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HomeMy WebLinkAboutFlood Insurance Study (ORD 4497-March 1998) „%„.: .• 1 FLOODn i - ...„ :'.r,1111it ... ' , _,----72.---, INSURANCE * ' STUDY ‹. _ie..,__,.. fir'►,. �� J• / (11: ‘ . fir_Apimad;,,,, f . - - . 1, .N;:-.• ...40 c , //.. r ), _ • KING COUNTY COMMUNITY COMMUNITY i NAME NUMBER WAS H I N GTO N ALGONA,CITY OF 530072” BEAUX ARTS VILLAGE, AND INCORPORATED AREAS TOWN OF .530242" CLYDE HILL,TOWN OF 530279* VOLUME 1 OF 3 HUNTS POINT,TOWN OF. . . 530288* MEDINA,CITY OF 530083' COMMUNITY COMMUNITY MERCER ISLAND,CITY OF 530083" NAME NUMBER YARROW POINT, TOWN OF 530309* AUBURN,CITY OF 530073 BELLEVUE,CITY OF 530074 " NON-FLOOD PRONE COMMUNITIES BLACK DIAMONC,TOWN OF 530272 BURIEN,CITY OF 530321 CARNATION,TOW N OF 530076 DES MOINES,CIT'OF 530077 DUVALL,TOWN CF 530282 ENUMCLAW,CITY OF 530319 FEDERAL WAY,C TY OF 530322 ISSAQUAH,CITY OF 530079 KENT,CITY OF 530080 KING COUNTY, UNINCORPORATED AREAS 530071 KIRKLAND,CITY OF 530081 • LAKE FOREST PARK,CITY OF 530082 NORTH NDYBEN PARK,CITY OFY OF 530085 NORTH BEND,CITY 530085rj2 PACIFIC,CITY OF 530086 REDMOND,CITY OF 530087 RENTON,CITY OF 530088 SEATAC,CITY OF 530089 SEATTLE,CITY OF 530320 SKYKOMISH,TOWN OF 530236 SNOQUALMIE,CIIY OF 530090 TUKWILA,CITY 01- 530091 WOODINVILLE,CI TY OF 530324 NcY MAN REVISED:MARCH 30, 1998 W� Q�,9�F Federal Emergency Management Agency ,%; - off' NOTICE TO FLOOD INSURANCE STUDY USERS �I Communit'es participating in the National Flood Insurance Program have " establis ed repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study may not contain :11 data available within the repository. It is advisable to contact •he community repository for any additional data. This pub ication incorporates revisions to the original Flood Insurance Study. These revisions are presented in Section 10.0. I I • TABLE OF CONTENTS Volume 1 Page . 1.0 INTRODUCTION 1 , 1.1 Purpose of Study 1 1:'2 Authority and Acknowledgements 2, 1.3 Coordination 4 • 2.0 AREA STUDIED 12, 2.1 Scope of Study 12' • 2 2 Community Description 2U 2.3 Principal Flood Problems 23 2a�4 Flood Protection Measures 34 3.0 ENGINEERING METHODS 38' 3)1 Hydrologic Analyses 38! 3.2 Hydraulic Analyses 44 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS 62 41 Floodplain Boundaries 62 402 Floodways 62 5.0 INS CE APPLICATION 139I • 6.0 FLOOD INSURANCE RATE MAP i •") 7.0 OTHE STUDIES !. o 8.0 LOCATION OF DATA 9.0 BIBLIOGRAPHY AND REFERENCES 1 :2' II 10.0 REVISION DESCRIPTIONS 1 1. 10.1 First Revision 10.2 Second Revision -` 10.3 Third Revision - 10.4 Fourth Revision 159 i • TABLE OF CONTENTS (Cont'.d) Volume 1 (Cont'd) Page FIGURES Fi•ure 1 - Vicinity Map . . . . • ,. . • . . . 13 Fil.ure 2 Floodway Schematic • . . . • 63 TABLES • Ta`.le 1 - Summary of Discharges . . . .. 45 Tat le 2 - Summary of Elevations .. . . 58 Ta`Lle 3 - Manning's "n" Values .. • 60 TaLle 4 - •Floodway Data 64 Taole 5 - Community Map.History 141 Volume '2 EXHIBITS Ex' ibit 1 -- Flood Profiles Snoqualmie River Panels O1P-05P Panels Not Printed Panels 0.6P-08-P Panels Not Printed Panels 09P-10.P Panel Not Printed - Panel 11P South Fork Snoquai,nie River (with Levees) ranels 12P-14P South Fork Snoqualmie River (without Left Overbank Levees) Panels 15P-17P Green River (without Levees) Panels 18P-34P Green River (with Levees) Panels 35P-43P Black River Panel 44P Springbrook Creek Panels 45P-47P Mill Creek •(Kent) Panels 48P-52P Mill Creek (Auburn) Panels 53P-58P Big Soos Creek Panels 59P 168P White River Panels 69P-70P White River (Left Bank Overflow) Panel 71P Sammamish River Panels 72P-73P Swamp Creek Panels 74P-76P i Swamp Creek Overbank Panel 77P North Creek Panels 78P-79P Little Bear Creek Panels 80P-81P Panels Not Printed Panels 82P-90P Evans Creek Panels 91P-92P Issaquah Creek Panels 93P-98P North Fork Issaquah Creek Panel 99P East Fork Issaquah Creek Panels 100P-101P West Fork Issaquah Creek Panels 102P-103P Holder Creek Panel 104P ii TABLE OF CONTENTS (Coned) Volume 3 EXHIBITS (Cont'd) Exhibit 1 - Flood Profiles (Cont'd) Tibbetts Creek Panels 105P-108P May Creek Panels 109P-114P May Creek Tributary Panel 115P Vasa Creek Panel 116P Cedar River Panels 117P-124P • Mercer Creek Panels 125P-126P Right Channel Mercer Creek Panel 127P Richards Creek Panels 128P-139P Richards Creek West Tributary Panel 140P • Richards Creek East Tributary Panel 141P Kelsey Creek - Panels 142P-155P West Tributary Kelsey Creek Panels 156P-162P East Branch of West Tributary Kelsey Creek Panels 163P-166P North Branch Mercer Creek (North Valley) Panels 167P-171P Thornton Creek Panels 172P-174P North Fork Thornton Creek Panels 174P-179P South Fork Thornton Creek Panels 180P-184P McAleer Creek Panels 185P-186P Coal Creek Panels 187P-190P Forbes Creek Panels 191P-195P Lyon Creek Panels 196P-197P Yarrow Creek Panels 198P-199P Meydenbauer Creek Panels 200P-201P North Fork Meydenbauer Creek Panel 202P Panel Not Printed - Panel 203P Maloney Creek Panel 204P Tolt River Panels 205P-206P Walker Creek Panel 207P Des Moines Creek Panel 208P Longfellow Creek Panels 209P-213P Rolling Hills Creek Panel 214P Miller Creek Panels 215P-218P Bear Creek Overflow Channel Panel 219P Raging River Panels 220P-227P Bear Creek Panels 228P-237P South Fork Skykomish River Panels 238P-248P Middle Fork Snoqualmie River Panels 249P-253P; North Fork Snoqualmie River Panels 254P-255P Exhibit 2 - Flood Insurance Rate Map Index Flood Insurance Rate Map i i i FLOOD INSURANCE STUDY KING COUNTY WASHINGTON AND INCORPORATED AREAS 1.0 INTRODUCTION 1.1 Purpose of Study This Flood Insurance Study investigates the existence and severity of flood hazards in the geographic area of King County, Washington, including the Cities of Auburn, Bellevue, Black Diamond, Carnation, Des Moines, Duvall, Enumclaw, Issaquah, Kent, Kirkland, Lake Forest Park, NormandyPark, North Bend, Pacific, Redmond, Renton, Seattle, Snoqualmie, Algona, Burien, Federal Way, Hunts Point, Medina, Mercer Island,; Woodinville, Yarrow Point, Bothell, SeaTac, ' and Tukwila, the Towns of Skykomish, Clyde Hill, and Beaux Aits Village, and the unincorporated areas of King County (hereinafter referred to collectively as King County), and aids in 1 the administration of the National Flood Insurance Act of 1968 and' the Flood Disaster Protection Act of 1973. This study has develolled flood risk data for various areas of the community that will be used to establish actuarial flood insurance rates and to assist the community in its efforts to promote sound floodplain management. Minimum floodplain management requirements for participation in' Che National Flood Insurance Program (NFIP) are set forth in the Code of Federal Regulations at 44 CFR, 60.3. This Flood Insurance Study investigates and/or revises and updates previous Flood. Insurance Studies/Flood Insurance Rate Maps for, the 1 cities of Auburn, Bellevue, Black Diamond, Carnation, Des Moines, Duvall, Issaquah, Kent, Kirkland, Lake Forest Park, Normandy Pak, North Bend, Pacific, Redmond, Renton, Seattle, Snoqualmie, ! and Tukwila, the Town of Skykomish, and the unincorporated areas of • King County. This information will be used by King County and' the incorporated communities to update existing floodplain regulations as part of the Regular Phase of the NFIP. The information iw�ll also be used by local and regional planners to further promote sound land use and floodplain development. I The City of Bothell and the Town of Milton are hi-county communities. The technical information presented in this Flood i. Insurance Study for the incorporated portions_.of these communitiies is for information only.. These communities, each have individual effective Flood Insurance Studies. . In some states or communities, floodplain management criteria or regulations may exist that are more restrictive or comprehens ve I than the minimum Federal requirements. In such cases, the more q � restrictive criteria take precedence and the State (or other jurisdictional agency) will be able to explain them. I I i I 1 �2 Authority and Acknowledgments The sources of authority for this Flood Insurance Study are the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The hydrologic and hydraulic analyses for the original King County study were performed by the U.S. Army Corps of Engineers (COE) , Seattle District, for the Federal Emergency Managemenet Agency (FEMA), under Inter-Agency Agreement No. IAA-H-2-73, Project Order No. 14, and Inter-Agency Agreement No. IAA-H-19-74," Project Order Nos. 1 and 15. This study was completed in August 1976. The Enplan Corporation, Consulting Engineers, Kirkland, Washington, assisted in the transfer of map data from photomosaic and topographic maps to the report work maps for the Seattle District, COE. The hydrologic and hydraulic analyses for the Tolt River were performed by the U.S. Soil Conservation Service (SCS) for Flood Hazard Analyses, Tolt River, King County, Washington. Hydrologic and hydraulic analyses for the communities of King County were performed by study contractors and are summarized • below. Contract Completion Community Contractor Number Date King County CH2M Hill EMW-85-C-1893 June 1987 (revised study) - . Northwest, Inc. , for FEMA City of Seattle CH2M Hill EMW-85-C-1893 June 1987 (revised study)- Northwest, Inc. , for FEMA Portion of Upper COE, Inter-Agency February 1988 Green River Valley Seattle District, Agreement No. upstream from Auburn for FEMA IAA-EMW-E-1153 Project Order No. 1 City of Auburn Tudor Engineering H-4025, May 1978 (original study) Co. , for FEMA Amendment 4 .4 City of Auburn CH2M Hill EMW-85-C-1893 June 1987 (revised study) Northwest, Inc. , for FEMA City of Bellevue USGS, Water Inter-Agency May 1977 Resources‘ Division Agreement No. for FEMA - IAA-H-8-76, Project Order No.3 2 1 • Contract Completion Commu ity Contractor Number Date City of Carnation CH2M Hill, Inc. , H-4600 August 1978 for FEMA • City f Des Moines CH2M Hill, Inc. , H-4600 September 1978 for FEMA City Duvall CH2M Hill, Inc. H-46 0,,y of0 September 1978 for FEMA City of Issaquah Tudor Engineering H-4025 September 1977 Co. for FEMA City f Kent Tudor Engineering H-4025 June 1979 (orig nal study) Co. , for FEMA Amendment No. 13 City of Kent CH2M Hill EMW-85-C-1893 June 1987 (revied study) Northwest, Inc. , for FEMA City of Kirkland Tudor Engineering H-4025 December 1977 Co., for FEMA City of Lake Forest CH2M Hill, Inc. , H-4600 August 1978 Park. for FEMA City of Normandy CH2M Hill, Inc. , H-3815 June 1976 Palk for FEMA• City of North Bend CH2M Hill, Inc. , H-4600 October 1981 for FEMA City of Pacific CH2M Hill, Inc. , H-4600 April 1979 , for FEMA City of Redmond Tudor Engineering N/A August 1977 Co. , for FEMA City of Redmond COE, Seattle N/A August 1976 , ti (additional hydro- District for Logic & hydraulic FEMA analyses) City of Renton Tudor Engineering H-4025 July 1979 (•origiinal study) Co. for FEMA City of Renton CH2M Hill, EMW-85-C-1893 June 1987 (rvied study) Northwest. Inc. , for FEMA ' I 3 Contract Completion Community Contractor Number Date Town of Skykomish CH2M Hill, Inc. H-4600 July 1979 for FEMA Town of Snoqualmie CH2M Hill, Inc. H-4810 July 1981 for FEMA (additional data from COE) City of Tukwila . Tudor Engineering H-4025, April 1979 Co. , for FEMA Amendment No. 10 • 1.3 Coordination i The coordination for the original King County Flood Insurance Study was completed in multi-agency conferences managed by the FEMA Consultation and Coordination Officer (CCO). -The State of • Washington Department of Ecology provided input to establish the study priority and the contracting agency. The King County Division of Hydraulics offered valuable assistance to the COE and the study contractor, in establishing the scope of this Study, coordinating basic data and defining approximate floodplain boundaries. Topographic maps at contour intervals of 5 feet, which served as part of the input for the hydraulic analysis and the location of the floodplain boundary lines, were supplied bly the King ' County Department of Public Works. The countyalso provided information on certain elevation reference marks. Contacts with the private engineering firms of Bush Roed and Hitchings, Inc. , of Seattle, and Horton Dennis and Associates, Inc. , of Seattle, were made during the study to discuss field surveys they had conducted. Permission to enter restricted areas for field surveys was obtained from the City of Seattle and the Chicago, Milwaukee, St. Paul and Pacific Railroad. The final •CCO meeting was held at the ofLices of the King County Public Works Department on June 25, 1976. King County officials objected to the "equal conveyance" floodways that were developed in accordance with FEMA. guidelines, wanting to apply more stringent floodway criteria. They were especially concerned about the Snoqualmie River, fearing that the loss of valley storage would increase peak discharges if the fringe were filled. The initial coordination meeting for the original City of Auburn study was held on April 8, 1976. At this meeting, streams to be studied by detailed methods were identified by representatives of the community, the study contractor, and FEMA. During the course of the work, numerous informal contacts were made by the study 4 V ' ontractor with the community for the purpose of obtaining data and vase maps. n March 17, 1978, the results , of the work were reviewed at an ntermediate coordination meeting attended by representatives of he city, the study contractor, and FEMA. he results of this study were reviewed at a final community oordination meeting held on December 6, 1978. Attending the Ieeting were representatives of FEMA, the study contractor, and the ditY. This study incorporates all appropriate comments, and all r^blems have been resolved. he initial coordination meeting for the City of Bellevue study was ' eld in April 1975. This meeting was attended by personnel of the .S. Geological Survey (USGS), FEMA, and officials of the Bellevue lanning and Storm Drainage Utility Departments. Community .base • aps were selected and streams requiring detailed study were 'dentified. • search for basic data was made at all levels of government. topographic maps with a 5-foot contour interval were supplied by he Bellevue city engineer; these served as preliminary work maps •n determining the location of floodplain boundary lines. Some ocations and elevations of bench marks were provided by the City. _nd verified by USGS levels. Duringthe course of the work bythe USGS, flood elevations, 'loodplain boundaries, and floodway delineations were reviewed with ommunity officials. On April 29, 1977, the results of the work by .he USGS were reviewed at a final CCO meeting attended by personnel •f the USGS, FEMA, and officials of the Bellevue Planning and Storm Drainage Utility Departments. he initial coordination meeting for the City of Carnation was held 'n the Carnation Town Hall on July 29, 1977, At the meeting, loodingsources, for the Cityof Carnation were defined and the reas to be studied were identified. Representatives from the City df Carnation, CH2M HILL, Inc. (the study contractor), and FEMA Attended the meeting. Throughout the study, coordination was maintained with the COE, ! King County hydraulics division, town officials, Sammamish Valley ewspaper, Carnation Planning.. Commission, and King County Planning 'ommission. All were contacted to provide information pertinent to his Flood Insurance Study. , The results of :this study were reviewed at a final community I coordination meeting held on De. amber 19, 1978. Attending the . Meeting were representatives of FEAA, the study contractor, and the ity. No problems were raised at the meeting. 1 the initial coordination meeting for the City of Des Moines was It held on August 19, 1977. This meeting was attended y 5 representatives of the study contractor, FEMA, and the .city. This meeting was held to identify areas requiring detailed study and to familiarize city officials with all aspects of the stud and to solicit pertinent information. The Des Moines city government; the Covenant Beach Bile Camp management; and King County Department of Public Works, Di ision of Hydraulics, were contracted for the coordination of this Flood Insurance Study. The results of this study were reviewed at a final_ community coordination meeting held on March 26, 1979. Attending the meeting were representatives of FEMA, the study contractor, and the city. No problems were raised at the meeting. In 1981, the City of Des Moines annexed an area along Puget Sound south o'f the Des Moines Marina. A detailed wave runup analysis of this area was completed in May 1984. An area west of Pacific ` Highway South (State Highway 99) between Kent-Des Moines Road and South 252nd Street has also been annexed by the City. The analysis to determine the extent of approximate floodplain boundaries in , this area was completed in January 1985 and used to update this study. The initial coordination meeting for the City of Duvall wa held in the Duvall City Hall on July 28, 1977. At the meeting, flooding sources for the City of Duvall were defined and the areas to be . studied were identified. Representatives from the City o •' Duvall, the study contractor, and FEMA attended the meeting. The King County Department of Public Works, Division of Hydraulics; the Sammamish Valley News; and the Duvall Planning Commission were contracted for information pertinent to this Flood Insuran a Study. to were reviewed at a final community The results of this study e e y coordination meeting held- on October 2, 1978. Atten ing the meeting were representatives of FEMA, the study contractor, and the city. No problems were raised at the meeting. 1 The initial coordination meeting for the City of Issaquah was held on April 8, 1976. The identification of streams sele ted for detailed analysis was accomplished at this meeting which was attended by representatives of the community, the State of J Washington Department of Ecology, FEMA, and a study contractor who was initially chosen to perform the study but did not finally participate. During the course of the work numerous informal contacts ere made by Tudor Engineering Company personnel with the community for the purpose of obtaining information and confirming data. Previous work by the COE was reviewed and forms the basis of this study. On January27, 1977, the results of the work were review d at an intermediate coordination meeting attended by representatives of 6 the City of Issaquah, Tudor Engineering Company, and FEMA. A final , coordination meeting held on April 2, 1979, resulted in agreement ' by the same parties, and this report incorporates resolution of all comments received as a result of coordination activities. The initial coordination meeting for the original City of Kent study was held on April 8, 1976. Streams to be studied by detailed methods were identified at this meeting, which was attended by representatives of the City of Kent and FEMA. During the course of work, the study contractor maintained contact with the COE; the King County Division of Hydraulics; and the City of Kent, Department of Public Works. On May 29, 1979, the results of the study were reviewed at an intermediate coordination meeting attended by representatives ,of the City of Kent, the study contractor, and FEMA. The results of this study were reviewed at a final community coordination meeting held on April 28, 1980. Attending the meeting were representatives of FEMA, the study contractor, and the cityi ' No problems were raised at the meeting. On April 8, 1976, the initial coordination meeting for the City of Kirkland was held to determine streams to be studied by detailed analysis. This meeting was attended by representatives" of the city, FEMA, and the study contractor who was originally chosen td perform the work but did who not finally participate. During the course of the work, numerous informal contacts were made by the study contractor with the community for the purpose of obtaining data and base maps. On November 30, 1977, the results of the work were reviewed at an intermediate coordination meeting attended by representatives of the City of Kirkland, the study contractor, and FEMA. The results of . this study were reviewed at a final community coordination meeting held on May 12, 1980. Attending the meeting • here representatives of FEMA, the study contractor, and the City. This study incorporates all appropriate comments, and all problems have been resolved. In August 1977, the initial coordination meeting for the City of Lake Forest Park was. held. Streams requiring detailed and pproximate study were identified at this meeting attended iby representatives of the study contractor, FEMA, and the City of Lake sorest Park. Initial contact with the Lake Forest. Park City Manager, who is allso the Public Works Director, was made in February 1978. The City Manager provided background data in the community and descriptions bf flood hazard areas in Lake Forest Park. The King County Publlic 1 7 Works Department and the USGS were contacted to provide information pertinent to this Flood Insurance Study for Lake Forest Park. The results of this study were reviewed at a final community coordination meeting held on December 12, 1978. Attenling the meeting were representatives of FEMA and the study contractor, as well as city officials and interested citizens. No problems were raised at the meeting. The initial coordination meeting for the City of Normandy Park was held on December 5, 1975. It was attended by representatives of the study contractor, FEMA, and officials of Normandy Park. This meeting was held to identify streams requiring detailed study, to familiarize city officials with all aspects of the study, and to solicit pertinent information. A search for basic data was made at all levels of government. The City of Normandy Park, the King County Zoning and Plans Division, the King County Hydraulics Commission and CH2M HILL, Inc. provided maps and other data used in this study. I On August 6, 1976, the results of the work effort by CH2M HILL Inc. , were reviewed at the final CCO meeting attended by personnel of the study contractor, FEMA, and officials of the City of Normandy Park. The comments of the officials were incorporated and the study accepted. The initial coordination meeting for the City of North Bend was held on July 29, 1977. Streams requiring detailed study were identified at this meeting attended by representatives of the study contractor, FEMA, the State of Washington Department of Ecology, King County, and the City of North Bend. In March 1981, an approximate study was added to the scope of study as a result of consultation among representatives of FEMA, the City of North- Bend, and the study contractor. The King County Engineering and Public Works Departments were contacted to discuss past flooding problems and to gather available topographic mapping and levee plans along with aerial photographs of recent flooding events. The COE was also contacted to obtain recently developed hydrologic and hydraulic information pertinent to this Flood Insurance Study. The hydrology presented in this study was coordinated with COE, the State of Washington De artment of Ecology, and the King County Department of Public Works. On September 22, 1981, the results of the study were reviewed at an intermediate coordination meeting attended by representative of the city, the State of Washington Department of Ecology, FEMA, and the study contractor. No problems were raised at the meeting.. The final coordination meeting was held on September 13, 1982, and was attended by representatives of FEMA, the study contractor, and the city. No problems were raised at the meeting. 8 II . the initial coordination meeting for the City of Pacific was held in August 1, 1977. Rivers and drainage ditches requiring detailed -rid approximate study were identified at this meeting attended by epresentatives of FEMA, the city, and the study contractor. the COE, the USGS, the Washington State Department of Highways, tudor Engineering, city officials, and local citizens provided information used in the report. the results of the study were reviewed at a final community oordination meeting held on December 3, 1979. Attending the li eeting were representatives of FEMA, the study contractor, and the •acific City Council and members of the public. As a result of his meeting, an area of moderate flood hazard was added to the ap. 4 An initial coordination meeting for the-City of Redmond was held to (identify streams requiring detailed ..study. This meeting was attended by representatives of the City of Redmond, FEMA, and , the study contractor. Results of the hydrologic analyses were coordinated with the City of Redmond, FEMA, and Tudor Engineering Company. li During the course of the work, numerous informal contacts were made by Tudor Engineering Company, which conducted the study, with ommunity officials for the purpose of obtaining information and Confirming data. Previous work by the COE was reviewed and forms the basis of this study. The results of the study were reviewed at the final meeting attended by representatives of the study contractor, FEMA, and ommunity officials. The study was acceptable to the community. he initial coordination meeting for the original City of Renton tudy was held on April 8, 1976. Streams selected for detailed nalysis were identified at this meeting attended ,by ¶epresentatives of the community, the original study contractor, and FEMA. On July 13, 1979, the results of the work were reviewed at an intermediate coordination meeting attended by representatives of I the City, the study contractor, and FEMA. he results of this study were reviewed at a final community oordination meeting held on May 5, 1980. Attending the meeting . ere representatives of FEMA, the study contractor, and the .city. . o problems were raised at meeting. it 'he initial coordination meeting for the Town of Skykomish was held .n July 29, 1977. Streams requiring detailed and approximate study ere identified at this meeting attended by representatives of the Ludy contractor, FEMA, and the Town of Skykomish. Town officials • . 9 provided background data on the community and descriptions of known flood hazard areas in Skykomish. The King County Public Works Department, the COE, and the gSGS were contacted for additional information to this Flood Insurande Study. The results of this study were reviewed at a final community coordination meeting held on April 21, 1980. Attending the meeting were representatives of FEMA, the study contractor, and the town, This study incorporates all appropriate comments, and all problems have been resolved. The initial coordination meeting for the City of Snoqualmie was held on May 31, 1978.. Streams requiring detailed study were identified at this meeting attended by representatives of the study contractor, FEMA, the COE, and the City of Snoqualmie. A series of meetings was also attended by the city officials, FEMA, ad study s contractor representatives to discuss possible floodway alternatives._ These meetings were held in March 1979, January 1981, and June 1981, and initially resulted in the selecti n of an equal conveyance floodway for the study. The -requireent 'for • expansion of the study to include additional detai ed and approximate study mapping for and expected annexation to the city was discussed at the intermediate community coordination meeting held November 4, 1981, and attended by representatives of the study contractor, FEMA, and the City of Snoqualmie. At the final community coordination meeting held on August 1, 1983, city officials requested that an alternative negotiated floodwayl be considered that would more fully meet the City's needs along with those of the adjacent county jurisdiction .and ownersh'ps. A negotiated floodway was developed for and approved by t e City, King County, and affected county ownerships by written correspondence received during the period from October 1983 to January 1984. • Results_ of the hydrologic analyses were coordinated with the COE, the State of Washington Department of Ecology, and the Kin "'. County Department of Public Works.. The initial coordination meeting for the City of ,Tukwila. ' as held on' 'April 8, 1976. : Streams selected for detailed ' analysis were identified at this meeting attended by representatives of the { community and FEMA. During the course of the work; numerous informal contacts w=re made by the study contractor with the community in order -to obt.'in data and base maps. Data were also obtained from -the COE. On March 26, 1979, the results of the work were reviewe• at an intermediate coordination meeting attended by representatives of the City, the study contractor, and FEMA. • 10 1 h 1 II the results of this study were reviewed at a final community •oordination meeting held on , December 10, 1979. Attending the eeting were representatives of FEMA, the study contractor, and the q •ity. No problems were raised at the meeting. initial community coordination meetings for the revised study fdr ing County, Washington, and the Cities of Auburn, Kent, Renton, -nd Seattle, all within King County, were held on January 16, 1985, -nd January 24, 1985. At the January 16, 1985, meeting, representatives of FEMA, King County, the Cities of Auburn, Kent and Renton, the Washington Department of Ecology, and the study ontractor, CH2M HILL, Inc. , identified streams requiring detailed nd approximate study. Representatives of FEMA, the City of eattle, and CH2M HILL, Inc., identified streams requiring detailed • nd approximate study at a meeting held on January 24, 1985. The urposes of the meetings were: (1) to inform the county on ids tatus in the NFIP; (2) to identify existing flooding problems and k vailable pertinent data on flooding in the county and cities., and (3) to reach an agreement on the areas. to be studied. i uring the course of the study, numerous contacts were made and , 6 eetings held with local agencies and community officials to discuss and gather available data on flooding history, methods and preliminary results of analyses, and status of proposed near-term rainage system improvements , for those flooding sources under study. The USGS was contacted and requested to provide available i low data and data analyses for the streams being studied and surrounding regional drainages. The COE and the SCS were also ontacted and asked to provide any data or studies they had that ere relevant to flooding caused by the streams under study. orrespondence with the Washington State Department o:f ransportation (WSDOT) pertained to proposed plans and timing of rainage structure improvements for Rolling Hills Creek and Springbrook Creek under Interstate Highway 405 (City of Renton);. Information was also requested for drainage improvements to State j oute 522 and NE 195th Street, at their crossings of Little Bear I Creek. ' T e initial meeting was held with King County personnel to request III a ailable hydrologic and hydraulic information and accounts of flooding history for the flooding sources - under study on • k- D cember 5, 1985: King County Surface Water Management _ Division staff were contacted and asked to provide basin planning studieis and information on any near-term planned drainage system 1 improvements for the flooding sources under study. Design drawings for two bridges being constructed as part of Soos Creek Park on Big Soos Creek were made available through contacts with the King C•unty Division of Parks and Recreation. The Surface. Water Division's maintenance personnel were asked to provide information o the operation of the P1 pumping station on the Black River, and o the flooding history of the screams being studied. I • j i, 11 1 . Storage floodway concepts for local drainages in the Green River Valley, including Mill Creek (Auburn), were discussed at meetings attended by representatives of King County, the Cities of Auburn and Kent, FEMA, and the study contractor, CH2M HILL, Inc. Preliminary results of analyses for the Green River nd levee freeboard issues were presented and discussed at a public meeting on September 11, 1986, attended by representatives , from King County, the City of Auburn, the City of Kent, FEMA, and C 2M HILL, Inc. City of Kent personnel were asked to provide data for a recent drainage basin study prepared for Mill Creek (Kent). I formation on proposed drainage improvements for flooding sources under study in the Cities of Auburn, Kent, Renton, and. Seattle were requested in the initial stages of study. Results of the hydrologic analyses were coordinated with community officials, the COE, the SCS, and the USGS. In March 1987, a coordination meeting for representatives of the _ COE, Seattle District, and FEMA was held. An analysis of ,an upper reach of the Green River, immediately above the reach studied in the 1987 King County restudy, was identified. This study was performed under FEMA's Limited Map Maintenance Program. The .final community coordination meetings were held on D-cember 6 and 7, 1988, and were attended by representatives of FEMA, the COE, and the county. The study was acceptable to the county. 2,0- AREA STUDIED 2.1 . Scope of Study This Flood Insurance Study covers .the geographic area of King County, Washington. The area of- study is shown on the Vic 'nity Map (Figure 1). The areas studied by detailed methods were selected with priority given- .to all known flood hazard areas and areas . of rojected development or proposed construction through 1992. The following streams were studied by detailed methods in the revised -study: . Raging River - From Interstate Highway 90, to 0.3 . mile upstream of the second Upper Preston Road bridge Green River From approximately 0.3 mile d wnstream of Pacific Highway to confluence with Big Soos Creek 12 r . ► • __ t I,... a 1� N� v ^ D 4. ,t101, -4 �i ° } • I� Poi ' r ,- / tl l\ r -' !+r'�Eo(:? ` L-� urt y I.ti L ,. u+Wy ��" 1< ��° x°+}\a 4 n e .. c S c Y I~ `1 •-1 zfr i � � 1� I a s u�� o,na r.u. .nn 'o '.° •l•\ ,.yls< D '� ifi lam" ..Il Z I ' '�__ __ ` • - �' -4... rye. rs .P.. -_ 'H __ _ _ i r .. 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S YM H • • • ! b . $a elks crt�rRili1<-tea^ .\r _— �1 I�Y ,'�] i • V° _ _ �, /Lino illtiliLsik ... \��I(L , �'�I ' V• �)1 � 11F I° r:1•f veer aY[a Fr'`t" ...Buma�ne � 6b-e __a I.M1 a/ e E��``�� 1 �� '� \\� ' l y h �/' •Ga.sa.r}r}i•� °°Vm - '� , Q,°A the I _.mi, r t^D ALL M .I . ° _ . , _�!i' L,.