provide this certification. ' MOST�YETLAND/STREAAS "FINDINGS" ARE PROFESSIONAL ESTIII�IATES� Site exploration identifies w�etland/stleam conditions at only those points where samples are taken and when they are taken, but the physical means of obtaini�g data preclude the determination of precise conditions Consequently, the information obtained is intended to be sufficiently accurate for design, but is subject to interp�tation. AdditionatlX data derived through sampling and subsequent laboratory testing are extrapolated by the cons�ltant who then renders an opinion about overall conditions, the l�aely reaction to proposed construction activity, and/or appropriate design. Even under optimal circucnstances, actual conditions may differ hom those � �ought to ezist because no consultant,no matter how qualified,and no explocation program,no matter haw comprehensive, can reveal hat is hidden by earth, rock, and tim� Nothing can be done to prevent the unanticipated,but steps can be taken to help reduce 'eir impacts For this reason� most ezperienced owners retain their consultants through the construction or wetland mitigation/stieam classi6cation stage to identify variances, to conduct additional evaluations that may be needed,and to recommend solutions to problems encountered on sit� � � I� �N h�l W � � W � F-� O 0 � 7.0 OTHER PERMITS • Clearing and Grading Permit • Building Permit • Utility Permit n.w.ois.ao��P�iacn� 8.0 EROSION AND SEDIMENTATION CONTROL ANALYSIS AND DESIGN i� 8.0 EROSION AND SEDIMENTATION CONTROL ANALYSIS AND DESIGN The proposed project will include clearing and grading of the existing property to provide the proper base for constructing approved buildings. Erosion control measures, including defining clearing limits, perimeter protection, traffic area stabilization, sediment retention, surface water controls and cover measures, will be utilized to prevent sediment transport from the site. Both temporary and permanent erosion measures will be implemented during and after construction. 7546.018.doc(JPl/ath] 9.0 BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DR.AINAGE FACILITIES N0. 1 - DETENTION PONDS 111aintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Pertormed General Trash 8 Debris Arry trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fiU up one standard size office garbage can). In general, there should be no visual evidence of dumping. Pasonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation may constitute a hazard to County personnel or where County persame!or the the public. pubtic might norrnally be. (Coordination with Seattle-IGng Coixiry Health Departrnent) Pollution Oil,gasoline,or other contaminants of one No contaminants present other than gallon or more or any amount found that could: a surface film_ (Coordination with 1}cause damage to plant,animal,or marine Frfe; Seattie/fGng County Health 2)constitute a fire hazard;or 3)be flushed Department) dovmstream during rain storms. Unmowed Grass! If facility is located in private residential area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grassJground cover shoutd be inches in height In other areas,the general mowed to 2 inches in height. policy is to make the pond site match adjacent Mowing of selected higher use ground cover and terrain as long as there is no areas rather than the entire slope � interference with the function of the facility. may be acceptable for some situations. Rodent Holes My evidence of rodent holes'rf faaliy is acting Rodents destroyed and dam or as a dam or berin,or any evidence of water berm repaired. (Coordination with piping thro�gh dam or berm via rodent holes. SeattleJlGng County Heatth Departrnent) Insects When insects such as wasps and homets Insects desVoyed or removed from interfere with maintenance ac6vities. site. , Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or interferes with maintenance activity(i.e.,sbpe activities. Selectively cultivate trees mowing,sift removal,vactoring,or equipment such as alders for firewood. movements). If Uees are not interfering with access,leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion control is potential for continued erosion. measure(s);e.g.,rock reir�forcemer�t,planting of grass, compaction. Storage Area Sediment Accumulated sediment thai exceeds 10%ot the Sediment cleaned out to designed . designed pond depth. pond shape and depth;pond reseeded if necessary to conVol erosion. Pond Dikes Settlements My part of dike which has serifed 4 inches lower Dike should be buitt back to the than the design elevation. design elevation. Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillway area five square feet or larger,or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced_ � 1998 Surface Water Design Manual 9/1/98 A-1 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.4-CONTROL STRUCTUREIFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Generat 7rash and Debris Distance beriveen debris build-up and bottom of AII trash and debris removed. (Includes Sediment) orifice plate is less than 1-1/2 feet Stn�ctural Damage Structure is not securely attached to manhole wall SVucture securely attached to and outlet pipe structure should support at least wali and ouUet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easiiy maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50'k of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Contrd device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions My trash,debris,sefiiment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any Vash or debris blocking(or having the Pipe is free of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards No.3 See'Closed Detention Systems' Standards No.3 Catch Basin See"Catch Basins"Standards No.5 See'Catch Basins'Standards No.5 t 9/1/98 1998 Surface Water Design Manual A-4 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5-CATCH BASINS -- Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Generai Trash�Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debr'rs located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacityr of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the bwest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and ouUet pipes free of more tlian 1/3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding i cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free ot holes and cracks wider than 1/4 inch(intent is to make sure cracks. all materiat is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1I2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that sWcture is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleU outlet pipe or any evidence wide at the joint of inleUouUet of soil particles entering catch basin through pipe. cracks. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. 