„,,,„ ` k�4u ` .E. MI,I sar — S' _ • �6•i� M1 -M1: `Pv'' .. APPROXIMATE SCALE - -- _'t_ FEDE.RAL_EMER. _Y_ GENCMANAGEMENT_AGENC_Y_ _ __—____ — _._____ — — - 16 0 16 32 48 MILES C 1-1 1— --1 F1 1 I 1 KING COUNTY, WA rri ;AND INCORPORATED AREAS VICINITY MAP • Black River/ • • Springbrook Creek - From confluence with Green River to SW 16th Street - Mill Creek (Auburn) - _ From confluence with Green iver to Highway 18 bridges at RM 6.2 Mill Creek (Kent) - From Highway 167 to limit of previous detailed study at the Earthwo ks Park • stormwater detention facility oitlet Big Soos-. Cr-eek - From confltence with Covington Creek to SE 176th Street • Swamp Creek - From confluence with Sammamish River to northern King County boundary Little Bear Creek - From confluence with Sammamish River to northern King County boundary • Bear/Evans Creek - From limit of previous detailegd study at confluence with Cottage Greek to Paradise Lake Issaquah/H.older Creek - From limit of previous detail d study . • at SE May Valley Road to Highway 18 West Fork Issaquah Creek - From confluence with Issaquah Creek to SE 128th Way May Creek - From Coal Creek Parkway bridg to SE 109 Place May Creek Tributary = From confluence with May Creek to 188th Avenue SE • • Cedar River - .From Lake Washington to appro '_imately • • RM 2.1 • North and South Forks of Thornoton Creek -- From confluence with- Lake Washington to 1 Interstate Highway 5 Longfellow Creek - From SW Brandon Street to SW Thistle • Street Rolling Hills Creek - Between first and second crossings of Interstate Highway 405 •. The Upper Green River was studied by detailed methods in the COE February .1988 study from its confluence with Big Soos reek to Flaming Geyser Bridge. • 14 • The Tolt River was studied by detailed methods in the SCS June 1982 study from approximately 6,300 feet upstream of the Chicago Milwaukee, St. Paul & Pacific Railroad to approximately 5.5 mile upstream of the Railroad, a reach of approximately 4.3 miles. The following streams studied by detailed methods were taken directly fromprevious Flood Insurance Studies coveringKingCount Y and incorporated areas (References 1 to 18). Snoqualmie River - From the Snohomish County line to the confluence with Middle Fork Snoqualmie River, a reach of approximately 45 miles y , Middle Fork Snoqualmie River - From a point approximately 2,323 feet • downstream of SE 428th Avenue tol a point approximately 2,323 feet upstream of Mount Si Road , a reach ,of approximately 3.37 miles North Fork Snoqualmie River - From confluence with Snoqualmie Rive to a point approximately 5,914 feet upstream of 428th Avenue SE, a reach Hof approximately 1.5 miles South Fork Snoqualmie River - From confluence with Snoqualmie River to a point approximately 8,000 feet downstream of 436th Avenue SE, a reach of approximately 3.8 miles. (Note: , A portion of South Fork Snoqualmie River just upstream of the above-referenced detailed study reach is now depicted as approximate 100-year flooding. This change was made because updated analysis along that reach superceded' the detailed analysis and elevations shown on the effective county map (Reference 1). Green River - From its mouth to confluence with Black River and from Flaming Geyser Bridge to a point approximately 7 ,286 feet upstream of Whitney Road Springbrook Creek - From SW 16th Street to a point] approximately 1,690 feet upstream of South 228th Street , a reach of, approximately 6.32 miles 15 Mill Creek (Auburn) - From State Highway 18 to a point approximately 845 feet upstream of 15th Street SW, a reach of approximately 0.72 miles Mill Creek (Kent) - From its mouth to State Highw y 167, a reach of approximately 4.24 mi es White River - From a point approximately 4,1330 feet downstream of Burlington Northern Railroad to the Muckleshoot Indian Reservation, a reach of approximately 3.38 miles White River (Left Bank Overflow) - From confluence with White River to the Muckleshoot Indian Reservation, a reach of approximately 0.70 mile Sammamish River - From its mouth at Lake Washington to the mouth of Lake Sammamish, a reach of. approximately 15.3 miles North Creek - -From its mouth to a point approx- imately 10 feet upstream of E 205th Street at the corporate limits of Bothell, a reach of approxima ely 1.45 miles Bear Creek - From confluence with Sammamish River to confluence with Cottage Lake Creek, a reach of approximately 5.35 miles Evans Creek - From confluence with Bear Creek to a point approximately 2,059 feet upstream of 220th Avenue NE, a r ach of approximately 4.66 miles Issaquah Creek - From its mouth at Lake Sammamish to a Southeast May Valley Road, a reach of approximately 8.0 miles North Fork 4 Issaquah Creek - From confluence with Issaquah Creek to a point approximately 740 feet upstream of Issaquah Avenue North, a each of approximately 0.95 mile East Fork Issaquah Creek - From confluence with Issaquah Creek to a point approximately 1 , 711 feet upstream of 3rd Avenue NE, a reach of approximately 0.87 mile 16 1 1 Tibbetts - - Creek From its mouth to a point approlx imately 4,610 , feet upstream of State il Highway 900, a reach of approximately 2.3 miles l 1 May Creek - From Barbee Mill Road to a point approximately 2,535 feet upstream of IN 31st Street, a reach of approx-imately 2.02 miles Vasa Creek - From the corporate limits of the City of Bellevue approximately 2,500 feet upstream from its mouth to a point approximately 225 feet upstream , Cedar River - From a point approximately 2,629 feet upstream of Interstate Highway 405 to,' a • point approximately 7,920 feet upstream of the Chicago, Milwaukee, St. Paul and Pacific Railroad , a reach of approximately 19 miles p Mercer Creek - From its mouth to the confluence of Kelsey Creek and Richards Creek, ; a reach of approximately 12.9 miles Mercer Creek Right Channel - Its entire length, a -reach of approximately 1.0 mile II Richards Creek - From confluence with Mercer Creek to a point approximately 380 feet upstream of SE Allen Road, a reach of approximately 2.65 miles PP Y Richards Creek . 'I West Tributary - From confluence with Richards Creek to a point approximately 310 feet upstream of SE 32nd Street , a reach of approximately 3.22 miles Richards Creek East Tributary - From confluence with Richards Creek to a point approximately 680 feet upstream >. of SE 26th Street , a reach of , approximately 0.24 miles 1 Kelsey Creek - From its mouth to a point approx- imately 760 feet upstream of SE 16th Street, a reach of approximately 5.08 miles 17 II , West Tributary Kelsey Creek - From confluence with Kelsey Creek to Redmond Bellevue Road, a reach of approximately 1.57 miles East Branch of West Tributary Kelsey Creek From confluence with West Tributary Kelsey Creek to a point approximately 842 feet upstream of 137th Avenue NE, a reach of approximately 0.44 miles North Branch Mercer Creek (North Valley) - From confluence with Kelsey Creek to a point approximately 4,862 feet upstream of NE 24th Street , a r ach of approximately 1.49 miles ' McAleer Creek - From a point approximately 40 feet upstream of Bothell Way NE to a point approximately 3,340 feet upstream of NE 185th Street, a reach of appr ximately 2.13 miles Coal Creek - .From its mouth to the City of Bellevue corporate limits at Interstate Highway 405 and from the City of Bellevue corporate limits 8,250 feet upstream of Interstate Highway 405 to a point 9,690 feet upstream of Interstate Highway 405., a total length of approximately 0.95 miles Forbes Creek - From the . City of Kirkland orporate limits approximately 1 ,4 0 feet upstream from its mouth to a point approximately 496 feet upstre m of NE 108th Street, a reach of appr 'ximately 5.66 miles Lyon Creek - From confluence with Lake Washington to 35th Avenue NE and from a point approximately 80 feet downstream of Ballinger Road to a point approximately 760 feet upstream of Ballinger Road, a total distance of approximat ly 1.42 . miles Yarrow Creek - From 116th Avenue NE to a point approximately 1,515 feet upstreaam of NE 34th Street, a reach of approximately 0.36 mile • 18 �I Meydenbauer Creek - From its mouth to a point approx- imately 520 feet upstream of 102nd Avenue SE, a reach of approximately 0.36 mile North Fork Mendenbauer Creek - From confluence with Meydenbauer Creek to a point approximately 830 feet upstream South Fork Skykomish River - From a point approximately 1,505 feet downstream of 5th Street to a point approximately 2,693 feet upstream of 5th Street, a reach of approximately 0.8 mile • Maloney Creek - From a point approximately 100 feet downstream of Burlington Northern Railroad to a point approximately 890 feet upstream of NE Old Cascade _ • Highway, a reach of approximately 0.32 mile Miller Creek - From its mouth to a point approximately 2,530 feet upstream of 12th Avenue SW, a reach of approximately 0.86 mile ' Walker Creek - From confluence with Miller Creek to a point approximately 600• feet upstream of 12th Avenue SW, a reach of approximately 0.33 mile Des Moines Creek - From its mouth at Puget Sound to a point approximately 1,960 feet upstream Unnamed Drainageway - The ponding of an unnamed drainageway in the central business district in the City of Kirkland, between Central Way and Kirkland Way ' A proximate analyses were used to study those areas having a low d velopment potential or minimal flood hazards. The scope and m thods of study were proposed to, and agreed upon by,. FEMA .and the c mmunity. i 19 . • • 2.2 Community Description King County, located in western Washington, is the largest center of population and economic growth in the State of Washinton. Its eastern boundary is along the divide of the rugged Cascade Range, and is bordered on the west by Puget Sound. Contiguous counties related economically, as well as geographically, to King County are Kitsap County to the west, Chelan and Kititas Counties to the east, • Snohomish County to the north., and Pierce County to the south. Seattle is the county seat and largest city in Washington. It is • located between P•-get Sound -and Lake "Washington. Seattle is important as a port. for foreign trade with Asian and South American countries as well as for domestic shipping with Alaska. The 1986 estimated population of Seattle was 488,200 (Reference 19) . The area within the Seattle corporate limits is currently 91.6 square • miles. f Auburn is located south of Kent. It is approximately 5 miles from the shores of Puget Sound and 24 miles south of Seattle. . Auburn is bordered by Pierce County. to the south and by the Citieslof Algona and Pacific to - the southwest. Auburn has a community area of approximately 20 square miles, and had a population of. 29,950 in . 1986 (Reference 19). The City of Bellevue is located in northwest-central King County, 8 miles east of Seattle. Bellevue, Washington's fourth largest city, had a .population of 73,903 in 1980 (Reference 20). • • The City of Black Diamond . is located in south-central King County. . The city had a population of. 1,170 in 1980 (Reference 20)1 The City of Carnation, incorporated in 1912, is located in north-central King County, on the east bank of the Snoqualmie River. It is approximately 20 miles east of Seattle. Carnation had a population of 913 in 1980 (Reference 20). The City of Des Moines, incorporated in ' 1959, is located in west-central King County. It is just south of the City of Normandy . Park and southwest of the Seattle-Tacoma Airport. It is situated in one of the few 'areas in southern King County along Puget Sound where the land slopes gently down toward the water. According to City of Des Moines personnel, the 1988 population was 14,120. '4 The City of Duvall, incorporated in 1913, is located on State Highway 203, on the east bank of the Snoqualmi.e"- iver, in • northwestern King County. It is approximately 3.0 miles from the Snohomish County line and 7.0 miles north of Carnation. The city had a population of 729 in 1980 (Reference 20). The City of Enumclaw is located in south-central King County, near • the Pierce County line. Enumclaw had a population of 5,427 in 1980 (Reference, 20). 20 The City of Issaquah is located in west-central King County, pproximately 14 miles east of downtown Seattle. The city had a opulation of 5,536 in .1980 (Reference 20). he City of Kent is located south of Renton and is within 2 to iles of the shores of Puget Sound. The City of Tukwila ; is northwest of Kent and the City of Des Moines is to the west. Kent had a population of 28,620 in 1986 (Reference 19) and occupies an area of approximately 17 square miles. Most of Kent' lies on the 21 mile-wide low-lying valley east of the Green River. The bluff area !along the east boundary of Kent is drained by several creeks; "ncluding Mill, Springbrook, and Garrison Creeks. The City of Kirkland is located approximately 5.0 miles northeast pf downtown Seattle, in northwestern King County. Kirkland had a opulation of 18,779 in 1980 (Reference 20). The City of Lake Forest Park is located in the Puget Sound region 1 of northwest Washington in northwestern King County. The community 1 is part of the suburban area that surrounds the Seattle imetropolitan center. Lake Forest Park had a population of 3,372 in 990. e City of Normandy Park is located on Puget Sound in southwestern ing County. It is located west of the Seattle-Tacoma Airport and ue south of Burien Lake. Normandy Park had a population of 4,268 in 1980 (Reference 20). The City of North Bend is located in central King County. It lies }n the foothills of the Cascade Mountains, approximately 25 mile east of Seattle along Interstate Highway 90. The City of North Bend had a population of 1,701 in .1980 (Reference 20). The City of Pacific is located in southwestern King County. ,It hares common boundaries with the City of Algona to the north and ierce County to the south. The City of Pacific had a population of 2,261 in 1980 (Reference 20). ' The City of Redmond lies in northwest-central King County. It is approximately 10 miles northeast of downtown Seattle. Redmond had a population of 23,318 in 1980 (Reference 20). The City of Renton is located in western King County. It is located approximately 11 miles southeast of Seattle just north of ent and just east of Tukwila. Renton had a population of 34,460 'n 1986 (Reference 19). e Town of Skykomish is located in northwestern King County. It is in a narrow valley along the south side of the South Fork Skykomish River and is surrounded by the Snoqualmie National Forest. Skykomish had a population of 209 in 1980 (Reference 20). The City of Snoqualmie is located in central King County. The city lies near the foothills of the Cascade Mountains, approximately 25 I. i 21 miles. east of Seattle along Interstate Highway . 90. Snoqualmie had a population of 1,370 in 1980 (Reference 20). The City of Tukwila is located in west-central King County. It is northwest of Kent and west of Renton. It is approximately 12 miles south of Seattle and 22 miles northwest of Tacoma. Tukwila had a population of 3,578 in 1980 (Reference 20). The population of King County was 1,361,700 as of April 1986, with 561,183 . residing in the unincorporated areas, mostly surrounding the large population center of Seattle. In most suburban communities and unincorporated areas of west-central King County, a decline in farming and significant transition to residential and industrial/commercial development has occurred. Urbanization has spread up the Green and Cedar River valleys where urban build up now covers more than one fourth of the basin's land. areas. The Sammamish River valley is another site for increased residential and industrial/commercial, uses. The Snoqualmie River valley is presently the county's primary district for farming and the dairy industry, but urbanization pressures exist for conversion of those agricultural lands to higher value, more intensive land use.. The climate of King County is predominately a mid-latitude, west ' coast, marine type. Most of the air masses that reach the Puget Sound area originate over the Pacific Ocean.. In late fall and winter these masses are moist and about the same temperature as the ocean surface. Orographic effects caused by lifting and cooling of _ air masses, moving inland result in a wide range of precipitation patterns over King County. Fifty , percent of the annual precipitation. typically occurs in the 4-month period of October through January, and 75 percent occurs in the 6 months from October. through March. Below 1,500 feet in elevation, "the winter precipitation normally falls as rain, occasionally interrupted by periods of snow. During the warmest summer months, the. average afternoon temperatures over the county's Puget Sound lowlands are in the lower 70s, decreasing into the 60s in the muntains. Temperatures reach 85°F to 90°F about 5 to 15 days per year, and extremes up to 100°F have occurred in the lower valleys. In winter, afternoon temperatures over the lowlands _typicalIlly range od from 35°F to 45°F. The Japanese Current generally -merates the temperatures 'of winter, but almost every winter there are a few nights when the temperatures range from 10°F to 20°F, with extremes to 0°F. < All of the watersheds in King County are free from glacier , unlike many streams in other counties lying between the Cascades and Puget Sound. The undisturbed land cover in King County is dominated by dense conifer forests, with some grass covered prairie-like areas in the lowlands. However, those lowland areas are interspered with scattered stands of Douglas fir and Oregon white oak. Scotchbroom, and other shrubs and seasonal groundcover are typical lof those areas. Fresh water marshes commonly have cover consisting of 22 i I cattails, rushes, and sedges. Big leaf maple trees and red alder are very common between the foothills and Puget Sound. 2.3 rincipal Flood Problems limatic and topographic conditions of the upper Snoqualmie Valley create two distinct high-flow periods each year. In the spring or ! early summer, the seasonal rise in temperature melts snow in the headwaters and causes increased flow. The other high-flow period, dhe winter flood, is the most damaging. Winter storms bring in moisture-laden air from the Pacific Ocean and mild temperaturesi, cCausing snowmelt, combined to cause floods of high magnitude and hort duration. Most of the major floods have occurred during y ovember, December, January, and February. ithout the protection by flood control reservoirs, the communities along the free flowing Snoqualmie River and its forks are % lulnerable to severe flooding such as occurred in November 1959 and December 1975. The largest known flood in the Snoqualmie-North Bend area occurred on November 23, 1959. As the rivers in the basin swelled on that November day, there occurred a classic .1xample of how wildly a river can change its course. About 9 miles east of the City of North Bend, the South Fork cut a new channel on the opposite side of its valley through what was a section of the ain cross state arterial, the Snoqualmie Pass Highway. Atop its newly cut southerly bank, described as a steep clay cliff, remained t e former river bed. The torrent on the South Fork left countless homes damaged in North Bend and contiguous areas. 7 a violent turbulence of the Middle Fork washed out principal biridges and left other spans badly damaged. This misfortune left over 50 families stranded for over a week. Some residents on necessary business, some school children, and carriers of mail and m' lk treaded lightly by foot across the listing bridges that c ntinued to slip on their supports after the flood. I the City of Snoqualmie, muddy water swept through many homes leaving a trail of destruction. A portion of a city street sank, developing a large cavity as water collected without a natural outlet. Truckloads of concrete slabs and 58 loads of gravel were dumped into the cavity during the flood to save the road, and to prevent adjacent buildings from being swept away. For the entire night of the flood there was no electrical 'power in the City of S ioqualmie. This flood had a discharge at the USGS gage near the C!.ty of Snoqualmie of 61,000 cubic feet per second (cfs) . This discharge is equivalent to. a 25-year flood at this point (Reference 21). Tie largest known flood in the Carnation area occurred in December 1975. Agriculture and transportation damages constituted the principal losses. However, the lower valley is inundated to some extent almost every winter. Other major floods occurred in February 1932, December 1967, and January 1969. 23 Storms which cause flooding in the Tolt River Watershed are usually asociated with long, steady rains (i.e. , winter maritime occluded frontal systems) which are typified by longer duration, more uniform intensity, and more evenly distributed precipitation than the unstable shower (convective) storms. With this type of rainstorm, the flooding in one basin, such as the Tolt, will be associated with flooding on adjacent basins; thus, the rare occurrence of a 100-year frequency flood on the Tolt woluld most Likely be associated with high water backwater of the Snoqualmie River. The elevation of future floods depe_ids upon the level of the Snoqualmie River at the peak discharge of the Tolt River, the amount of Landfill or diking, the physical arrangement or layout, and the hydraulic conditions of the channel. High water marks were provided by landowners and field estimates of survey crews. There are no precipitation gages with long records 1 in the watershed, but the Seattle Water Department has 8 storage gages established in 1962-67. The average annual precipiation at these locations ranges from 90 inches (228.6 cm) to 157 inches (398.8 cm). The largest historical flood since 1953 on the Tolt River near Carnation occurred in 1959 with a peak discharge of 17,400 cfs. The Raging River is characterized by a relatively steep gradient resulting in high-velocity floodflows and significant bank erosion and channel aggradation problems. These characteristics have lead to increased flood levels, based on local resident accounts, ' most Likely caused by reduction in channel floodflow conveyance capacity with aggradation. In past floods, large boulders, logs, and debris have been swiftly transported down the river and have partially blocked bridges and threatened the levee systems in the Fall City area. The peak recorded published flow at the USGS gage near Fall City during 40 years of gage operation through 1985 is 3,960 cfls. This occurred on January 24, 1984, and was approximately a 35-year event. Although final estimates of peak flows for a recent event on November 24, 1986, are not available, provisional estimates between 4,400 and 5,300 cfs have been made by the USGS (Reference 22). Based on the existing frequency curve previous to that event, those flows would correspond with greater than a 50-year event. Flows in excess of 3,000 cfs were also recorded on February 9, 1951, December 3, 1975, and December 15, 1979 (recurrence intervals ranging from 20 to 30 years). Flooding damage to crops and property in the Lower Green River Valley has been a problem since the earliest settlement of the area. Flooding occurred almost annually but the impact to the farmland was minimal. After urbanization, the impact of flooding became more severe. Rapid increase in construction of roads, housing, and parking lots increased the volume and rate at which 24 li • II unoff reached the valley floor. Commercial and industrial II landfills have been. typically Located in the lower valley„ esulting in alteration of natural drainage patterns and reduction in overbank storage. During periods of excessive precipitation, -surface and subsurfaces runoff from the steep valley walls cause groundwater elevations in the valley floor to rise significantly. This creates open ponding in topographically depressed areas. This condition is further aggravated by floodflows and corresponding high water elevations on the Green River, resulting in a perched channel condition, which prevents natural drainage of subsurface water. In some areas, the overlying soils are generally less pervious than the deeper sands y and runoff collects in ponds perched above the water table. The land in the lower Green River Valley from Auburn to Renton had istorically been inundated by large floods, such as occurred in ecember 1933, November 1959, and February 1951 , until the construction of the Howard A. Hanson Dam. Since operation commenced in 1962, the dam, in combination with levee systems it constructed along river segments below Auburn, has prevented . that _ degree of flooding and limited flood damages. During the floods of January 1965, December 1975, and December 1977, discharges' downstream were effectively reduced to nondamaging levels. They 1977 flood would have had the highest unregulated peak of any event 1 since diversion of the White River in 1906 (Reference 23). The COE is responsible for regulation of dam outflows to a rate (that will limit flows at Auburn, together with local inflows below the dam, to 12,000 cfs for up to a standard' project flood frequency. This flow rate represents a 2-year recurrence interval lood event on the unregulated discharge frequency curve, (Reference. 24). bider regulated conditions, significant flooding still does occur1 fn areas unprotected by levee systems and from interior Local drainage runoff that outlets to the Green River. High water levels' 2n the Green River and concerns with existing levee system freeboard and structural integrity limit the discharge of runoff aters carried by Mill Creek (Auburn), the Black River, and various ther tributaries. The high water levels of the Green River equire that the tributary flows be stored and released by gravity' or pump discharge to the river channel in a manner consistent with' he requirements of the Green River Management Agreement (Reference 25). . Under existing conditions, extensive backwater flooding occurs at the uncontrolled outlets of Mill Creek (Auburn) . and Mullen Slough, south and west of State Routes 516 and . 167, respectively. The P1 pumping station pumps the flow from the Black River into the 1 Green River. The firm capacity of the pumping station is significantly less than the peak inflows from Springbrook Creek ; significantly reach it. No major backwater effects and associated, flooding of overbank areas has occurred (Reference 26) since the' 25 pump station construction in 1972 and later P1 storage pond excavation. However, analysis shows that backwater flooding will occur upstream of the pump station under existing inflow runoff assumptions and hydraulic structure conditions. Peak outflows from the pump station have not exceeded 525 cfs (November 19 6 event) with nominal P1 pond storage (Reference 26). Flooding from the Mill Creek (Kent) drainage, downstream of the Earthworks Park regional stormwater detention basin, results primarily from limited capacity hydraulic structures and low stream gradients, extending downstream to its discharge to SOingbrook ;reek. Downstream of James Street, east bank overflow will occur at peak flood stages of Mill Creek and flow to the headwaters of Springbrook Creek. Although no stream gage records exist for Mill ' Creek, outflow from the Earthworks Park detention basin for the January 1986 storm event was estimated to be approximate) 90 cfs, computed from surveyed high water mark data and hydraulic rating of , the outlet. Flooding in the Mill Creek (Auburn) drainage is caused by. ackwater effects from the Green River, and by overburdened channel capacities and restrictive hydraulic capacities at various roadway culvert crossings. During times of high flood stages on the Green River, which can extend from a few days up to a 1-week period for an extreme storm event, storage of Mill Creek floodwater along the valley floor behind the leveed Green River occurs. A portion of the flow, which would normally enter the Green River via Mill Creek, overflows into Mullen Slough for release back to tiihe Green River, as it recedes, at a lower (downstream) hydraulic gradient. No continuous stream gage records exist within the Mill Creek basin. Crest stage gage records between 1950 and 19701 on the Peasley Canyon tributary drainage indicate a peak (recorded discharge of 112 cfs in February 1951 (Reference 27). Mill Creek peak runoff for the January and November 1986 runoff events was not considered extreme based on local accounts and field reconnaissance of extent of flooding. Flooding along Big Soos Creek is primarily limited to the lower gradient channel reaches in the mid to upper portion of the basin, extending upstream from Kent-Black Diamond Road. Wide marshlands are typical in those reaches with narrow channels with limited hydraulic capacities. Restrictive bridges and other channel a constructions exist that result in increased flood levels and corresponding flooding of the low-lying overbanks. Development does not currently encroach significantly on the floodplain The maximum recorded floodflow for Big Soos Creek for the 25-year period of record at the USGS stream gage station located above the fish hatchery near the Green River is 1090 cfs. That event occurred on February 28, 1972, and has an approximate recurrence interval based on period of record frequency curve computation of less than 10 years. Floodflows of greater than 1,000 cfs also occurred in November 1960, January 1964, and February 1982. 26 Preliminary estimates of peak flows for the January and November 1986 storm events do not exceed 900 cfs. 0 the White River, the flood of 1975 overtopped and subsequently I'I eroded a section of the Levee on the left (south) overbank, upstream of the study area at approximately River Mile (RM) 10.6. It is unlikely that the levee will be repaired within the foreseeable future. Consequently, high flows on the White River III are expected to cause flooding in the left overbank, outside the levee, for a distance of approximately 2.6 miles before floodwaters are returned to the main channel at approximately RM 8.0. Approximately 0.8 mile of this overbank flooding occurs within the Auburn corporate limits, inundating areas which are presently wooded and unclassified, but which are earmarked for future single— family residential development. The amount of storage provided naturally by Lake Sammamish has 'a . mloderating influence on flow, and the channelization project by the C,OE has significantly reduced flood problems on the Sammamish River. The primary areas that are subject to flooding are adjacent tlo tributary inlets where the channel berm is interrupted. . 0p Lake Sammamish, the highest flood during a 37—year period of record occurred on February 11, 1951, when the water—surface to the lake -reached an elevation of 33.44 feet National Geodetic Vertical Datum (NGVD). Calculations by the COE indicate that the 1951 i flow would have raised the lake elevation to 29 feet NGVD had the p esent improved outlet been in operation (Reference 28). On D cember 5, 1975, the lake level reached 29.70 feet NGVD. Generally, the lake level ranges between 25 feet NGVD in summer and 281 feet NGVD in winter. The largest recorded floodflows on Swamp Creek occurred on January 18, 1986, when a flow of 1,090 cfs (provisional) was 1 m asured at the USGS gaging station at Kenmore. This flow exceeds 1 t e 100—year event magnitude based on the 23 years of gage record t rough 1986. The previous measured peak flow on Swamp Creek I o curred on March 6, 1972, with a value of approximately 490 cfs. " ; Numerous private bridges along the lower reaches of Swamp Creek and encroachment on the creek channel from development provides restrictions to flow that may result in increased flood levels and 4. 1 additional overflows to typically low—lying overbank areas. Although localized flooding damages were reported for the January 186 extreme runoff event, they were primarily related to channel ! b nk erosion, overtopping of roadways and resulting damages (including culvert washouts), and limited damages to residential i structures. I The natural channel of North Creek Lies on the opposite side of the valley from where the stream now flows. The creek was relocated to the high side of the valley to improve its capacity. The Last reported flooding on North Creek occurred in March 1950, when the flow reached 680 cfs. This event was slightly greater than the I. 27 1 I 100-year recurrence interval. . Because land use in the valley is agricultural, the flooding had minimal impact. Highwater in December 1975 was reportedly contained within the North Creek channel. There are no gage records of this event. Localized ponding areas develop every winter because of the poorly drained soils in the valley. Frequent flooding occurs on Little Bear Creek in the Woodinville area near the confluence of the Sammamish River. The hydraulic structures and channel capacities are limited along the stream reach between the culverts under NE 178th Street and State Route 202. This causes frequent overflows, primarily along the south bank, which are removed from the stream system and flow independently to the Sammamish River. South overbank flows, downstream of the State Route 202 culvert, combine wit overflow immediately upstream of the same culvert and flood the low-lying Burlington Northern Railroad underpass area with ponding depths exceeding 6 feet. This overflow and ponding, with outflow across ' NE 175th Street south to the Sammamish River, frequently floods local commercial structures. Limited overflows along the north creek bank, upstream of NE 178th Street, cause shallow flooding to commercial structures and surrounding roadways, as was experienced in the January 1986 event. Flooding damages upstream of State Route 202 are not typically severe, primarily because of the undeveloped character of areas near the stream course and floodplain. No operational stream gages exist on Little Bear Creek to directly estimate flooding magnitudes; however, analyses of hydraulic ratings for the channel, culvert, and overflow components provided an approximate peak flow estimate of 650 cfs for the January 1986 event. Review of local precipitation records and comparison with, and transfer of, flow records from adjacent gaged basins indicates that the event most likely represented a recurrence interval of greater than 100-year magnitude. A private commercial business crossing between the State Route 202 crossing and NE 178th Street was washed out during that flooding event. The flood season for Bear and Evans Creeks is from October to March. The greatest floods are caused by rainstorms although melting snow may occasionally augment flooding. Storm runoff in the Bear Creek basin is comparatively slow because of the moderate terrain, the unimproved condition of the channels, and the small 4 amount of residential and commercial developments in the watershed. As a rule, the stream rises to a peak stage within a dar and the duration of flooding is less than a week. The largest recorded floodflow on Bear Creek within, the limited period of gage record was a recent event on January 18, 1i986, with estimated provisional peak flows of 390 cfs at the USGS gage near Redmond (upstream of Cottage Lake Creek) and 1,550 cfs at the USGS gage at Redmond, upstream of the Sammamish River confluence. Based on updated frequency curves including that event, the estimated recurrence interval of floodflows within the Bear Creek asin for • 28 I I hat event is approximately 40 to 50 years. The previous recorded eak flows at those gages were 250 cfs and 456 cfs, respectively, although the gage record is limited to 8 years for each station. here are numerous bridges over Bear Creek within the study Y area, any of them private crossings with restrictions that limit ) apacities and increase upstream flood levels. During major ; loods, debris collecting at these structures may significantly iincrease the extent of flooding and potential for overflow with resulting damages to roadways and adjacent structures. Damage , reports from the, January 1986 event were not extensive; however, roadways were overtopped at a few crossings and a mobile home park ' was flooded and had to be evacuated along the lower reaches of Bear Creek. The flood season for Issaquah and Tibbetts Creeks is during the liTtiinter from October to. March. The greatest floods are caused by ' rainstorms although melting snow occasionally augments flooding. The creeks rise quickly during heavy rainfall because of the steep , errain in the watersheds. As a rule, the streams rise to crest tage within a day and the duration of flooding is less than a eek. The largest recorded peak floodflow on Issaquah Creek in 23 years df USGS gage record since 1964 occurred on November 24, 1986, when peak discharge of 3,050 cfs (provisional) was recorded at the SGS gage "near mouth, near Issaquah" (Reference 22). That floodflow represents an approximate 25-year recurrence . interval based on frequency curves for gage record prior to that event. The looding event of January 18, 1986, produced the third highest eriod of record gage flow on Issaquah Creek, estimated at 2,400 fs (provisional) by the USGS (Reference 29), with an estimated recurrence interval of less than 10 years. Peak runoff for a January 1, 1964, event of 2,870 cfs represents the second highest low on gage record. here are numerous bridges spanning Issaquah Creek. The clearance and flow capacity of many of these bridges are restricted. During major floods , debris collecting at these structures may • lignificantly increase the extent of flooding. Development along Issaquah Creek has encroached on the channel, particularly in the downstream reaches in and surrounding the City of Issaquah. This k encroachment reduces the flood-carrying capacity of the channel, ) increasing the flood depths in adjacent areas. Local accounts and aerial photographs (Reference 29) of flooding in the City of Issaquah and along the West Fork Tributary indicated that flood levels for the November 1986 event were the highest in recent years. Numerous roads and structures were inundated. Peak floodflows from the West Fork of Issaquah Creek are relatively small compared to those of the mainstem; however, significant areas !f f oflooding occur in the upper reaches of that tributary. The flooding is a result of an extremely low gradient stream channel!, having a small channel capacity with wide and flat overbanks. 29 Flood damage on May Creek occurs mainly at the mouth where a lumber mill has been built on the small delta there. Upstream of Interstate Highway 405, May Creek flows generally within a canyon. Flooding problems in this reach are the result of surface runoff and ground-water seepage from the steep canyon walls rather than excessive overflow of May Creek. For the reach of May Creek under study upstream of the Coal Creek Parkway, flooding results from channel and bridge capacities restrictions and flattening of stream gradients in the upper May Valley area. For the reach extending upstream to 146th Avenue SE, flooding is typic^.11y confined to a relatively narrow, steep channel. Upstream from that crossing, the floodplain expands to the overbanks where floodplain inundation widths between 500 and ti 1,000 feet are typical for significant storm events. Filling of floodplain overbanks and reduction in storage, and debris buildup at the hydraulic structures, can increase flood levels and the extent of upstream overbank flooding. Flooding extent on the May Creek Tributary, upstream of SE May Valley Road, results primarily from backwater effects of the main channel at their confluence. A USGS stream gage exists on May Creek (discontinued). at its mouth near Renton. The peak flow recorded at that station during the 15 years of gage operation was 510 cfs on December 3, 1975. This corresponds to a storm with a recurrence interval of approximately 10 to 15 years based on -the period of record frequency cure. High water marks located immediately upstream and downstream of the gage were observed for the January 1986 storm event. Results of approximate rating analyses at the gage for that event indicated floodflows potentially exceeding 800 cfs with an expected recurrence interval of greater than 50 years. Flooding, Including inundation of structures in the upper May Valley area, were reported for that event. Flooding along Vasa Creek generally occurs during th winter months, November through February, when storms originating over the Pacific Ocean bring intense precipitation. These storms , usually last two or three days, and streams may increase from low flow to flood discharge within 6 to 12 hours. The major flood problems are those of inundation and damage of private property from out-of-bank floodwaters, primarily along low gradient reaches of the streams. The Cedar River is subject to frequent flooding damages , 4 particularly in its upper reaches, beginning with minor flooding and bank erosion when the river flow, measured at Landsburg, exceeds 2,500 cfs. This magnitude of flows typically)I occurs annually. Major flooding occurs when river flows reach 4,000 cfs, which happens on the average once every 5 to 10 years. Topographic and climatic conditions of the basin produce two high-water periods during the year. The highest flows normally result from extreme rainfall and the accompanying snowmelt that can occur during the late fall and early winter. Flooding can also occur during spring months, resulting primarily from snowmelt events. 30 I Stream flow on the Cedar River has been recorded almost ciontinuously since 1895 at the gage near Landsburg. The greatest flood which has occurred over the past 50 years took place on December 4, 1975, with a peak discharge at Landsburg of 8,800 cfs. used on an updated frequency curve for the Renton USGS stream gage or the 40 years of record through 1985, the recurrence interval or that event exceeded 100 years. Preliminary peak flow estimate's 1 y the USGS (Reference 22) for the recent November 1986 event indicate a peak flow of approximately 5,300 cfs, with a recurrence ' 1 interval of approximately 100 years. Preliminary peak flow estimates by the USGS (Reference 22) for the recent November 1986 event indicate a peak flow of approximately 5,300 cfs, with a recurrence interval of approximately 10 years. i Damages in the Cedar River basin from the December 1975 flood event were estimated at $1,760,000. In the reach under study, the west bank of an improved channel at the mouth of the Cedar River was Overtopped above the South Boeing Bridge and the Renton Municipal Airport experienced significant flooding and had to close down until the floodwaters receded. Extent of flooding for the November 1986 event in the lower 2-mile reach under study was mainly limited , to the improved channel with the exception of some overbank flooding adjacent to the Renton Airfield. Upstream of the improved channel, portions of the Maplewood Addition and other scattered residential developments have been inundated by past flooding events. Log and debris jams have been experienced on the lower river channel, especially during the 1933 and 1975 floods. The lower reach of the river channel, through the City of Renton, has been aggrading in recent years based on comparison of current and previous cross section data. This may result in increases in flood levels and potential overflows. Areach of the Cedar River about 0.8 mile in length along the right blank immediately upstream of Interstate 405 highway is seriously obstructed. Various private enterprises along this river reach have encroached on the stream bed by dumping waste concrete and asphaltic concrete. A fill has been placed, paved, and riprapped to accommodate parking facilities for tenants residing at the ' Riiveria Motel. This fill encroaches into the river 25 to 40 feet allong the entire width of the property. Encroachment of this type deduces the river channel capacity, creating higher water levels a adjacent to and upstream of these areas. Flooding along Mercer Creek, Richards Creek and its tributaries, Kelsey Creek and, its tributaries, and North Branch Mercer Creek generally occurs during the winter months, November through Flebruary, when storms originating over the Pacific Ocean bring ilntense precipitation. These storms usually last two to three days and streams may increase from Low flow to flood discharge within 6 to 12 hours. The major flood problems are those of inundation and dimage of private property from out-of-bank floodwaters, primarily along low-gradient reaches of the storms. 31 , Ice jams have little impact on flooding when culverts and bridges are free of debris. Flood elevations, however, are increased due to the limited capacity of some culverts. This limited capacity in 1 some cases is intentional as a means of peak-flow retention. Numerous bridges and culvert systems exist along Thorton Creek from its outlet to Lake Washington at Matthews Park to its orks and extending upstream to and above Interstate 405. Flo ding for moderate runoff events is primarily contained by the Thorn on Creek drainage system. However, the restrictions imposed by the crossings and encroachment on the channel in this heavily urbanized basin result in backwater flooding and overflow of channel banks and structures, with resulting damages, under more seveie runoff conditions. Debris collection, particularly as it affects outflow to the diversion works, has had significant impacts on increasing inundation levels during past flooding events. Since the November 1978 storm event that resulted in flooding problems augmented by debris, the City of Seattle has improved the operation and maintenance of the diversion works structure, located atRM 1.3 on Thornton Creek, below the confluence of the North and Sou h Forks. This diversion works structure diverts flows up to an esti ated 340 cfs for the 100-year event into an abandoned 72-inch concr to sewer pipe. This pipe discharges directly into Lake Washington just north of Matthews Beach. The diversion structure f nctioned adequately during the January 1986 storm event. Based on hydraulic rating analyses performed from surveyed high water marks, peak runoff for that event was estimated at 560 cfs above the iversion and downstream of the creek forks and 220 cfs in the mai channel downstream of the diversion works. Some minor flooding has occurred in the past in the lowe reaches of McAleer Creek. This flooding was caused by hydraulic structures of inadequate capacity or sedimentation and debris accu ulation. Particular dates of past flooding are not available. Flooding along Coal Creek generally occurs during th winter months, November through February, when storms originating over the Pacific Ocean bring intense precipitation. These storms usually last two to three days, and streams may increase from low flow to y flood discharge within 6 to 12 hours. The major flood pro lems are those of inundation and damage of private property from out-of-bank floodwaters, primarily along low gradient reaches of the streams. The flood season for Forbes Creek in the lower Puget Sound region is normally during the winter from October to March. The larger floods are caused by rainfall, although melting snow occasionally augments flooding. Forbes Creek has no gaging station and there is no writte record of historical flooding. Discussions with residents revealed a history of localized flooding of short durations caused .y brief periods of intense rainfall. 32 I • D bris collecting at structures and residents encroaching on the ' Oannel capacity by placing various types of materials to stabilize the streambank, may significantly increase the extent of flooding. Flooding along Lyon Creek has occurred in the lower reaches and also in the' southwest corner of NE 185th Street and 35th Avenue NE nearly every winter. Hydraulic capacity has been greatly reduced in the two concrete box culverts under Bothell Way Northeast. Sedimentation in the southern portion, up to approximately 2 feet • frrom the original invert, has diverted all the flow through the northern portion. At higher flows this would create unnecessary backwater in the upstream channel in front of the shoppi-ig center complex or the sediment could become dislodged causing a blockage elsewhere downstream. Flooding along Yarrow Creek, Meydenbauer Creek, and North Fork 1 Meeydenbauer Creek generally occurs during the winter months, November through February, when storms originating over the Pacific 06ean bring intense precipitation. These storms usually last two to three days, and streams may increase from low flow to flood 4.scharge within 6 to 12 hours. The major flood problems are those _. of inundation and damage of private property from out—of—bank floodwaters, primarily along low—gradient reaches of the streams. The major source of flooding within Skykomish is the South Fork Skykomish River. Flooding occurs primarily during the winter due to rainstorms which bring intense precipitation and are accompanied by warm winds that rapidly melt the accumulated snowpack.. During such storms, river discharges may increase from a relatively low bIse flow to near flood stage within a few hours. Rsidents report that the largest flood on record occurred in P g November 1959. The return period for that flood is approximately 30 years. Although a dike contained most of this flow in the eIstern part of the town, water covered the central and western a eas. A flood also occurred in 1975, and floodwaters reached the tops of the levees. The return period for that flood is less than 3 years. ' T e other potential source of flooding within Skykomish is Maloney C eek, which meets the South Fork Skykomish River near the western corporate limits. This stream flooded in 1933 when a logjam that a I had been holding back the flow broke. No information on the I recurrence interval for this flood is available. There has been no flooding reported on Maloney Creek since that time. The flooding problems in the lower portions of Miller and Walker ' Cieeks are a result of increasing development, which has caused more rapid runoff in those creeks. This development is primarily outside the City of Normandy Park boundary and has been the subject o! much discussion and some litigation. Damage has generally been l.mited to stream erosion and some ,limited flooding around residences. �I I 33 The area most subject to flooding along the lower portions of Des Moines Creek is owned by the Covenant Beach Bible Camp. The streamflow of Des Moines Creek exceeds the channel capacity several times each year, resulting in several thousands of dollars of damage each year. Damage is usually limited to bank erosion, overbank deposition, and some shallow flooding in and around occasionally occupied camp cottages. The last major flood event along Miller and Des Moines Creeks was in February 1972, and had a recurrence interval estimated at 10 years. As a result of Miller Creek `looding, a suit wads brought against the county to restrict the diameter of the 8L1/2 foot culvert on First Avenue South through which Miller Creek passes. A 6-foot diameter collar was placed in the upper end of the culvert. The effects of the collar have been included in the hydraulic analysis of Miller Creek. As a result of Des Moines Creek flooding, a 4-foot-deep hole was eroded around one of the cottages and water up to approximately 2 feet deep was standing in others. The December 15, 1977, high tide provided a high tide in Puget Sound of an approximate recurrence interval of 70 years. This high tide was accompanied by very little wind. Flooding occurs at numerous locations along Longfellow Creek because of restricted channel and culvert capacities an partial obstruction of the natural channel because of debris accu ulation. Overtopping of the majority of the roadway crossing b tween SW Brandon Street and SW Myrtle Street, including localized flooding of properties, structures, and bank erosion, occurred during the January 1986 flooding event. Downstream of the study limit, flows at SW Nevada Street overtopped an approximate 30-foot-high roadway fill, partly because of culvert debris blockage, and resulted in failure of that crossing with extreme floodflows released to the downstream drainage. Surface flooding also occurs at locations where the lateral storm drainage systems have insufficient capacity to convey storm runoff into. Longfellow Creek. The existing culverts that convey Rolling Hills Creek under Interstate 405 at its intersection with State Route 167, and ; through a closed culvert behind the Renton Cinema, cause overbank flooding north of the channel in the parking areas for the Cinema and the Renton Village Development. Significant reduction in peak flows through the downstream highway culvert is achie'ed from + routing of floodwaters that pond in the overbank. 2.4 Flood Protection Measures • The Seattle office of the National Weather Service maintains and collects hydrometeorological reports from a network of substations and uses this information to prepare flood forecasts for King County streams. Flood warnings are issued by them and given wide dissemination through all media by cooperative efforts with local and Federal, agencies. 34 evees on the Tolt River, near . its confluence with the Snoqualmie iver, provide moderate protection to urban development in the City f Carnation and to adjacent agricultural lands. A 600-a0e . gricultural area on the left bank of the Snoqualmie River, 1 mile Downstream from Fall City, is protected from minor spring floods by . levee approximately 1 mile long. Levees along the lower 2 miles of both banks of the Raging River and. its confluence with the ,noqualmie River protect a portion of Fall City and agricultural ands. Levees along the South Fork of the Snoqualmie River provide .pproximately 50-year flood protection to the City of North Bend. ; ank erosion occurs at nearly all river stages, but is most severe uring medium and high flows. Bank protection projects have been onstructed at numerous locations along the Snoqualmie River and • is major tributaries by riparian - owners, local governmental gencies, and the Federal government. n 1960, the City of Seattle constructed a water supply project on he South Fork of the Tolt River. Total storage capacity of the eservoir is about 58,000 acre-feet. Although flood control torage is not a project feature, some minor storage of flbod ischarges does occur. he COE operates the Howard A. Hanson Dam at Eagle Gorge on the pper Green River. Completed in 1962, the dam provides pproximately a 500- to 600-year level of protection against verbank flooding by the Green River. The dam is a rockfill mbankment approximately 235 feet high with a gated spillway and ,a aximum reservoir elevation of 1,222 feet. Stored water is eleased as soon as possible after a flood to provide for the ossibility of a second flood. The COE current operation of Hanson am provides that all runoff is passed through the dam until the low at the Auburn gage is expected to reach 12,000 cfs. At that oint, further releases are regulated to maintain no more than 2,000 cfs at Auburn. hannelization and levee construction, primarily downstream of uburn, has provided additional flood protection for the overbanks. total of approximately 16 miles of Levees have been constructed • 'n addition to roadway systems that function as levees, between tate Route 18 at Auburn and the Black River confluence at Tukwila. tused on information received from the COE, the levee system along he left (west) bank of the Green River, from Strander Boulevard to 16.7, in the City of Tukwila, will adequately provide protection gainst overtopping or failure caused by the 100-year flood, with at least two feet of freeboard. ing County and the various incorporated citied along the Green i iver (Tukwila, , Renton, Kent, and Auburn) are responsible for maintenance of portions of those levee systems. Since the adoption of enabling legislation by the State of Washington in 1945, the State and King County have combined to control riverbank erosion. 35 The Black River basin, including Springbrook Creek, has been the object of the ongoing East Side Green River Waters ed Study (Reference 30). That study was initiated in 1965 by th SCS with the support of King County and the Green River Valley ci ies. The P1 pumping station and storage pond, as part of the plan, were constructed in 1972 and 1984, respectively. A major bOx culvert replacement was installed at SW Grady Way in 1986 and is fonsidered in this study in its partially obstructed condition. P eliminary plans exist for the construction of the P1 channel from SW Grady Way north to the storage pond and additional culvert replacements under Interstate 405 and SW 16th Street. The timing acid funding `or construction of these improvements is not finalized; therefore, they are not considered in this study. A regional detention basin was constructed on Mill Creek (Kent) in 1981 at Earthworks Park in order to provide flood control storage for reduction in downstream peak runoff. A second smaller upstream detention basin was previously constructed in the Upper ill Creek basin to provide for additional reduction in peak flo s to the lower valley areas. This has reduced the magnitude and frequency. of, but not eliminated, flooding problems downstrea ! of the Earthworks Park structure. The City of Kent is developi g a plan to construct more detention storage in order to further alleviate their flooding problems. Partial reduction in peak runoff conveyed to Mill Creek (Auburn) is provided by stormwater detention storage basins constructed on the south tributary to Mill Creek, above its confluence with the Peasely Canyon tributary. Locally referred to as the "Auburn 400" ponds, and located east of and adjacent to State Route 167 and 15th Street SW, they provide an unidentified effect on routing of peak tributary flows to Mill Creek. Additional regional detention storage is being considered for other study reaches of Mill Creek, downstream of State Route 18, in an attempt to maintain adequate storage capacities for limiting downstream dischar es with continued floodplain development. On the -White River, peak flows are regulated by the Mud Mountain Dam, a structure built by the COE. Storage was initiated in 1942, and the project was finally completed in 1953. The struct re is an earth and rockfill dam, 425 feet above bedrock. The reservoir has a storage capacity of 106,000 acre-feet of water and is capable of controlling floods 50 percent greater than the maximum flow of record. Levees have also been constructed along portions of the White River along its course through the Cities of Auburn and Pacific. . The amount of storage provided naturally by Lake Sammamish has a moderating influence on flow, and the channelization project of the Sammamish River by the COE has significantly reduced flood problems. Major drainage improvement and partial flood protection are provided by the channel improvement project complete in 1966 by the COE for King County. The project extends from b low Lake 36 I • ammamish to Kenmore, a distance of approximately 14 miles. The , iver channel was deepened an average of 5 feet and increased in width from a former average of about 15 feet to the improved 32 to 50 feet. Excavated material from the channel enlargement was used to construct the levees. A low weir "with 'a crest elevation of 24.5 ' fleet NGVD was constructed to control the outlet of Lake Sammamish. 1 The channel improvement and outlet project provide protection against spring floods with a recurrence interval of 10 years Without causing Lake Sammamish to rise higher than elevation 29.0 , feet NGVD. No significant flood control measures have been li 4eveloped on the Sammamish River tributaries except for ,I hannelization of the lower end of Bear Creek at Redmond (Reference 28). • Most of the channel of May Creek is in its natural condition. The ' tower 1,000 feet have been channelized to alleviate flooding , I roblems caused by channel aggradation resulting from excessive siltation problems. King County has established a flood fighting plan that is activated , when the Cedar River reaches a discharge of about 4,000 cfs ati - Renton. The plan consists of patrolling and making emergency' ' repairs to contain this discharge. When the flow exceeds 4,000 cfs, efforts are concentrated on protecting the safety of the , I ffected residents and their personal property. The Sheriff'' s office, the Office of Civil Defense, fire districts, and the Red Cross are notified for assistance. 11 . • The lower 1-mile reach of the Cedar River channel was initially, stabilized in 1912. King County and the City of Renton have ' provided major capital improvements and maintenance for flood and) 1 erosion control along the Cedar River. This has included riprap 1 . bank protection works, bulkheads construction, cleaning, and snag removal. Major reconstruction of levees and bank protection work as accomplished after the December 1975 flood. River channel ) redging upstream from the mouth of the Cedar River has been .performed, most recently in 1972, in an attempt to maintain 100- year flood protection of the improved channel system through the City of Renton. 1 'he major flood control improvement to Thornton Creek is the diversion works with a 72-inch overflow pipeline to Lake . Washington. The diversion reduces the peak flows to the lower mainstem reach of Thornton Greek such that only minimal downstream, flooding hazards exist up to a 100-year frequency existing conditions flooding event. This assumes that full unobstructed capacity is maintained to the diversion pipeline. - In 1946, the COE constructed a levee along the south bank of South Fork Skykomish River in Skykomish. This levee is approximately 970 jl feet long and provides variable flood protection to a portion of I the town. I 1 37 A flood protection structure that significantly influences flooding on Des Moines Creek is the road embankment from Marine View Drive located in the City of Des Moines, which creates enough detention storage to reduce the peak 100-year flood by almost 50 percent on Des Moines Creek. In 1983, the City of Seattle constructed a regional stormater detention basin on Longfellow Creek south of SW Webster St .et. The detention basin has helped reduce downstream flooding prob_ems, although basin overflow for more severe storms, as evidenced in the January 1986 event, will reduce the basin's effectiieness on reduction in peak flows. There are no other flood control measures for other streams studied that significantly reduce flooding. 3.0 ENGINEERING METHODS For the flooding sources studied by detailed methods in the _community, standard hydrologic and hydraulic study methods were used to determine the flood hazard data required for this study. Flood . events of a magnitude which are expected to be equaled or exceeded once on the average during any 10-, 50-, 100-, or 500-year period (recurrenceinterval) have been selected as having special significance for floodplain management and for flood insurance rates. Theseevents, commonly termed the 10-, 50-, 100-, and 500-year floods, hae a 10-, 2-, 1-, and 0.2-percent chance, respectively, of being equaled or exceeded during any year. Although the recurrence interval represents the long-term average period between floods of a specific magnitude, rare floods could occur at short intervals or even within the same year. The risk of experiencing a rare flood increases when periods greater than 1 year are considered. For example, the risk of having a flood which equals or exceeds the 100-year flood (1-percent chance of annual exceedence) in any 50-year period is approximately 40 percent (4 in 10) , and for any 90-year period, the risk increases to approximately 60 percent (6 in 10). The analyses reported- herein reflect flooding potentials based on conditions existing in the community at the time of completion of this study. Maps a1nd flood elevations will be amended periodically to reflect future changes. 3.1 Hydrologic Analyses Hydrologic analyses were carried out to establish peak discharge- frequency relationships for each flooding source studied by detailed methods affecting the community. For those flooding sources being restudied or that are extensions of previous detailed riverine studies, peak discharge results presented in the previous Flood Insurance Studies for King County and the Cities of Auburn, Kent, and Renton (References 1, 2, 8, and 15) were compared with updated discharges estimated to determine the appropriate values to be used in this revised study. The peak discharge estimates assume that existing basin hydraulic structures 38 1 remain unobstructed and existing upstream dams or impoundment structures remain intact with no changes in operating haracteristics. ischarge-frequency for the Snoqualmie River, South, Middle, and orth Forks Snoqualmie River, Sammamish River, North Creek, Bear, Freek, Evans Creek, Issaquah Creek, North and East Forks Issaquah Freek, Tibbetts Creek, Vasa Creek, Cedar River, Mercer Creek, Right hannel Mercer Creek, Richards Creek, East and West Tributaries ' ichards Creek,. Kelsey Creek, West Tributary Kelsey Creek, East ':ranch of West Tributary Kelsey Creek, North Branch Mercer Creek, cAleer Creek, Coal Creek, Lyon Creek, Meydenbauer Creek, North I ork Meydenbauer Creek, South Fork Skykomish River, Maloney Creek, .nd the Tolt River were developed from USGS stream gaging stations • •n the respective streams by applying the standard log-Pearson Type III methods with the expected probability corrections as outlined .y the U.S. Water Resources Council (Reference 31). 1 . discharge-frequency relationships in the revised study for Raging ' iver, Issaquah Creek, Cedar River, Swamp Creek, May Creek, May reek Tributary, and Big Soos Creek were developed from streamflow ecords at USGS gages within those watersheds. The gage reference numbers, descriptions, and periods of record (Reference 32) used in the analyses are summarized below. That Listing includes dditional gages used for correlating and transferring flows etween local, hydrologically similar basins or for comparison of esults. The Flood Flow Frequency Analysis computer program Reference 15) was used to determine the discharge-frequency elationships by applying log-Pearson Type III analysis techniques •n accordance with methods presented in USGS Bulletin 17B (Reference 33) to the annual peak flow data for each gage site. USGS GAGES Floo.in USGS Gage Period of Souircel Ref. No. USGS Gage Description Record Snoqualmie River 12-1490 Near Carnation 1930-1965 N/A Near Snoqualmie Falls 1929-1965 12-1445001 Near Snoqualmie 1959-1978 South Fork Snoqualmi- River N/A At North Bend 1911-12, 1914-16, • 1918-26, 1930-38, 1946-50, 1961-78 North Fork Snoqualmi- River N/A Near North Bend 1910-12, 1914-18; 1920, 1922-26, 1930 Middle !or Snoquatlmi- River N/A Near Tanner 1962-1978 • • 39 Rging River 12-145500 Near Fall City 1946-1985 Trlt River 12-148500 Near Carnation 1959-1971 C een River N/A Near Tukwila 1959-1963 /A Near Auburn 1937-1962 /A Near Black Diamond 1940-1948, i /A Near Palmer 1932-1962 /A Near Lester 1946-1962 B; g Soos Creek 12-112600 Above Hatchery, Near Auburn 1961-1986 S:mmamish River 1250 At Bothell 1940-1963 N/A Near Redmond . 1940-1957 Siang) Creek 12-127100 At Kenmore 1964-1986 L' ttle Bear Creek 12-126000 North Creek, Near , Bothell 1946-1976, 1986 B:ar Creek 12-122500 . Near Redmond 1946-49, 1980-8.1, 1986 12-124500 At Redmond 1946-50, 1956-58, 1986 12-124000 Evans Creek, Above Mouth Near Redmond 1956-1977 I saquah Creek 12-121600 Near Mouth 1964-present 12-121000 Near Issaquah 1946-1964 Tibbetts Creek 12-121700 Near Issaquah 1964-pres nt Miy Creek 12-119600 At Mouth, Near Renton 1965-1979 C•dar River 12-119000 At Mouth 1946-1985 12-1175 Near Landsburg 1948-pres nt McAleer Creek 12-1276 At Lake Forest Park 1963-72, 1973-74. Lion Creek 12-1273 At Lake Forest Park 1964-68, 969-75 4 M rcer Creek N/A At Bellevue 1945-present Coal Creek N/A At Bellevue 1963-presnt North Branch N/A At Bellevue 1949-present Mercer Creek • S�'uth_Fork ;kykomish River 12-1330 Near Index 69 years 12-1305 Near Skykomish 26 years B<:ckler River 12-1310 Near Skykomish 28 years • 40 . ischarge-frequency relationships established for gage locations ere transferred' to selected runoff concentration points along the tudy reaches through the application of regional regression echniques per published regression equations (Reference 34). SGS gage flow records from the adjacent, hydrologically similar orth Creek basin were used to establish flow estimates for Little ear Creek. Evaluation of peak recurrence interval discharges in he lower reaches of Little Bear Creek, downstream of the State route 202 crossing, include reductions in main channel flow ;to eflect overflows away from the main channel that enter the ammamish River at other locations. pdated hydrology for flooding sources either being restudied or hat are extensions of existing detailed studies were compared using statistical confidence limits with existing published Flood :nsurance Study discharges at identified locations. Comparison of peak discharge estimates for the May Creek gage site with those •ublished in the previous Flood Insurance Study for the City of " enton indicated no significant statistical differences . herefore, in accordance with' FEMA guidelines, the previous flow -stimates for the gage site have been used in the present study. : ecurrence interval peak discharge estimates established for the .dded detailed 'study reach of Bear Creek, upstream from its ' onfluence with Cottage Lake Creek, are based on the results of the tatistical analysis of annual peak flows at USGS gage No. 12- 22500 near Redmond. The limited period of gage record (8 years, ncluding January 1986 event provisional flow estimates) would ormally preclude analysis using this method. However, additional ages located oh Cottage Lake Creek (No. 12-123000), Evans Creek No. 12-124000),; and on the downstream reach of mainstream Bear reek, (No. 12-124500) provided adequate data for comparative -ssessment of results. lischarge-frequency relationships for Thornton Creek, Longfellow reek, Mill Creek (Auburn), and Rolling Hills Creek were developed sing the COE HEC-1 computer program (Reference 35). The basic .pplication of this synthetic hydrograph model included computation • .f drainage subbasin runoff hydrographs using the SCS Type lA storm .istribution (Mill Creek and Rolling Hills Creek), routing of those ydrographs through channel reaches and detention storage areas, _nd combining them with downstream subbasin hydrographs at selected tudy reach runoff concentration points. Calibration of those odels to discharge estimates, developed from high water mark data ollected for the January 1986 event, was performed. eak-flow estimates for Thornton Creek include consideration of Wnobstructed diversion of flows to the overflow pipeline to Lake ashington. Runoff estimates for Thornton and Longfellow Creeks sed a multiple peak design storm distribution pattern based on the .ctual January 17 through 19, 1986, storm event, taken from a etwork of local precipitation gage data (Reference 36) . In 41 addition to localized culvert backwater routing effects, rliuting of flows through the SW Webster Street detention basin ark outlet structure was included in the Longfellow Creek modeling analyses. Discharge estimates computed at the mouth of Mill Creek (Auburn) consider noncoincidence of peak flows in the Green River and Mill Creek. Storage routing effects of backwater storage at the location have therefore not been considered in this analysis. Discharge estimates for Mill Creek for the floodway determination were modified to reflect reduction in storage with encroachment on the storage provided by the natural floodplain. Recent modeling analyses of the Mill Creek (Kent) and the Springbrook Creek basins using the SCS TR-20 hydrograph program have been performed by a local consultant for the City of Kent , Drainage Master Plan (Reference 37). That study develope 25- and 100-year recurrence interval discharge estimates based on 12-hour duration, SCS Type 1A storm distribution for the valley floor basins. It included consideration of significant storag '-routing ' components within the Mill/Springbrook .Creek system, incliding the recently completed Earthworks Park stormwater detention acility.• The discharge estimates presented in the City of Kent Drainage Master Plan and supplemental computer output files, for existing land use conditions have been accepted for use in this restudy. Additional recurrence interval flows were extrapolated from the computer flows. The resultant flow estimates were reduced by overflow estimates to Springbrook Creek north of James Street, computed using hydraulic backwater rating methods, to provide the downstream estimates. Stream gage records are not available for the Black River and Springbrook Creek. In the absence of gaged discharge data for statistical determination of peak flow estimates, information from several previous hydrologic modeling studies within the Black River basin were collected and reviewed for comparison of result i and for determination of acceptability for use in the restudy. ynthetic unit hydrograph modeling of basin runoff has been perform d by the COE using the HEC-1 Flood Hydrograph model (Reference 38); the SCS using the TR-20 model (Reference. 39); by the previo s study contractor for the existing Renton Flood Insurance Study dsing the TR-20 model (Reference 15); and, more recently, by other consultants for upstream reaches of the basin, using te TR-20 model.. . The flow estimates from the previous Flood Insura ce Study were determined to be the most representative of the c nditions • existing in the basin at the time of this restudy, nd were therefore used. Since the previous Flood Insurance St dy only calculated the 10- and 100-year hydrographs, the 50-year hydrograph was interpolated from those previously computed. The 500-year hydrograph was not analyzed because of the extensive changes in overbank storage that occur at P1 pond stages. in excess on the 100- year recurrence interval. The Green River basin has been studied extensively by th Seattle District of the COE. The COE operation of Howard A. Hanson Dam provides flow regulation for flood protection to the d wnstream GZ • river reaches, particularly the lower Green River Valley downstream from Auburn. Current COE operation of the dam regulates the peak downstream flow releases up to the standard project flood to 12,000 j, cfs at the USGS Auburn gage. This includes consideration of tributary inflows downstream of the dam (i.e. , Newaukum Creek and B g Soos Creek). Discharge-frequency analyses have been performed b the COE as part of the Green River Flood Reduction Study �I ( eference 23) for estimation of peak unregulated and regulated floodflows at 'the Auburn steam gage. Results of those analyses were reviewed and used in this restudy. The flows are also in agreement with previously published Flood Insurance Study discharge estimates. A Discharge-frequency relationships for the White River were obtained from a backwater channel-capacity study by the COE (Reference 40). Te selected stations were Mud Mountain Dam and the White River at the mouth. The peak discharges were adjusted for the White River near Auburn. Those adjusted discharges were used directly for this ;I study. Because there are no streamflow records on Forbes Creek and Yarrow Creek, runoffs for the floods of interest were calculated using rainfall relationships developed . for the area and a computerized sormwater routing model. The model incorporates the unit hydrograph methodology developed by the SCS (Reference 41) . The peak discharges obtained by this method were comparable to those derived from regional regression equations published by the USGS (Reference 42). The hydrologic analysis of .Miller and Walker Creeks 'in the Sea-Tac communities plan (Reference 43) used a stormwater management model developed in earlier river basin studies. . A single large storm and measurements at temporary gaging stations along the creeks were used to calibrate the model, and flows for the 10-, 50-, and 100- y ar storms were computed. The 500-year flood was estimated by e tending the curve through the computed points. A gaging station on Miller Creek was established in 1973 to provide a better understanding of hydrologic conditions in the stream. No gage records exist for Des Moines Creek. Because of highly similar drainage basin characteristics, peak discharges per square mile for Miller and Walker Creeks were applied to the Des Moines Cfieek drainage basin. These flows gave flood elevations well in excess of local experience. The excessive flow rates were explainable because an 80-foot-high road embankment (Marine View h Drive) crosses Des Moines Creek Canyon at the upper end of the detailed study area. The box culvert flowing under the embankment has a capacity of. 300 cfs before peak flow storage begins. HCwever, even assuming that no outflow was allowed, the impoundment can store 65 percent of the runoff that would occur during a 6-day, 100-year storm. Therefore, reservoir routing capacity exists to significantly reduce peak flows. . Utilizing rainfall-runoff data and techniques developed by the study contractor during a recent 43 study of a similar urban area located several miles to the north, a 100-year synthetic runoff hydrograph was developed for a 6-day storm for Des Moines Creek. The 100-year hydrograph was routed through the storage reservoir created by the road embankment, reducing the unrouted peak discharge. This same percentage of flow reduction was applied to the 10-, 50-, and 500-year unrouted peak flows. Peak discharge-drainage area relationships for the stre s studied by detailed methods are shown in Table 1. 