1998 Surface Water Design Manual 9/1/98 A-5 APPINDIX A MAINTENANCE STANDARDS FOR PRIVA'TEL.Y MAINTAINED DRAINAGE FACILIT�.S 'I NO. 5-CATCH BASINS(COMINUED� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is pertormed Fire Hazard Presence of chemicats such as natural gas,al and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocidng opening 10%of the basin opening. to basin. Vegetation growing in inleUoutiet pipe joinis that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place' Cover is missing or only paRially in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1!2 inch of thread. Cover Difficuft to One maintenance person cannot remove lid after Cover can be removed by one Remove applying SO lbs.of I'rft;intent is keep cover from maintenance person. sealing off access to maintenance. ; Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cradcs,or sharp edges. and altows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20'/0 of Grate free of trash and debris. ( grate surface. t. � Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO.6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Resutts Expected When Components Maintenance is Pertormed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier dear to receive capacity the openings in the bamer. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to � to any part of barrier. design standards. �. •4 ` 9/1/98 1998 Surface Water Design Manual A-6 � — APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILITIFjS NO.8- FENCING Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components MaiMenance is Performed i General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate• Parts to a facility. securirty. - _.�.. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in height. fence. � Wire Fences Damaged Parts Post out of plumb more than 6 inches. Past plumb to within 1-112 inches. Top rails berrt more than 6 inches. Top rail free of bends greater than 1 inCt1. Any part of fence(including post,top rails,and Fence is afigned and meets design fabric�more than 1 foot out of design alignment_ standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1 r1 inches between posts. 3/4 inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 3J4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Sbucturally adequate posts or Protective Coating condition that has affected structural adequacy. parts with a uniform protective coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter baq could fit through. NO. 9- GATES � Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Periormed General Damaged or Missing Missing gate or lodcing devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and dosed by a maintenance working freety. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in place. Openings in Fabric See"Fencing"Standard No.8 See"Fencing"Standard No.8 � 9/1/98 1998 Surface Water Design Manual A-8 APPENDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAINED DRAINAGE FACILTCIES N0. 10-CONVEYANCE SYSTEMS(PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment 8 Debris Accumulated sedimeM that exceeds 20%of the Pipe cleaned of all sediment _ diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water Ail vegetation removed so water tluough pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50'/o deterioration to any part of pipe. Arry de�t that decreases the cross section area of Pipe repaired or replaced. pipe by more ihan 20%. Open Ditches Trash 8 Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See'Ponds'Standard No.1 See"Poncfs"Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing(If the rock lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers'Standard No.6 See"Debris Barriers'Standard (e.g.,Trash Rack) � No.6 N0. 11 -GROUNDS(LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous) area(Vees and shrubs only). of the landscaped area. 5afety Hazard My presence of poison ivy or other poisonous No pasonous vegetation vegeta6on. present in landscaped area. Trash or Litter Paper,cans,bot�es,totaling more than 1 cubic foot Area clear of litter. • within a larxJscaped area(trees and shrubs only)of 1,0�0 square feet Trees and Shrubs Damaged Limbs or paRs of trees or shrubs ihat are split or Trees and shrubs with less than broken which affect more tfian 25qo of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased Vees. 1998 Surface Water Design 1�lanual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILTITES N0. 12-ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed , General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. Btocked Roadway Debris which could damage vehide tires(glass Roadway free of debris which or metal). could damage tires. Any obstruction which reduces clearance above Roadway overhead Gear to 14 feet road surface to less than 14 feet high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot widlh for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformty smooth Mush Spots,Ruts depth and 6 square feet in area In general,any with no evidence of settlement, surface defect which hinders or prevents potholes,mush spots,or ruts. maintenance access_ Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement peVoleum hydrocarbons. in keeping with Hea{th Departrnent recommendations for mildly contaminated sals or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and { Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in such a way as to allow maintenance access. l � 9/1/98 1998 Sudace Water Design Manual A-10 APPF.NDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITTES C.) Wetponds Maintenance Defect Condition When Maintenance is Needed Resutis Expected When Component Maintenance is Performed , Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aestlietics of pond. 4 to 5 inches in height. Trees Mowing is generaily required when height exceeds and bushes should be removed 18-inches.Mowed vegetation should be removed where they are interfering with trom areas where it could enter the pond,either pond maintenance activiGes. when the pond level rises,or by rainfall runoff. Trash and Debris Accumula6on that exceeds 1 CF per t000-SF of Trash and debris removed from pond area. pond. In1eU OuUet Pipe InIeV Outlet pipe cbgged with sediment and/or No dogging or blockage in the debris material. inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom. Bottom usually the first ced. Oil Sheen on Water Preva{ent and visible oil sheen_ Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/or scouring of Slopes should be stabilized by ihe pond bottom,that exceeds 6-ir►ches,or where using proper erosion contrd continued erosion is prevalent. measures,and repair methods. Serifement of Pond Any part of these components that has settled 4 Dike/berm is repaired to Dike/Berm inches or lower than the design elevation,or specifications. inspector determines dike/berm is unsound. Rock Window Rock window is clogged with sediment. �ndow is free of sed'iment and debris. Overflow Spillway Rock is missing and soil is exposed at top of Replace rocks to specifications. � + spillway or outside slope. , 1 � 9/1/98 1998 Surface Water Design Manual A-12