3.2 Hydraulic Analyses : Analyses of the hydraulic characteristics of flooding from the sources studied were carried out to provide estimat s of the elevations of floods of the selected recurrence intervals. Cross section data for the backwater analysis for Miller Creek, Walker Creek, and a portion of Des Moines Creek were taken from topographic maps with 2 foot contour intervals (Refeence 44). Cross section data for North Creek and White River (left bank overflow) were taken from aerial photographs (Referenc s 45 and 46). Cross section data for the Snoqualmie River a d North, Middle, and South Forks Snoqualmie River were obtained from field surveys and aerial photographs (References 1, 47, 48, and 49). The cross section data for the backwater analyses for the 'remaining streams studied by detailed methods were obtained by field survey. Cross section data for the overbank areas of Green River Tibbetts Creek, Issaquah Creek, and East Fork Issaquah Creek were based on topographic base maps (References 50 and 51). The flooding potential, in the form of ponding, for the unnamed drainageway in the central business district in Kirkland, is directly related to the capacity of the existing stormwater drainage system. The capacity of this system was determined and removed from the runoff produced by the design storm. The volume of the remaining excess runoff was then compared to a storage- a elevation curve developed for the central business district. This comparison yielded the maximum expected elevation for the predicted 100-year event. Based on a Letter of Map Revision (LOMR) dated January 30, 1989, and due to improvements done in that rea, the drainageway was moved to reflect the LOMR. Water-surface elevations of floods of the selected ecurrence intervals on Mercer Creek, Right Channel Mercer Creek, M ydenbauer Creek, North Fork Meydenbauer Creek, Coal Creek, Va a Creek, Richards Creek East Tributary, Richards Creek West ributary, Kelsey Creek, West Tributary Kelsey Creek, East Branch, of West Tributary Kelsey Creek, North Branch Mercer Creek, and Yarrow Creek were computed using the USGS E-431 step-backwater compu er model (Reference 52). Water-surface elevations of floods of the selected recurrence intervals on Lyon Creek and McAleer Creek down tream of Northeast 178th Street were computed by hand calculations. 44 • r a 4 TABLE 1 - SUMMARY OF DISCHARGES --- -- Drainage_Area-------_- - - _Peak-Discharg_es-(cfs)-- -- Flooding Source -and Location Asq. miles) 10-Year 50-Year 100-Year 500-Year Snoqualmie River At mouth 693.0 42, 000 54, 000 60, 000 68, 000 At Duvall 645.0 42,480 54, 610 59, 610 71,530 At Carnation 603.0 46, 800 65,200 73,000 92, 000 Near Snoqualmie 375.0 50, 000 71, 000 80,000 103, 000 Raging River At mouth 32.9 4, 031 6,286 7;413 10,465 At USGS gage 12-145500 30.6 3,790 5,910 6,970 9, 840 Above Interstate Highway 90 25.7 3,268 5, 095 6,009 8,483 Above Lake Creek. confluence 20.2 2, 652 4,135 4, 877 6, 885 Above Deep Creek confluence 13.3 1, 851 2, 887 3, 404 4, 806 Middle Fork Snoqualmie River Above confluence with North Fork 171.0 28, 000 38,300 . 43,800 55, 800 North Fork Snoqualmie River At mouth 103.0 18, 600 24, 600 27,200 32, 800 cn At North Bend gage 96.0 14,700 19,700 21,700 26,200 At Snoqualmie gage 64.0 12,300 16,300 18,000 21,700 South Fork Snoqualmie River At North Bend 82.0 9, 000 13, 000 15,000 19,700 Green River At Renton 450.0 12, 0001 12, 0001 12, 0001 12, 0001 At Tukwila 450.0 12, 0001 12, 0001 12, 0001 12, 0001 At Kent 400.0 12, 0001 12, 0001 12, 0001 12, 0001 At Auburn 399.0 12, 0001 12, 0001 12, 0001 12, 0001 At USGS gage 12-113000 (Auburn) 339.0 • 12, 0001 12, 0001 12, 0001 12, 0001 Below Howard A. Hanson Dam 220.0 11, 0001 11, 0001 11, 0001 11, 0001 Above Howard A. Hanson Dam 215.0 20, 050 29,250 33,500 49, 000 'Discharges constant due to controlled release from Howard A. Hanson Dam . TABLE 1 - SUMMARY OF DISCHARGES (Cont 'd) Drainage Area Peak Discharges (cfs) Flooding Source_ and Location (sq_. miles) 10-Year .50-Year 100-Year 500-Year Black River Above Green River confluence 24.8 4001 4001 4001 4001 • At P-1 pump station inlet 24.8 650 ' 1,040 1,230 1,730 Springbrook Creek Upstream of confluence with Black • River 21.9 5902 930 1,1002 1,550 Downstream of confluence with , Mill Creek (River Mile 3.03) 16.1 6801 -- 1,055 -- Mill Creek (Kent) At confluence with Springbrook Creek • 9.2 380 -- 650 -- At Highway 167 culvert entrance 3.1 110 125 130 140 At Bowen-Scarff culvert outlet 2.9 110 115 ' 120 130 Downstream of Springbrook Creek °` Overflow 2.7 85 90 100 110 • At James Street � 2.6 70 110 140 180 Mill Creek (Auburn) Above confluence with Green River 12.8 250 360 410 510 • At 277th Street 11.7 230/220 330/320 37.0/360 480/470 At 37th Street, N.W. 9.8 200/190 290/280 340/320 500/420 At 29th Street, N.W. 8.9 180 270 - 310 450 At Valley Freeway (SR-167) 8.0 180/170 270/250 310/280 500/400 At 15th Street, N.W. 7.6 190/170 300/250 370/290 570/480 At Main Street 6.2 160 250 310 490 • At Peasley Canyon Way 5.7 140 230 290 450 . At 15th Street, N.W. 0.7 -- -- 40 -- 1400 cfs discharge from pump Station coincides with peak flows in Green River. 2Decrease in discharges due to P-1 pumping plant pumping 300 cfs into Green River during flood stages.. • r . ,.* • t • Op TABLE 1 - SUMMARY OF DISCHARGES (Cont'd) - 1?eak-Di�scbar--ges- =cf s)- - - D ra�*�agP_Ar--ea -- - -- - -- Flooding Source and Location (sq. miles) 10-Year 50-Year 100-Year 500-Year Big Soos Creek At USGS gage 12-112600 66.7 1,130 1,440 1,550 1,790 Below Covington Creek confluence 49.4 870 1,110 1,190 1,380 Above Covington Creek cofnluence 31.2 580 740 800 920 Above Jenkins Creek confluence 13.5 270 350 390 450 Above Little Soos Creek confluence 9.3 200 250 280 320 At S.E. 244th Street 7.1 150 200 220 260 - At S.E.- 208th Street 4.5 100 130 150 170 White River At Pacific and Auburn 440.0 15,870 17,600 18,370 20,700 Sammamish River At mouth. 240.0 2,300 3,300 4,300 5,600 At Redmond (downstream of Bear Creek) 144.0 1,740 2,480 2,830 3,820 •,+ Swamp Creek At USGS gage 12-127100 23.1 600 810 910 1,160 At tributary confluence downstream of 73rd Avenue N.E. 21.9 570 770 870 1,110 At N.E. 205th Street 20.9 550 740 830 1,060 North Creek Near Bothell (USGS gage No. 12-1260) 24.6 454 581 634 757 Little Bear Creek Above Sammamish River confluence 15.6 3201 4501 5001 5701 Above SR-202 15.5 . 340 490 570 750 At Highway 522 14.7 330 480 550 740 At N.E. 205th Street 13.6 310 450 520 700 TABLE 1 - SUMMARY OF DISCHARGES (Cont'd) Drainage Area Peak Discharges (cfs) Flooding Source and Location (sq. miles) 10-Year 50-Year 100-Year 500-Year Bear Creek At State Route 202 49.8 1,060 1,365 1,535 2,000 Above Evans Creek confluence 33.6 774 996 1,121 1,460 At River Mile 2.4 32.2 742 956 1,075 1,400 At N.E. 95th Street 30.1 710 915 1,028 1,340 At River Mile 3.5 29.3 689 887 998 1,300 Above Cottage Lake Creek confluence 14.7 320 460 520 690 Above Seidal Creek confluence 11.6 260 380 430 570 15 feet downstream of N.E. 145th Street 11.2 250 360 410 550 Above Struve Creek confluence 8.7 200 290 330 450 Above tributary confluence 3,200 feet upstream of N.E. 148th Street 8.0 190 270 310 410 1,500 feet downstream of co Woodinville-Duvall Road 7.4 180 250 290 390 At Woodinville-Duvall Road 5.8 140 200 230 310 Evans Creek Above Bear Creek confluence (including Bear Creek split- flow return) __1 314 476 581 905 At River Mile 0.4 15.3 280 360 400 496 Near Redmond, at R.M.O. 8 13.0 280 360 400 496 Issaquah Creek At mouth 55.0 2,580 3,980 4,700 6,700 At USGS gage 12-121000 27.0 1,300 2,050 2,430 3,500 Above West Fork Tributary confluence 21.8 1,080 1,700 2,020 2,910 At Cedar Greve-Road 20.5 1,020 1,610 1,910 2,750 1,500 feet downstream of 252nd Avenue S.E. 17.5 880 1,400 1,670 2,400 1Not applicable • 0 W J P - TABLE 1 - SUMMARY OF DISCHARGES (Cont'd) — --- — Drainage-Area= _ - --_- Peak D scharges(cf-s) Flooding Source and Location (sq. miles) 10-Year 50-Year 100-Year 500-Year North Fork Issaquah Creek At mouth 4.8 176 269 315 445- At mouth (including overtopping from Issaquah Creek) 4.8 176 489 835 1, 995 East Fork Issaquah Creek At mouth 9.5 440 725 850 1, 100 West Fork Issaquah Creek Above Issaquah Creek confluence 4.9 290 460 550 790 2,900 feet upstream of 229th Drive S.E. 4.7 270 440 530 770 Above tributary confluence near 208th Avenue S.E. 1.5 100 160 200 280 Holder Creek Above confluence with Carey Creek 7.5 420 660 800 1,150 Tibbetts Creek w At mouth 3.9 220 355 425 600 May Creek At USGS gage 12-119600 12.7 480 800 870 1, 020 At Coal Creek Parkway 8.9 350 580 640 750 At 146th Avenue S.E. 7.7 310 520 560 660 At 148th Avenue S.E. 6.9 280 470 510 600 At 164th Avenue S.E. 4.8 200 340 370 440 At S.E. Renton-Issaquah Road 2.9 130 220 240 280 At S.E. May Valley Road 1.2 59 100 110 130 At S.E. 109th Place 0.9 46 78 87 100 May Creek Tributary Above confluence with May Creek 1.5 72 120 140 160 Vasa Creek At mouth 1.37 55 81 93 123 At cross section R 0.53 24 38 44 60 TABLE 1 - SUMMARY OF DISCHARGES (Cont 'd) Drainage Area Peak Discharges (cfs) Cedar River At USGS gage 12-119000 186.0 5,460 7,580 8,530 10,900 Mercer Creek (Including both main and right channel) At mouth 17.79 490 628 686 819 At confluence with Kelsey and Richards Creeks 13.75 393 510 560 675 Richards Creek At mouth 3.63 122 170 191 241 At Interstate Highway 90 1.11 44 65 75 99 At S.E. Newport Way 0.80 33 50 58 78 Richards Creek West Tributary At mouth 0.91 37 55 64 85 o Richards Creek East Tributary Approximately 325 feet upstream of S.E. 26th Street' 0.06 4 36 47 81 Kelsey Creek At mouth 10.10 301 398 439 536 At 140th Avenue N.E. 6.69 211 285 317 393 At Lake Hills Boulevard 2.25 84 121 138 179 West Tributary Kelsey Creek At mouth 1.75 64 92 104 135 At upstream confluence of East Branch 0.34 • 16 25 29 41 East Branch of West Tributary (Kelsey Creek) At mouth - 0.92 37 56 . 64 86 'Includes overflow from Richards Creek for 50-, 100-, and 500-year discharges i c TABLE 1 - SUMMARY OF DISCHARGES (Cont'd) ----- --- - - - --- --- -- -- Flooding Source and Location (sg. miles) 10-Year 50-Year 100-Year 500-Year North Branch Mercer Creek (North Valley Creek) At mouth 3.10 111 , 157 177 . 227 N.E. 40th Street 1.12 46 69 79 106 Thornton Creek • Above mouth at Lake Washington 12.1 190 290 390 670 At N.E. 93rd Street - 11.7 - - 150 230 - 330 - 590-- - At 45th Avenue N.E. 11.5 140 210 310 560 At N.E. 105th Street 11.1 110 170 260 490 At diversion weir to downstream channel 11.0 100 160 250 480 At diversion to Lake Washington -- 210 330 340 350 Below confluence of North and - South Fork Thornton Creeks 10.9 310 490 590 830 North Fork Thornton Creek Above South Fork Thornton Creek confluence 7.2 160 270 ' 320 470 Below tributary confluence downstream of N.E. 115th Street 6.8 140 230 280 410 At N.E. 115th Street and 35th Avenue N.E. ' 5.6 90 150 180 270 At N.E. 125th Street 5.2 67 120 150 240 At 15th Avenue N.E. 4.2 42 82 110 170 At Interstate Highway 5 3.7 32 65 84 140 South Fork Thorton Creek At 35th Avenue N.E. and N.E. 105th Street 3.8 150 230 270 380 At 30th Avenue N.E. 1.6. 140 210 -250 350 At_Lake__City Way 3.2 120 180 210 300 • - --- - --- -- - ----- At N-.E.__107_t-h_St-reet 2.1 , 72 110 130 180 . At N.E. 105th Street and 8th Avenue N.E. 1.4 50 75 89 120 TABLE 1 - SUMMARY OF DISCHARGES (Cont'd) Drainage Area Peak Discharges (cfs) Flooding Source and Location (sq. miles) 10-Year 50-Year 100-Year 500-Year McAleer Creek At mouth 7.80 215 278 304 364 Coal Creek At mouth 7.31 228 306 340 420 At Interstate Highway 405 6.76 213 287 320 396 Coal Creek Tributary (Newport Creek) At mouth 0.31 ' 14 71 25 35 • Forbes Creek At mouth 3.7 150 180 220 260 Lyon Creek At mouth 3.67 147 177 188 214 Yarrow Creek At mouth 2.2 -- -- 126 -- th iv At unnamed drainageway in Central Business District 1.5 -- -- 339 -- At N.E. 40th Street 0.73 29 44 41 68 Meydenbauer Creek At mouth 1.26 44 63 72 93 At S.E. 6th Street 0.19 9 14 16 22 North Fork Meydenbauer Creek At 102nd Avenue S.E. 0.93 34 49 56 74 South Fork Skykomish River At Index gage 355.0 44,300 65,200 74,700 98,500 At Baring 336.0 42,300 62,200 71,300 94,000 Just upstream of Miller Creek 245.0 32,200 47,400 54,300 71, 600 Just upstream of Beckler River 139.0 12, 600 19, 400 22, 800 31,700 Maloney Creek At Skykomish 3.8 750 980 1, 130 1,380 w it 6 . ♦ ' TABLE 1 - SUMMARY OF DISCHARGES Dr=ar--Wage-Area-- -- -----Pia=k=DachargeL=-c=f--s- - Flooding Source and Location (sq. miles) 10-Year 50-Year 100-Year 500-Year Miller Creek. At mouth 8.1 383 575 670 1,050 At sewage treatment plant --1 278 415 479 785 At confluence with Lake Burien Tributary --1 239 364 429 --1 Below 1st Avenue __1 159 245 293 475 Below State Highway 509 --1 _ 151 23.5 • 275 450 At confluence with Lake Lora Tributary --1 109 176 211 --1 At Lake Reba outflow __1 90 150 177 310 u, Walker Creek L4 Above confluence with Miller Creek 1.5 281 400 461 605 Tolt River 300 feet above confluence with Snoqualmie River 101.0 10,000 14,000 16,000 20,000 Des Moines Creek Below Marine View Drive South 5.8 400 600 702 945 Longfellow Creek At S.W. Brandon Street 2.7 170 310 380 520 At 26th Street S.W. 2.5 160 290 350 480 At S.W. Juneau Street 2.2 140 250 310 420 At 25th Avenue S.W. 2.1 130 240 290 400 At S.W. Willow Street 2.0 120 230 280 380 At S.W. Myrtle Street 1.4 84 150 180 250 At S.W. Webster Street (Detention basin outflow) 1.2. 76 130 150 220 At S.W. Holden Street 1.1-: 74 120 140 200 'Data not available. - --- - - ------- -- - --- • Drainage Area Peak Discharges (cfs) Flooding Source and Location (sq. miles) 10-Year 50-Year 100-Year 500-Year Rolling Hills Creek At Highway 405 culvert entrance near Highway 167 1.2 721 861 911 __2 Below east storm drain confluence 600 feet upstream of Highway 405 1.2 77 110 130 __2 Unnamed Drainageway In the central business district in the City of Kirkland 1.5 __2 __2 339 -_2 L 1Downstream decrease in discharge results from routing effects of hydraulic structures 2Data not available McAleer Creek passes through 10 significant hydraulic structures tie private culvert, and numerous private bridges. Lyon Cree asses through 12 significant hydraulic structures. Each of thelsel tructures was rated for hydraulic capacity by applying standard ydraulic calculations and hydraulic nomographs (References 53, 54, 5, and 56). The water-surface elevations for a portion of the upper Green River \alley were computed using the COE G3722110 Water Surface Profiles omputer program (Reference 57). 1 e water-surface elevations of floods of the selected recurrence 'ntervals on the remaining streams studied by detailed methods were omputed using the COE HEC-2 step-backwater computer program Reference 58). # - he starting water-surface elevations for the Snoqualmie River and orth, South, and Middle Forks Snoqualmie River, Sammamish River, ibbetts Creek, and Green River were developed using the slope-ar,ea. method or were developed from hydraulic rating data. For the most downstream portion of the Green River, the starting water-surface levation was based on previous studies. The starting water- urface elevation of 6.6 feet, which lies below the highest stimated tide and above the mean high water elevation, was calculated by the COE with the coordination of FEMA Region X. Starting water-surface elevations for Raging, Cedar, and South Fork kykomish Rivers, and Big Soos, Swamp, Issaquah, West Fork ssaquah, Thornton, Longfellow, Forbes, Yarrow and Maloney Creeks ere determined using normal depth from slope-area methods. tarting water-surface elevations for Rolling Hills Creek and May reek were determined to be critical depth. Starting water-surface levations for May Creek Tributary were the corresponding ecurrence interval event water-surface elevations in the main stem t the point of confluence with the tributary. he starting water-surface elevations for Bear and Evans Creeks are Y oincident with the elevations at the confluences of the Sammamish iver and Bear Creek, respectively. Starting water-surface elevations for the White River were taken from the COE computer printout and flood profile prepared in 1974 ( eference 40). e starting water-surface elevation for Lyon Creek and McAleer C eek was the maximum control elevation of Lake Washington, which is 15 feet. The starting water-surface elevation for North Creek at its mouth w' s the 10-year flood elevation from the Sammamish River. 55 Starting water-surface elevations for Little Bear Creek were based on a coincident 25-year recurrence interval Sammamish River flood stage, as was estimated to occur for the January 1986 ' flooding event. The starting water-surface elevation for Mill Creek (Auburn) was based on computed Green River backwater elevations at the Mill Creek outlet using mean monthly Green River flow data for December and January. The starting water-surface elevation on Mill Creek (Kent) was obtained from the Springbrook Creek flood profile. Starting water-surface elevations for the flood profiles for Miller Creek and Walker Creek were taken from the hydraulic study of Puget Sound. Starting elevations for the flood profiles for Des Moines Creek were taken using the 10-year elevation computed for Puget Sound. For the coastal area studied by detailed methods, the effects of high tidal levels and wave runup were combined to determine the maximum flood elevations above the NGVD of 1929 datum. Wave prediction and wave runup calculations were performed by methods prescribed in the COE Shore Protection Manual (Reference 59). Starting water-surface elevations for Mercer, Right Channel Mercer, Meydenbauer, North Fork Meydenbauer, Coal, Vasa, Richards, East Tributary Richards, West Tributary Richards, Kelsey, West Tributary Kelsey, East Branch of West Tributary Kelsey, and North Branch Mercer Creeks were computed from: 1. Frequency analysis of lake elevations 2. Profile conveyance of downstream cross sections 3. Culvert ratings where an approach section was th section farthest downstream The starting water-surface elevations for the Black Riv r, North and East Forks Issaquah Creek, and North and South Forks Thornton Creek are coincident with the elevations at the confluences of the Green River, Issaquah Creek, and Thornton Creek, respective y. For the Green River, analyses were performed in accordance with FEMA's levee policy. In accordance with those guidelines, two backwater profiles were computed for the reach under study, one for flows confined to the levee system, and a second for the condition of complete levee systems assumed removed for analysis, whre levee system freeboard is less than minimum FEMA standards. Th general freeboard standard of 3.0 . feet for consideration of levee flood protection was lowered by FEMA for the Green River to .0 feet based on COE review and recommendations, at the 'request of King County (Reference 60). Based on the computed with levees water- surface profiles and surveyed cross section and levee profile data, a total of approximately .5.7 river miles of levees were i•entified as having. less than 2.0 feet of freeboard at some locations along a particular levee system. 56 n Little Bear Creek, high water marks for the January 1986 event were used to calculate flows through culverts and to reduce flows at , overbank breakout points, from upstream of the SR 202 culvert downstream to the Sammamish River confluence. The HEC-2 steps backwater model was calibrated to these conditions. A range of lows were input to the model to develop rating curves for the tructures and overflow weirs.. The recurrence flows, derived from he hydrologic analyses, were modified to reflect the overflow onditions from review of the rating curves. Sheetflow and ponding aused by the channel overflow was approximated from photographs, topographic mars, high water marks, and local accounts of flooding xtent and depths. e maximum water-surface elevation of the P1 storage pond , in • enton was determined by routing the hydrograph through the storage and and pumping station by using the storage-elevation elationship for the pond and the pumping station's firm capacity • f 875 cfs as the maximum discharge. The 10-year water-surface Profile for Springbrook Creek was started at normal depth because ' ormal depth was greater than 3.5 feet NGVD, which is the maximum.. ater-surface elevation of the P1 storage pond under standard perating procedures. The peak 10-year flow into the storage pond 's less than the maximum pumping rate and, therefore, no rise in he water-surface elevation of the storage pond should occur during he 10 year event. Two conditions were considered for each of the 50- and 100-year events. The first consisted of modeling the ffects on the Springbrook Creek study reach of the computed aximum water-surface elevation that may be reached in the storage Mond (the starting water-surface elevation) coincident with the low that would be discharged from Springbrook Creek at that time tep in the inflow runoff hydrograph. The second condition ;of nalysis consisted of modeling the effects, of Springbrook Creek eak inflows for the recurrence interval event under consideration; with a starting water-surface elevation of the higher of normal depth, or the coincident elevation of the storage pond at the time of the peak inflow. For each recurrence interval, the higher ater-surface elevation resulting from each of those analysis onditions at the study reach cross sections was used for final lood profile determination. y he COE regulates the water level of Lake Washington at the iram M. Chittenden Locks on the Lake Washington Ship Canal. The ake level is drawn down during the winter months and is typically egulated at elevation 13.2 NGVD for that period. n the summer months, the lake level is raised to an elevation of 5.0 feet NGVD. That elevation exceeds the normal depth water - 1urface elevation determined at the mouth of the Cedar River for the 10-, 50-, and 100-year recurrence interval flows. Therefore, i he flood profiles for the Cedar River includes the backwater mpact from Lake Washington until the profile that was started ;at ormal depth exceeds the 15.0-foot elevation for the 100-year ecurrence interval event at the first cross section, with lake .ackwater shown for the lesser recurrence intervals. 57 For the coastal areas studied by detailed methods near De Moines> and Normandy Park,, the effects of high tidal levels and wape runup were combined to determine the. maximum. flood elevations) Wave prediction and wave: runup calculations were performed by methods; prescribed in the. COE Shore Protection Manual (Reference ,9) and; wave runup elevations for the 10-,, 5.0-,- 100-, and 50.0-year conditions for Puget Sound north of and outside the breakwater o.f Des: Moines Marina, and the 100year condition for unprotected areas; south of Des Moines Marina are shown in Table 2,, "Summary of Elevations-.." Table 2 - Summary of Elevations Flooding Source and Elevation in Feet (NGVD) I Location 10-Year 50.-Year 100-Year 500-Year Puget Sound Area from northwest corporate limits, of Normandy, Park to. confluence with Miller Creek 10..2 13.5 16.3: 16.7 Area from confluence with: Miller Creek to: vicinity of. Shorebro.ok Drive. 8.3 8.9 9.1 9..5 Area: from vicinity of Shor.ebrook Drive- to vicinity of SW.: Shor.emont, Avenue 10.2 13.5 16...3 16.7 Area from; vicinity of SW Shoremont. Avenue to just south o'f' Normandy Park Creek 8.6 9.6; 10..1 10.5 Area from just: south; of Normandy Park. Creek to vicinity of. SW: 201st. Street. extended 101..2 13`.5 1.6..3 16.7 Area from. vicinity- of. SW 20.1st ' Street extended t.o vicinity of SW' 202nd Street extended 8.3 8.9 9.1 9.5: Area from vicinity of SW. 202nd- _ Street extended: to vicinity of SW 203rd. Street. extended 8:.:6- 9`..6 10:.1 1-0..5 Area from vicinity of: SW 203.rd. Street extended to vicinity of SW 207th Street extended 10.2 13.5 16.1 16.7 • 58 1 Table 2 - Summary of Elevations (Cont'd) Flooding Source and Elevation in Feet (NGVD) Location 10-Year 50-Year 100-Year 500-Year Jilt-ea in the vicinity of SW 07th Street extended 8.6 9.6 10.1 10.35 Are from vicinity of SW 207th Plade extended to Normandy Park- Des Moines corporate limits 10.2 13.5 16.3 16.7 Unp otected Area North of Des Moines Marina and • Area Outside the Breakwater 10.2 13.5 16.3 16.7 Protected Area Within the Breakwater and Area Shadowed by the Breakwater 8.3 8.9 9.1 9.5 II Unprotected Area South of Des Moines Marina 8.3 8.9 9.1/12.71 9.5 Lake Sammamish 29.0 31.3 32.5 34.0 1Stiljwater Elevation/Wave Runup Elevation Areas of coastline subject to wave attack are referred to as coastal high hazard zones. Factors considered in determining wave runup included length of fetch, sustained wind velocities, coastal water depths, land slopes, and other physical features of the coastline that could appreciably affect wave propagation. Much of the coastline along Des Moines is protected by a breakwater that extends north and south along the coast to protect the Des Moines Marina. The area west of this breakwater and the unprotected area north and south of the breakwater have been designated coastal high hazard zones. The unprotected sections of the coastline are subject to wave attack generated by high winds from a southwest direction across Puget Sound. The remaining coastal areas inland from the breaking waves, subject only to .wave runup, and areas sheltered by the breakwater are not exposed to severe wave attack and have not been designated as part of a coastal high hazard zone. Elevations on Lake Sammamish for the various frequency floods are controlled by the COE Lake Sammamish outlet project built in 1966. This project consists of a low weir designed to maintain the lake elevation at 29.0 feet for the 10-year flood. The elevations for the 50-, 100-, and 500-year floods were computed by routing techniques through the lake. Elevations for floods for the selected recurrence intervals are also presented in Table 2. 59 • Channel and overbank roughness factors (Manning's "n") used in the hydraulic computations were chosen by engineering judgment and were based on field observations of the stream and floodplain areas, and hydraulic calibration of flood profiles to available high water mark data. The range of channel and overbank "n" values for the various flooding sources are listed in Table 3. Table 3 - Manning's "n" Values Stream Channel "n" Range Overbank "n" Range Snoqualmie River (Main Stem and Forks) 0.028-0.058 0.040-0.170 Raging River 0.035-0.080 0.050-01090 Green River 0.020-0.055 0.060-01300 ' Black River/Springbrook Creek 0.011-0.050 0.050-0.150 Mill Creek (Auburn) 0.012-0.090 0.045-01095 Mill Creek (Kent) 0.012-0.041 0.050-01120 Big Soos Creek 0.024-0.090 0.040-01150 . White River 0.027-0.057 0.040-01085 Sammamish River 0.026-0.057 0.040-01140 Swamp Creek 0.045-0.085 0.050-0;120 North Creek 0.030-0.055 0.050-01100 Little Bear Creek 0.012-0.080 0.016-0;150 Bear Creek 0.040-0.100 0.060-0 300 Evans Creek 0.039-0.063 0.056-0,135 Issaquah Creek 0.030-0.055 0.020-0.120 North Fork Issaquah Creek 0.026-0.055 0.070-0;120 West Fork Issaquah Creek 0.024-0.050 0.035-0;120 East Fork Issaquah Creek 0.050 0.130 Holder Creek 0.030-0.055 . 0.020-0.120 Tibbetts Creek 0.027-0.055 0.080-0;130 May Creek 0.030-0.090 0.055-0:150 May Creek Tributary 0.040 0.070 Vasa Creek 0.035-0.042 0.055-0.075 Cedar River 0.020-0.055 . 0.033-0150 Mercer Creek 0.035-0.042 0.055-0 075 Right Channel Mercer Creek 0.035-0.042 0.055-0.075 Richards Creek 0.035-0.042 0.055-0:075 Richards Creek West Tributary 0.035-0.042 0.055-0:075 Richards Creek East Tributary 0.035-0.042 0.055-0.075 Kelsey Creek 0.035-0.042 0.055-0:075 West Tributary Kelsey Creek 0.035-0.042 0.055-0.075 East -Branch of West Tributary Kelsey Creek 0.035-0.042 0.055-0.075 North Branch Mercer Creek 0.035-0.042 0.055-0:075 Thornton Creek 0.012-0.045 0.028-0.120 North Fork Thornton Creek 0.012-0.045 0.028-0:120 South Fork Thornton Creek 0.012-0.045 0.028-0:120 McAleer Creek 0.025-0.050 0.013-0:080 Coal Creek 0.035-0.042 0.055-0:075 60 Table, 3 - Manning's s "n" Values (Cont'd) Stream Channel "n" Range Overbank "n" Range Forbes Creek 0.045 0.050 Lyon Creek 0.025 0.050 Yarrow Creek 0.045 0.150 Meydenbauer Creek 0.035-0.042 0.055-0.075 North Fork Meydenbauer Creek 0.035-0.042 ' 0.055-0.075 Tolt River 0.015-0.600 0.035-0.600 1 South Fork Skykomish River 0.038-0.048 0.080-0.120 Maloney Creek ' 0.037-0.055 0.050-0.100 Miller Creek i 0.040-0.050 0.060-0.120 1 Walker Creek ; 0.050 0.060-0.120 Des Moines Creek 0.030-0.040 0.050-0.100 ' j Longfellow Creek 0.025-0.065 0.065-0.070 Rolling Hills Creek 0.025-0.040 0.020-0.060 Flood profiles! were computed to an accuracy of approximately. .1.0 foot for floods of the selected recurrence intervals and are s'hown- in Exhibit 1. The degree of accuracy of the water-surface profiles is limited to !1.0 foot by the location and accuracy of the cross sections, the extent of the various energy losses of the system, and the general limitations of backwater calculations. : The accuracy of 1.0 foot is consistent with the accuracy of predicted peak discharges and the knowledge that unpredictable events during actual floods : will likely cause deviations from the .predicted profile. , Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles (Exhibit 1). For stream segments for which a floodway was computed (see Section 4.2), selected cross section locations are also shown on the Flood Insurance Rate Maps (Exhibit 2). I For streams studied by approximate methods, the 100-year flood- plains were approximated by field inspections and observationsi and by normal depth calculation using estimated 100-year recurrence I interval floodflows and approximate cross sections taken from field investigations Cr from topographic maps, where available. Computed depth from minimum channel elevation and average floodflow velocity are shown on the maps. . The hydraulic analyses for this study were based on unobstructed flow. The flood elevations shown on the profiles are thus considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail. All elevations ! are referenced to the NCVD of 1929. Elevation reference marks used in this study are shown on the maps; the description of the marks are presented in Elevation Reference Marks (Exhibit 3). , 61 . 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS The NFIP encourages state and local governments to dopt sound floodplain management programs. Therefore, each Flood Insurance Study provides 100-year flood elevations and delineations of the 100- and 500- year _floodplain boundaries and 100-year floodway to assist communities and counties in developing floodplain management measures. 4.1 Floodplain Boundaries To provide a national standard without regional discrimination, the 1 percent annual chance (100-year) flood has been adopted by FEMA as the base flood for floodplain management purposes. The 0.2 percent annual chance (500-year) flood is employed to indicate additional areas of flood risk in the community. For each stream studied by detailed methods, the 100- and 500-year floodplain boundaries have been delineated using the flood elevations determined at each cross section. Between cross sections, the boundaries were interpolated. using topographic maps at scales of 1:240, 1:1,200, 1:2,400, 1:4,800, and 1:6,000, with contour intervals of 1, 2, 4, 5, and 10 feet (References 46 and 63 to 78). The 100- and 500-year floodplain boundaries are shown on the Flood Insurance Rate Map (Exhibit 2). On this map, tit 100-year floodplain boundary corresponds to the boundary of th areas of special flood hazards (Zones A, AE, AH, AO and VE); and the 500- year floodplain boundary corresponds to the boundary of areas of moderate flood hazards. In cases where the 100- and 500-year floodplain boundaries are close together, only the 100-year floodplain boundary has been shown. Small areas within the floodplain boundaries may lie above the flood elevations but cannot be shown due to limitations of the map scale and/or lack of detailed topographic data. For the streams studied by approximate methods, only t e 100-year floodplain boundary is shown on the Flood Insurance Rate Map (Exhibit 2). Approximate 100-year floodplain boundaries in some portilns of the study area were taken directly from Flood Hazard- Boundary Maps (References 79 to 89), or Flood Insurance Rate Maps. (References 90 4 and 91). 4.2 Floodways Encroachment on floodplains, such as structures and fill, reduces flood-carrying capacity, increases flood heights and velocities, and increases flood hazards in areas beyond the encroachment. One aspect of floodplain management involves balancing th4 economic gain from floodplain development against the resulting i crease in flood hazard. For purposes of the NFIP, a floodway is used as a tool to assist local communities in this aspect of floodplain 62 • management. Under this concept, the area of the 100=y ar floodplain is divided into a floodway and a floodway fringe. The floodway is the channel of a stream, plus any adjacent floodplain areas, that must be kept free of encroachment so that the 100=year flood can be carried without substantial increases in flood heights. Minimum Federal standards limit such increases to 1.0 foot, provided that hazardous velocities are not produced. The floodways in this study are presented to local agencies as a minimum basis for additional floodway studies. The floodways, presented in this study were computed for certain stream segments on the basis of equal conveyance reduction from each side of the floodplain. Floodways widths. were computed at cross sections. Between cross sections, the floodway boundaries were interpolated. The results of the floodway computations are tabulated at selected cross sections (Table 4). In cases where the floodway and 100-year floodplain boundaries are either close together or collinear, only the floodway boundary has been shown. The area between the floodway and 100-year floodplain boundaries is .. termed the floodway fringe. The -floodway fringe encompasses the portion of the floodplain that could be completely obstructed without increasing the water-surface elevation of the 100-year flood more than 1.0 foot at any point. Typical relationships between the floodway and the floodway fringe and their significance to floodplain development are shown Figure 2. [ 100-YEAR FLOODPLAIN FLOODWAY FLOODWAY L FLOODWAY_Ii. FRINGE FRINGE STREAM CHANNEL FLOOD ELEVATION WHEN CONFINED WITHIN FLOODWAY ENCROACHMENT ENCROACHMENT C ..............�.................. � __- • SURCHARGE' • • AREA OF FLOODPLAIN THAT COULD BE USED ` FLOOD ELEVATION BEFORE - FOR DEVELOPMENT BY RAISING GROUND ENCROACHMENT ON FLOODPLAIN LINE AAB IS THE FLOOD ELEVATION BEFORE ENCROACHMENT. LINE CD IS THE FLOOD ELEVATION,AFTER ENCROACHMENT. *SURCHARGE IS NOT TO EXCEED 1.0 FOOT(FIA REQUIREMENT)OR LESSER AMOUNT IF SPECIFIED BY STATE. Figure 2. Floodway Schematic 63 • • FLOODING SOURCE FLOODWAY BASE FLOOD , WATER SURFACE ELEVATION CROSS SECTION I DISTANCE SECTION MEAN VELOCITY RC-LUr=A-tORY- WITHOUT I WITH WIDTH - FLOUDWAY hLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Snoqualmie River A 6.50 4,762 48,310 1.8 43.0 43.0 43.8 0.8 B 9.80 3,273 25,877 3.4 44.7 44.7 45.5 0.8 C 11.40 3,366 28,797 2.3 46.4 46.4 47.3 0.9 D 14.70 2,646 16,553 3.1 49.4 49.4 50.2 0.8 E 16.65 3,151 27,176 2.5 51.5 51.5 52.4 0.9 F 18.80 4,453 26,323 3.7 54.0 54.0 54.9 0.9 G 19.90 3,014 25,071 2.8 55.2 55.2 56.1 0.9 H 21.15 1,467 20,888 2.5 56.0 56.0 57.0 1.0 I 24.30 1,044 11,930 4.8 68.6 68.6 69.2 0.6 J 25.10 1,577 18,355 3.7 74.7 74.7 75.1 0.4 K 26.90 4,678 55,633 3.1 77.1 77.1 77.7 0.6 L 28.55 4,330 44,702 1.9 77.7 77.7 78.3 0.6 M 30.70 4,451 35,057 2.7 79.5 79.5 80.2 0.7 N 33.10 3,581 27,294 2.7 82.0 82.0 82.9 0.9 O . 35.10 3,025 24,466 3.2 88.2 88.2 89.1 0.9 P 36.20 1,498 16,200 3.1 94.3 94.3 95.3 1.0 Q 36.80 1,564 17,259 4.7 - 99.0 99.0 99.7 0.7 R 38.60 415 7,007 4.3 108.5 108.5 108.9 0.4 S 40.00 320 3,795 15.5 126.1 126.1 126.1 0.0 T 40.42 283 4,593 17.4 413.0 413.0 413.0 0.0 U 40.66 568 9,384 8.5 419.3 419.3 - 419.3 0.0 ✓ 40.72 890 13,024 6.1 420.0 420.0 420.0 0.0 W 40.94 1,618 17,979 4.4 421.2 421.2 421.2 0.0 X 41.19 2,340 16,674 4.8 421.9 421.9 421.9 0.0 Y - 41.34 2,580 32,581 2.5 422.0 422.0 422.8 0.8 :1Miles Above Mouth TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA 4 AND INCORPORATED AREAS SNOQUALMIE RIVER • S . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCE' WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER -- -- ---- - - --- - --- -FEET) '- ---SECOND) ---- ---- --- -- - - - -(EEET--N$)/D)-------- -- -- ---- - - - -- Sunqualmie River (Cont'd) Z 41.68 4,430 55,821 1.4 422.4 422.4 422.4 0.0 AA 42.00 5,110 60,389 1.3 422.7 422.7 423.7 1.0 AB 42.19 5,356 49,249 1.6 422.9 422.9 423.9 1.0 AC 42.51 4,529 44,191 1.8 423.4 423.4 424.4 1.0 AD 42.80 4,120 53,662 1.5 423.7 423.7 424.7 1.0 AE 43.20 1,927 18,266 2.7 423.9 423.9 424.7 0.8 - AF 43.90 - 1,270 -- - 14.928 - - 4.0- -- --- -4-25.3 - - -- 42-5.3- -- ----426.-1 -- - 0.8 AG 44.70 3,600 20,589 2.4 426.7 426.7 427.6 0.9 1Mi1es Above Mouth -------- - - -- - - -- - - - -- - -------- - --- -- - A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY A _ A 1'A B I- 11 Y!'� !1 E KING COUNTY, WA 4 AND INCORPORATED AREAS SNOQUALMIE RIVER FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WI INCREASE CROSS SECTION DISTANCEI WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEETNGVD) Raging River A 200 436 1,130 6.6 95.5 81.72 82.72 1.0 B 698 308 807 9.2 96.5 90.72 91.72 1.0 C 1,607 522 1,481 5.0 101.0/101.6/100.53 98.94 99.94 1.0 D 2,183 476 1,075 6.9 104.2/104.4/102.13 102.04 103.04 1.0 E 2,667 164 926 8.0 108.8/110.6/108.83 108.84 108.84 0.0 F 3,000 242 835 8.9 111.0/111.1/111.43 111.04 111.04 0.0 C 3,519 87 653 11.4 114.0/115.8/114.93 113.84 114.84 1.0 H 3,935 116 693 10.7 118.5/118.8/118.13 118.24 118.74 0.5 I 4,447 122 891 8.3 122.3/122.2/122.63 122.34 122.74 0.4 J 5,117 135 695 10.7 127.7/127.9/127.93 127.64 127.9 0.3 K 5,498 134 751 9.9 132.3/132.2/132.13 132.24 132.24 0.0 L 5,868 95 571 13.0 135.9/135.9/136.03 135.94 135.94 0.0 M 6,372 105 742 10.0 142.0/142.0/141.93 141.94 141.94 0.0 N 6,824 92 576 12.9 146.8/146.8/146.73 146.74 146.74 0.0 O 7,388 77 575 12.9 155.5/155.5/155.63 155.54 155.54 0.0 P 7,720 97 623 11.9 159.9/159.9/159.93 159.94 159.94 0.0 Q 8,246 98 700 10.6 166.3 166.3 166.6 0.3 R 8,746 86 592 12.5 171.6 171.6 171.6 0.0 S 9,301 86 595 12.5 178.4 178.4 179.3 0.9 T 9,804 283 1,616 4.6 183.4 183.4 184.4 1.0 U 10,373 133 641 11.6 189.4 189.4 189.5 0.1 ✓ 10,697 113 657 11.3 193.0 193.0 193.9 0.9 W 11,106 122 1,332 5.6 204.0 204.0 204.4 0.4 X 11,594 97 648 11.4 205.9 205.9 206.1 0.2 Y 12,122 67 487 15.2 212.9 212.9 212.9 0.0 Z 12,723 140 858 8.6 223.3 223.3 223.3 0.0 'Feet Above Confluence With Snoqualmie River 2Elevations Computed Without Consideration of Influence from Snoqualmie River NAtAdWittd of LeftLevee/Riverward of Levees/Landward of Right Levee 4Elevations Computed Without Consideration of Levees A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L KING COUNTY, WA E 4 AND INCORPORATED AREAS RAGING RIVER a ' ► . FLOODING SOURCE FLOODWAY • BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY I WITHOUT I WITH I INCREASE CROSS SECTION DISTANCE' WIDTH AREA VELOCITY FLOODWAY FLOODWAY - (FEET)- --- =-(SQUARE- -- (FEET-PER -- FEET) SECOND) (FEET NGVD) Raging River (Cont'd) AA 13,162 81 516 14.4 230.6 230.6 230.6 0.0 AB 13,767 96. 821 9.0 242.8 242.8 242.8 0.0 AC 14,171 123 620 12.0 248.2 248.2 248.3 0.1 AD 14,636 119 1,099 6.3 258.6 258.6 258.7 0.1 AE 15,177 96 ' 658 10.6 261.9 261.9 262.2 0.3 AF 15,862 77 484 14.4 273.9 273.9 274.4 0.5 AG 16,532 90 663. 10.5 285.9 285.9 286.9 1:0 All 16,958 104 540 12.9 294.5 294.5 294.5 0.0 AI 17,808 177 747 9.3 313.4 313.4 313.5 0.1 AJ 18,647 95 650 10.7 326.1 326.1 326.1 0.0 AK 19,379 121 776 9.0 334.8 334.8 335.7 0.9 AL 20,267 84 595 11.7 346.4 346.4 347.4 1.0 AM 20,827 137 770 9.1 354.8 354.8 355.6 0.8 AN 21,506 97 - 631 11.0 363.2 363.2 364.2 1.0 . AO 22,376 103 705 9.9 374.6 374.6 375.6 1.0 AP 23,127 185 907 7.7 381.7 381.7 382.7 1.0 AQ 23,828 101 683 10.2 393.8 393.8 393.8 0.0 AR 24,406 100 564 12.4 400.9 400.9 401.1 0.2 AS 24,950 115 639 10.9 412.0 412.0 412.4 0.4 AT 25,526 133 816 8.5 420.0 420.0 420.0 0.0 AU 25,983 79 471 12.7 425.4 425.4 425.4 0.0 AV 26,586 272 '845 7.1 433.8 433.8 434.0 0.2 AW 27,197 150 666 9.0 440.8 440.8 441.1 0.3 AX 27,733 93 556 10.8 448.9 448.9 449.0 0.1 AY 28,479 168 789 7.6 459.1 459.1 459.5 0.4 AZ 28,950 87 459 ' 13.1 467.6 467.6 467.6 0.0 'Feet Above Confluence With Snoqualmie River t- FEDERAL EMERGENCY-MANAGEMENT--AGENCY - - •- - -- - A FLOODWAY DATA B L KING COUNTY, WA E • 4 AND INCORPORATED AREAS RAGING RIVER BASE FLOOD FLOODING SOURCE FLOODWAY WATER SURFACE ELEVATION • SECTION MEAN REGULATORY WITHOUT WITH I INCREASE FLOnDWaY - fLOODLVAY - (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NG!hv) Raging River • (Cont'd) BA 29,643 73 592 10.2 479.8 479.8 480.5 0.7 BB 30,343 137 586 10.3 489.6 489.6 490.5 0.9 BC 31,163 176 751 8.0 504.7 504.7 505.7 1.0 BD 31,933 291 730 8.2 514.1 514.1 515.0 0.9 BE 32,803 261 1,211 5.0 526.8 526.8 527.7 0.9 BF 33,643 162 656 9.2 536.1 536.1 536.2 0.1 BO 34,413 149 932 5.2 545.0 545.0 546.0 1.0 BH 35,233 123 470 10.4 554.9 554.9 554.9 0.0 BI 36,443 164 777 6.3 571.3 571.3 572.3 1.0 BJ 37,183 131 514 9.5 582.2 582.2 582.8 0.6 BK 38,043 78 592 8.2 595.3 595.3 595.8 0.5 . BL 38,643 105 454 10.7 605.0 605.0 605.0 0.0 BM 39,273 101 522 9.3 614.9 614.9 615.6 0.7 BN 39,473 113 625 7.8 618.7 618.7 619.2 0.5 BO 39,583 96 618 7.9 620.1 620.1 620.7 0.6 BP 40,003 80 450 10.8 625.7 625.7 625.7 0.0 BQ 40,663 97 604 8.1 634.7 634.7 635.6 0.9 BR 41,083 117 383 8.9 642.1 642.1 642.2 0.1 BS 41,283 212 766 4.4 646.1 646.1 647.1 1.0 BT 41,348 216 987 3.5 647.2 647.2 647.8 0.6 BU 42,043 84 313 10.9 654.2 654.2 654.2 0.0 BV 42,493 58 394' 8.6 663.3 663.3 664.2 0.9 BW 43,123 86 413 8.3 673.1 673.1 673.8 0.7 1Feet Above Confluence With Snoqualmie River TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L KING COUNTY, WA E 4 AND INCORPORATED AREAS RAGING RIVER • 4 f r . - FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION MEAN WITHOUT WITH CROSS SECTION DISTANCE 1 WIDTH SECTION AREA VELOCITY REGULATORY I FLOODWAY I FLOODWAY I INCREASE -(FEET)-=_ =(SQUARE-FEET)-AFEET-FER- - - - - --- - -- SECOND) - (FEET-NGVD) Middle Fork Snoqualmie Riv;r AH 45.06 1,720 18,757 1.7 427.2 427.2 427.3 0.1 AI 45.30 2,500 17,495 2.7 427.8 427.8 427.9 0.1 AJ 45.60 2,680 12,070 3.1 428.7 428.7 428.9 0.2 AK 45.90 1,920 5,165 4.3 431.3 431.3 431.6 0.3 AL 46.08 1,820 7,129 5.6 435.0 435.0 435.4 0.4 AM .46.25 2,040 7,032 5.6 438.4 438.4 438.9 0.5 AN 46.61 1,580 6,702 - 7.9 446.5 446.5 446.9 0.4 AO 46.89 1,910 6,316 5.8 453.1 453.1 453.5 0.4 • AP 47.10 2,110 6,738 5.6 457.9 457.9 458.4 0.5 AQ 47.25 2,170 10,373 4.1 461.7 461.7 462.2 0.5 AR 47.42 • 579 4,146 - 10.6 467.1 - 467.1 467.9 0.8 AS 47.52 617 5,366 8.2 470.8 470.8 471.8 1.0 AT 47.62 370 3,536 12.4 473.9 473.9 474.6 0.7 AU 47.70 505 3,978 11.0 477.5 477.5 478.4 0.9 AV 47.76 648 4,608 9.5 481.2 481.2 482.1 0.9 AW 47.80 442 3,997 11.0 482.3 . 482.3 483.3 1.0 AX 47.93 491 5,319 8.2 486.5 486.5 487.5 1.0 AY 48.04 , 281 3,216 13.6 489.0 , 489.0 489.7 0.7 AZ . 48.15 . 411 4,792. 9.1 493.9 493.9 494.8 0.9 BA 48.31 . 378 3,903 11.2 . 498.2 498.2 498.5 0.3 BB 48.45 732 5,608 7.8 503.3 503.3 503.7 0.4 BC 48.58 794 5,883 7.4 506.5 506.5 506.8 0.3 BD 48.71 507 4,052 . 10.8 510.3 510.3 510.4 0.1 BE 48.83 637 4,813 9.1 515.3 515.3 515.4 0.1 BF 48.95 676 5,576 7.9 518.7 518.7 519.3 0.6 1 Miles Above Mouth N FEDERAL_EMERGENCY_MANAGEMENT_AGENCY -- -- -- - -FLOODWAY DATA - - rn , KING COUNTY,WA AND INCORPORATED AREAS MIDDLE FORK SNOQUALMIE RIVER FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION , ._I.- CROSS SECTION DISTANCE WIDTH SECTION AREA VELOOCITY REGULATORYkivOirDWA11L0011;"WAY INCREASE (FEET) (SQUARE FEET) (FEET PER SECOND) (FEET NGVD) Middle Fork Snoqualmie Ri`.er (continued) BG 49.07 725 5,030 8.7 521.5 521.5 522.4 0.9 BH 49.18 234 2,781 15.8 524.9 524.9 525.8 0.9 BI 49.31 274 3,655 12.0 532.2 532.2 532.5 0.3 - 13J 49.44 295 3,720 11.8 536.1 536.1 536.3 0.2 i BK 49.56 350 3,140 13.9 540.9 540.9 540.9 0.0 . BL 49.65 225 2,638 16.6 546.3 546.3 546.3 4 0.0 BM 49.77 238 3,257 13.4 553.0 553.0 553.1 0.1. BN 49.87 278 3,592 12.2 556.2 556.2 556.6 0.4 BO 50.00 316 2,850 15.4 562.7 562.7 562.9 0.2 BP 50.12 • 251 3,612 12.1- 568.2 568.2 - 569.1 0.9 BQ 50.26 216 3,171 13.8 572.1 572.1 572.7 0.6 r BR 50.38 175 2,938 14.9 576.1 576.1 576.3 0.2 BS 50.62 351 3,508 12.5 585.6 585.6 586.5 0.9 BT 50.80 321 2,732 16.0 596.3 - 596.3 596.3 0.0 BU 51.03 • 202 2,790 -15.7 610.9 610.9 611.0 0.1 - BV 51.32 194 2,255 19.4 628.8 628.8 628.8 0.0 I• II 1 Miles Above Mouth - • L FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA •rn KING COUNTY, WA AND INCORPORATED AREAS MIDDLE FORK SNOQUALMIE RIVER 4. L - ; 4 . - 4 - BASE FLOOD FLOODING SOURCE FLOODWAY WATER SURFACE ELEVATION MWITH CROSS SECTION DISTANCE 1 WIDTH SECTION AREA VELOCITY REGULATORY I F ON IO WAY I FLOG WAY INCREASE _ _ (FEET) (SQUARE FEET) -(FEE-T_PER- T D SECOND) (FEE N-GV- )- 1._ I I North Fork Snoqualmie Rive- A 0.16 770 4,239 6.4 426.9 419.9 2 420.9 2 1.0 B 0.28 320 2,082 13.1 427.0 421.9 2 422.5 2 0.6 C 0.36 155 1,923 14.1 427.1 424.5 2 425.1 2 0.6 • D 0.48 550 5,299 5.1 428.6 428.6 428.8 0.2 E 0.64 1,300 9,056 • 3.0 429.2 429.2 430.1 0.9 F 0.74 1,100 8,352 3.3 429.7 429.7 430.7 1.0 G 0.84- - -- - - 800-- - -- 4-,769 5.7 430.3 430.3 431.2 0.9 j H 0.97 1,450 8,048 3.4 432.8 432.8 433.7 0.9 I 1.07 1,562 6,883 4.0 434.4 434.4 434.9 0.5 J 1.17 1,348 6,422 4.2 435.3 435.3 435.6 0.3 K • 1.22 1,082 3,654 • 7.4 436.1 • 436.1 436.2 0.1 • L 1.33 474 2,819 9.6 441.1 441.1 442.0 0.9 M 1.42 294 2,245 12.1 444.8 444.8 444.8 0.0 N 1.50 230 2,095 13.0 446.9 446.9 447.5 0.6 O 1.57 228 2,269 12.0 450.3 450.3 450.6 0.3 • P • 1.65 240 3,472 7.8 452.5 452.5 453.4 0.9 Q 1.72 202 1,664 16.3 455.2 455.2 455.2 0.0 1 R 1.78 280 2,734 •10.0 458.9 . •458.9 459.6. 0.7 1 S 1.86 " 295 2,344 11.6 460.9 460.9 461.6 0.7 • . T 1.93 234 1,987 13.7 463.2 463.2 463.7 0.5 U 2.01 227 1,944 14.0 466.5 466.5 466.8 0.3 . ✓ 2.10 268 2,442 11.1 470.3 470.3 471.2 0.9 W 2.16 267 2,280. 11.9 472.6 472.6 472.9 0.3 X 2.24 164 1,598 17.0 474.7 474.7 474.7 0.0 Y 2.32 190 1,959 13.9 479.3 479.3 479.4 0.1 Z 2.42 147 1,524 17.9 482.6 482.6 482.4 0.2 1 Miles Above Mouth 2 Elevations Computed Without Consideration of Backwater Effects from Middle Fork Snoqualmie River - -- --- --- --- - -- --- "'l FEDERAL EMERGENCY MANAGEMENT AGENCY - FLOODWAY DATA KING COUNTY,WA 4. AND INCORPORATED AREAS NORTH FORK SNOQUALMIE RIVER �. FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION CROSS SECTION DISTANCE• S WIDTH A AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) South Fork Snoqualmie River (With Levees) A 0.80 700 10,200 2.4 426.7 426.7 426.7 0.0 B 1.04 1,649 5,085 2.9 427.0 420.62 421.62 1.0 C 1.44 1,2613 5,4863 2.73 427.33 427.33 427.83 0.53 D 1.68 -- -- -- -- - -- -- E 1.82 3 _3 _3 __3 _3 __3 _3 F 1.89 _ 3 _ 3 _ 3 _ 3 _ 3 _ 3 _ 3 G 2.03 --3 _3 - 3 __3 __3 __3 __3 H 2.13 --3 _3 - 3 _ 3 - 3 _ 3 __3 I 2.26 __3 __3 - 3 _3 _ 3 __3 __3 J 2.35 __3 __3 __3 __3 _3 __3 __3 K 2.64 __3 __3 _ 3 __3 _3 - __3 __3 L 2.83 __3 __3 _3 _ 3 _3 _ 3 3 M 2.95 __3 _ 3 __3 __3 _3 - _3 __3 N 3.15 _ 3 _ 3 _ 3 __3 _ 3 a _ 3 3 O 3.36 _ 3 _3 _ 3 _ 3 _3 _3 _ 3 P 3.70 __3 _-3 _-3 _-3 _-3 __3 __3 1Miles Above Mouth 2Elevations Computed Without Consideration of Backwater Effect from Snoqualmie River 3F=loodway Computed-Without Consideration ofLeft Overbank Levee - A FEDERAL EMERGENCY MANAGEMENTAGENCY FLOODWAY DATA B L KING COUNTY, WA E 4 AND INCORPORATED AREAS SOUTH FORK SNOQUALMIE RIVER(WITH LEVEES) . ; t . . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION71 SECTION MEAN REGULATORY I fWIITHOUT I FL WITHODW I INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY (FEET) (SQUARE (FEET PER --- ---- -- - - -- -- --- ------- - - -=FEET- -SECOND) - --_---_ _-_ -=-- - (FEET NGVD)- South-Fork Snoqualmie River (Without Consid- eration of Left Overbank Levee) A 0.80 700 10,200 2.4 426.7 426.7 -426.7 0.0 B 1.04 1,649 5,085 2.9 427.0 - 420.62 421.62 1.0 C 1.44 1,261 5,486 2.7 427.3 427.3 427.8 0.5 D 1.68 1,312 4,771 3.1 428.6 428.6 429.4 0.8 E 1.82 1,318 4,996 3.0 429.6 429.6 430.6 1.0 F 1.89 965 3,974 3.8 429.9 429.9 430.9 1.0 C 2.03 1,100 1,573 9.5 432.1 432.1 432.1 0.0 . H 2.13 1,400 5,222 2.9 433:6 433.6 434.3 0.7 I 2.26 917 2,891 5.2 434.8 434.8 435.4 0.6 J 2.35 1,032 3,025 5.0 436.7 436.7 437.3 0.6 K 2.64 108 999 15.0 438.5 438.5 439.5 1.0 L 2.83 612 2,672 5.6 444.4 444.4 444.4 0.0 M 2.95 656 2,974 5.0 445.0 445.0 445.3 0.3 N 3.15 250 1,461 10.3 445.5 445.5 446.3 0.8 O 3.36 253 1,812 8.3 449.3 449.3 449.4 0.1 P 3.70 350 2,159 6.9 452.5 452.5 453.4 0.9 'Miles Above Mouth 2Elevations Computed Without Consideration of Backwater Effect from Snoqualmie River T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA E KING COUNTY, WA SOUTH FORK SNOQUALMIE RIVER(WITHOUT CONSIDERATION OF 4 AND INCORPORATED AREAS LEFT OVERBANK LEVEES) BASE FLOOD FLOODING SOURCE FLOODWAY WATER SURFACE ELEVATION -)t-tii N . NH AIJ HEGUCA1OHY- -1NLntASt CROSS SEC IION DIS I ANCEI WID111 AHFA VI OCITY FLOODWAY FLOODWAY OM)1) (SQUARE (I FEI PER ILEE) SECOND) (FEET NGVD) Green River (Without Levees) A • 3.90 450 9,977 1.2 8.2 8.2 8.2 0.0 B 4.38 443 8,939 1.3 8.3 8.3 • 8.3 0.0 C 4.80 500 • 9,357 1.3 8.3 8.3 8.3 0.0 D 5.21 800 13,904 0.9 8.3 8.3 8.3 0.0 E 5.42 .400 4,953 2.4 8.3 8.3 8.3 0.0 F 5.68 260 3,626 3.3 8.5 8.5 8.5 . 0.0 G 5.98 290 4,571 2.6 8.7 8.7 8.7 0.0 II 6.20 400 4,679 2.6 8.8 8.8 8.8 0.0 I • 6.25 200 2,726 . 4.4 8.8 8.8 8.8 0.0 J 7.62 213 2,432 5.3 9.9 9.9 9.9 0.0 K 8.12 250 2,668 4.8 11.4 11.4 11.4 0.0 L 8.47 290 . 3,555 3.6 12.3 12.3 12.3 0.0 - M 8.86 190 2,464 5.2 13.0 13.0 13.0 0.0 N 8.97 186 2,363 5.4 13.3 13.3 13.3 0.0 O 9.06 165 2,051 6.2 13.5 13.5 , 13.5 0.0 P 9.24 188 2,883 4.4 '14.2 14.2 14.2 0.0 Q 9.48 134 • 2,645 4.8 14.4 14.4 . 14.5 0.1 R 10.63 176 2,654 4.8 17.5 17.5 17.6 0.1 S 10.79 163 3,247 3.9 18.1 18.1 18.2 0.1 T 10.87 163 2,735 4.7 18.3 18.3 18.4 0.1 U 10.92 216 3,576 3.6 18.6 18.6 18.8 0.2 V 11.18 150 2,571 4.7 . 19.4 19.4 19.5 0.1 W 11.48 140 2,576 4.7 20.0 20.0 20.2 0.2 X 11.68 180 2,884' 4.2 20.3 20.3 20.6 0.3 Y 11.83 175 2,568 4.7 20.6 20.6 21.0 0.4 1Miles Above Mouth A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B /'ip E KING COUNTY, WA . 4 AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES) . .. q._ A ,ron.........11rf '�...4. �.I�iw t 4 4 • • FLOODING SOURCE FLOODWAY BASE FLOOD • WATER SURFACE ELEVATION WITHOUT MEA REGULATORY WITH INCREASE CROSS SECTION DISTANCE' WIDTH SECTION AREAN VELOCITY FLOODWAY I FLOODWAY (FEET) (SQUARE (FEET PER -- ---= --- FEET) __ -- --SECOND)- - - - - - __ - -__-(FEET-NGVD) - - - --- _ ---- ---- Green River (Without Levees) Cont'd Z 12.02 180 3,082 3.9 21.1 21.1 21.5 0.4 AA 12.23 215 3,701 3.3 21.5 21.5 21.8 0.3 AB 12.39 137 2,546 4.8 21.6 21.6 21.9 • 0.3 AC 12.60 185 3,076 3.9 22.4 22.4 22.7 0.3 AD 12.72 183 3,023 4.0 22'.7 ' 22.7 ' 23.0 0.3 AE 12.91 168 3,103 3.9 23.2 23.2 23.5 0.3 AF 13.07 175 3,015 4.0 23.5 23.5 23.8 0.3 AG 13.20 174 2,999 4.0 23.8 23.8 24.1 0.3 AH 13.38 166 2,720 4.4 24.2 24.2 24.4 0.2 AI 13.52 209 3,137 3.9 24.6 24.6 24.8 0.2 AJ 13.70 128 2,512 4.8 25.0 25.0 25.2 0.2 AK 13.93 139 2,581 4.7 25.4 25.4 25.6 0.2 AL 14.18 160 2,661 4.5 25.8 25.8 26.2 0.4 AM 14.46 152 2,856 4.2 26.3 26.3 26.8 0.5 AN 14.48 163 2,821 4.3 26.3 26.3 26.8 0.5 . AO 14.68 141 2,463 4.9 26.6 26.6 27.2 0.6 AP 14.90 152 2,660 4.5 27.2 27.2 27.7 0.5 AQ 14.94 179 2,844 4.3 27.3 27.3 27.8 0.5 AR 15.14 155 3,017 4.0 27.6 27.6 28.2 0.6 AS 15.39 142 2,679 4.5 27.9 27.9 28.6 0.7 AT 15.73 161 3,112 3.9 28.2 28.2 29.1 0.9 AU 16.01 185 3,381 3.6 28.6 28.6 29.5 0.9 AV 16.33 174 2,735 4.4 29.1 29.1 30.0 0.9 AW 16.54 175 3,193 3.8 29.6 29.6 30.4 0.8 1Mi1es Above Mouth -- - - - - ---- - - - - - T FEDERAL EMERGENCY MANAGEMENT AGENCY _ FLOODWAY DATA - - B L KING COUNTY, WA 4 AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES) FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFA':E ELEVATION - - ` sttl tUN MAN Kt V ULATORY Wtt#t kkki - INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) L (FEET NGVD) Green River (Without Levees Cont'd) AX 16.76 196 3,561 3.4 29.9 29.9 30.7 0..8 AY 16.94 165 2,815 4.3 30.1 30.1 30.9 0.8 AZ 17.15 151 2,864 4.2 30.5 30..5 31.2 0.7 BA 17.36 158 2,773 4.4 30.9 30.9 31.6 0.7 BB •. 17.56 167 2,913 4.2 31.3 31.3 31.9 0.6 BC 17.77 161 2,633 4.6 31.7 31.7 32.3 0.6 BD 17.99 176 2,868 4.2 32.3 32.3 32.9 0.6 BE 18.10 182 3,061 4.0 32.7 32.7 33.2 0.5 BF 18.44 192 3,148 3.8 33.1 33.1 33.6 0.5 BC 18.74 186 2,818 4.3 33.6 33.6 34.0 0.4 BH 18.94 183 3,247 3.7 34.1 34.1 34.5 0.4 BI 19.18 162 2,859 4.2 34.4 34.4 34.8 0.4 BJ 19.35 206 2,993 4.0 34.7 34.7 35.1 0.4 BK 19.51 176 3,088 3.9 35.1 35.1 35.4 . 0.3 BL 19.75 176 3,042 4.0 35.4 35.4 35.7 0.3 BM 20.01 202 3,664 3.3 35.8 35.8 36.1 0.3 BN 20.24 186 3,297 3.7 36.1 36.1 36.4 0.3 BO 20.47 179 3,219 3.8 36.4 36.4 36.7 0.3 BP 20.68 171 3,044 4.0 36.6 36.6 36.9 0.3 BQ 20.87 167 3,141 3.9 36.9 36.9 37.2 0.3 BR 20.99 152 2,869 4.2 37.1 37.1 37.4 0.3 BS 21.23 188 2,977 4.1 37.5 37.5 37.7 0.2 BT 21.38 199 3,262 3.7 37.8 37.8 38.0 0.2 BU 21.62 176 3,034 4.0 38.1 . 38.1 38.3 0.2 1Mi1es Above Mouth TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L KING COUNTY, WA 4 AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES) F y . . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY FLOODWAY I FLOODWAY INCREASE WITHOUT WITH CROSS SECTION DISTANCES WIDTH AREA VELOCITY (FEET) (SQUARE (FEET PER --- - - - - -- --- - -- -- -- - - - --- - FEET)-----SECOND)- ----- ------- /FEET_NGVD)-- --- -- -- - - ----- --- Green Rive-r- - - - (Without Levees Cont'd) BV 21.91 147 2,735 4.4 38.6 38.6 38.8 0.2 BW 22.11 149 2,931 4.1 39.0 39.0 39.2 0.2 BX 22.38 184 2,993 4.0 39.4 39.4 39.6 0.2 BY 22.59 171 3,085 3.9 39.7 39.7 39.9 0.2 BZ 22.88 179 3,128 3.9 40.1 40.1 40.3 0.2 CA 23.10 197 3,146 3.8 40.4 40.4 40.6 0.2 CB . 23.27 197 3,206 3.8 40.7 40.7 40.9 0.2 CC 23.53 184 3,067 3.9 41.2 41.2 41.4 0.2 CD 23.71 168 2,948 4.1 41.5 41.5 41.7 0.2 CE 23.89 175 3,026 4.0 41.9 41.9 42.1 0.2 CF 24.06 171 2,899 4.1 42.2 42.2 42.4 0.2 CO 24.10 147 2,576 4.7 42.2 42.2 42.4 0.2 CH 24.30 156 2,595 4.6 42.7 42.7 42.9 0.2 CI 24.44 154 2,735 4.4 43.0 43.0 43.2 0.2 CJ 24.63 147 2,517 4.8 43.3 43.3 43.5 0.2 CK 24.89 175 2,601 4.6 43.8 43.8 43.9 0.1 CL 25.12 160 3,202 3.7 44.2 44.2 44.4 0.2 CM 25.14 205 2,903 4.1 44.2 44.2 44.4 0.2 CN 25.30 155 2,596 4.6 44.5 44.5 44.6 0.1 CO 25.62 150 2,837 4.2 45.0 45.0 45.1 0.1 CP 25.90 167 2,762 4.3 45.4 45.4 45.5 0.1 CQ 26.15 223 2,909 4.1 46.0 46.0 46.1 0.1 CR 26.44 159 2,774 4.3 46.6 46.6 46.7 0.1 CS 26.68 265 3,828 3.1 47.1 47.1 47.2 0.1 1Mi1es Above Mouth BFEDERAL EMERGENCY MANAGEMENT AGENCY _ FLOODWAY DATA E KING COUNTY, WA 4 AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES) FLOODING SOURCE FLOODWAY - BASE FLOOD WATER SURFACE ELEVATION n---StC71tlN ME FLOODWAY FLOODWArT Y-• INCREASE • CROSS SECTION DISTANCES WIDTH AREA VELOCITY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Green River (Without Levees) Cont'd CT 26.93 248 2,982 4.0 47.4 47.4 47.5 0.1 CU 27.15 202 3,156 3.8 47.8 47.8 47.9 0.1 CV 27.36 211 3,695 3.2 48.2 48.2 48.3 0.1 CW 27.60 148 2,168 5.5 48.3 48.3 48.4 0.1 CX 27.88 216 3,168 3.8 49.3 49.3 49.4 0.1 CY 28.04 127 2,019 5.9 49.5 49.5 49.5 0.0 CZ 28.24 156 2,119 5.7 49.8 49.8 50.3 0.5 DA 28.43 118 1,701 7.1 50.6 50.6 51.1 0.5 DB 28.68 162 2,123 5.7 52.1 52.1 52.5 0.4 DC 28.87 150 1,918 6.3 52.6 52.6 52.9 0.3 DD 29.03 171 2,081 5.8 53.3 53.3 53.6 0.3 DE 29.25 159 1,891 6.3 54.0 54.0 54.2 0.2 . DF 29.45 184 2,019 5.9 54.8 54.8 55.1 0.3 DG 29.73 . 160 1,857 6.5 55.9 55.9 56.1 0.2 DH 29.94 166 1,723 7.0 56.9 56.9 57.1 0.2 DI 30.21 217 1,871 6.4 58.5 58.5 58.6 0.1 DJ 30.39 158 1,532 7.8 59.3 59.3 59.4 0.1 DK 30.59 237 1,948 6.1 61.0 61.0 61.0 0.0 DL .30.81 309 2,538 4.7 62.1 62.1 62.1 0.0 DM 30.98 182 1,696 7.1 62.4 62.4 62.4 0.0 DN 31.07 126 1,900 6.3 62.9 - 62.9 62.9 0.0 DO 31.28 185 1,891 6.3 63.6 63.6 63.7 0.1 DP 31.58 151 1,971 6.1 64.7 64.7 64.7 0.0 DQ 31.90 126 1,642 7.3 65.8 65.8 65.8 0.0 1Mi1es Above Mouth • TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L . KING COUNTY, WA E AND INCORPORATED AREAS GREEN.RIVER (WITHOUT LEVEES) 4 t , y ti FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCE! WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER _- - _--_ -FEET)- - SECOND)---=_ _-- (FEET NGVD) Green-River (Without Levees) Cont'd DR 32.25 185 2,131 5.6 67.4 67.4 67.8 0.4 DS 32.58 1,247 6,579 1.8 68.5 68.5 69.1 0.6 DT 32.85 1,512 6,846 1.8 69.2 69.2 69.6 - 0.4 DU - 33.10 841 4,091 2.9 69.8 69.8 70.2 0.4 DV 33.33 542 2,956 4.1 70.7 70.7 71.0 0.3 DW - 33.55 - 225 1,924 . 6.2 72.0 72.0 72.9 0.9 DX 33.72 271 2,175 5.5 73.3 73.3 74.1 0.8 DY 33.78 180 1,808 6.6 73.7 73.7 74.4 0.7 DZ 33.82 265 2,294 5.2 74.4 74.4 75.0 0.6 EA 33.38 225 2,010 6.0 74.8 74.8 75.1 0.3 EB 34.18 212 1,484 7.8 76.7 76.7 77.0 0.3 EC 34.64 208 1,644 7.1 80.0 80.0 80.8 0.8 ED 35.00 256 1,891 6.1 83.3 83.3 83.4 0.1 EE 35.30 200 1,610 7.2 84.9 84.9 • 84.9 0.0 EF 35.74 237 1,846 6.3 87.9 87.9 87.9 0.0 EG 36.08 314 1,891 6.1 90.6 • 90.6 90.6 0.0 EH 36.33 231 1,415 • 8.2 92.7 92.7 92.8 0.1 EI . 36.78 234 2,093 5.5 97.4 97.4 98.2 0.8 EJ 37.17 336 2,254 5.1 100.5 100.5 100.9 0.4 EK 37.48 574 2,863 4.1 103.2 103.2 103.5 0.3 EL 37.71 621 2,574 4.5 105.0 105.0 105.4 0.4 EM 38.23 648 2,489 4.7 110.3 110.3 111.3 1.0 EN 38.52 287 1,697 6.8 114.5 114.5 115.3 0.8 EO 38.94 329 2,265 5.1 120.3 120.3 121.3 1.0 1Mi1es Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY _ FLOODWAY p�/_DATA E KING COUNTY, WA AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES) 4 FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION StutGN EG-p .• - • CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Green River (Without Levees) EP 39.18 735 3,567 3.3 123.1 123.1 123.4 0.3 EQ 39.55 905 3,077 3.8 125.6 125.6 126.1 0.5 ER 40.16 482 1,926 6.0 135.5 135.5 136.5 1.0 ES 40.33 202 1,415 8.2 139.1 139.1 139.7 0.6 ET 40.83 278 1,780 6.5 148.9 148.9 148.8 0.0 EU - 41.08 370 1,426 8.1 153.0 153.0 153.2 0.2 EV • 41.44 225 1,593 7.2 159.5 159.5 160.1 0.6 EW 41.76 330 1,687 6.8 165.5 165.5 165.7 0.2 EX 41.90 220 1,552 7.4 167.6 167.6 167.7 0.1 EY 42.14 201 1,485 7.7 170.8 170.8 170.9 0.1 EZ 42.40 261 1,268 9.1 176.6 176.6 176.6 0.0 FA 42.78 186 1,242 9.3 187.6 187.6 187.6 0.0 FB 43.29 310 1,848 6.2 197.0 197.0 197.0 0.0 "Miles Above Mouth • TA • FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA E KING COUNTY, WA AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES) . `' y t FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFA":E ELEVATION SECTION MEAN REGULATORY4 WITHOUT4 WITH INCREASE CROSS SECTION DISTANCES WIDTHS AREA VELOCITY FLOODWAY I FLOODWAY (FEET) (SQUARE . (FEET PER FEET) - SECOND)- - - - - - - --(EEE,T-NGVD) Green River (With Levees) A-U2 V 11.18 -_3 __3 __3 19.4 19.4 --3 _-3 W 11.48 -_3 _-3 __3 20.0 20.0 -_3 --3 • X 11.68 -_3 __3 -_3 20.5 20.5 --3 __3 Y 11.83 -_3 _-3 --3 20.8 20.8 --3 __3 Z 12.02 -_3 --3 __3 21.4 21.4 --3 __3 AA 12.23 -_3 __3 __3 21.7 21.7 __3 __3 AB 12.39 --3 --3 --3 21.8 21.8 --3 __3 AC 12.60 --3 __3 --3 22.6 22.6 --3 _-3 AD 12.72 --3 _-3 --3 22.9 22.9 --3 _-3 AE 12.91 -_3 _-3 -_3 23.4 23.4 --3 _-3 AF 13.07 --3 __3 --3 23.7 23.7 --3 __3 AG 13.20 --3 --3 --3 23.9 23.9 --3 __3 AH 13.38 -_3 -_3 __3 24.4 24.4 __3 __3 AI 13.52 --3 --3 --3 24.8 24.8 -_3 --3 AJ 13.70 --3 --3 __3 25.1 25.1 -_3 __3 AK 13.93 --3 __3 --3 25.6 25.6 --3 --3 AL 14.18 --3 --3 --3 26.1 26.1 --3 - __3 AM 14.46 -_3 --3 __3 26.7 26.7 - 3 __3 AN 14.48 --3 --3 --3 26.7 26.7 -_3 __3 AO 14.68 -_3 --3 --3 27.1 27.1 --3 _-3 AP 14.90 --3 --3 _-3 27.7 27.7 --3 _-3 AQ 14.94 --3 __3 --3 27.8 27.8 --3 --3 AR 15.14 ' --3 _-3 __3 28.2 28.2 --3 __3 AS 15.39 --3 --3 _-3 28.5 28.5 -_3 _-3 AT 15.73 --3 __3 --3 .29.2 29.2 --3 _-3 1Miles Above Mouth 2No Levees Along Channel for These Cross Sections 3Refer to Green River Without Levees Floodway Data Table for Regulatory Floodway Based on Assumed Levee System Removals 4Represents Base Flood Elevations Within Main Channel with Flow Confined Within Levee System -�- ----p------ - - - - --- - FEDERAL EMERGENCY MANAGEMENTAGENCY A - -- FLOODWAY DATA B L KING COUNTY, WA E 4 AND INCORPORATED AREAS GREEN RIVER (WITH LEVEES) FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION crTv- .u�. 1 W Y. i CROSS SECTION DISTANCE , ri AREA VELOCITY fC iuUvVAY- ' -FtUUtr AY ` 1'4CN ►r (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Green River (With Levees) (Cont'd) AU 16.01 --2 --2 --2 29.5 29.5 --2 --2 AV 16.33 --2 --2 --2 29.9 29.9 --2 --2 AW 16.54 --2 --2 --2 30.4 30.4 --2 --2 AX 16.76 --2 --2 --2 30.7 30.7 --2 --2 AY 16.94 --2 --2 --2 30.8 30.8 --2 --2 AZ 17.15 --2 --2 --2 31.2 31.2 --2 --2 BA 17.36 --2 --2 --2 31.5 31.5 --2 --2 BB 17.56 --2 --2 --2 31.9 31.9 --2 --2 BC 17.77 --2 --2 --2 32.3. 32.3 --2 --2 BD 17.99 --2 --2 --2 32.8 32.8 --2 --2 BE 18.20 --2 --2 --2 33.2 33.2 --2 --2 BF 18.44 --2 --2 --2 33.5 33.5 --2 --2 BG 18.74 --2 --2 --2 34.0 34.0 --2 --2 BH 18.94 --2 --2 --2 34.4 34.4 --2 --2 BI 19.18 --2 --2 --2 34.8 34.8 --2 --2 BJ 19.33 --2 --2 --2 35.1 35.1 --2 --2 BK 19.51 --2 --2 --2 35.4 35.4 --2 --2 BL 19.75 --2 --2 --2 35.7 35.7 --2 --2 BM 20.01 --2 --2 --2 36.1 36.1 --2 --2 BN 20.24 --2 --2 --2 36.3 36.3 --2 --2 BO 20.47 --2 --2 --2 36.6 36.6 --2 --2 BP 20.68 --2 --2 --2 36.9 36.9 --2 --2 BQ 20.87 --2 --2 --2 37.2 37.2 --2 --2 BR 20.99 --2 --2 --2 37.3 37.3 --2 --2 'Miles Above Mouth 2Refer to Green River Without Levees Floodway Data Table for Regulatory Floodway Based on Assumed Levee Sy_stem_Remova1s 3Represents Base Flood Elevations Within Main Channel with Flow Confined Within Levee System A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L KING COUNTY, WA E AND INCORPORATED AREAS GREEN RIVER (WITH LEVEES) 4 s v. . 4 BASE FLOOD FLOODING SOURCE FLOODWAY WATER SURFACE ELEVATION SECTION MEAN REGULATORY3 WITHOUT WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER -_ -FEET) ----- - SECO D)--.-'- __---__----- - ---=(FEET_NGVD) ---- - - - -- -- ----- Green River (With Levees) (Cont'd) BS 21.23 --2 --2 --2 37.7 37.7 --2 --2 BT 21.38 --2 --2 --2 38.0 38.0 --2 --2 BU 21.62 --2 --2 --2 38.3 38.3 --2 - --2 BV 21.91 --2 --2 --2 38.8 38.8 --2 --2 BW 22.11 --2 --2 --2 39.1 39.1 --2 --2 BX 22.38 - --2 --2 --2 39.5 39.5 --2 --2 BY 22.59 --2 --2 --2 39.9 39.9 --2 --2 BZ 22.88 --2 --2 --2 40.3 40.3 --2 --2 CA 23.10 --2 --2 --2 40.6 40.6 --2 --2 CB 23.27 --2 --2 --2 40.9 40.9 --2 --2 CC 23.53 --2 --2 --2 41.4 41.4 --2 • --2 CD 23.71 --2 --2 --2 41.7 41.7 --2 --2 CE 23.89 --2 --2 --2 42.1 42.1 --2 --2 CF 24.06 --2 --2 --2 42.3 42.3 --2 --2 CG 24.01 --2 --2 --2. 42.4 42.4 --2 --2 CH 24.30 --2 --2 --2 42.8 42.8 --2 --2 CI 24.44 --2 --2 --2 43.1 43.1 --2 --2 CJ 24.63 --2 --2 --2 43.4 43.4 --2 --2 CK 24.89 --2 --2 --2 43.9 43.9 --2 --2 CL 25.12 --2 --2 --2 44.3 44.3 - --2 --2 CM 25.14 --2 --2 --2 44.3 44.3 --2 --2 CN 25.00 --2 --2 --2 44.6 44.6 --2 --2 CO 25.62 --2 --2 --2 45.1 45.1 --2 --2 CP 25.90 --2 --2 --2 45.5 45.5 1 --2 --2 1Miles Above Mouth 2Refer to Green River Without Levees Floodway Data Table for Regulatory Floodway Based on Assumed Levee 3 System Removals Represents Base Flood Elevations Within Main Channel with Flow Confined Within Levee System B FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA - L KING COUNTY WA E , 4 AND INCORPORATED AREAS GREEN RIVER (WITH LEVEES) FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION ,EtT-t0N MEAN s CROSS SECTION DISTANCE S WIDTH2 AREA VELOCITY REGULATORY FLOODWAV FLOODWAY INCREASE (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Green River (With Levees) . (Cont'd) CQ 26.15 --2 --2 --2 46.1 46.1 --2 --2 CR 26.64 --2 --2 --2 46.6 46.6 --2 --2 CS 26.68 --2 --2 --2 47.1 47.1 --2 --2 CT 26.93 --2 --2 --2 47.4 47.4 --2 --2 CU 27.15 --2 --2 --2 47.9 47.9 --2 --2 CV 27.36 --2 --2 --2 48.2 48.2 --2 --2 CW 27.60 --2 --2 --2 48.3 48.3 --2 --2 CX 27.88 --2 --2 --2 49.3 49.3 --2 --2 CY 28.04 --2 --2 --2 49.6 49.6 --2 =-2 CZ 28.24 --2 --2 --2 49.8 49.8 --2 --2 DA 28.43 --2 --2 --2 50.6 50.6 i --2 --2 DB 28.68 --2 --2 --2 52.1 52.1 --2 --2 DC 28.87 --2 --2 --2 52.6 52.6 --2 --2 DD 29.03 --2 --2 --2 53.3 53.3 --2 --2 DE 29.25 --2 --2 --2 54.0 54.0 --2 --2 DF 29.45 --2 --2 --2 54.8 54.8 --2 --2 DG 29.73 --2 --2 --2 55.9 55.9 --2 ---2 DH 29.94 --2 --2 --2 56.9 56.9 --2 --2 DI 30.21 --2 --2 --2 58.5 58.5 --2 --2 DJ 30.39 --2 --2 --2 59.3 59.3 ---2 --2 DK . 30.59 --2 --2 --2 61..0 61.0 --2 --2 DL 30.81 --2 --2 --2 62.1 62.1 --2 --2 DM 30.98 --2 --2 --2 62.4 62.4 --2 --2 DN 31.07 --2 --2 --2 62.9 62.9 --2 --2 1Miles Above Mouth • Refer to Green River Without Levees Floodway Data Table for Regulatory Floodway Based on Assumed Levee 3_System Removals - Represents Base Flood Elevations Within Main Channel with Flow Confined Within Levee System A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B •- L KING COUNTY WA E ,AND INCORPORATED AREAS s GREEN RIVER (WITH LEVEES) 4 f . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT3 WITH REGULATORY3 FLOODWAY I FLOODWAY INCREASE CROSS SECTION DISTANCE1 WIDTH AREA VELOCITY (SQUARE (FEET PER - --- - - -- - - FEET) --SECOND) - - - (FEET NGVD) -- Creen-River - (With Levees) (Cont'd) DO 31.28 --2 --2 --2 63.6 63.6 --2 --2 DP - 31.58 --2 --2 --2 64.7 64.7 --2 --2 DQ 31.90 --2 --2 --2 65.8 65.8 --2 --2 DR 32.25 --2 --2 --2 67.4 67.4 --2 --2 DS 32.58 --2 --2 --2 68.5 68.5 --2 --2 DT 32.85 --2 --2 --2 69.2 69.2 --2 --2 DU 33.10 --2 --2 --2 69.8 69.8 •--2 --2 DV 33.33 --2 --2 --2 70.7 70.7 --2 --2 DW 33.55 --2 --2 --2 72.7 72.7 --2 --2 DX 33.72 --2 --2 --2 73.8 73.8 --2 --2 DY 33.78 --2 --2 --2 74.1 74.1 --2 --2 DZ 33.82 --2 --2 --2 74.8 74.8 --2 --2 1Miles Above Mouth 2Refer to Green River Without Levees Floodway Data Table for Regulatory Floodway Based on Assumed Levee System Removals 3Represents Base Flood Elevations Within Main Channel with Flow Confined Within Levee System T - FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA L KING COUNTY, WA E AND INCORPORATED AREAS 4 GREEN RIVER (WITH LEVEES) • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION Strei t im -k4LLT1�LM y ,r.. WIDTH AREA VELOCITY FLOODWAY FLOODWAY -INCREASE CROSS SECTION DISTANCE 1 (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Springbrook Creek A 0.00 74 342 3.2 15.0 6.5 7.5 1.0 - B 0.07 26 173 6.4 15.0. 7.0 7.6 0.6 C 0.16 76 436 2.5 15.0 7.8 8.7 0.9 D 0.17 67 380 2.9 15.0 7.8 8.8 1.0 E 0.32 37 168 6.6 15.0 8.7 9.1 0.4 F 0.41 48 274 4.0 15.0 10.0 11.0 1.0 G 0.49 11 100 11-.0 15.0 11.4 12.4 1.0 H 0.55 25 331 3.3 16.4 15.5 15.9 0.4 I 0.57 39 440 2.5 16.4 15.5 16.1 0.6 J 0.59 59 576 1.9 16.4 15.6 16.2 0.6 K 0.63 28 346 3.2 16.4 15.6 16.2 0.6 L 0.67 24 270 4.1 16.4 15.6 16.2 0.6 M 1.25 50 439 2.9 15.8 15.8 16.3 0.5 N 1.49 83 638 2.0 16.0 16.0 16.6 0.6 O 1.62 25 297 4.0 16.0 16.0 16.7 0.7 P 1.99 63 581 2.1 16.6 16.6 17.4 0.8 Q 2.57 44 325 3.8 17.0 17.0 17.9 0.9 R 2.61 43 383 3.2 17.3 17.3 18.2 0.9 S 2.67 56 476 2.6 17.4 17.4 18.3 0.9 T 2.76 88 881 1.4 17.6 17.6 18.5 0.9 U 3.03 80 477 2.6 17.8 17.8 18.8 1.0 ✓ 3.17 70 561 1.2 18.0 18.0 19.0 1.0 W 3.49 75 520 1.3 18.2 18.2 19.2 1.0 X 3.80 88 453 1.5 18.6 18.6 19.6 1.0 Y 3.95 59 328 2.0 19.2 19.2 20.2 1.0 • 1Miles Above Mouth • T FEDERAL EMERGENCY MANAGEMENT AGENCYB FLOODWAY DATA L KING COUNTY, WA 4 AND INCORPORATED AREAS SPRINGBROOK CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOOD WAY (FEET) (SQUARE (FEET PER ------ -- - -- - - - - FEET). - -- -SECOND)- - -- - - _ (FEET---- (FEET NGVD)_ ----- _ - - - - - Springbrook I Creek Z 4.08 100 733 0.9 23.0 23.0 24.0 1.0 AA 4.29 50 316 2.1 23.2 23.2 24.1 0.9 AB 4.33 92 739 0.9 23.3 23.3 23.5 0.2 AC 4.51 30 303 1.7 23.4 23.4 23.6 0.2 AD 4.63 33 238 2.1 23.5 23.5 23.8 0.3 AE 4.82 29 218 2.3 23.7 23.7 24.0 0.3 AF 4.97 21 141 3.5 24.0 24.0 24.5 0.5 AG 5.13 28 211 2.4 24.6 24.6 25.2 0.6 AH 5.16 20 161 3.1 24.6 24.6 25.3 0.7 AI 5.36 30 202 2.5 25.4 25.4 26.1 0.7 AJ 5.53 19 147 3.4 26.2 26.2 26.8 0.6 AK 5.57 24 174 0.7 26.5 26.5 27.1 0.6 AL 5.65 30 187 0.6 26.5 26.5 27.1 0.6 AM 5.80 28 122 0.9 26.5 26.5 27.2 0.7 AN 5.94 28 87 1.3 26.7 26.7 27.3 0.6 AO 6.07 19 59 2.0 27.3 27.3 27.7 0.4 AP 6.18 25 75 1.4 27.9 27.9 28.3 0.4 AQ 6.21 34 96 1.1 28.3 28.3 28.7 0.4 AR 6.36 28 60 1.8 28.6 28.6 29.0 0.4 AS 6.38 30 69 1.4 29.0 29.7 29.7 0.7 AT 6.46 35 81 1.2 29.2 29.2 29.8 0.6 AU 6.58 23 92 0.8 30.0 30.0 30.8 0.8 AV 6.74 13 50 2.0 30.5 30.5 31.2 0.7 AW 6.85 25 99 1.0 30.8 30.8 31.4 0.6 AX 6.89 30 130 1.5 31.6 31.6 31.6 0.0 AY 7.18 30 78 3.8 33.2 33.2 33.2 0.0 • 'Miles Above Mouth FEDERAL EMERGENCY MANAGEMENT AGENCY V1l T FLOODWAY-DATA E KING COUNTY, WA ' AND INCORPORATED AREAS SPRINGBROOK CREEK 4 FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION t SECTION MEAN REGULATORY WITHOUT I WITH INCREASE CROSS SECTION DISTANCE WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER - FEET) SECOND) (FEET NGVD) Mill Creek - Kent A 0.109 63 474 1.4 18.1 18.1 19.1 1.0 B 0.138 60. 322 2.0 18.1 18.1 19.1 1.0 C 0.737 49 331 2.0 19.5 19.5 20.2 0.7 D 0.788 50 323 2.0 20.3 20.3 21.0 0.7 E 1.083 56 405 1.6 22.3 22.3 22.8 ,0.5 F 1.410 57 328 2.0 22.7 22.7 23.2 0.5 C 1.476 41 300 2.2 22.8 22.8 23.3 0.5 H 1.660 40 276 2.4 23.9 23.9 24.3 0.4 I 1.767 50 349 1.9 24.9 24.9 25.3 . ' 0.4 J 1.803 38 325 1.6 25.2 25.2 25.5 0.3 K 1.992 37 277 1.9 25.3 25.3 25.8 0.5 L 2.203 43 346 0.8 25.6 25.6 26.0 0.4 M 2.294 42 311 0.9 25.5 25.5 26.0 0.5 N 2.357 32 254 1.1 25.7 25.7 26.2 0.5 O 2.545 41 210 1.3 25.8 25.8 26.3 0.5 P 2.612 38 270 1.0 25.9 25.9 26.4 0.5 Q 2.679 22 137 2.0 26.0 26.0 26.5 0.5 R 2.922 50 232 1.2 26.4 26.4 26.8 0.4 S 2.953 34 185 1.5 26.4 26.4 26.9 0.5 T 3.048 45 248 1.1 26.7 26.7 27.2 0.5 U 3.188 37 238 1.2 28.0 28.0 28.5 0.5 ✓ 3.230 29 222 1.2 28.3 28.3 28.8 0.5 W 3.683 29 107 1.2 28.5 28.5 29.1. 0.6 X 3.910 56 116 1.1 28.8 28.8 29.4 0.6 Y 3.943 47 78 1.7 30.0 30.0 31.0 1.0 Z 4.066 30 97 1.3 30.4 30.4 31.3 0.9 AA 4.175 27 99 1.3 30.6 .30.6 31..5 _ 0.9 'Miles Above Mouth • T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA B L KING COUNTY, WA -_ ._.--.. .- ._ E AND INCORPORATED AREAS MILL CREEK - KENT 4 - 0. . 4 t ; 7 . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUT WITH REGULATORY INCREASE CROSS SECTION DISTANCE1 WIDTH AREA VELOCITY FLOODWAY I FLOODWAY I (FEET) (SQUARE (FEET PER --- - - --------- -- -------- FEET)-------SECOND)--- ------ --- ---- - ------(FEET NGVD)----- ----- - - Mill Creek Kent (Cont'd) • AB 22,218 16 82 1.6 31.4 31.4 32.3 0.9 AC 22,258 12 47 2.8 31.4 31.4 32.3 0.9 AD 22,558 12 82 1.6 31.8 31.8 32.7 0.9 AE 22,668 19 95 1.4 31.9 31.9 32.8. 0.9 AF • 22,828 27 85 1.5 31.9 31.9 32.8 0.9 AG 23,147 9 53 2.3 33.7 33.7 34.6 0.9 AH 23,377 24 105 1.1 33.8 33.8 34.7 0.9 AI . 23,547 25 77 1.5 33.8 33.8 34.7 0.9 AJ 23,620 8 49 2.4 34.5 34.5 35.4 0.9 AK 23,640 21 100 1.2 34.7 34.7 35.5 0.8 AL 23,740 18 99 1.2 34.7 34.7 35.5 0.8 AM 24,055 22 117 1.0 35.7 35.7 36.5 0.8 AN 24,230 12 80 1.5 36.1 36.1 36.8 0.7 AO 24,275 31 163 0.7 36.1 36.1 36.8 0.7 AP 24,675 27 129 0.9 36.1 36.1 36.8 0.7 AQ 24,995 22 120 1.0 36.2 36.2 36.9 0.7 AR 25,555 26 126 0.8 36.2 36.2 36.9 0.7 AS 25,995 24 106 1.5 36.2 36.2 36.9 0.7 AT 26,395 23 137 1.0 36.3 36.3 37.1 0.8 AU 26,497 25 120 1.2 36.7 36.7 37.4 0.7 AV 26,897 19 82 1.7 36.8 36.8 37.5 0.7 AW 27,257 39 65 2.1 37.0 37.0 37.8 0.8 AX 27,537 12 51 2.7 37.3 37.3 37.9 0.6. AY 28,312 11 40 3.5 40.7 40.7 41.3 0.6 AZ 28,382 11 44 3.2 41.1 41.1 41.7 0.6 1Feet Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY AFLOODWAY DATA L KING COUNTY WA E ,AND INCORPORATED AREAS 4 MILL CREEK - KENT FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION - SECTION MEAN REGULATORY WITHOUTi I WITH INCREASE WIDTH AREA VELOCITY FLOODWAY FLOODWAY CROSS SECTION DISTANCE (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Mill Creek-Auburn A 240 __2 __2 __2 41.9 30.0 __2 __2 B 960 __2 __2 __2 41.9 30.3 __2 -_2 C 1,490 __2 __2 __2 41.9 32.9 --2 __2 D 1,518 --2 __2 __2 41.9 33.0 __2 _-2 E 1,720 __2 __2 __2 41.9 34.2 __2 __2 F 2,140 --2 __2 __2 41.9 34.9 __2 -`2 G 2,305 __2 __2 __2 41.9 35.0 __2 --2 H 2,460 __2 __2 __2 41.9 35.4 --2 __2 I 3,140 __2 __2 __2 41.9 35.9 --2 __2 J 4,060 --2 __2 __2 41.9 36.6 --2 -_2 K 4,770 --2 --2 --2 41.9 37.8 __2 __2 L 5,450 __2 __2 __2 41.9 38.3 --2 --2 M 5,630 __2 __2 __2 41.9 38.4 __2 __2 N 5,810 --2 __2 __2 41.9 39.0 -_2 --2 O 6,600 __2 __2 __2 41.9 39.3 __2 __2 P 7,460 __2 __2 __2 41.9 39.3 __2 __2 Q 7,860 __2 __2 --2 41.9 40.0 __2 __2 R 7,990 __2 __2 --2 41.9 40.1 __2 __2 S 8,500 __2 __2 __2 41.9 40.3 __2 _-2 T 8,750 __2 __2 --2 41.9 40.4 __2 __2 U 8,960 __2 __2 __2 41.9 40.8 --2 __2 ✓ 9,420 --2 __2 --2 41.9 41.1 __2 __2 W 9,840 --2 --2 --2 41.9 41.1 --2 --2 X 10,340 --2 __2 __2 41.9 41.1 __2 --2 Y 10,580 __2 __2 --2 41.9 41.1 __2 __2 1Feet Above Mouth 2Storage Floodway 3Elevation Computed Without Consideration of Backwater From. Green River BFEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA L KING COUNTY, WA E • AND INCORPORATED AREAS MILL CREEK-AUBURN 4 a c r FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WIH CROSS SECTION DISTANCES WIDTH2 I AREA VELOCITY FLOODWAY FLOODWAY INCREASE (FEET) (SQUARE (FEET PER FEET) _ SECOND) (FEET NGVD) Mill Creek-Auburn (Cont'd) Z 10,760 __2 __2 __2 41.9 41.3 __2 __2 AA 10,090 --2 --2 --2 41.9 41.3 --2 --2 AB 11,070 --2 --2 --2 41.9 41.7 --2 __2 AC 11,580 --2 --2 --2 41.9 41.8 --2 --2 AD 12,210 52 267 1.8 42.3 42.3 42.6 0.3 AE 12,860 70 341 1.4 42.4 42.4 42.7 0.3 AF 13,590 35 165 2.9 42.6 42.6 43.0 0.4 AG 14,420 44 125 3.8 43.1 43.1 43.8 0.7 AH 14,766 17 71 5.6 44.1 44.1 44.6 0.5 AI 15,160 32 190 2.1 46.0 46.0 46.6 0.6 AJ 15,850 51 219 1.8 46.2 46.2 46.9 0.7 AK 17,050 44 168 2.4 46.7 46.7 47.3 0.6 AL 17,940 34 142 2.8 47.3 47.3 47.9 0.6 AM 18,190 15 83 4.3 47.5 47.5 48.1 0.6 AN 18,360 103 241 1.5 47.9 47.9 .48.4 0.5 AO 19,220 98 195 1.8 48.5 48.5 49.1 0.6 AP 20,120 110 139 2.6 49.3 49.3 49.8 0.5 AQ 21,210 13 181 4.9 50.3 50.3 50.8 0.5 AR 21,630 260 67 0.6 50.4 50.4 50.9 0.5 AS 22,070 310 573 1.1 51.4 51.4 52.4 1.0 AT 22,680 310 312 0.7 52.2 52.2 52.6 0.4 AU 23,370 8 497 1.0 52.8 52.8 53.2 0.4 AV 23,760 220 325 6.9 53.0 53.0 53.5 0.5 AW 24,590 230 . 48 0.3 53.3 53.3 53.6 0.3 AX 25,450 250 1,127 0.4 56.4 56.4 57.4 1.0 1Feet Above Mouth 2Storage Floodway 3Elevation Computed Without Consideration of Backwater From Green River T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY Y A E KING COUNTY, WA AND INCORPORATED AREAS MILL CREEK-AUBURN 4 • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULA1ORY WIIHUUI WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY I FLOODWAY (FEE1) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Mill Creek-Auburn (Cont'd) AY ` 24,590 230 933 0.4 56.5 56.5 57.5 1.0 AZ 25,450 250 395 0.9 56.6 56.6 57.6 1.0 BA 25,680 215 251 1.5 56.9 56.9 57.6 0.8 BB 26,430 219 194 1.6 58.0 58.0 58.3 0.3 BC 27,250 135 221 1.4 58.7 58.7 59.1 0.4 BD • 28,200 22 77 4.1 60.0 60.0 60.7 0.7 BE 29,000 40 114 2.8 61.7 61.7 62.1 0.4 BF 29,240 42 222 1.4 61.8 61.8 62.3 ' 0.5 BC 29,512 38 223 1.4 61.8 61.8 62.3 0.5 BH 29,650 26 94 3.3 61.7 61.7 62.2 0.5 BI 30,480 56 95 3.3 62.3 62.3 62.7 0.4 BJ 31,310 33 109 2.9 62.7 62.7 63.0 0.3 BK 31,620 18 37 8.3 62.9 62.9 62.9 0.0 BL 31,747 6 30 10.4 63.7 63.7 63.7 0.0 BM 32,430 , 39 293 1.1 67.4 67.4 68.1 0.7 1Feet Above Mouth T • A FEDERAL EMERGENCY MANAGEMENT AGENCY • FLOODWAY DATA B E KING COUNTY, WA 4 AND INCORPORATED AREAS MILL CREEK-AUBURN • C v t i FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION WIDTH SECTION MEAN REGULATORY FLOODWAY WITHOUT I FLOODWAY WITH INCREASE CROSS SECTION DISTANCE (FEET) AREA VELOCITY (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Big Soos Creek _ A - 17,687 20 76 10.5 171.3 171.3 171.4 0.1 B 17,849 20 201 4.0 174.4 174.4 174.4 0.0 C 17,949 63 276 2.9 174.6 174.6 174.6 0.0 D 18,909 72 194 4.1 182.8 182.8 182.8 0.0 E 20,189 33 180 4.4 199.2 199.2 200.0. 0.8 F 20,989 52 170 4.7 210.1 210.1 211.1 1.0 • G 21,939 51 295 2.7 216.7 216.T 217.7 •1.0 H 23,099 32 _ 85 _ 9.4 232.7 _ 232.7 _ . 232.7 0.0 _ I 25,019 46 244 3.3 258.6 258.6 259.6 1.0 J 25,969 27 113 7.1 268.5 268.5 269.2 0.7 • K 26,609 32 124 3.1 281.5 281.5 281.5 0.0 L 27,769 37 77 5.0 296.3 296.3 296.4 0.1 M 29,169 41 220 1.8 303.4 303.4 304.4 1.0 N 29,369 33 168 2.3 303.9 303.9 . 304.9 1.0 O 29,515 48 246 1.6 304.4 304.4 305.2 0.8 P 30,315 49 196 2.0 305.7 305.7 306.6 0.9 Q 31,515 43 143 2.7 309.6 309.6 ' 310.6 1.0 R 32,635 165 620 0.6 310.8 310.8 311.8 1.0 S 33,124 32 151 2.6 313.1 313.1 313.8 0.7 T 33,224 185 722 0.5 313.1 313.1 314.0 0.9 U 33,904 44 95 3.0 313.3 313.3 314.3 1.0 ✓ 34,704 48 176 1.6 316.1 316.1 316.5 0.4 W 34,954 66 289 1.0 316.3 316.3 316.7 0.4 X 35,113 40 176 1.6 316.4 316.4 316.8 0.4 Y 36,313 59 286 1.0 316.6 316.6 317.6 1.0 Z 38,163 190 365 0.8 '317.5 317.5 318.4 0.9 1Feet Above Mouth T . FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWA Y DATA B L KING COUNTY, WA E AND INCORPORATED AREAS BIG $ODS CREEK 4 FLOODING SOURCE " FLOODWAY BASE FLOOD WATER SURFACE ELEVATION WIDTH REGULATORY FLOODWAY FLOODWAY INCREASE CROSS SECTION DISTANCE (FEET) AREA VELOCITY (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Big Soos Creek (Cont'd) AA 39,843 217 264 1.1 319.9 319.9 320.1 0.2 AB 41,903 96 248 1.1 323.7 323.7 324.7 1.0 AC 42,248 34 210 1.3 326.6 326.6 326.8 0.2 AD 42,448 63 240 1.2 326.7 326.7 327.2 0.5 AE 43,209 25 120 2.3 326.9 326.9 327.7 0.8 AF 43,329 134 510 0.5 327.1 327.1 327.8 0.7 AG 44,689 34 126 2.2 327.3 327.3 328.3 1.0 AH 46,529 21 96 2.9 331.0 331.0 332.0 1.0 AI 46,677 19 99 2.8 331.2 331.2 332.2 1.0 AJ 46,837 27 129 1.7 331.7 331.7 332.6 0.9 AK 47,737 24 100 2.2 332.6 332.6 333.5 0.9 AL 48,280 23 72 3.1 333.9 333.9 334.3 0.4 AM 48,290 45 73 3.0 334.0 334.4 334.4 0.4 AN 50,070 59 118 1.9 335.5 335.5 336.5 . 1.0 AO 52,270 21 58 3.8 340.6 340.6 340.6 0.0 AP 52,470 50 160 1.4 342.2 342.2 342.2 1.0 AQ 53,670 56 201 1.1 343.0 343.0 344.0 1.0 AR 55,010 143 335 0.7 344.1 344.1 345.0 0.9 AS 55,156 13 62 3.6 344.6 344.6 345.6 1.0 AT 55,216 94 290 0.8 345.2 345.2 346.0 0.8 AU 56,896 20 47 4.7 346.9 346.9 3.47.5 0.6 AV 57,636 101 232 0.9 348.1 348.1 349.0 0.9 AW 57,886 14 50 4.4 348.3 348.3 349.2 0.9 AX 58,015 68 159 1.4 349.3 349.3 350.0 0.7 1Feet Above Mouth TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B LE KING COUNTY, WA AND INCORPORATED AREAS BIG SODS CREEK 4 . .. 1 - ! y FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT 1 WITH INCREASE CROSS SECTION DISTANCE' WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER -- - -------- - .:--- -------- - - - -- - - -- - - - -- FEET)--- ----SECOND)-- =-- - --- ------- --(FEET NGVD)= ---------- B i-g-So o s Cr-ee-k - - (Cont'd) AY 59,215 13 42 5.2 351.0 351.0 351.8 0.8 AZ 60,495 76 127 1.7 354.9 354.9 355.7 0.8 BA 60,775 15 46 4.7 355.7 355.7 356.5 0.8 BB 61,025 49 101 1.5 357.0 357.0 357.2 0.2 BC 61,925 27 31 4.8 358.7 358.7 358.7 0.0 BD 62,323 13 - 46 3.3 360.6 360.6 361.4 0.8 BE 62,473 139 361 0.4 361.0 361.0 361.7 0.7 BF 64,353 44 115 1.3 361.1 361.1 362.1 1.0 BC ' 65,563 31 42 2.2 364.3 364.3 364.3 0.0 BH 66,623 40 75 1.2 365.8 365.8 366.6 0.8 BI 67,623 46 64 1.4 368.0 368.0 369.0 1.0 BJ 67,792 5 19 4.9 370.0 370.0 370.3 0.3 BK 67,932 11 44 2.0 370.6 370.6 370.9 0.3 BL 68,932 84 201 0.4 370.8 370.8 371.5 0.7 BM 70,132 11 24 3.7 371.4 371.4 372.2 0.8 BN 71,516 74 134 0.7 380.3 380.3 380.3 0.0 BO 72,676 90 234 0.4 380.3 380.3 380.8 0.5 BP 74,054 97 77 1.2 380.7 380.7 381.6 0.9 BQ 75,314 17 16 5.6 396.8 396.8 396.8 0.0 1Feet Above Mouth TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA 4 - AND INCORPORATED AREAS BIG SODS CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION ^ j SECTION MEAN I REGULATORY n . 1.1 INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) White River A - D2 E 6.47 448 2,831 6.5 90.1 90.1 90.1 0.0 F 6.69 380 1,498 12.3 92.8 92.8 92.8 0.0 G 6.84 329 1,444 12.7 99.0 99.0 99.0 0.0 H 7.04 295 1,327 13.9 106.1 106.1 106.1 0.0 I 7.27 189 1,258 14.6 112.7 112.7 112.7 0.0 J 7.43 215 1,400 13.1 118.3 118.3 118.3 0.0 K 7.51 223 1,276 14.4 120.5 120.5 120.5 0.0 L 7.63 242 1,768 10.4 125.1 125.1 125.1 0.0 M 7.79 314 1,937 9.5 128.6 128.6 128.6 0.0 N 8.01 334 1,938 9.5 134.5 134.5 134.5 0.0 0 8.19 240 1,274 14.4 141.2 141.2 141.6 0.4 P 8.59 300 2,298 8.0 155.6 155.6 156.0 0.4 • 1Miles Above Mouth 2Floodway Not Applicable T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B LE KING COUNTY, WA AND INCORPORATED AREAS WHITE RIVER • 4 ' S . O' FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT I WITH INCREASE EROSS SI CIION HSIANCEI WIDTH AREA VEIOWY ELOOUWAY ILOOUWAY (FEET) (SQUARE (Fkk I PT N FEET) SECOND) (FEET NAV)) Sammamish River A 0.25 80 803 4.8 15.0 15.0 15.0 0.0 B 1.10 45 1,007 3.5 17.5 17.5 17.5 0.0 • C 1.30 45 954 3.7 18.2 18.2 18.2 0.0 ll 1.78 40 1,081 3.2 19.1 19.1 19.2 0.1 E 2.44 65 1,214 2.9 20.2 20.2 20.2 0.0 F . 2.79 75 1,253 2.6 20.7 20.7 20.7 0.0 G 3.52 55 1,303 2.7 21.5 21.5 21.5 0.0 H 3.92 65 1,196 2.9 22.0 22.0 22.0 0.0 I 4.90 85 1,179 2.7 23.1 23.1 23.1 0.0 J 5.50 50 1,093 2.9 23.8 23.8 23.8 0.0 K 6.05 50 1,068 2.8 24.4 24.4 24.4 0.0 L 6.30 40 1,111 2.7 24.8 24.8 24.8 0.0 M ' 7.00 40 1 ,041 2.9 25.6 25.6 25.6 0.0 N 7.35 55 1,144 2.6 26.0 26.0 26.0 0.0 O 7.70 45 1,159 2.6 26.4 26.4 26.4 0.0 P 8.30 40 1,141 2.6 27.0 27.0 27.0 0.0 Q 9.20 45 1,123 2.6 27.8 • 27.8 27.8 0.0 R 9.30 45 1,094 2.7 28.1 28.1 28.3 0.2 S 10.68 45 1,184 2.5 28.3 28.3 28.7 0.4 T 10.99 70 1,096 2.7 28.6 28.6 29.0 0.4 U 11.80 75 1,111 2.6 29.6 29.6 29.8 0.2 V 12.79 60 1,102 2.6 30.6 30.6 30.8 0.2 W 13.05 60 1 ,060 2.7 30.9 30.9 31.1 0.2 X 13.28 80 1,133 2.5 31 .1 31.1 31.3 0.2 Y 13.70 60 1,196 1.9 31-.6 31.6 31.8 0.2 'Miles Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA 11YA g E KING COUNTY, WA A AND INCORPORATED AREAS SAMMAMISH RIVER • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT ' WIT11 INCREASE CROSSSICIIOfJ UISTAOCl I WIDTH AREA VEI OC1ER FLOODWAY I FLOODWAY (FEET) (SQUARE (F CFI PER FEET) SECOND) (FEET NGVD) Sammamish River (Cont 'd) z 14.15 50 1;180 1.9 31.8 31.8 32.0 0.2 AA 14.35 180 • 2,472 0.9 32.0 32.0 32.1 0..1 • AB 14.65 150 1,891 1.2 32.0 32.0 32.2 0.2 AC 14.95 120 1,977 1.3 32.2 32.2 32.4 0.2 • 1 • Miles Above Mouth T A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA TA ' B KING COUNTY, WA f1 E AND INCORPORATED AREAS SAMMAMISH RIVER n 4 Pr . r FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY2 FLOODWAY l FLOODWAY INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY (FEET) (SQUARE (FEET PER -- - --- - -- - FEET-)- --- -SECOND)-- - - -- --- - ---(FEEL-NGVD)- ------- --------- -- -- - - -- Swamp-Greek- - - - A 960 50 232 3.9 17.5 16.2 16.2 0.0 B 1,400 47 240 3.8 17.5 17.0 17.0 0.0 C 1,870 147 652 1.4 21.4 21.4 22.4 1.0 D 2,300 45 294 3.1 21.6 21.6 22.6 1.0 E 2,491 84 374 2.4 22.4 22.4 23.2 0.8 F 2,791 26 191 4.8 22.7 22.7 23.3 0.6 G 3,271 28 214 4.3 23.5 23.5 24.4 0.9 H 3,860 54 283 3.2 24.7 24.7 25.6 0.9 I 4,461 413 1,330 0.7 25.3 25.3 26.3 1.0 J 5,151 302 419 2.1 26.9 26.1 27.1 1.0 K 5,661 530 834 1.0 30.4 28.3 29.3 1.0 L 6,271 286 275 3.2 32.0 31.0 31.9 0.9 M 6,961 467 865 1.0 36.1 34.4 35.4 1.0 N 7,561 37 95 9.1 40.3 39.5 39.5 0.0 O 7,941 59 223 3.9 42.4 42.7 43.6 0.9 P 8,141 47 192 4.5 44.3 44.3 44.9 0.6 Q 8,181 66 186 4.7 44.7 44.7 45.0 0.3 R 8,931 242 397 2.2 49.7 49.7 50.1 0.4 S 9,631 33 93 9.4 52.9 52.9 53.0 0.1 T 9,961 295 351 2.5 57.0 57.0 57.9 0.9 U 10,231 75 143 6.1 59.1 59.1 59.6 0.5 ✓ 10,791 48 172 5.1 64.3 64.3 65.3 1.0 W 11,381 55 144 6.0 71.4 71.4 71.4 0.0 X 12,031 28 176 4.9 75.3 75.3 76.2 0.9 Y 12,791 57 169 5.1 80.4 80.4 80.7 0.3 Feet Above Mouth 2Elevations Computed for Flow Confined to Main Channel Between Sections I and N 3Elevations Computed Without Consideration of Backwater from Sammamish River T FEDERAL EMERGENCY MANAGEMENT AGENCY B k FLOODWAY DATA LE KING COUNTY, WA 4 AND INCORPORATED AREAS SWAMP CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION • T I WITS' 7 •W T1F Lb CROSS SECTION DISTANCE1 WIDTH SgRE VE OCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) North Creek A 200 54 209 3.0 19.8 19.8 19.8 0.0 B 450 45 219 2.9 20.0 20.0 20.0 0.0 C 1,000 37 139 4.6 20.5 20.5 20.5 0.0 D 1,650 52 190 3.3 21.5 21.5 21.5 0.0 E 2,300 42 109 5.8 22.4 22.4 22.4 0.0 F 2,940 39 148 4.3 24.0 24.0 24.0 0.0 G 3,770 63 177 3.6 25.8 25.8 25.8 0.0 H 4,070 49 143 4.4 26.8 26.8 26.8 0.0 I 4,320 70 159 4.0 27.3 27.3 27.3 0.0 J-N2 'Feet Above' Mouth 2Cross Sections Located Within City of Bothell (Not a Part of this Study) - . T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA a AND INCORPORATED AREAS NORTH CREEK 1' ' r y, V FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION ' SECTION MEAN REGULATORY WITHOUT2 WITH2 INCREASE CROSS SECTION DISTANCEI WIDTH AREA I VELOCITY FLOODWAY FLOODWAY (FEET) I (SQUARE - (FEET PER I - -- FEET)- 111 SECOND)---- - - (FEETNGVD)- ----------- ------ -- -- L i-t t-1 e-B-ea-r Creek A 40 39 289 1.7 24.1 23.8 23.8 0.0 B 177 8 78 6.4 25.6 25.6 25.6 0.0 C 427 14 97 5.2 26.4 26.4 26.7 0.3 D 577 24 70 7.1 26.3 26.3 27.0 0.7 E 617 19 52 9.6 27.3 27.3 27.3 0.0 F 764 39 182 2.7 33.3 33.3 33.4 0.1 G 849 31 102 4.9 33.3 33.3 33.4 0.1 H 949 49 124 4.4 33.8 33.8 33.9 0.1 I 1,059 55 247 2.3 36.3 36.3 36.3 0.0 J 1,159 44 179 3.2 36.5 36.5 36.5 0.0 K 1,199 50 194 2.9 36.5 36.5 36.5 0.0 ' L 1,224 31 137 4.1 36.5 36.5 36.5 0.0 M 1,413 26 157 3.6 38.2 38.2 38.2 0.0 N 1,493 31 183 3.1 38.3 38.3 38.4 0.1 O 1,773 32 109 5.2 38.5 38.5 38.6 0.1 P 1,979 11 51 11.0 42.8 42.8 43.2 0.4 Q 2,103 24 174 3.3 45.7 45.7 45.7 0.0 R 2,792 20 104 5.4 ' 48.3 48.3 49.1 0.8 S 3,642 34 130 4.4 53.7 53.7 54.1 0.4 T 4,602 38 89 6.4 60.9 60.9- 61.3 0.4 U 5,122 _ 28 129 4.4 64.4 64.4 65.4 1.0 ✓ 5,962 24 94 6.0 69.3 69.3 69.9 0.6 W 6,652 45 303 1.8 80.9 80.9 80.9 0.0 X 7,052 24 111 4.8 81.1 81.1 81.6 0.5 1Feet Above Mouth 2Elevations Computed With Consideration of 25-Year Sammamish River Backwater Elevation TA I . FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B KING COUNTY, WA YY L E AND INCORPORATED AREAS 4 LITTLE BEAR CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION �RFAW -REG = - FLOODWAY FLOODWAY FLOODWAY CROSS SECTION ` DISTANCES WIDTH AREA VELOCITY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Little Bear Creek (Cont'd) Y 7,452 36 175 3.1 83.6 83.6 84.6 1.0 Z 7,762 23 148 3.6 90.7 90.7 90.7 0.0 AA 8,162 27 150 3.6 91.2 91.2 92.2 1.0 AB 9,522 21 73 7.4 100.9 100.9 101.7 0.8 AC 10,562 23 136 4.0 110.4 110.4 111.0 0.6 AD 10,742 46 247 2.2 110.9 110.9 111.5 0.6 1Feet Above Mouth 2Elevations Computed With Consideration of 25-Year Sammamish River Backwater Elevation A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B KING COUNTY, WA E AND INCORPORATED AREAS • LITTLE BEAR CREEK 4 4 ' A. 4 - , N L FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY I WITHOUT I WITH I INCREASE CROSS SECTION DISTANCE WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER -_ - - -- - --FEES) --SECOND) - -- -(FEET-NGVD) - -- -- - Bea-rC-reek A 0.061 258 744 2.1 31.7 31.33 32.23 1.0 B 0.471 757 1,387 1.1 36.2 36.2 36.3 0.1 C 0.671 309 1,108 1.4 38.2 38.2 38.5 0.3 D 0.781 232 953 1.6 38.7 38.7 39.1 0.4 E 0.861 255 1,359 1.1 38.8 38.8 39.3 0.5 F 0.002 71 446 3.4 41.5 41.5 42.5 1.0/0.04 C 1,4552 154 659 2.3 43.3 43.3 43.8 1.0/0.04 H 2,5232 160 895 1.7 46.1 46.1 46.7 1.0/0.04 I 3,5632 590 2,311 0.7 46.3 46.3 47.0 0.9/0.14 J 4,6552 747 2,090 0.7 46.4 46.4 47.2 1.0/0.04 K 6,7642 415 709 1.6 47.9 47.9 48.8 0.9/0.14 L 7,6642 33 159 6.7 49.0 49.0 50.0 1.0/0.04 M 8,5252 100 530 2.0 53.3 53.3 54.3 1.0/0.04 N 10,2322 35 262 4.1 56.7 56.7 57.5 0.8/0.24 O 11,5752 200 703 1.5 58.4 58.4 59.4 1.0/0.04 P 13,7132 118 691 1.4 62.6 62.6 63.6 0.9/0.14 Q 16,0162 125 596 1.7 67.1 67.1 67.8 0.7/0.34 R 19,0482 91 423 2.4 74.1 74.1 75.1 1.0/0.04 S 20,2772 66 297 3.4 80.1 80.1 80.2 0.1/0.94 T 21,3252 80 414 2.4 81.7 81.7 82.4 0.7/0.34 U 21,9802 55 341 2.9 82.9 82.9 83.7 0.8/0.24 ✓ 23,0592 45 278 3.6 86.0 86.0 86.6 0.7/0.34 W 23,9302 100 486 2.1 88.0 88.0 88.2 0.3/0.74 X 25,2532 85 236 2.2 91.3 91.3 91.8 0.6/0.4' Y 5.541 34 179 2.9 94.2 94.2 95.0 0.8 1Miles Above Mouth 2Feet Above State Route 202 3Elevation Computed Without Consideration of Backwater Effects From Sammamish River 4Surcharge Over Base Conditions/Available Surcharge T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA LKING COUNTY, WA - - - - - - -- E 4 AND INCORPORATED AREAS BEAR CREEK FLOODING SOURCE • FLOODWAY BASE FLOOD WATER SURFACE ELEVATION S WIDTH AREA VELOCITY FLOO.WAY I FLOODWAY CROSS SECTION DISTANCE (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Bear Creek (Cont'd) • Z 5.67 41 176 3.0 97.2 97.2 97.9 0.7 AA 5.81 38 189 2.8 100.3 100.3 100.8 0.5 AB 5.94 48 144 3.5 102.8 102.8 103.1 0.3 AC 5.98 44 128 3.9 104.0 104.0 104.1 0.1 AD 6.02 81 270 1.9 105.1 105.1 105.2 0.1 AE 6.21 96 230 2.2 110.2 110.2 110.8 0.6 . AF 6.41 69 255 2.0 118.4 118.4 118.9 0.5 AG 6.45 20 122 4.1 119.0 119.0 119.5 0.5 AH • 6.45 20 102 4.9 119.0 119.0 119.6 0.6 AI ,6.49 79 313 1.6 120.2 120.2 120.6 '0.4 AJ 6.63 84 235 1.8 122.0 122.0 122.6 0.6 AK 6.75 76 189 2.3 124.7 124.7 125.2 0.5 AL 6.90 30 129 3.3 127.3 • 127.3 128.1 0.8 AM 6.97 71 197 2.2 128.7 128.7 129.7 -1.0 AN 7.03 83 283 1.5 129.6 129.6 130.6 1.0 AO 7.20 81 244 1.8 133.2 133.2 134.2 1.0 AP 7.23 31 122 3.5 133.8 133.8 134.7 0.9 AQ 7.23 31 139' 3.1 134.1 134.1 135.0 0.9 AR 7.29 49 143 3.0 135.8 135.8 136.4 0.6 AS 7.37 29 107 4.0 138.4 - 138.4 138.7 0.3 AT 7.42 47 212 2.0 139.4 139.4 139.9 0.5 AU 7.60 23 56 7.3 142.8 . 142.8 143.1 0.3 AV 7.67 34 105 3.9 146.9 146.9 147.7 0.8 AW 7.76 42 140' 2.9 150.2 150.2 ' 150.5 0.3 AX 7.84 33 121 3.4 152.3 152.3 152.3 0.0 • ' • Miles Above Mouth • • T FEDERAL EMERGENCY MANAGEMENT AGENCY A . FLOODWAY DATA B KING COUNTY, WA . E AND.INCORPORATED AREAS BEAR CREEK 4 4• .. ,. . w 1 1 • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCE' WIDTH AREA VELOCITY fLOODWAY I FLOODWAY (FEET) (SQUARE (FEET PER ---- -------- -- --- - -- ------- --- - - - - - --- - -- -- - -- -_-- FEET) - ---SECOND)-- --- -- - --- -- ------ -(FEET NGVD)-------------- - - - -- - - - -- ----BearC-reek - - - -- -- - - (ContFd) AY 7.88 9 36 11.4 154.9 154.9 154.9 0.0 AZ 7.94 27 140 2.4 158.8 158.8 159.3 0.5 BA 8.10 39 92 3.6 161.5 161.5 162.4 0.9 BB 8.16 19 76 4.4 164.8 164.8 164.9 . 0.1 BC • 8.16 19 85 3.9 165.2 165.2 165.3 0.1 BD 8.21 46 149 2.2 166.3 166.3 ' 166.5 0.2 BE 8.34 29 74 4.5 170.8 170.8 171.3 0.5 BF 8.54 44 130 2.5 180.3 180.3 180.4 0.1 BG 8.70 84 262 1.3 183.0 183.0 183.5 0.5 BH 8.87 86 177 1.7 185.6 185.6 186.6 1.0 BI 8.97 56 69 4.5 194.4 194.4 194.6 0.2 BJ 9.04 23 94 3.3 201.0 201.0 201.0 0.0 BK 9.08 43 76 4.1 202.8 202.8 202.9 0.1 BL 9.18 23 73 4.2 211.8 211.8 211.8 0.0 BM 9.31 87 166 1.9 218.6 218.6 218.7 0.1 BN 9.40 95 168 1.8 222.0 222.0 222.0 0.0 BO 9.55 114 142 2.2 229.3 229.3. 229.3 - 0.0 BP 9.61 34 99 3.1 232.0 232.0 232.0 0.0 BQ 9.65 38 124 2.5 233.1 233.1 233.2 0.1 BR 9.76 36 101 2.9 236.3 236.3 236.8 0.5 BS 9.85 44 130 2.2 239.5 239.5 239.7 0.2 BT 9.98 64 234 1.2 240.5 240.5 241.0 0.5 BU 10.09 54 199 1.5 241.2 241.2 242.0 0.8 . BV 10.13 20 83 2.8 241.7 241.7 242.5 • 0.8 BW 10.14 20 79 2.9 242.0 242.0 242.7 0.7 'Miles Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY B FLOODWAY DATA E KING COUNTY, WA AND INCORPORATED AREAS BEAR CREEK 4 FLOODING SOURCE FLOODWAY BASE PIOOD • WATER SURFACE ELEVATION • REGEILRTunr tt INCREASE CROSS SECTION DISTANCE WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Bear Creek (Cont'd) BX 10.17 34 111 2.1 242.8 242.8 243.4 0.6 BY 10.23 31 • 118 1.9 245.0 245.0 245.5 0.5 BZ 10.32 30 103 2.2 246.4 246.4 247.1 0.7 CA 10.49 51 127 1.8 251.5 251.5 251.9 0.4 CB 10.64 47 132 1.7 255.2 255.2 255.5 0.3 CC . 10.69 44 162 1.4 255.8 255.8 256.3 0.5 CD 11.02 45 188 1.2 258.2 258.2 259.1 0.9 .1Mi1es Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY eA. : FLOODWAY DATA • E KING COUNTY, WA • AND INCORPORATED AREAS BEAR CREEK 4 V ,. w y V.. . • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION I CROSS SECTION DISTANCEi WIDTH AREA SECTION VELOCITYMEAN FLOODWAY FLOODWAY INCREASE (FEET) (SQUARE (FEET PER REGULATORY I - - ------------- _-=FEET)- --- ---SECOND)-- --- - - - (FEET_NGVD) - - - Evans--Creek A 0.35 39 137 2.9 49.4 49.4 50.3 0.9 B 0.81 190 136 2.1 56.3 56.3 56.8 0.5 C 1.21 90 197 1.7 62.5 62.5 63.3 0.8 D 1.41 294 552 1.1 63.2 63.2 64.0 0.8 E 1.71 189 290 1.2 63.8 63.8 64.7 0.9 F 1.95 300 400 1.1 65.3 65.3 66.3 1.0 G 2.28 125 116 2.6 67.9 - 67.9 68.4 0.5 H 2.29 128 159 1.4 68.6 68.6 68.9 0.3 I . 2.48 144 100 2.4 72.3 72.3 72.5 0.2 J 2.67 120 170 1.4 75.1 75.1 75.4 0.3 K 2.88 150 157 2.1 76.4 76.4 76.8 0.4 L 3.01 208 652 0.6 76.8 76.8 77.4 0.6 M 3.14 170 65 4.7 79.1 79.1 79.1 0.0 N 3.53 159 472 1.0 84.3 84.3 84.3 0.0 O 3.85 200 396 1.2 85.1 85.1 85.4 0.3 P 4.21 220 137 2.2 92.6 92.6 92.6 0.0 Q 4.27 207 90 - 1.8 95.1 95.1 95.1 0.0 R 4.65 120 56 3.6 101.7 101.7 102.0 0.3 'Miles Above Mouth • • T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L KING COUNTY, WA E AND INCORPORATED AREAS _ EVANS CREEK 4 • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION 1 a ; VE• CROSS SECTION DISTANCES WIDTH AREAVELOCITY FLOODWAY FLO DAY W INCREASE (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Issaquah Creek A 950.4 1,950 2,974 2.2 34.5 34.5 34.5 0.0 B 1,953.6 1,650 1,422 3.3 36.3 36.3 36.3 0.0 C 3,590.4 1,000 936 3.4 42.9 42.9 42.9 0.0 D 5,702.4 290 1,895 2.3 47.8 47.8 47.9 0.1 E 6,230.4 121 658 7.2 49.1 49.1 49.2 0.1 F 7,075.2 253 1,251 3.4 51.5 51.5 51.8 0.3 G • 7,814.4 65 476 9.0 52.4 52.4 53.1 0.7 H 8,553.6 125 976 4.4 54.8 54.8 55.8 1.0 I 9,398.4 76 491 8.8 56.4 56.4 57.1 0.7 J 9,609.6 92 489 8.8 58.3 58.3 58.5 0.2 K 9,926.4 160 1,158 3.7 60.3 60.3 60.4 0.1 L 10,401.6 104 672 6.4 60.7 60.7 60.8 0.1 M 10,560.0 86 521 8.3 61.7 61.7 61.8 0.1 N • 11,193.6 90 764 5.6 64.7 64.7 64.9 0.2 O 11,668.8 95 649 6.6 65.8 65.8 66.1 0.3 P 11,721.6 144 840 5.1 66.6 66.6 66.9 0.3 Q 12,355.2 130 985 4.4 68.1 68.1 68.3 0.2 R 12,724.8 90 572 7.5 68.6 68.6 68.9 0.3 S 13,041.6 120 651 6.6 70.4 70.4 70.8 0.4 T 13,516.8 114 514 8.4 74.4 74.4 74.5 0.1 U 13,622.4 83 787 4.4 75.9 75.9 75.9 0.0 ✓ 14,256.0 69 548 6.4 77.0 77.0 77.1 0.1 W 14,308.8 72 506 6.9 78.8 78.8 78.9 0.1 . X 14,889.6 113 783 4.0 .81.0 81.0 81.1 0.1 Y 15,734.4 97 633 5.0 82.5 82.5 82.7 0.2 Z 16,262.4 73 483 6.6 84.5 84.5 84.7 0.2 ]Feet Above Mouth TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B - .E KING COUNTY, WA • AND INCORPORATED AREAS ISSAQUAH CREEK 4 .. • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY I FLOODWAY (FEET) (SQUARE (FEET PER --- -------- --- ----- -- -------------- ----------- ----- -----FEET)------- -__SECOND)-- ----------- --------- -----(FEET_NGVD)--- --------------- ----- -------- -- -- • I s saquah_C eels (Cont'd). AA _ 16,948.8 64 566 5.6 87.2 87.2 87.4 0.2 AB 17,054.4 91 589 5.4 88.1 88.1 88.3 0.2 AC 17,265.6 55 365 8.7 88.8 88.8 89.0 0.2 AD 17,371.2 60 462 6.9 91.0 91.0 91.1 0.1 AE . 17,740.8 77 558 5.7 92.4 92.4 92.7 0.3 AF 18,110.4 123 788 4.0 93.6 93.6 94.0 0.4 AG 18,638.4 400 - -1,327 2.4 -94.1 94.1 94.5 0.4 AH 18,796.8 339 1,154 2.7 94.4 94.4 -94.7 0.3 AI 19,430.4 66 408 7.8 97.2 97.2 97.3 0.1 AJ 20,064.0 88 571 5.6 100.7 100.7 100.7 0.0 AK 20,803.2 100 610 5.2 102.9 102.9 102.9 0.0 AL 21,014.4 141 696 4.6 112.0 112.0 112.0 0.0 AM ' 21,384.0 76 388 8.2 113.0 113.0 113.0 0.0. AN 22,228.8 239 1,200 2.6 115.7 115.7 116.3 0.6 AO 23,073.6 313 832 3.8 117.3 117.3 .118.2 0.9 AP 23,812.8 114 562 5.5 120.9 120.9 121.9 1.0 AQ 24,710.4 300 705 4.4 125.4. 125.4 125.9 0.5 AR 24,763.2 330 853 3.6 125.5 125.5 126.0 0.5 AS 25,185.6 110 437 7.1 128.0 128.0 128.3 0.3 AT 25,977.6 98 . 745 4.2 130.5 130.5 131.2 0.7 AU 26,716.8 64 396 7.8 131.9 131.9 132.5 0.6 AV 27,456.0 63 437 7.1 136.0 136.0 136.4 0.4 AW I 27,825.6 64 453 6.8 137.3 137.3 138.0 0.7 AX 28,089.6 63 391 . 7.8 141.2 141.2 141.9 0.7 AY 28,406.4 66 496 6.2 143.6 143.6 144.6 1.0 AZ 28,934.4 73 618 4.9 145.7 145.7 146.7 1.0 'Feet Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY BA FLOODWAY DATA E KING COUNTY, WA 4 AND INCORPORATED AREAS ISSAQUAH CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION 1 AREA VELOCITY -� CROSS SECTION DISTANCE (FEET) (SQUARE (FEET FEET) SECOND) (FEET NGVD) Issaquah Creek (Cont'd) BA 29,462.4 98 582 5.2 146.5 146.5 147.5 1.0 BB 30,096.0 19 488 . 6.3 149.4 149.4 150.0 0.6 BC 31,152.0 85 463 6.6 152.8 152.8 153.0 0.2 BD 32,208.0 84 476 6.4 156.0 156.0 156.3 0.3 BE 33,422.4 163 569 5.3 160.0 160.0 160.2 0.2 BF 34,478.4 170 452 6.4 166.7 166.7 167.2 0.5 BC 35,798.4 292 826 3.5 175.6 175.6 176.6 1.0 BH 36,960.0 74 294 9.8 182.1 182.1 182.1 0.0 BI 37,224.0 74 449 6.4 188.8 188.8 188.9 0.1 BJ 38,121.6 103 389 7.4 191.2 191.2 191.2 0.0 BK 38,702.4 119 368 7.8 196.9 196.9 197.1 0.2 BL 39,230.4 52 198 14.5 200.2 200.2 200.4 0.2 BM 40,022.4 120 510 5.6 210.9 210.9 210.9 0.0 BN 41,078.4 96 344 8.4 218.6 218.6 218.6 0.0 BO 42,345.6 52 280 10.3 224.0 224.0 224.0 0.0 BP 42,451.2 68 386 6.3 225.6 225.6 225.6 0.0 BQ 43,032.0 67 243 10.0 228.2 228.2 228.4 0.2 BR 43,401.6 45 281 7.2 229.8 229.8 230.8 1.0 BS 44,193.6 43 175 11.6 . 233.9 233.9 233.9 0.0 BT 45,196.8 40 232 8.7 240.2 240.2 240.5 0.3 BU 45,355.2 39 182 11.1 240.8 240.8 241.1 0.3 BV 45,460.8 44 374 5.4 245.3 245.3 245.3 0.0 BW 45,566.4 41 340 5.9 245.4 245.4 245.4 0.0 BX 46,728.0 32 159' 12.7 248.4 248.4 248.4 0.0 BY 47,520.0 37 188 10.7 255.6 255.6 256.1 0.5 BZ 48,945.6 52 224 9.0 265.0 265.0 i 265.2 0.2 1Feet Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA 4 AND INCORPORATED AREAS ISSAQUAH CREEK . 4 t 4 4 ., L. s . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE - - CROSS SECTION I DISTANCES WIDTH - QUA (FEETVELO EY FLOODWAY I FLOODWAY ------- - - (FEET) (SQUARE (FEET PER __FEET)--- SECOND) (FEET_NGVD)_ T q-saquah Greek - - - - - - - (Cont'd) CA 50,001.6 118 350 5.8 269.4 269.4 269.9 0.5 CB 50,952.0 219 387 5.2 275.4 275.4 275.4 0.0 CC 51,796.8 48 182 11.1 - 280.8 280.8 280.9 0.1 CD 52,800.0 132 433 4.7 287.9 287.9 288.7 0.8 CE 52,958.4 42 235 8.1 288.9 288.9 289.9 1.0 CF 53,011.2 42 216 8.9 291.3 291.3 291.3 0.0 CC 53,116.8 192 634 3.0 292.8 292.8 292.8 0.0 CH 53,222.4 38 271 7.1 293.0 293.0 293.1 0.1 CI 53,380.8 184 885 2.2 294.2 294.2 294.4 0.2 . CJ 54,595.2 125 247 7.7 300.1 300.1 300.1 0.0 CK 55,334.5 165 554 3.4 305.0 305.0 306.0 1.0 CL 56,284.8 193 320 6.0 310.5 310.5 310.7 0.2 CM 56,601.6 41 251 7.6 312.5 312.5 313.5 1.0 CN 57,921.6 39 213 9.0 321.2 321.2 321.6 0.4 CO 59,664.0 51 267 6.2 331.5 331.5 332.4 0.9 CP 59,769.5 45 233 7.2 332.1 332.1 332.9 0.8 CQ 59,822.4 51 340 4.9 334.4 334.4 334.6 0.2 CR 59,875.2 54 332 5.0 334.8 334.8 334.8 0.0 CS 61,036.8 40 172 9.7 339.3 339.3 339.7 0.4 CT 62,515.2 58 242 6.9 351.8 351.8 352.7 0.9 CU 63,571.2 53 269 6.2 359.1 359.1 360.1 1.0 CV 65,102.4 35 186 9.0 375.4 375.4 375.4 0.0 CW 66,528.0 47 283 5.9 387.8 387.8 388.7 0.9 'Feet Above Mouth • T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA E KING COUNTY, WA 4 AND INCORPORATED AREAS ISSAQUAH CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECIION MEAN REGULATORY I WI!HO ITH I INCREASE CROSS SECTION DISTANCE1 WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) • North Fork Issaquah Creek A 25 50 138 2.3 45.1 45.1 46.1 1.0 B 1,159 49 83 3.8 52.5 52.5 52.5 0.0 C 1,695 46 128 2.5 54.7 54.7 55.0 0.3 D 2,267 46 206 1.5 56.0 56.0 56.9 0.9 E 2,'389 . 40 213 1.5 57,2 . 57.2 58.0 0.8 F 2,993 42 211 1.5 60.7 60.7 61.4 0.7 G 3,215 40 173 1.8 60.8 60.8 61.5 0.7 H 3,887 13 67 4.7 62.2 62.2 62.5 0.3 I 4,054 13 38 8.2 64.3 64.3 64.6 0.3 J 4,565 30 121 2.6 66.4 66.4 67.0 0.6 K 5,122 49 231 1.4 71.8 71.8 71.8 0.0 L 5,359 14 34 9.2 71.8 71.8 71.8 0.0 M 5,468 34 77 4.1 73.8 73.8 73.8 0.0 N 5,814 16 36 8.6 82.1 82.1 82.1 0.0 O 6,055 16 36 8.6 90.0 90.0 90.0 0.0 1Feet Above Confluence With Issaquah Creek T A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B L KING COUNTY, WA E 4 AND INCORPORATED AREAS NORTH FORK ISSAQUAH CREEK Y . A ' . + y, FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT I WITH INCREASE CROSS SECTION DISTANCE) WIDTH ( AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER - --------- - ---- ----- -- -- - -FEET)-- .-SECOND)--- _ - - --- -- -- (FEET NGVD)_ ----- - -- - - - Es-st Fork Issaquah Creek A 0.02 26 120 7.1 75.2 72.92 73.3 0.5 B 0.07 25 110 7.8 76.2 76.2 76.3 0.1 C 0.12 35 118 7.2 79.6 79.6 79.8 0.2 D 0.15 21 75 10.6 81.7 81.7 81.7 0.0 E 0.19 34 150 5.1 85.7 85.7 86.0 0.3 F 0.21 42 116 6.6 86.2 86.2 86.5 0.3 G 0.30 36 90 7.2 92.0 92.0 92.0 0.0 H 0.37 37 78 8.3 97.1 97.1 97.1 0.0 I 0.39 45 129 5.0 99.2 99.2 99.2 0.0 J 0.40 40 168 5.1 99.9 99.9 99.9 0.0 K 0.47 17 77 11.0 103.1 103.1 103.2 0.1 L 0.55 42 154 5.5 108.0 108.9 109.9 1.0 M 0.65 24 92 9.2 116.5 116.5 116.5 0.0 N 0.75 30 117 7.3 123.6 123.6 124.6 1.0 O 0.87 32 103 8.3 134.6 134.6 134.6 0.0 'Miles Above Mouth 2Water-Surface Elevation Computed Without Considering Backwater Effects T FEDERAL EMERGENCY MANAGEMENT AGENCY B FLOODWAY DATA E KING COUNTY, WA AND INCORPORATED AREAS EAST FORK ISSAQUAH CREEK 4 • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION •FCT?O UEATOR INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) West Fork I Issaquah Creek A 130 21 74 7.5 231.1 231.1 232.1 1.0 B 230 10 45 12.4 234.6 234.6 234.6 0.0 C 404 24 181 3.0 240.2 240.2 . 240.2 0.0 D 1,304 35 69 8.0 255.6 255.6 255.7 0.1 E 2,204 22 59 9.3 273.2 273.2 273.2 0.0 F 3,384 24 59 8.9 305.0 305.0 305.0 0.0 G 4,214 30 70 7.6 313.2 313.2 313.3 0.1 H 4,394 22 76 7.0 314.9 314.9 • 315.1 0.2 I 4,508 39 214 2.5 318.3 318.3 319.2 0.9 J 4,708 88 468 1.1 318.3 318.3 319.3 1.0 K 4,917 156 703 0.8 318.4 318.4 319.4 1.0 L 5,267 167 467 1.1 318.4 318.4 319.4 1.0 M 5,570 139 278 1.2 318.6 318.6 319.6 1.0 N 6,570 26 48 6.9 320.2 320.2 320.2 0.0 O 7,740 27 108 1.9 322.6 322.6 323.4• 1.0. P 7,966 26 93 2.1 323.9 323.9 324.8 0.9 Q 8,346 26 104 1.9 324.6 324.6 325.2 0.6 R 8,774 28 115 1.7 325.0 325.0 325.7 0.7 S 9,324 64 165 1.2 325.1 325.1 325.9 0.8 T . 9,796 176 422 0.5 325.1 325.1 326.1 1.0 U 10,521 119 139 1.4 325.1 325.1 326.1 1.0 ✓ 10,806 136 541 0.4 325.1 325.1 326.1 1.0 W 11,456 62 204 1.0 .325.1 325.1 326.1 1.0 ( 1Feet Above Mouth i • TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA . 4 AND INCORPORATED AREAS WEST FORK ISSAQUAH CREEK , * - .. FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT 1 WITH INCREASE CROSS SECTION DISTANCE1 WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER - - ---- - - -- - - --- - ---- - - -- ----- -- --- --------_ -- -FEET-) -- - -SECOND)-- _ --_ - -- -_---- -_- -- (FEET_NGVO)------ - - - - -- _- - --- --- - . - Holder-Creek - - - - I A • 470 79 122 6.6 403.6 403.6 403.6 0.0 B 1,830 40 130 6.2 424.7 424.7 424.8 0.1 C 2,625 20 84 9.6 437.7 437.7 438.4 0.7 D 3,460 30 119 6.7 453.0 453.0 453.7 0.7 E 4,735 23 82 9.8 476.4 476.4 476.6 0.2 F. 4,830 42 133 6.0 478.4 478.4 479.3 0.9 G 4,900 38 145 5,5 480.1 480.1 480.1 0.0 H 4,935 29 • 83 9.7 480.6 480.6 480.8 0.2 I 5,500 19 86 9.3 493.5 493.5 494.3 0.8 • • • • 'Mile Above Mouth • T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA L KING COUNTY, WA E . . AND INCORPORATED AREAS HOLDER CREEK 4 . FLOODING SOURCE . FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION ME AN REGULATORY p91ii0ul INCREASE . CROSS SIC IIUIJ IBIS I l.NCLI MMII ARtA VELOCITY ILOUCIWAY ILUODWAY (FEET) _ (SgIIA Rk (FEETPER . - FEET) SECOND) (IEEl NGVD) Tibbetts Creek A 0.15 N/A N/A N/A 32.1 32.1 N/A N/A B 0.29 23 88 5.4 32.6 32.6 33.6 1.0 C 0.51 29 128 3.3 39.5 39.5 . 39.6 0.1 I) 0.62 44 • 124 3.3 43.3 43.3 43.6 0.3 E 0.73 21 81 6.5 46.0 46.0 47.0 1.0 F 0.85 25 98 4.4 50.4 50.4 50.4 0.0 C 0.94 13 43 9.7 53.9 53.9 53.9 0.0 H 1.05 31 96 3.7 59.8 59.8 60.4 0.6 I 1.07 44 113 3.8 59.9 59.9 60.5 0.6 J 1.17 39 98 4.3 63.1 63.1 63.1 0.0 K 1.27 11 39 10.9 69.0 69.0 69.0 0.0 L 1.34 27 174 1.9 77.7 77.7 . 77.7 0.0 M 1.42 36 155 2.1 77.8 77.8 77.9 0.1 N 1.44 17 88 3.7 78.0 78.0 78.1 0.1 0 1.55 30 46 7.1 85.2 85.2 85.2 0.0 P 1.66 85 91 3.6 95.3 95.3 95.3 ' 0.0 Q 1.62 24 46 7.1 103.2 103.2 103.6 0.4 R 1.65 19 77 . 4.2 110.7 110.7 110.9 0.2 S 1.68 13 65 5.0 ' 113.2 113.2 113.8 0.6 T 1.71 39 201 1.6 113.5 113.5 114.5 1.0 U 1.77 11 30 10.8 ' 117.6 117.6 117.9 0.3 ✓ 1.82 64 51 6.4 124.4 124.4 124.4 0.0 W 1.85 12 32 10.1 127.0 127.2 127.2 0.2 X 1 .91 16 74 4.4 134.6 134.6 134.8 '0.2 Y 1.97 28 44 . 7.4 137.5 137.5 137.6 0. 1 1 Z 2.01 18 40 8.2 142.9 142.9 142.9 0.0 "Miles Above Mouth ' • T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA 8 E KING COUNTY, WA AND INCORPORATED AREAS TIBBETTS CREEK 4 . Y • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION MEANWITHOUT WITH CROSS SECTION DISTANCE) WIDTH S REAN VELOCITY REGULATORY FLOODWAY I FLOODWAY INCREASE (FEET) (SQUARE (FEET PER ------ --- - - - -- --- - - --- -- -- _--- ----- FEET)-- - - SECOND)----- --- --- ---- -_ ---(FEETNGVD)- - - --- - --Tibbetts-Creek 1--- (Cont'd) AA 2.06 38 48 6.7 148.7 148.7 148.8 0.1 AB 2.11 31 39 8.4 157.0 157.0 157.0 0.0 AC 2.16 7 55 5.9 175.8 175.8 175.8 0.0 AD 2.18 22 111 2.9 176.2 176.2 176.4 0.2 AE 2.21 8 53 6.1 182.5 182.5 182.8 0.3 AF ', 2.22 24 61 5.4 182:5 182.5' 183.1 0.6 AC 2.26 160 30 10.9 187.3 187.3 187.4 0.1 • • 1Mi1es Above Mouth T B _. FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA E KING COUNTY, WA LAND INCORPORATED AREAS TIBBETTS CREEK • • FLOODING SOURCE - FLOODWAY BASE FLOOD WATER SURFACE ELEVATION CROSS SECTION DISTANCET WIDTH AREA VELOCITY orr FLOODWAY FLOODWAY . . rj (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) May Creek . A 0.14 34 158 5.5 21.0 21.0 21.5 0.5 B 0.16 60 239 3.6 21.8 21.8 22.2 0.4 C 0.24 42 99 8.8 23.3 23.3 23.3 0.0 D 0.25 42 110 7.9 25.7 25.7 25.7 0.0 E 0.31 31 121 7.2 29.0 29.0 29.2 0.2 F 0.39 40 150 5.8 32.5 32.5 33.0 0.5 G 0.46 28 87 10.0 35.8 35.8 35.8 0.0 H 0.52 23 123 7.1 40.0 40.0 40.6 0.6 I 0.57 45 ' 165 5.3 41.8 41.8 42.5 0.7 J 0.63 31 89 9.7 45.3 45.3 45.3 0.0 K 0.78 33 133 6.5 55.2 55.2 55.2 0.0 L 0.94 79 143 6.1 64.7 64.7 64.7 0.0 M 1.09 33 113 7.7 76.4 76.4 76.6 0.2 N 1.25 39 128 6.6 85.4 85.4 85.4 0.0 O 1.36 32 89 9.6 93.1 93.1 93.2 0.1 P 1.39 40 172 4.9 95.6 95.6 96.0 0.4 Q 1.41 33 . 90 9.5 95.8 95.8 95.8 0.0 R 1.42 33 111 7.7 96.4 96.4 96.4 0.0 - S 1.46 30 95 8.9 99.8 99.8 99.9 0.1 T 1.54 22 91 9.3 106.8 106.8 106.9 0.1 U 1.56 8 . 68 12.5 112.2 112.2 112.2 0.0 ✓ 1.61 43 283 2.9 114.2 114.2 115.1 0.9 W 1.74 27 81 9.9 120.9 120.9 120.9 0.0 X 1.83 38 170 4.8 125.0 125.0 125.7 0.7 Y 1.96 52 101 8.0 135.8 135.8 135.8 0.0 Z 2.02 42 130 6.3 140.4 140.4 140.5 0.1 1Miles Above Mouth TA FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B KING COUNTY, WA L AND INCORPORATED AREAS MAY CREEK 4 • - . . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION WITHOUT I WITH SECTION MEAN REGULATORY INCREASE CROSS SECTION DISTANCE1 WIDTH I AREA VELOCITY FLOODWAY FLOODWAY -_ - (FEET) (SQUARE (FEET PER ------------- ------------- ---- -- FEET) - -SECOND)------- -------- -- ------------(F-EET=NGVD)----- ----- -- ----------------- -------- --- May-ere 1 (Cont'd) AA 3.23 37 124 5.1 266.4 266.4 267.3 0.9 AB 3.34 33 78 8.2 278.3 278.3 278.3 0.0 AC 3.49 41 135 4.7 289.6 289.6 290.2 0.6 AD 3.68 40 134 4.8 300.3 300.3 300.3 0.0 AE 3.74 15 78 8.2 304.3 304.3 304.5 0.2 AF 3.80 21 80 8.0 306.5 306.5 306.9 0.4 AG 3.90 18 105 5.3 309.2 309.2 310.0 0.8 AH . 3.99 53 257 2.2 310.0 310.0 310.7 0.7 AI 4.07 19 92 5.5 310.2 310.2 311.1 0.9 AJ 4.13 92 371 1.4 311.5 311.5 312.1 0.6 AK 4.22 75 303 1.7 311.5 311.5 312.3 0.8 AL 4.37 231 - 983 0.5 311.8 311.8 312.8 1.0 AM 4.48 96 387 1.3 311.9 311.9 312.9 1.0 AN 4.58 137 540 0.9 312.1 312.1 313.1 1.0 AO 4.68 19 78 6.5 312.5 312.5 313.1 0.6 AP 4.90 133 559 0.9 313.4 313.4 314.4 1.0 AQ 5.12 115 325 1.6 313.8 313.8 314.8 1.0 AR 5.30 44 120 4.2 315.5 315.5 316.0 0.5 AS 5.47 12 57 6.5 319.2 319.2 319.2 0.0 AT 5.56 73 413 0.9 320.3 320.3 321.1 0.8 AU 5.72 85 444 0.8 320.3 320.3 321.2 0.9 AV 5.86 184 743 0.5 320.4 320.4 321.4 1.0 AW 6.00 216 491 0.8 320.4 320.4 321.4 1.0 AX 6.16 50 70 5.3 321.9 321.9 322.2 0.3 • . AY 6.29 100 271 1.4 323.2 323.2 324.2 1.0 AZ 6.44 170 324 1.1 324.0 324.0 324.8 0.8 1Mi1es Above Mouth • T FEDERAL EMERGENCY MANAGEMENT AGENCY BA FLOODWAY DATA KING COUNTY, WA L - AND INCORPORATED AREAS MAY CREEK 4 FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION CROSS SEC fION DISTANCE WIDTH AREA VELOCITY FLOODWAY I FLOODWAY INCREASE (FEET) (SQUARE (FEET PER FEET) - SECOND) -. - (FEET NGVD) - • May Creek (Cont'd) BA 6.56 13 40 6.0 324.3 324.3 325.3 1.0 BB " 6.65 138 - 106 2.3 329.5- 329.5 329.5 0.0 • BC 6.70 11 26 4.3 330.8 330.8 331.4 0.6 BD 6.78 34 58 1.9 332.0 332.0 332.8 0.8 BE 6.93 61 48 2.3 334.1 334.1 335.1 1.0 BF 7.10 33 37 2.9 338.1 338.1 338.8 . 0.7 BC 7.24 11 26 4.2 341.9 . 341.9 342.7 0.8 • 1Miles Above Mouth. , T •A FEDERAL EMERGENCY MANAGEMENT AGENCY • FLOODWAY DATA B KING COUNTY, WA E AND INCORPORATED AREAS 4 MAY CREEK r r FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION ' SECTION MEAN REGULATORY WITHOUTZ WITHZ INCREASE CROSS SECTION DISTANCE' WIDTH- AREA VELOCITY FLOODWAY I FLOODWAY (FEET) (SQUARE (FEET PER ----- -- ---- - - -- - - _ _ _ FEET)- _ - SECOND)---- -- - -_ - _ --- - (FEET NGVD)__ -- - ---- - - - - - - May—Creek Tributary . A 700 61 127 1.1 329.5 328.0 329.0 1.0 B 1,100 78 198 0.7 329.5 328.1 329.1 1.0 • C 1,600 69 151 0.3 329.5 328.2 329.2 1.0 D • 1,950 45 92 0.5 329.5 328.2 329.2 1.0 E- 2,420 51 96 0.5 329.5 328.3 329.3 1.0 F 2,760 13 22 2.1 329.5 328.5 329.4 0.9 • 1Feet Above Mouth 2Elevations Computed Without Consideration of Backwater from May Creek . T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA L KING COUNTY, WA E AND INCORPORATED AREAS MAY CREEK TRIBUTARY 4 FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION - -Cato, _MEAN FLOODWAY FLOODWAY INCRtMSt CROSS SECTION DISTANCET WIDTH AREA VELOCITY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Cedar River , A 0.01 156 916 9.3 15.0 14.6 14.6 0.0 B 0.17 148 856 10.0 16.7 16.7 16.7 0.0 C 0.31 159 1,112 7.7 18.8 18.8 18.8 0.0 D 0.48 141 941 9.1 19.9 19.9 20.0 0.1 E 0.64 131 948 9.0 21.5 21.5 21.6 0.1 F 0.74 167 1,139 7.5 22.8 22.8' 22.8 0.0 G 0.78 135 1,247 6.8 24.8 24.8 24.8 0.0 H 0.88 132 1,122 7.6 25.2 25.2 25.2 0.0 I 0.99 133 1,042 8.2 25.7 25.7 25.8 0.1 J 1.07 152 1,098 7.8 26.4 26.4 26.5 0.1 K 1.14 137 1,103 7.7 27.1 27.1 28.0 0.9 L 1.23 135 1,033 8.3 27.9 27.9 28.6 0.7 M 1.27 127 1,061 8.0 28.5 28.5 29.4 0.9 N 1.31 124 1,135 7.5 29.2 29.2 29.9 0.7 O 1.35 141 1,081 7.9 29.4 29.4 30.0 0.6 P 1.42 128 997 8.6 29.8 29.8 30.3 0.5 Q 1.45 129 849 10.0 30.0 30.0 30.5 0.5 R 1.49 136 1,051 8.1 31.3 31.3 31.5 0.2 S 1.53 126 1,046 8.2 31.6 31.6 32.6 1.0 T 1.59 122 1,058 8.1 32.3 32.3 33.0 0.7 U 1.61 105 982 8.7 32.5 32.5 33.5 1.0 ✓ 1.63 161 1,387 6.2 33.6 33.6 34.3 0.7 W 1.67 160 1,337 6.4 34.0 34.0 34.6 0.6 X 1.79 114 1,057 8.1 35.3 35.3 35.7 0.4 Y 1.94 137 1,222' 7.0 38.0 38.0 38.1 0.1 Z 2.11 98 1,031 8.3 40.3 40.3 40.4 0.1 'Miles Above Mouth, 2Elevations Computed Without-Consideration of Backwater from Lake-Washington A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B KING COUNTY, WA - - E AND INCORPORATED AREAS CEDAR RIVER • • 4 • .. • T . • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Cedar River (Cont'd) AA 2.16 103 1,160 8.5 40.7 40.7 40.7 0.0 AB 2.32 110 1,490 6.6 43.4 43.4 43.4 0.0 AC 2.47 142 1,500 6.5 45.2 45.2 45.2 0.0 • AD 2.73 141 1,210 8.1 49.5 49.5 49.5 _ 0.0 AE 2.90 130 1,310 7.5 52.6 52.6 52.6 0.0 AF 2.96 140 1,220 8.1 53.6 53.6 53.6 0.0 AG 3.02 150 1,070 9.1 55.4 55.4 55.4 0.0 •AH 3.25 210 1,690 5.8 60.9 60.9 61.0 . 0.1 AI 3.37 196 1,310 7.5 62.8 62.8 62.9 0.1 AJ 3.58 288 1,685 4.0 67.3 67.3 67.6 0.3 AK 3.84 252 1,535 4.3 70.9 70.9 71.2 0.3 AL 4.03 210 990 9.9 75.0 75.0 75.1 0.1 AM 4.23 169 1,155 6.1 78.8 78.8 78.8 0.0 AN 4.39 349 1,869 3.5 81.6 81.6 81.7 0.1 AO 4.63 400 2,535 3.9 83.7 83.7 83.8 0.1 AP 4.77 279 1,257 5.8 . 87.2 87.2 87.3 0.1 AQ 4.88 410 1,358 4.5 90.5 90.5 90.7 0.2 AR 5.20 700 1,693 4.1 96.9 96.9 97.0 0.1 AS 5.34 328 1,978 3.4 99.0 99.0 99.3 0.3 AT 5.53 298 1,208 5.1 103.3 103.3 103.6 0.3 AU 5.72 355 1,330 4.7 107.6 107.6 108.5 0.9 AV 5.96 280 2,038 2.9 111.8 111.8 112.7 0.9 AW 6.09 300 2,134 4.6 114.1 114.1 114.5 0.4 AX 6.30 188 1,140 5.8 118.2 118.2 118.3 0.1 AY 6.46 221 1,934 3.2 123.0 123.0 123.2 0.2 AZ 6.63 325 1,489 4.5 126.9 126.9 127.1 0.2 'Miles Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY _ B FLOODWAY DATA L KING COUNTY, WA • E AND INCORPORATED AREAS CEDAR RIVER 4 • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION • - R WITHOUT WITH •CROSS SECTION DISTANCE1 WIDTH - SACRA VELOCITYM� ~ (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Cedar River (Cont'd) BA 6.83 322 1,375 3.5 130.7 130.7 131.0 0.3 BB 6.98 200. 1,325 7.4 134.5 134.5 134.8 0.3 BC 7.12 218 935 6.3 139.1 139.1 139.2 0.1 • BD 7.25 240 1,943 3.0 143.7 143.7 143.8 0.1 BE 7.44 500 1,462 4.2 146.1 146.1 146.4 0.3 BF . 7.66 290 940 5.2 ' 149.9 149.9 150.1 0.2 BG 7.87 400 921 4.5 155.3 155.3 155.3 0.0 BH 8.07 300 972 5.3 160.8 160.8 161.0 0.2 BI 8.18 280 1,056 6.3 164.0 164.0 164.0 0.0 BJ 8.32 418 1,489 3.1 168.0 168.0 168.3 0.3 BK 8.52 518 1,674 5.1 171.9 171.9 172.5 0.6 BL . 8.74 305 902 6.7 177.5 177.5 178.0 0.5 BM 8.97 229 1,746 3.2 183.6 183.6 183.6 0.0 BN 9.20 170 1,089 8.9 186.7 186.7 186.7 0.0 BO 9.39 211 1,440 4.7 191.4 191.4 191.6 0.2 . BP 9.52 315 1,155 6.7 193.6 193.6 193.8 0.2 BQ , 9.65 280 1,443 4.0 196.4 196.4 196.9 0.5 BR 9.75 195 1,442 3.8 198.4 198.4 198.7 0.3 BS • 10.05 310 1,441 4.3 203.3 203.3 203.7 0.4 BT 10.27 400 1,911 4.0 206.8 206.8 207.8 1.0 • BU 10.43 350 1,251 5.4 209.7 209.7 210.7 1.0 BV 10.62 800 3,294 2.6 216.7 216.7 216.9 0.2 BW 10.75 600 2,297 4.1 218.0 218.0 218.6 0.6 BX 10.90 500 1,379 4.7 220.8 220.8 221.3 0.5 BY 11.06 314 1,521 3.3 224.4 224.4 224.8 0.4 BZ 11.10 202 1,386 7.3 225.7 225.7 226.0 0.3 'Miles Above Mouth • A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B KING COUNTY, WA E AND INCORPORATED AREAS 4 CEDAR RIVER 4 I * t ♦ 1 D FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION , SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION --DISTANCE1 WIDTH I AREA ---VELOCITY - FLOODWAY I FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND)_____ (FEETNGVD) Ceda r__R i ver (Cont'd) CA a 11.17 248 1,544 3.2 229.2 229.2 229.2 0.0 CB 11.38 300 1,546 4.3 232.7 232.7 232.8 0.1 CC 11.66 180 1,385 2.9 234.9 234.9 235.1 0.2 CD - 11.78 160 878 11.0 237.7 237.7 237.8 0.1 CE 11.97 280 1,602 2.9 245.0 245.0 245.0 0.0 CF 12.13 390 1,741 2.5 247.0 247.0 247.1 0.1 CG 12.34 500 1,593 4.5 250.9 250.9 251.2 0.3 CH 12.52 480 1,490 3.6 256.3 256.3 256.7 0.4 CI 12.59 500 1,108 8.8 258.8 258.8 259.0 0.2 CJ 12.83 210 1,094 5.2 266.0 266.0 266.0 0.0 CK 13.05 520 2,123 2.9 270.9 270.9 271.1 0.2 CL 13.41 600 3,201 2.0 284.4 284.4 284.4 0.0 CM 13.83 800 1,807 3.5 291.0 291.0 291.1 0.1 CN 14.18 500 2,009 3.2 301.3 301.3 301.4 0.1 CO 14.61 150 1,259 4.1 313.6 313.6 313.7 0.1 CP 15.78 320 1,406 4.5 346.9 346.9 347.2 0.3 CQ 15.95 140 951 4.1 351.1 351.1 351.2 0.1 CR 16.46 410 1,302 4.4 363.7 363.7 364.0 0.3 CS 16.62 240 1,082 4.4 368.5 368.5 368.7 0.2 CT 16.73 222 1,525 4.0 372.6 372.6 372.9 0.3 CU 16.89 180 1,294 7.3 376.3 376.3 - 376.7 0.4 CV I 17.05 240 894 6.9 380.9 380.9 ' 381.2 0.3 CW 17.22 360 2,050 2.1 387.1 387.1 387.9 0.8 CX 17.68 250 740 8.3 401.3 401.3 401.7 0.4 CY 17.93 200 1,201 7.9 411.0 411.0 412.0 1.0 CZ 18.90 160 1,026 5.8 447.3 447.3 447.7 0.4 1Mi1es Above Mouth ; T FEDERAL EMERGENCY MANAGEMENT AGENCY A _ FLOODWAY DATA B • E KING COUNTY, WA 4 AND INCORPORATED AREAS CEDAR RIVER . • • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION waliOSECTION MEAN REGULATORY FLOODWAY T 1 WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Cedar River (Cont'd) DA 19.10 150 980 9.7 453.4 453.4 453.5 0.1 DB 19.30 180 1,020 9.3 460.2 460.2 460.2 0.0 DC • 19.60 200 910 6.1 472.2 472.2 472.4 0.2 • DD • 20.01 230 1,317 7.2 484.7 484.7 485.0 0.3 DE 20.24 250 851 7.0 491.3 491.3 491.3 0.0 DF 20.24 250 1,005 9.4 499.2 499.2 499.3 0.1 DC 20.81 200 782 12.1 512.2 512.2 512.2 0.0 DH 21.10 200 1,175 8.1 522.8 522.8 522.8 0.0 • 1Mi1es Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY • FLOODWAY 'DATA E KING COUNTY, WA . • • AND INCORPORATED AREAS CEDAR RIVER L , r , w FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN WITHOUTZI WITH1 INCREASE CROSS SECTION DISTANCE AREA VELOCITY REGULATORY WIDTH FLOODWAY FLOODWAY (FEET) (SQUARE (FEET PER ---- - -- _ _- - _ - - - - --- FEET) -- ---- SECOND)-- -- -- - ----- -- ---- .(FEET NGVD)-___------ -- - - -- - Thor-nton Greek -- - A 327 22 76 5.1 15.5 15.5 15.5 0.0 B • 860 31 109 3.6 20.0 20.0 20.1 0.1 C 1,046 13 63 5.3 20.5 20.5 20.6 0.1 D 1,295 43 158 2.1 22.7 22.7 22.9 0.2 E 1,410 46 167 2.0 22.8 22.8 23.0. 0.2 F 1,745 24 186 1.8 31.0 31.0 31.0 0.0 G 1,960 28 86 1.8 31.0 31.0 31.0 0.0 H 2,090 17- 143 2.-3- 32.7 32.7 32.7 0.0 I • 2,460 17 118 2.8 32.7 32.7 32.7 0.0 J • 2,778 • 43 172 1.8 32.8 32.8 33.0 0.2 K 2,860 41 159 2.0 32.8 32.8 33.0 0.2 L 3,395 18 67 4.7 33.7 33.7 33.8 0.1 M 3,850 15 73 4.2 35.0 35.0 35.2 0.2 N 4,170 34 99 2.9 35.5 35.5 35.8 0.3 O 4,990 21 48 6.0 37.7 37.7 37.7 0.0 P 5,275 16 44 6.5 39.9 39.9 39.9 0.0 Q 5,488 22 72 4.1 40.9 40.9 41.8 0.9 R 5,606 18 73 3.6 41.7 41.7 42.5 0.8 S 5,888 28 82 3.2 43.1 43.1 43.6 0.5 T 6,046 20 68 3.8 43.6 43.6 44.0 0.4 U 6,460 16 68 3.7 44.3 44.3 44.6 0.3 ✓ 6,570 63 404 0.6 47.3 47.3 47.3 0.0 W 6,800 35 178 3.3 47.3 47.3 47.3 0.0 X I 7,155 31 143 4.1 49.7 49.7 49.9 0.2 • • 'Feet Above Mouth ' 2Elevation Computed :Without Consideration of Backwater Effects From Lake Washington T FEDERAL EMERGENCY MANAGEMENT AGENCY A FLOODWAY DATA B L KING COUNTY, WA 4 AND INCORPORATED AREAS THORNTON CREEK BASE FLOOD FLOODING SOURCE FLOODWAY WATER SURFACE ELEVATION SECTION-- MEAN REGULATORY �ITA INCREASE , CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY -FLOODWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) 1 North Fork Thornton Creek Y 7,470 12 33 9.7 51.0 51.0 51.0 0.0 Z " 7,801 15 36 8.8 55.7 55.7 55.7 0.0 AA 8,020 14 48 6.7 58.6 58.6 58.6 0.0 AB 8,550 16 40 7.0 63.1 63.1 63.1 0.0 AC 9,271 6 18 10.2 84.6 84.6 84.6 0.0 AD 9,406 14 59 3.0 89.7 89.7 89.7 0.0 AE 9,635 15 25 7.3 94.1 94.1 94.1 0.0 AF 9,840 24 37 4.8 96.3 96.3 96.4 0.1 AG 10,550 15 24 7.4 107.7 107.7 107.7 0.0 AH 11,328 5 17 10.5 127.9 127.9 127.9 0.0 AI 11,690 16 25 7.2 133.2 133.2 133.2 0.0 AJ 12,345 13 24 7.6 144.4 144.4 144.4 0.0 AK 13,035 4 16 11.1 163.2 163.2 163.2 0.0 AL 13,200 17 66 2.7 166.3 166.3 166.3 0.0 AM 13,672 4 14 10.7 172.6 172.6 172.6 - 0.0 AN 13,836 21 60 2.5 178.0 178.0 178.0 0.0 AO 14,570 24 25 5.9 187.5 187.5 187.5 0.0 AP 15,560 22 25 6.1 203.2 203.2 203.2 0.0 AQ 15,953 7 16 9.1 213.1 213.1 213.1 0.0 AR 16,095 11 27 5.5 216.8 216.8 216.8 0.0 AS 16,750 10 19 7.8 228.6 228.6 . 228.6 0.0 AT 17,190 7 14 7.9 233.9 233.9 233.9 0.0 AU 17,395 13 29 3.8 236.6 236.6 236.6 0.0 AV 17,555 10 21 5.4 237.1 237.1 237.1 0.0 AW 17,884 8 18 6.0 239.7 239.7 239.8 0.1 AX 18,045 40 70 1.6 241.1 241.1 241.2 0.1 AY 19,003 7 10 11.6 248.1 248.1 248.1 0.0 AZ 19,204 60 219 0.5 254.0 254.0 254.0 0.0 'Feet Above Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY • A FLOODWAY DATA B LE KING COUNTY, WA 4 AND INCORPORATED AREAS NORTH FORK THORNTON CREEK r • • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION . • SECTION MEAN REGULATORY FLOODWAYWITHOUT I FLOODWAYWITHINCREASE CROSS SECTION IDISTANCE' WIDTH I AREA VELOCITYI (FEET) (SQUARE (FEET PER WITH --- - -- - - ----- -- - -- _--FEE7)=-=-- -SECOND)--- ` -__ __ -_- -- (FEET-NGVD)_- --- -- -- - South Fork- - - Thornton Creek A 247 33 108 2.5 54.0 54.0 54.0 0.0 B 872 17 33 8.1 57.5 57.5 57.5 0.0 C 1,515 15 30 9.0 63.1 63.1 63.1 0.0 • D 1,705 14 53 5.1 68.7 68.7 68.7 0.0 E 1,848 12 29 8.5 68.9 68.9 68.9' 0.0 F 2,551 11 28 8.9 79.5 79.5 79.5 0.0 G 2,696 12 33 7.5 83.0 83.0 83.0 0.0 H 3,350 18 32 7.6 94.0 94.0 94.0 0.0 I 3,800 16 30 7.9 101.7 101.7 101.7 0.0 J 4,140 28 36 6.6 110.1 110.1 110.1 0.0 K 4,318 5 20 11.4 120.0 120.0 120.0 0.0 L 4,630 25 49 4.3 125.0 125.0 125.0 0.0 M 5,155 45 40 5.3 134.7 134.7 134.7 0.0 N 5,814 10 33 4.8 147.5 147.5 147.5 0.0 O 6,555 29 30 5.3 156.5 156.5 156.5 0.0 P 7,035 13 28 5.6 162.1 162.1 162.2 0.1 Q 7,520 13 21 7.2 169.7 169.7 169.7 0.0 R 7,788 9 15 9.7 183.1 183.1 183.1 0.0 S 8,035 19 24 6.4 191.6 191.6 191.6 0.0 T 9,359 6 16 9.3 221.4 221.4 221.4 0.0 U 9,600 49 47 3.2 224.1 224.1 224.1 0.0 ✓ 9,915 10 19 7.9 227.9 227.9 227.9 0.0 W 10,274 17 40 3.8 230.1 230.1 230.1 0.0 X 10,457 12 49 1.8 232.7 232.7 232.8 0.1 Y 10,557 5 15 6.0 233.2 233.2 233.2 0.0 Z 10,890 10 16 5.5 236.2 236.2 236.2 0.0 AA 11,295 6 11 8.0 242.2 242.2 242.2 0.0 ;Feet Above•Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA 4 AND INCORPQRATEDAREAS SOUTH FORK THORNTON CREEK ' FLOODING SOURCE FLOODWAY BASE FLOOD • WATER SURFACE ELEVATION ' CF toN multi _ REQUL-A-t_QRY__ WITHOIIT I WITH _ INCRLJLSt - - CROSS SECTION DISTANCE WIUfiF- ARE/ VELOCITY F�OUDWAT FLQUUWAY (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Forbes Creek A 0.27 87 170 1.3 19.8 19.8 20.3 0.5 B 0.31 100 191 1.1 20.5 20.5 - 21.2 0.7 C 0.49 55 88 2.1 27.6 27.6 28.2 0.6 • D 0.63 52 70 2.1 36.2 36.2 36.5 0.3 E 0.73 57 102 1.5 37.8 37.8 38.0 0.2 F • 0.86 59 36 4.2 42.4 42.4 42.4 0.0 G 0.92 100 56 2.0 48.1 48.1 48.5 0.4 H 0.93 60 109 1.0 48.2 48.6 48.6 0.4 • I . 1.05 14 19 5.7 53.4 53.4 53.4 0.0 J 1.15 15 22 5.0 69.4 69.4 69.8 0.4 K 1.18 20 56 2.0 78.5 78.5 78.8 0.3 L 1.22 18 56 2.0 85.5 85.5 85.5 0.0 M 1.34 16 18 6.2 104.4 104.4 104.4 0.0 1Mi1es Above Mouth • • T FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA • AND INCORPORATED AREAS FORBES CREEK 4 • L • t + . 4 . i • FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION MWITH CROSS SECTION DISTANCE 1 WIDTH SECTION AREA VELOCITY REGULATORY I FLN WITHOUT OODWAY I FLOODWAY I INCREASE __(FEET) -- (SQUARE FEET)_ (FEET PER ( ¢¢T ! - -- - SECOND) -- F --NGVD- --- _ South Fork Skykomish River A. 56.34 1,803 13,122 5.4 750.9 750.9 751.4 0.5 B 56.56 1,604 11,789 6.0 753.1 753.1 753.7 0.6 ` C 56.77 1,825 15,350 4.6 756.0 756.0 756.8 0.8 ` • D 56.97 545 • 6,845 10.4 758.4 758.4 758.9 0.5 E 57.21 570 - 6,632 10.8 762.6 762.6 763.1 0.5 F 57.38 461 5,835 12.2 765.6 765.6 766.6 1.0 • G 57.46 - 364 5,039 - 14.2 768.4 768.4 768.8 0.4 H 57.67 467 6,544 10.9 774.0 774.0 774.1 0.1 I 57.92 820 6,637 10.7 778.4 778.4 778.5 0.1 J .58.14 1,070 8,834 8.1 . 783.2 783.2 783.7 0.5 K • 58.32 - 1,140 8,266 8.6 -785.1 785.1 786.1 1.0 L 58.52 715 6,726 10.6 787.9 787.9 788.1 0.2 M 58.73 785 7,241 9.8 791.4 791.4 792.4 1.0 N 58.91 800 7,371 9.7 795.7 795.7 795.7 0.0 O 59.13 865 9,467 7.5 800.6 800.6 801.5 0.9 P 59.27 • 274 3,979 17.9 802.1 802.1 802.8 0.7 Q 59.48 671 . 8,695 8.2 . 809.9 809.9 810.3 0.4 R . 59.70 . 850 7,912 9.0 .812.8 812.8 813.2 0.4 • S .59.94 490 . • 6,100 11.7 . 818.0 818.0 818.3 0.3 T . 60.11 561 . 6,310 11.3 820.9 820.9 821.9 1.0 U . 60.32 658 8,163 8.7 826.3 826.3 826.7 0.4 ✓ 60.53 950 12,476 5.7 829.9 829.9 830.5 0.6 W 60.74 990 . 8,560 8.3 . 831.0 831.0 832.0 1.0 1 X 60.95 1,270 12,060 5.9 834.5 834.5 835.5 1.0 Y 61.18 . 1,255 10,668 6.7 837.2 . 837.2 838.2 1.0 I 1 Miles above Mouth 1 Ns FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DAT A- m KING COUNTY,WA• . a AND INCORPORATED AREAS SOUTH FORK SKYKOMISH RIVER FLOODING SOURCE FLOODWAY BASE FLOOD - WATER SURFACE ELEVATION CROSS SECTION DISTANCE WIDTH SECTION AREA VELOCITY REGULATORY FLOODWAY FLOODWAY INCREASE ! (FEET) (SQUARE FEET) .(FEET PER SECOND) (FEET NGVD) ci South Fork Skykomish Rivet (continued) Z 61.57 1,123 9,203 7.7 843.4 843.4 844.4 1.0 1 AA 61.79 969 6,569 10.9 849.5 849.5 850.3 0.8 AB 62.13 430 6,322 11.3 857.9 857.9 858.6 0.7 1i AC 62.26 316 5,116 13.9 862.9 862.9 862.9 0.0 AD 62.35 257 4,790 14.9 865.3 865.3 865.3 0.0 AE 62.46 177 3,665 19.5 866.9 866.9 866.9 0.0 I AF .62.64 700 1.0,071 7.1 873.7 873.7 874.5 . 0.8 AG 62.84 500 7,261 9.8 875.2 875.2 875.8 0.6 All 63.02 700 7,393 9.6 878.2 878.2 879.1 0.9 AI 63.39 . 782 9,229•" 7.7 885.9 885.9 886.9 1.0 AJ 63.72 734 7,527 7.2 891.3 891.3 892.3 1.0 AK 63.99 323 4,637 11.7 895.0 895.0 895.8 0.8 AL 64.18 277 4,195 12.9 900.6 900.6 900.6 0.0 AM 64.36 291 . 4,277 12.7 . 903.6 903.6 .904.0 0.4 • AN 64.53 723 7,671 7.1 907.2 • 907.2 907.7 • 0.5 AO 64.82 283 3,442 15.8 911.4 911.4 911.4 0.0 AP 65.11 620 7,936 6.8 920.2 920.2 920.8 0.6 AQ 65.35 637 7,145 7.6 922.8 922.8 923.7 0.9 . AR 65.45 600 6,476 1 8.4 924.5 . 924.5 925.0 0.5 AS 65.49 560 5,299 10.2 925.2 925.2 925.7 0.5 • AT 65.55 ' 548 4,576 11.9 925.4 ' 925.4 926.4 1.0 AU 65.61 195 2,567 21.2 • 926.3 926.3 926.3 0.0 • • AV . 65.69 . 455 • 6,738• 8,1 •933.9 • 933.9. 933.9 • 0.0 . . .AW 65.82 •• 351 4,321 12.5 934.5 . . 934.5 . 934.5 . 0.0 ' Miles above Mouth . • 114 FEDERAL EMERGENCY MANAGEMENT AGENCY t FLOODWAY DATA • m KING COUNTY, WA • AND INCORPORATED AREAS SOUTH FORK SKYKOMISH RIVER 4. R r . r E r FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION I MEAN WITHOUT WITH CROSS SECTION DISTANCE WIDTH SECTION AREA VELOCITY REGULATORY I FLOODWAY I FLOODWAY I INCREASE (FEET) (SQUARE FEET) (FEET PER -SECOND)- (FEE_T_NG`dD) - - South Fork Skykomish River (continued) AX 65.95 289 3,660 14.8 936.5 936.5 937.4 0.9 AY 66.05 570 4,577 11.9 939.8 939.8 939.8 0.0 AZ 66.28 619 3,952 13.7 946.1 946.1 946.1 0.0 BA 66.49 374 • 4,132 13.1 951.8 951.8 952.7 0.9 BB 66.61 265 5,133 10.6 960.1 960.1 960.1 0.0 BC 66.72 600 8,065 2.8 962.0 962.0 962.0 0.0 BD 66.90 1,354 7,601 3.0 962.3 962.3 962.4 0.1 BE 67.18 790 4,099 5.6 965.1 965.1 965.7 0.6 BF 67.39 233 2,363 9.6. 969.0 969.0 969.7 0.7 BG 67.61 • 128 1,275 17.9 - 976.3 976.3 976.3 0.0 BH 67.89 330 2,989 7.6 988.8 988.8 988.9 0.1 BI 68.05 330 3,227 7.1 992.4 992.4 992.4 0.0 BJ 68.18 360 2,319 9.8 994.9 994.9 995.5 0.6 BK 68.34 202 1,752 13.0 1000.2 1000.2 1000.3 0.1 BL 68.59 154 1,821 12.5 1010.5 1010.5 1010.5 0.0 BM 68.80 159 . 1,360 16.8 . 1019.7 1019.7 1019.7' 0.0 BN 69.08 . 114 1,245 18.3 1039.1 1039.1 1039.6 0.5 . 1 1 Miles above Mouth NFEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA ni KING COUNTY, WA AND INCORPORATED AREAS SOUTH FORK SKYKOMISH RIVER FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SICTI.Ai MLAN RUGULATURY LOOD IT WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOOOWAY I fLOODWAY , (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Maloney Creek A 100 27 197 5.7 922.5 ! 916.12 917.12 1.0 B 175 55 270 4.2 922.5 916.82 917.82. 1.0 C 240. 28 178 6.3 922.5 917.52 918.02 0.5 D 550 64 257 4.4 922.5 918.22 919.02 0.8 E 885 29 126 9.0 922.5 919.32 920.22 0.9 F 990 58 208 5.4 922.5 921.52 921.52 0.0 G 1,440 98 324 3.5 922.7 922.7 923.5 0.8 1Feet Above Mouth 2Elevation Computed Without Consideration of Backwater Effects From South Fork Skykomish River T FEDERAL EMERGENCY MANAGEMENT AGENCY • FLOODWAY DATA A B E KING COUNTY, WA AND INCORPORATED AREAS MALONEY CREEK 4 a- - r . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCES WIDTH I AREA VELOCITY I FLOODWAY I FLOODWAY (FEET -- - --- - - - -- (FEET) (SQUARE (FEET PER ---- - - - - --- - - FEET]- SECOND) (FEET -- Miller-Greek A 40 31 140 4.8 9.0 6.43 6.43 0.0 B 518 1712 361 1.9 9.0 8.43 8.53 0.1 C 973 211 301 2.2 9.1 9.1 10.1 1.0 D 1,586 15 59 8.1 15.7 15.7 15.7 . 0.0 E 1,916 17 82 5.8 17.7 17.7 18.6 0.9 F 3,016 23 59 8.1 30.7 30.7 30.8 0.1 G 3,391 17 ' 62 7.8 36.3 36.3 36.3 0.0 H 3,867 54 54 8.9 43.3 43.3 43.3 0.0 I 4,109 24 76 5.6 46.2 46.2 46.2 0.0 J 4,579 25 60 7.2 56.4 56.4 56.4 0.0 K 6,494 24 67 6.4 101.7 101.7 101.7 0.0 L 8,984 22 57 5.2 158.1 158.1 158.1 0.0 M 9,428 12 58 5.1 169.4 169.4 170.4 1.0 . N 10,248 19 70 3.9 188.4 188.4 188.6 0.2 O 10,603 37 136 2.0 192.1 192.1 192.2 0.1 P 11,028 17 67 4.1 192.8 192.8 192.9 0.1 Q 11,869 22 72 7.4 197.6 197.6 197.6 0.0 R 12,572 14 61 4.5 204.0 204.0 204.0 0.0 S 12,759 76 111 2.5 206.6 206.6 206.7 0.1 T 13,314 13 78 2.7 212.1 212.1 212.5 0.4 U 13,434 12 69 3.1 212.8 212.8 213.0 0.2 ✓ 13,960 16 32 6.6 214.5 214.5 215.0 0.5 W 14,861 19 48 4.4 223.7 223.7 224.4 0.7 X 15,461 18 47 4.5 229.8 229.8 230.0 0.2 • Y 16,006 11 37 5.8 235.9 235.9 236.5 0.6 Z 16,202 42 169 1.2 247.4 247.4 247.4 0.0 AA 16,837 13 43 4.9 250.5 250.5 250.5 0.0 AB 17,415 28 70 3.0 260.8 260.8 260.8 0.0 AC 17,801 20 78 2.7 264.0 264.0 264.3 0.3 AD 18,062 13 59 3.6 265.2 265.2 265.7 0.5 AE 18,982 335 973 0.2 265.4 265.4 266.4 1.0 'Feet Above Puget Sound 2Computed Without Consideration of Walker Creek Floodway . 3Floodway Computed Without Consideration of Backwater From Puget Sound T FEDERAL EMERGENCY MANAGEMENT AGENCY B FLOODWAY DATA L KING COUNTY, WA E 4 AND INCORPORATED AREAS MILLER CREEK FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION CROSS SECTION DISTANCE, WIDIFf' AREA VELOCITY FLOODWAY FLOODWAY mC10.ASL (FEET) (SQUARE (FEET PER FEET) SECOND) (FEET NGVD) Walker Creek A 290 132 217 .5.0 11.0 11.0 11.4 0.4 B 510 134 482 2.2 12.2 12.2 13.1 0.9 C 710 254 809 1.3 12.6 12.6 13.4 0.8 D 920 35 98 4.7 12.9 12.9 13.6 0.7 E 1,100 34 . 106 4.3 14.2 14.2 14.7 0.5 F 1,160 7 35 9.0 16.1 16.1 17.1 1.0 G 1,200 20 97 3.2 16:3 16.3 17.3 1.0 H 1,410 20 49 5.8 17.1 17.1 18.0 0.9 I 1,600 , 20 37 7.7 21.9 21.9 22.0 0.1 J 1,720 15 50 5.7 23.7 23.7 24.6 0.9 Feet Above Mouth 2Because of Map Scale Limitations, All Floodway Widths Less Than 30 Feet Are Shown As 30 Feet T , A FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA B E KING COUNTY, WA AND INCORPORATED AREAS WALKER CREEK 4 - r ♦ . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION • SECTION I MEAN REGULATORY WITHOUT WITH INCREASE CROSS SECTION DISTANCES WIDTH AREA VELOCITY FLOODWAY I FLOODWAY I (FEET) (SQUARE 1' (FEET PER - -------- - ----- -- - - --- - - - --- -_-_----FEET)--__II SECOND) -- - -=_ ------- =- ---- _(FEET NGVD)---- - - - - - -- -- --- - Longfellow Creek - - J A 11,210 9 84 4.5 116.9 116.9 116.9 0.0 B 11,360 31 197 1.9 117.2 117.2 117.3 0.1 C 11,650 18 71 5.3 117.2 117.2 117.3 0.1 D 12,150 54 145 2.6 118.8 118.8 119.8 1.0 E 12,380 15 64 5.4 122.2 122.2 123.1 0.9 F 12,650 12 54 6.5 123.5 123.5 124.4 0.9 G 12,810 13 59 5.3 124.4 124.4 125.4 1.0 H 12,920 14 88 3.5 127.7 127.7 128.7 1.0 I 13,100 11 57 5.4 127.9 127.9 128.9 1.0 J 13,780 12 37 8.4 132.1 132.1 132.6 0.5 • K 14,230 19 49 6.3 136.8 136.8 137.8 1.0 L 14,290 12 41 7.6 •137.9 137.9 138.1 0.2 M 14,410 39 130 2.4 139.7 139.7 140.6 0.9 N 14,830 13 43 7.2 140.5 140.5 141.2 0.7 O 15,010 41 212 1.4 146.6 146.6 147.6 1.0 P 15,280 48 223 1.3 146.9 146.9 147.8 0.9 Q 15,475 36 126 2.3 148.6 148.6 149.6 1.0 R 16,200 21 57 5.0 151.3 151.3 152.0 0.7 S 16,230 10 50 5.6 152.0 152.0 152.2 0.2 T 16,480 70 308 0.9 158.5 158.5 159.5 1.0 U 16,850 18 38 7.4 159.0 159.0 159.5 0.5 ✓ 17,165 13 46 6.1 165.6 165.6 165.9 0.3 W 17,245 25 78 3.6 166.5 166.5 167.0 0.5 X 19,555 12 20 7.4 226.5 226.5 •226.5 0.0 Y 19,835 10 18 7.7 232.5 232.5 232.5 0.0 Z 20,455 35 45 3.1 241.4 241.4 241.4 0.0 . . AA 21,575 13 23 6.1 253.2 253.2 253.2 0.0 1Feet Above• Mouth T FEDERAL EMERGENCY MANAGEMENT AGENCY B : FLOODWAY DATA -- -- - - L KING COUNTY, WA • 4 AND INCORPORATED AREAS LONGFELLOW CREEK . FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION ' ► f r j sF1=pOh- MT-ANREGUCA1"ORY1 • - - IN It U tUSS SI(IION UISIANCEI WIDTH' AREA WIOCIIY ElFLOODWAY FLOODWAY (FEEL) (SONAR' (1411 PFR II I I) . St CONII) ' (FEET NGVD) Tol.t River A 13,850 609 2,877 5.43 141.5 141.5 142.5 1.0 B 16,810 654 1,810 8.54 157.2 157.2 158.2 1.0 C 20,300 699 4,849 3.18 177.2 ' 177.2 178.2 1.0 D 22,740 907 6,277 2.45 194.1 194.1 195.1 1.0 E 26,880 150 1,267 12.06 214.9 214.9 215.9 1.0 F 29,120 165 1,452 10':49 229.8 229.8 • 230.8 1.0 G 31,620 189 1,404 . 10.81 .249.9 249.9 250.9 . 1.0 li 34,781 150 1,212 12.45 274.9 274.9 275.9 1.0 • 1Feet Above Mouth • T FEDERAL EMERGENCY MANAGEMENT AGENCY • A FLOODWAY DATA B E KING COUNTY, WA ' AND INCORPORATED AREAS -. TOLT-RIVER 4 _ _._. .... ___._ 1 • 5.0 INSURANCE APPLICATION FoSr floodplain insurance rating purposes, flood insurance zone designations are assigned to a community based on the results of the engineering analyses. These zones are as follows: Zone A it Zone A is the flood insurance rate zone that corresponds to the 100-year floodplains that are determined in the Flood Insurance Study by approximate methods. Because detailed hydraulic analyses are not performed for such areas, no base flood elevations or depths are shown within this zone. • Zone AE Zone AE is the flood insurance rate zone that corresponds to the 100-year floodplains that are determined in the Flood Insurance Study by detailed methods. Whole-foot base flood elevations derived from the detailed hydraulic analyses are shown are selected ntervals within this zone. Zone AH Zone AH is the flood insurance rate zone that corresponds to the areas of 100-year shallow flooding (usually areas of ponding) where average depths are between 1 and 3 feet. Whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. one AO Zone AO is the flood insurance rate zone that corresponds to the areas of 100-year shallow flooding (usually sheetflow on sloping terrain) where average depths are between 1 and 3 feet. Average whole-foot depths derived from the detailed hydraulic analyses are shown at selected intervals within this zone. 4- Zone VE Zone VE is the flood insurance rate zone that corresponds to the .00-year coastal floodplains that have additional hazards associated with storm waves. Whole-foot base flood elevations, ' derived from the detailed hydraulic analyses are shown within this zone. 139 Zone X Zone X is the flood insurance rate zone that corresponds to areas outside the 500-year floodplain, areas within the 500-year floodplain, areas of 100-year flooding where the average depths are less than 1 foot, areas of 100-year flooding where the contributing drainage area is less than 1 square mile, and areas protected from the 100-year flood by levees. No base flood elevations or depths are shown within this zone. Zone D Zone D is the flood insurance rate zone that corresp•nds to unstudied areas where flood hazards are undetermined, but po sible. • 6.0 FLOOD INSURANCE RATE MAP The Flood Insurance Rate Map is designed for flood insurance and floodplain management applications. For flood insurance applications, the map designates flood insurance rate zones as described in Section 5.0 and, in the 100-year floodplains that were studied by detailed methods, shows selected whole-foot based flood elevations or average depths. Insurance agents use the zones and base flood elevations in conjunction with information on struct Ures and their contents to assign premium rates for flood insurance policies. For floodplain management applications, the map shows by tints, screens and symbols, the 100- and 500-year floodplains, the floodways, and the locations of selected cross sections used in the hydraulic analyses and floodway computations. The current Flood Insurance Rate Map presents flooding information for the entire geographic area of King County. Previously, separate Flood Insurance Rate Maps were prepared for each identified flood-prone incorporated community and the unincorporated areas of the county. Historical data relating to the maps prepared for each community are presented in the Community Map History data (Table 5). 7.0 OTHER STUDIES Due to its more detailed hydraulic analyses, this Flood Insurance Study supersedes all previous Flood Insurance Studies/Flood Insurance Rate Maps covering King County and the incorporated areas (References 1 to 18, 90, and 91). The City of Bothell and the Town of Milton have individual effective Flood Insurance Studies. (References 9.2 and 93, respectively). 140 Y . COMMUNITY INITIAL FLOOD HAZARD BOUNDARY FIRM FIRM NAME IDENTIFICATION MAP REVISION DATE(S) EFFECTIVE DATE REVISION DATE(S) __ --A-lgona,_:City-oft-= --WA _ N/A - = N/A--- N/A- _--- - -- Auburn,Auburn, City of_ _ May 24, 1974 September 19, 1975 June 1, 1981 February 18, 1977 Beaux Arts Village, Town oft N/A - N/A N/A N/A Bellevue, City of August 2, 1974 August 13, 1976 December 1, 1976 February 23, 1982 Black Diamond, Town of July 25, 1975 October 30, 1979 October 30, 1979 -- Burien, City of -- -- -- Carnation, City of May 31, 1974 March 5, 1976 March 4, 1980 -- Clyde Hill, Town ofl N/A N/A N/A N/A Des Moines, City of- - June 28, 1974 January 2, 1976 May 15, 1980 November_15, 1985 Duvall, Town of August 20, 1976 -- June 4, 1980 -- Enumclaw, City of September 29, 1989 -- September 29, 1989 -- Hunts Point, Town ofl N/A N/A N/A N/A Issaquah, City of February 8, 1974 February 25, 1977 May 1, 1980 -- Kent, City of June 7, 1974 April 22, 1977 April 1, 1981 -- Kirkland, City of June 28, 1974 September 12, 1975 June 15, 1981 -- Lake Forest Park, City of June 28, 1974 February 27, 1976 February 15, 1980 Medina, City ofl N/A N/A N/A N/A Mercer Island, City ofl N/A N/A N/A N/A Normandy Park, City of June 28, 1974 October 31, 1975 November 2, 1977 August 5, 1980 North Bend, City of May 17, 1974 May 7, 1976 August 1, 1984 -- Pacific, City of June 28, 1974 December 26, 1975 December 2, 1980 -- Redmond, City of March 22, 1974 July 9, 1976 February 1, 1979 January 19, 1982 Renton, City of June 7, 1974 November 7, 1975 May 5, 1981 -- SeaTac, City of -- -- Seattle, City of November 22, 1974 July 19, 1977 July 19, 1977 Skykomish, Town of February 14, 1975 -- July 2, 1981 -- Snoqualmie, City of December 21, 1973 -- July 5, 1984 -- Tukwila, City of May 24, 1974 September 13, 1977 August 3, 1981 -- Unincorporated Areas January 17, 1975 -- September 29, 1978 -- Woodinville, City of -- -- Yarrow Point, Town ofl N/A N/A N/A N/A • 1Non-floodprone community T A- -FEDERAL-EMERGENCY-MANAGEMENT AGENCYB E KING COUNTY, WA COMMUNITY MAP HISTORY 5 AND INCORPORATED AREAS • �_� • 8. 0 LOCATION OF DATA Information concerning the pertinent data used in the preparation of this study can be obtained by contacting FEMA, Mitigation Division, Federal Regional Center, 130 228th Street, SW, Bothell, Washington 98021-9796. 9.0 BIBLIOGRAPHY AND REFERENCES 1. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Flood Insurance Study, King County, Washington, (Unincorporated .Areas), March 1978. 2. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study City of Auburn, Washington, December 1980. 3. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Bellevue, Washington, February 23, 1982. 4. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, Town of Carnation, Washington, September 1979. 5. Federal Emergency Management Agency, Federal .Insurance Administration, Flood Insurance Study, City of Des Moines, Washington, November 15, 1985. 6. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, Town of Duvall, Washington, December 1979. 7. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Issaquah, Washington, November 1979. 8. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study City of Kent, Washington, October 1980. 9. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Kirkland, Washington, December 15, 1980. 10. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Lake Forest Park, Washington, August 1979. 11. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Normandy Park, Washington, August 1980. 142 1 12. F deral Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of North Bend, Washington, February 1, 1984. 13. FIederal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Pacific, Washington, line 1980. 14.1 F deral Emergency Management Agency, Federal Insurance A ministration, Flood Insurance Study, City of Redmond, Washington, J nuary 1982. 15. F deral Emergency Management Agency, Federal Insurance A ministration, Flood Insurance Study, City of Renton, Washington, , N vember 1980. 16. F deral Emergency Management Agency, Federal Insurance A ministration, ' Flood Insurance Study, Town of Skykomish, W shington, January 2, 1981. 17. Federal Emergency Management Agency, Federal Insurance A ministration, Flood Insurance Study, City of Snoqualmie, W shington, January 5, 1984. 18. F deral Emergency Management Agency, Federal Insurance A ministration, Flood Insurance Study, City of Tukwila, Washington, F bruary 3, 1981.' 19. Puget Sound Council of Governments, "Puget Sound Trends No. 5 (Revised)," July 1986. 20.'' U.S. Department of Commerce, Bureau of the Census, 1980 Census of P pulation, Number of Inhabitants, Washington. 21. U.S. Department lof Interior, Geological Survey, Magnitude and F equency in Washington, Open-File Report 74-336 by J.E. Cummans, M.R. Collings, and E.G Nassar, Tacoma, Washington, 1975. 22., U.S. Department of Interior, Geological Survey, Tacoma, Washington, P rsonnel Communication, 1986. 23. U S. Department of the Army, Corps of Engineers, "Green River Flood R duction Study: ' Appendix E, Section 1--Hydrology," 1984. 24. U.S. Department of the Army, Corps of Engineers, Seattle District, "Maximum Annual.. Peak Frequency Curve, Green River Near Auburn," January, 1981; "Maximum Annual Peak Discharge Frequency Curve, Green River at Tukwila," January 14, 1986. 25. King County Department of Public Works, "Green River Management A.reement," 1985.! . 1 143 I 26. King County Department of Public Works, Surface Water Mana cement, Operation and Maintenance Division "Personal Communicationl, - P1 Pump Station Operation," September and December 1986. 27. U.S. Department of Interior, Geological Survey, "Peak Flows from P g Drainage Areas in Washington," by J.H Bartells and G.T. Higgins, July 1966. 28. U.S. Department of the Army, Corps of Engineers, Seattle Di strict, Flood Insurance Study-King County, Washington (Unincorporated Areas), Seattle, Washington, March 1978. 29. Issaquah Environmental Council, "Aerial Photographs and Videotape of November 24, 1986 Flooding Event, Issaquah, Washington," January 6, 1986. 30. U.S. Department of Agriculture, Soil Conservation Service, Watershed Work Plan, Appendix A, Preliminary Plans Strtctural Measures East Side Green River Watershed King County, Washington," April 1965. 31. U.S. Water Resources Council, "A Uniform Technique for Dete mining Flood Flow Frequencies," Bulletin 15, December 1967. 32. U.S. Department of the Interior, Geological Survey, "Progra G745: Flood Flow Frequency Analysis," Olympia, Washington, October 985. 33. U.S. Department of the Interior, Geological Survey, Office of Water Data Coordination, Bulletin #17B, "Guidelines for Determinin1 Flood Flow Frequency," Revised September 1982. 34. U.S. Department of Interior, Geological Survey, "Evaluation and Design of a Streamflow-Data Network in Washington," Op n-File Report 78-167, by M.E. Moass and W.L. Haushild, Tacoma, Washington, 1978. 35. U.S. Department of the Army, Corps of Engineers., Hyd ologic Engineering Center, "HEC-1 Hydrograph Package Users M nual," Computer Program 723-X6-12010, Revised January 1985. 36. Seattle Engineering Department, Office for Planning, Sew r and A Drainage Planning - Rain Gaging Program, "Storm Summaries fort Storm of January 17-18, 1986 and Hourly and Daily Rainfall Totals (Stations 1, 2, 4, 5, 14, 15, 17)," January 1986. 37. City of Kent, URS Engineers Matrix Management Group, "City of Kent. Surface Drainage Utility Drainage Master Plan," February 1984; 38. U.S. Department of the Army, Corps of Engineers, Flood Plain Management Division, "Green River Interior Runoff Test File, HEC-1 Program Run for Basin E, 100-Year Event," September 1981. 144 1 I 1 I 39.1 U.S. Department of Agriculture, Soil Conservation Service, "Fast 1 Side Green River Watershed: Design Discharges--P1 Channel," Aprill, 1 80. 1 40.1 UIS. Department of the Army, Corps of Engineers, Backwater Channel Capacity Study, ' R.M. 0.0 to R.M. 28, White River, Auburn, 1 W shington, November 25, 1974. I 41. U.S. Department of Agriculture, Soil Conservation Service, Engineering Division, Technical Release No. 20, Computer Program for Project Formulation Hydrology, May 1965. 42. U.S. Department of Interior, Geological Survey, Open-File Report 714-336, Magnitude and Frequency of Floods in Washington, Tacoma, Washington, 1975. I I 43.1 Stevens, Thompson and Runyan, Inc., "Sea-Tac Communities Plan, Port i of Seattle," August 1974. 1 44. CH2M HILL, Inc., Contour Maps, Scale 1:1,200, Contour Interval 2 feet, Normandy Park 1963. 45.11 King County Engineering Department, 1953 Aerial Topographic Survey 1 ("Sheets 1 and 2), Scale 1:4,800, Contour Interval 10 feet: B thell, Washington (1953). 46. U.S. Department of the Army, Corps of Engineers, Topographic Maps, S I 1 S ale 1:2,400, Contour Interval 2 feet: Auburn, Washington (1984). ' I 47. U S. Department of the Army, Corps of Engineers, Ortho- Plotogrammetric Mapping, Snohomish River Basin, Washington, Scale 1:12,000: Seattle; Washington, June 7, 1975 (revised 1979). 48. 1 Cl2M HILL, Inc., Aerial Photographic Mosiac, North Bend, 1 Washington, Scale 1:4,800, Washington, Photographed October 5, 1977. 49. Cl2M HILL, Inc., Composite Mapping of North Bend, Washington, Scale 1:4,800, Contour Interval 2 feet, October 5, 1977. 1 50. 1 U.S. Department of the Army, Corps of Engineers, "Topographic Maps I of the Green River and Vicinity," Scale 1:1,200, Reduced to 1 14,800, Contour Interval 2 Feet, 1980. 51. 1 Ncrman Associates, Inc., Topographic, Maps, Scale 1:1200, Contour Interval 2 feet, 1977. 52. U.S. Department of the Interior, Geological Survey, Geological 1 Survey Open-File Report No. 76-499, Computer Applications for Step I Backwater and Floodway Analysis, User's Manual No. 76-499, Reston, Virginia, 1976. I 53. American Concrete Pipe Association, Concrete Pipe Design Manual, 1 Arlington, Virginia, February 1974. I 145 I 54. Portland Cement Association, Handbook of Concrete Culv rt Pipe Hydraulics, Chicago, Illinois, 1964. 55. University of California at Berkeley, Street and Highway Drainage Volume 2 - Design Charts, Berkeley, California, November 1969. 56. Washington State Highway Commission, Department of Eighways, Highway Hydraulics Manual, Olympia, Washington, 1972. 57. U.S. Department of the Army, Corps of Engineers, Seattle District, Computer Program G3722110, Backwater Curve Method II-With Floodway Analysis, Seattle, Washington. 58. U.S. Department of the Army, Corps of Engineers, Hydrologic Engineering Center, "HEC-2 Water Surface Profiles, Users anual," Davis, California, September 1982. 59. U.S. Department of the Army, Corps of Engineers, Coastal Engineering Research Center, "Shore Protection Manual " Fort Belvoir, Virginia, 1973. 60. U.S. Department of the Army, Corps of Engineers, Letter to FEMA, "Green River Levee Freeboard Recommendations," September 1986. 61. U.S. Department of the Army, Corps of Engineers, Coastal Engineering Research Center (CETA 78-2), Revised Wave Runup Curves for Smooth Slopes, July 1978. 62. U.S. Department of the Army, Corps of Engineers, Coastal Engineering Research Center (CETA 79-1), Wave Runup on Rough Slopes, July 1979. 63. Jones and Associates, Inc., "Renton Village Company--1981 Aerial Mapping," Scale 1:600, Reduced to 1:1,200, Contour Interval 1 Foot, September 1981. 64. U.S. Department of the Army, Corps of Engineers, "Topograp is Maps of the Green River and Vicinity," Scale 1:1,200, Red ced to A 1:4,800, Contour Interval 2 Feet,, 1980. 65. CH2M Hill, Inc., "Topographic Maps" Scale 1:4,800, Contour nterval 4 Feet, Big Soos Creek (1986), Bear Creek (1986), Swamp Creek 4 (1986), May Creek (1986), Little Bear Creek (1986), Issaquah Creek (1986), Raging River (1986), Thornton Creek (1986), Lo gfellow Creek (1986), Cedar River (1986). 66. Kings County Engineering Department, River Valley Topography, Scale 1:2,400, Contour Interval 10 feet, Flood Control Division, Seattle, Washington, December 1961. 67. U.S. Department of the Interior, Geological Survey, Topographic Photo Maps, Scale 1:2,400, Contour Interval 5 Feet: City of Bellevue, Washington, 1970. 146 68: K"ngs County Engineering Department, Flood Control Division, River V )ley Topography, Scale 1:2,400, Contour Interval 5 feet: Seat, Washington, December 1961. 69. King County Department of Public Works, Division of Hydraulics, Topographic Maps, Southwestern King County, Washington, Scale 1:2,400 Contour Interval 5 feet, June 1974. 70. Harry P. Jones and Associates, Topographic Maps, Scale 1:2,400, Contour Interval 5 feet: Kirkland, Washington (1967). 71. King County Engineering Department, Aerial Photography, Scale 1:2,400, Contour Interval 5 feet: Sections 3, 4, 9, and 10. T26N,* RAE, WM, King County, Washington (1958), Revised (1965). 7Z. C12M HILL, Inc., Contour Maps, Scale 1:1,200, Contour Interval 2 faet, Normandy Park, 1963. 73. U.S. Department of the Army, Corps of Engineers, Topographic Mapping of North Bend, Washington, Scale 1:2,400, Contour Interval ) 2 feet: Seattle, Washington (1978). 74. U.S. Department of the Army, Corps of Engineers, ,Topographic Maps, Sale 1:4,800, Contour Interval 5 feet: Pacific, Washington (1974). 75. Aerial Mapping Company, Topographic Maps 1:2,400, Contour. Interval 5 feet: Renton, Washington (1968). 76. Harstad Associates, Inc., Topographic Maps, Scale 1:2,400, Contour Interval 5 feet: Town of Skykomish, Washington (June 1979). 77. U S. Army Corps of Engineers, Topographic Mapping, Scale 1:2,400, C ntour Interval 2 feet: Snoqualmie, Washington (1978). 78. W lker and Associates, Topographic Map, Scale 1:2,400, Contour Interval 5 feet: Tukwila, Washington (1974). 79. U.S. Department of Housing and Urban Development, Federal Insurance I Administration, Flood Hazard Boundary Map, King County, Washington, January 17, 1975. 80. U.S. Department of Housing and Urban Development, Federal Insurance Ad inistration, Flood Hazard Boundary Map, City of Auburn, Washington, Scale 1:4,800, February 18, 1977. 81. Fe eral Emergency Management Agency, Federal Insurance Administration, Flood Hazard Boundary Map, City of Bellevue, King County, Washington,, August 2, 1974; revised August 13, 1976. 82. Federal Emergency Management Agency, Federal Insurance Administration, Flood Hazard Boundary Map, City of Kent, King County, Washington, April 22, 1977. 147 \ r 83. U.S. Department of Housing and Urban r Develo ment Federal assurance Development, Administration, Flood Hazard Boundary Map, City of irkland, Washington, September 2, 7 . 84. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Flood Hazard Boundary Map, City of Nor h Bend, Washington, Scale :9, 00, May 7, 97 . 85. U.S. Department of Housing and Urban Development, Federal I surance Administration, Flood Hazard Boundary Map, City of Pacif c, King County, Washington, Scale 1:9,600, December 26, 1975. 86. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Flood Hazard Boundary Map, City of Renton, King County, Washington, Scale 1:9,600, June 7, 1974. 87. U.S. Department of Housing and Urban Development, Federal Insurance �. Administration, Flood Hazard Boundary Map, Town of Skykomi h, King County, Washington, Scale 1:6,000, February 14, 1975. 88. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Flood Hazard Boundary Map, City of Snoqualmie, Washington, Scale 1:7,300, December 21, 1973. 89. U.S. Department of Housing and Urban Development, Federal Insurance Administration, Flood Hazard Boundary Map, City of Tukwila, Scale 1:12,000, May 24, 1974 (Revised September 13, 1977). 90. Federal Emergency Management Agency, Federal I surance Administration, Flood Insurance Rate Map, City of eattle, Washington, July 19, 1977. 91. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Rate Map, Town of Black Diamond, Washington, October 30, 1979. 92. Federal Emergency Management Agency, Federal Insurance Administration, Flood Insurance Study, City of Bothell, Washington, unpublished. ' 93. Federal Emergency Management Agency, Federal I surance Administration, Flood Insurance Study, Town of Milton, Washington, February 17, 1982. 94. Federal Emergency Management Agency, Flood Insurance Stud„ King County and Incorporated Areas, revised September 29, 1989. 95. Northwest Hydraulic Consultants, Inc., Miller Creek Regional Stormwater Detention Facilities Design Hydrologic Modeling, Report for King County Division of Surface Water Management, Seattle, Washington, November 1990. 148 I 96. U.S. Environmental Protection Agency, Hydrologic Simulation Program - FORTRAN (HSPF), USEPA Environmental Research Laboratory, Athens, Georgia, 1988. 1I 97. U.S. Army Corps of Engineers, Hydrologic Engineering Center, HEC-2 Water-Surface Profiles Generalized Computer Program, Davis, California, September 1990. 98. U.S. Geological Survey, Roughness Characteristics of Natural i Channels, U.S. Geological Survey Water Supply Paper 1849, Denver, Colorado, 1987. 99i. Chow, V.T., Open-Channel Hydraulics,. McGraw-Hill Book Company, I c., New York, 1959. 1 100. Harper Righellis, Inc., King County Flood Boundary Work Map, 1 S17le 1:2,400, Contour Interval 2 feet, December 20, 1993. 101I. H gh G. Goldsmith & Associates, Inc., Klahanie South Final Master Drainage Plan Update, prepared for Lowe Enterprises Northwest, Inc., March 1992. 11 102. Dinacola, R.S., Characterization and Simulation of Rainfall-Runoff Relations for Headwater Basins in Western King and Snohomish Counties, Washington, U.S. Geological Survey, Water Resources Investigations Report 89-4052, Tacoma, Washington, 1990. 1 1011. City of Issaquah, Draft Supplemental Environmental Impact Statement for the I-90 Corporate Center and Southeast 56th Street Road Improvements, December 1992. 104. U.S. Army Corps of Engineers, Hydrologic Engineering Center, HEC-2 Water-Surface Profiles, User's Manual, Davis, California, September 1990, Revised February 1991. 105. U.S. Geological Survey, Roughness Characteristics of Natural 1 Channels, Water Supply Paper 1849, U.S. Geological Survey, Denver, Colorado, 1987, Williams, J.R., Pearson, H.E., and Wilson, J.D., Sltreamflow Statistics and Drainage-Basin Characteristics for the Puget Sound Region, Washington, Volume II Eastern Puget Sound from 1 Seattle to the Canadian Border, U.S. Geological Survey, Open-File deport 84-114-B, Tacoma, Washington, 1985. 106. .S. Geological Survey, Guide for Selecting Manning's Roughness 1 Coefficients for Natural Channels and Flood Plains, Water Supply Paper 2339, U.S. Government Printing Office, Washington, D.C., 1989. 1071. Alpha Engineering Group, Inc., Avondale Road Improvement Project j (Redmond City Limit to N.E. 132nd Street) Mitigation Plan for Floodplain Impacts, Report for King County Department of Public Works, Bothell, Washington, August 1992.• . 1 149 I II 108. Entranco Engineers, Inc., Hydrologic Remodeling Report, Bear, Creek, Report prepared for King County Surface Water Management Division, Bellevue, Washington, July 1993. 109. CH2M Hill, Supplemental Information for Request for Letter of Map Revision for Lower Bear Creek, in King County and the City of Redmond, Washington, submitted by the Washington Department of Transportation to King County Department of Public Works and City of Redmond Department of Public Works for their submittal to FEMA, Bellevue, Washington, August 1993. 110. Land Tech, Hydraulic Study, 100 Year Flood Elevations, Bear Creek, Hydraulic Analysis by G.R.. Bob Parrott, Consulting Engineer, Topographic Survey by Jim Hart & Associates, 1986. 111. CH2M Hill, Analysis of Flood at Bear Creek Project 86-SD-25, Report to City of Redmond Public Works Department, Bellevue, Washington, July 1986. 112. CH2M Hill and Sajan, Inc., Hydraulic Report and Appendices A through F. SR 520, Old SR 901 Interchange to SR 202, Report for Washington State Department of Transportation, July 1993. 113. U.S. Geological Survey, Water Resources Data - Washington Water Year 1986, Water-Data Report WA-86-1, prepared by McGavock, E.H., Wiggins, W..D., Boucher, P.R., Blazs, R.L., Reed, L.L., and Smith, M.L., in cooperation with the State of Washington and other agencies, Water Resources Division, Pacific Northwest Di trict, U.S. Geological Survey, Tacoma, Washington, 1988. 114. Chow, V.T., Open-Channel Hydraulics, McGraw-Hill Book C mpany, Inc., New York, 1959. 115. Montgomery Water Group, Inc., Letter of Map Revision for Lower Bear Creek at Redmond Town Center, City of Redmond, WA, Kirkland, Washington, July 1994, revised November 1994. 116. Montgomery Water Group, Inc., Redmond Town Center LOMR Supplmental Information, Report to City of Redmond Stormwater Division to , satisfy the Appendix M requirements of the Community Development Guide, Kirkland, Washington, November 1994. 117. Montgomery Water Group, Inc., Letter of Map Revision and Conditional Letter of Map Revision for Lower Bear Creek at Redmond Town Center, City of Redmond, WA, Supplemental Information for City of Redmond Community Development Guide, Appendix M, Kirrkland, Washington, November 1994, revised May 1994. U.S. Department of Agriculture, Soil Conservation Service, Flood Hazard Analyses, Tolt River, King County, Washington. 150 I � 10.0 REVISION DESCRIPTIONS I � This section has been added to provide information regarding significant revisions made since the original Flood Insurance Study was printed. Future revisions may be made that do not result in the republishing of the Flood Insurance Study report. To assure that any us§r is aware of all revisions, it is advisable to contact the community repository of flood hazard data located at the Department of Development and Environmental Services, 3600 136th Place, Bellevue, Washington 98006. 1 10.1 First Revision 1 The purpose of this revision is to update the corporate limits of the City of Bothell and to add floodplain information for Miller Creek that, affects the unincorporated areas of King County, Washington (Reference 94), and the incorporated Cities of 1 Normandy Park (Reference 11) and SeaTac. Approximately 4.0 miles 1 ' of Miller Creek were studied by detailed methods. The revised floodplain along North Creek shown within the City of Bothell is for information only. For flood insurance purposes, refer to the 1 separately published Flood Insurance Rate Map. The hydrologic and hydraulic analyses were performed by Northwest Hydraulic Consultants, Inc. (NHC), for FEMA under Contract No. EMW-90-C-3134. This work was completed in September 1991. Various contacts for information were made by the study contractor in October, November, and December 1990. Coordination with the regional project office and county and city officials, as well as local residents, produced a variety of information 1 pertaining to flood history, available community maps, and other hydrologic data. Detailed methods were used to study 4.0 miles of the study reach extending from Puget Sound upstream to the proposed King County Lake Reba detention facility near State Route 518. i Approximate methods were used to study the 0.4-mile-long Tub Lake Tributary located just upstream of the proposed detention facility. This minor channel is dry except during flood events. I Miller Creek passes through several communities as it flows downstream to Puget Sound. The upper end of the study reach passes through the newly formed City of SeaTac. About mid-reach, the channel passes under Des Moines Way (near State Route 509) and enters unincorporated King County. Downstream of 1st Avenue South, near 6th Avenue SW, the channel enters the City of Normandy Park and remains within the city limits until it empties into Puget Sound. Land neighboring the stream channel is ioccupied by private residences and forest, farm, and pasture lands. 151 I i , The average annual precipitation, as recorded at the nearby Seattle-Tacoma International Airport, is approximately 38 inches. The heaviest rainfall occurs during the months of November through January, with little rainfall during the summer months of July and August. The average annual temperature is -50°F, with average daily highs of 59°F and lows of 44°F. July and August are the warmest months, with average daily maximum temperatures of 75°F, while January is the coldest, with average daily m'nimum temperatures of 34°F. Flood Problems and Flood Protection Measures On January 8, 1990, a flood on the order of a 100-year event inundated farm lands, pasture lands, and residential yards ' neighboring the creek. Farm and pasture lands sustain d no significant damage, but several homes did. A homeowner 1 'cated at the northwest corner of South 160th and 9th AvenueSouth • reported 4 feet of water in her basement. The yard of th home located on the southwest corner of this intersection was se erely eroded by high-velocity water issuing from the culvert that conveys Miller Creek flow under 160th Avenue. Near 8th venue South, the stream jumped its west bank and damaged the co 'tents of a garage/workshop. Several homes between 8th Avenue Sou h and Des Moines Way were also flooded. Downstream from 1st Avenue, the creek is confined to a deep ravine, which does not pose a threat to neighboring propert . As it leaves the ravine, the creek flows along the west side 9f the Southwest Suburban Sewer District sewage treatment plant. uring the January 1990 flood, the creek remained within its banks through this reach. Below the treatment plant, the tream profile begins to flatten and the floodplain widens. Two homes at the intersection of Miller Creek and SW 175th Place were flooded. Below SW 175th Place, the floodplain widens a d has been preserved as a community park for residents of the C}ty of Normandy Park. Much of it was also covered by water durixig the flood. In October 1992, King County completed the construction of the Lake Reba Regional Stormwater Detention Pond, which will attenuate flood flows in Miller Creek. The facility is l cated at the site of Lake Reba, just south of State Route 518. The effect of this facility has been accounted for in the hydr logic • and hydraulic analyses. There are no other major stru tural flood-protection measures planned for Miller Creek. Hydrologic Analysis Estimation of flood discharges along Miller Creek an its tributaries . was based on a previous study performed by C in 1990 for the King County Division of Surface Water Management (Reference 95). In this study, the Environmental Protection Agency's Hydrologic Simulation Program - FORTRAN (HSPF) model (Reference 96), was used to describe the hydrology of the iller 152 Creek basin. HSPF is a state-of-the-art hydrologic simulation model that is rapidly becoming the model of choice for simulating streamflow values by many government and private agencies. The 1 model was used to compute time series of streamflows estimated from observed rainfall, evaporation, and soil-characteristic 1 data. The model included the effect of the Lake Reba Regional ! Stormwater Detention Pond, which was constructed in 1992 near the headwater of Miller Creek. I ' 1 The Miller Creek basin HSPF model was calibrated using 2 years of I recorded streamflow data collected at a gage near the Southwest Suburban Sewer District treatment plant, recorded precipitation ! at the National Weather Service SeaTac weather station, and ' . evaporation data from the Puyallup station. Calibration was performed for current basin land-use conditions. To develop flood-frequency curves, the calibrated model was then used to simulate Miller Creek streamflows. A time series of streamflow values was created for the 29 years between October 1, 1961, and January 11, 1990, using historical SeaTac precipitation I and Puyallup evaporation data. Log-Pearson III distributions 1 were fit to the annual peaks from the simulation to determine the 10-, 50-, 100-, and 500-year flood discharges for Miller Creek. It should be noted that considerable extrapolation was required j to determine the 100- and 500-year flow rates. The areas of Tub Lake Tributary make part of the total of 22 subbasins of the main stem of Miller Creek. Flood estimates for the Tub Lake Tributary it were also computed using the HSPF model. Peak discharge-drainage area relationships for the stream studied by detailed methods are shown in Table 1, "Summary of Discharges." II Hydraulic Analyses j Analyses of the hydraulic characteristics of Miller Creek were I carried out to provide estimates of flood elevations for the 10-, j 50-, 100-, and 500-year events. Water-surface elevations were 1 computed using the September 1990 release of the COE HEC-2 backwater computer program (Reference 97). Data required to develop the HEC-2 model include channel and floodplain geometry, roughness coefficients, and starting water-surface elevations. Cross-section data for the backwater analyses were obtained from field surveys performed between November 1990 and January 1991. 0 A total of 32 sections were surveyed. All significant bridges, culverts, and weirs were surveyed to obtain elevation data and structural geometry. A total of six bridges, eight culverts, and 11 weirs were surveyed. I 1 In the HEC-2 program, the special bridge routine was used for 1 bridges with piers and for those where pressure flow occurred. 'i The normal bridge routine was used for bridges without piers and 1 for low-flow conditions where the water surface was below the low-chord elevation of the bridge. Local residents have built a number of small, wooden foot bridges across the creek. These 1I were not included in the model. I I 153 Water-surface elevations at each culvert were also computed using the HEC-2 model, which incorporates the capability to si ulate culvert hydraulics using Federal Highway Administration culvert procedures. For weir flow, water-surface elevations at eac weir were computed using the HEC-2 model. The geometry of eac1 weir was defined in the model, and water-surface elevations were computed using standard step-backwater analyses. Channel roughness (Manning's "n") values used in hyd aulic computations were determined using engineering judment, reference to classical publications (References 98 and 99 , and calibration to observed conditions. Flood profiles were matched with high-water marks and discharge data collected during Jl nuary 1 and February 1991 events. Selected channel "n" values rang from 0.040 to 0.057, and overbank values range from 0.070 to 0.110. The starting water-surface elevation was calculated usiri. ng the `. slope-area method, based upon an assumed water-surface slope of 0.003. Tub Lake Tributary flows from a depression area south of Beverly Park along Des Moines Way heading south. It then emptie into the Lake Reba Detention Pond through a culvert underneath State Highway 518. Because this is a minor tributary to the mainstem of Miller Creek, approximate methods were used to asse s the flood hydraulics. This tributary consists of approximately' 1,300 feet of open channel and 250 feet of piped segments. Fr m its confluence with Miller Creek, the tributary begins as a open channel. Approximately 900 feet upstream, a 200-foot long, 18-inch-diameter steel pipe carries flow under a little eague baseball field. Upstream, 400 feet of open channel carry flow from a 240-inch-diameter corrugated metal pipe (CMP) culvert that . conveys flow under South 144th Street. The Tub Lake mars area begins north of South 144th Street. Both open channel reaches are represented in the HEC-2 model by a trapezoidal cross section that has a 4-foot depth, a 4-foot bottom width, and 2H:1V side slopes. Channel and floodplain geometry used in the model were estimated from available topographic mapping and data collected during a site reconnaissance. Channel roughness coefficients were assumed to be 0.065 for open channel, 0.070 for overbanks, 0.015 for the steel culvert, and s 0.024 for the CMP culvert. The hydraulic analyses for this study were based on unobstructed flow. The flood elevations shown on the profiles are thus considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail. All elevations are referenced to the NGVD. Elevation reference marks (ERMs) and the descriptions of those marks used i this restudy are shown on the maps. The remaining descriptions are presented in Elevation Reference Marks (Exhibit 3). 154 1 1 ERMs were established at eight sites along the stream. Floodplain boundaries were delineated in the detailed study reach • of Miller Creek and its tributary using topographic maps at a scale of 1:2,400, with 5-foot contour intervals, provided by the 1 King County Department of Public Works and the City of Seattle it Engineering Department. 1 The floodways developed in this study were computed with the HEC-2 model, generally with the assumption of equal-conveyance reduction from each side of the floodplain. Floodway widths were computed at each cross section. Between sections, the floodway boundaries were interpolated. The results of the floodway study are tabulated for each cross section in Table 4, "Floodway Data." 1 No floodway was computed for the Tub Lake Tributary. 1 The information for this restudy of Miller Creek supersedes the data presented in the previous Flood Insurance Study for King 1 County, dated September 29, 1989 (Reference 94). The discharges used in this study of Miller Creek were revised to account for the effects of urbanization and operations of the newly 1 constructed Lake Reba Detention Pond. This restudy was completed in September 1991. 1012 Second Revision • This study was revised on May 16, 1995, to incorporate the results of an analysis of existing hydraulic studies that was 1 performed for the Snoqualmie River in the vicinity of the City of Snoqualmie. The analysis was performed by NBC, the study contractor, for FEMA under Contract No. EMW-90-L-3134, as part of its Limited Map Maintenance Program. NBC compared the two hydraulic studies performed by Hosey & Associates for Puget Power and measured high-water marks with the profiles published by FEMA for the Snoqualmie River in the vicinity of the City of Snoqualmie. The most recent of these two II studies incorporated updated topographic information and was 1 calibrated using information from recent storms. When the profiles produced by these studies matched FEMA's profile, it was Ii determined that a restudy of the area was not warranted at that time. However, upon comparison between the base (100-year) flood 4 elevation (BFE) placements shown on Flood Insurance Rate Map Panels 53033C0737 E, 53033C0739 E, 53033C0741 E, and 53033C0743 E and those shown on the published profile, it was determined that the BFE placements shown on the above-mentioned Flood Insurance Rate Maps were incorrect. Therefore, the BFE placements shown on ji the above-mentioned Flood Insurance Rate Map panels were revised 1I along the Snoqualmie River from approximately 1,530 feet upstream !I of State Highway 202 to its confluence with the South Fork Snoqualmie River to match those shown on the published profiles 1 for that reach. 1 1I 155 !1 11 , In addition to the above revision, the mapping for King County has been prepared using digital data. Previously published Flood Insurance Rate Map data produced manually have been convered to vector digital data by a digitizing process. These vector data were fit to raster digital images of the USGS quadrangle maps of the county area to provide horizontal positioning. Road, highway names, and centerline data have been obtained from an enhanced TIGER (Topologically Integrated Geographic Encoding and Referencing) File, obtained through the King County Computer and Communications Services Division. For county areas outside of the City of Seattle, the centerlines were modified to the positional accuracy of the USGS quadrangle maps, and the roads, • highways, and street names, if needed, were taken from the Flood Insurance Rate Map panels, where appropriate. The adjusted centerline data were then computer plotted with the diitized floodplain data to produce the countywide Flood Insurance Rate Map panels. The ERM descriptions are now included on the individual Flood Insurance Rate Map panels. This information has been removed from the text. Also, several additional incorporated areas have been identified in this update. They are the Cities of Algona, Burien, Bothell, Federal Way, Hunts Point, Medina, Mercer sland, Woodinville, and Yarrow Point and the Towns of Clyde Hill and Beaux Arts Village. The LOMR issued on December 18, 1990, for the City of Nort Bend, to show the effects of more detailed hydrologic/hydraulic information- along the Snoqualmie River was included in this update. As a result of more detailed hydrologic/hy raulic information, the floodway was revised along the Snoqualmie River throughout the corporate limits of the City of North Bend. The LOMR issued on May 13, 1992, for the unincorporated areas of King County, to show the effects of more detailed topographic information adjacent to the Sammamish River, was included in this update. As a result of the more detailed topo raphic information, the 100-year floodplain boundary was revised to • exclude the K & S Business Park from the 100-year floodplain. The LOMRs issued on April 28, 1994, for the City of Redmond and 46 the unincorporated areas of King County, to show the effects of more detailed hydrologic/hydraulic information along Bear Creek, were included in this update. As a result of the more d tailed hydrologic/hydraulic information, the Flood Insurance Rate Map was revised to modify elevations, floodplain and floodway boundary delineations, and zone designations along Bear Creek from its confluence with the Sammamish River to State Highway 202 (Redmond Way). In addition, a Flood Profile Panel was included. for the Bear Creek Overflow Channel. 156 1 10.3 Third Revision II • ' This study was revised on May 20, 1996, to incorporate the results of detailed hydrologic and hydraulic analyses of the Raging River affecting King County, Washington. The revised analyses for the reach of the Raging River from its confluence with the Snoqualmie R"ver to approximately 0.6 mile upstream of Interstate Highway 90 ( -90) (downstream reach) were performed by Harper Righellis, Inc., 1 Portland, Oregon, for the King County Surface Water Management 1 Division. The revised analyses for the reach from approximately 0.6 mile upstream of I-90 to approximately 0.3 mile upstream of the 4cond Upper Preston Road bridge (upstream reach). were performed by 1 FMA. This work was completed in March 1995. in itial The CCO meeting was held on October 27, 1993, and was attended by representatives of FEMA, King County, the consultant, iI and the community. Prior to this revision, the reach of the Raging River from its confluence with the Snoqualmie River to I-90 had not been studied in detail and appeared as an approximate Zone A on the maps. The reach from I-90 to approximately 0.3 mile upstream of the second Upper Preston Road bridge was studied by detailed methods prior to this revision and appeared as Zone AE on the maps. The information 1'', fi:sr this restudy supersedes the data presented for the Raging River it for both the upstream and downstream reaches. T e discharge values for the downstream reach were developed using a statistical analysis of the stream-gage data at USGS Gage No. 12145500 along the Raging River. The period of record from 1 1945 to 1992, plus an historic event in 1932, was used in the analysis. The discharge values from this revised hydrologic analysis are significantly higher than the discharge values from 11, the Summary of Discharges Table in the previous Flood Insurance Study for King County, Washington and Incorporated Areas, dated 1 September 29, 1989 (Reference 94), which were used in the detailed study performed by CH2M HILL, Inc., for the reach upstream of I-90. Therefore, FEMA revised the discharge values for the upstream reach 1 u ing drainage area-discharge relationships established in the detailed hydrologic analysis for the downstream reach. The hydraulic analysis for the revised study of the downstream A reach was performed using the COE HEC-2 backwater computer program I (Reference 97). Data for the cross sections, including overbank areas, were taken from field surveys performed in April 1993. A 1 t tal of 52 sections were surveyed, including seven bridges. There 1 aie additional bridges along the Raging River that were not modeled • 1 because they do not affect the water-surface elevations of the I river. I t Channel and overbank roughness coefficients (Manning's "n") used in Ole computer program for the downstream reach were estimated from „ experience and field observations. Values range from 0.035 to II 0.055 in the channel and from 0.050 to 0.090 in the overbank areas. 157 1 The starting water-surface elevation was obtained by the slope-area method based on an estimated slope of the energy-grade line. Downstream of 328th Way to the confluence with the Snoq' almie River, the Raging River is confined between levees. However, these levees do not meet FEMA freeboard requirements. Therefor , the water-surface profiles for the area affected by the levees were computed as follows: 1. For the area between the levees, the profiles were determined considering that both levees would rem in in place. 2. For the right overbank (looking downstream), the p ofiles and floodplain boundary were determined ithout considering the effects of the right levee. r 3. For the left overbank, the profiles and floodplain • boundary were determined without considering the ffects of the left levee. For the upstream reach, the revised discharge values were u ed to complete a revised hydraulic analysis using HEC-2 and the cross- section information and Manning's "n" values from the p evious Flood Insurance Study. The water-surface elevations increased by a maximum of 4.7 feet approximately 0.6 mile upstream of I-90 Ind the floodplain width increased by a maximum of 120 feet approximately 1.3 miles upstream of I-90. The 100- and 500-year floodplain boundaries. for both the u stream and downstream reaches were delineated using the flood elevations determined at each cross section. Between cross sections, the boundaries were interpolated using topographic maps at a scale of 1:2,400, with a contour interval of 2 feet (Reference 100) for the downstream reach. The topographic work maps (Reference 65) from the previous Flood Insurance Study were used to delineate the floodplain boundaries between cross sections for the u 'stream reach. In cases where the lines are collinear, only the 1 0-year flood boundary has been shown. The floodway determined for the Raging River was computed bsed on equal conveyance reduction from each side of the floodplain, and in the floodplain area downstream of 328th Way, the floodw y was • determined without consideration of the levees. Floodway fiwidths were computed at each - cross section. Between section,, the floodway boundaries were interpolated. In cases where the floodway line is collinear with the 100-year floodplain line, only the floodway line has been shown. Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles (Exhibit 1). The hydraulic analyses for this study were based on unobstructed flow. The flood elevations shown on the profiles are thus . 158 considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail. 1 elevations are referenced to the NGVD. ERMs used in this study are hown on the maps'. able 1, "Summary of Discharges," Table 3, "Manning's "n" Values," Table 4, "Floodway Data, " and the Flood Profiles were revised to reflect the results of the study. 10.4 ourth Revision This study was revised on March 30, 1998, to incorporate the results of detailed hydrologic and hydraulic analyses of North Fork Issaquah Creek in the City of Issaquah, Bear and Evans Creeks in the City of Redmond, South Fork Skykomish River in the Town of Skykomish nd the unincorporated areas of King County, and the Middle and North h ork Snoqualmie Rivers in the unincorporated areas of King County. his study also incorporates the results of an approximate analysis of ate Creek in the unincorporated areas of King County. * I he hydrologic and hydraulic analyses for North Fork Issaquah Creek ere prepared by NHC, for FEMA, under Contract No. EMW-93-C-4152. his work was completed in September 1995. he initial coordination meeting was held on October 20, 1994, and 7as attended by FEMA and NHC representatives. Various agencies contacted for information include: the City of ssaquah and King County Public Works Departments; the Washington tate Department . of Transportation, (WSDOT); and the COE, Seattle istrict. Local residents and engineers for private developers provided information pertaining to flood history and recent and proposed basin development. orth Fork Issaquah Creek is locally known as Jordan Creek. The tudy reach -extends approximately 1.2 miles, beginning at the confluence with Issaquah Creek and ending at 230th Avenue SE. The Study reach of North Fork Issaquah Creek is primarily located in the unincorporated areas of King County, but includes a very short segment that passes through the City of Issaquah at the I-90 interchange. North Fork Issaquah Creek originates in King County just northeast of the City of Issaquah and flows in a mostly southwesterly direction to the main stem of Issaquah Creek. The contributing basin area is approximately 4.5 square miles, ranging in elevation from approximately 60 feet near the mouth to a maximum i elevation of approximately 1,200 feet. Much of the upper basin was forested as of 1989. Since then, the major "Klahanie" urban development has largely been completed and clovers most of the northern side of the upper basin. A second Major urban development, "Grand Ridge," is presently in the pllanning stages and will cover most of the southern side of the pper basin. I formation on t�he • frequency and extent of past flooding along orth Fork Issaquah Creek is very limited, and no information is available for most of the study reach. Areas where past flooding 159 has occurred were identified through interviews with local residents during field surveys made by NHC in October and November 1994, and during a 2-year flood event in February 1995. At Issaquah Creek near the mouth, a 56.6-square-mile basin area, major floods with nearly identical peak flows, 3,100 and 3,200 cfs, respectively, were recorded on November 24, 1986, and January 9, 1990. These floods each had a return period of approximately 30 years. Major floods are believed to also have occurred onj North Fork Issaquah Creek on the same dates. Coincident flooding is confirmed by a King County stream gage on the North Fork Issaquah Creek channel to have occurred on January 9, 1990; that gage had not yet been installed at the time of the 1986 flood. No information on past flooding was available for the 0.7-mile reach between the 60th Street SE bridge and the I-90 intercange. Flooding of the area immediately upstream of the I-90 interchange ! occurred on several occasions after construction of this interchange in approximately 1968. Additional information on past high-water levels is available from a stream gage operated by the King County Division of Surface Water Management (KCSWM) at the 66th Street SE bridge crossing of North Fork Issaquah Creek. The maximum water elevation recorded during the January 9, 1990, flood was 72.8 feet, which is approximately 0.6 foot below the low cord of the bridge. There are no a isting flood-protection measures along North Fork Issaquah Creek. Flows estimated using the HSPF flow are based on a model that was calibrated to streamflow data collected on North Fork Issaquah Creek for the years 1988 through 1990, based on the forested land- use conditions that existed. Peak flows from the calibrated HSPF model are substantially lower than other estimates primarily because the basin contains proportionally more highly permeable outwash soils than other gaged basins in the region. Revisions to •the King County HSPF model were made as part of the restudy to reflect major residential developments that hav been constructed since 1989 and others that were in the planning stage . as of 1995. The Klahanie and Grand Ridge developments will cover essentially all of the upper basin area. Both of these developments are located primarily within the North Fork I saquah Creek basin, but extend across basin boundaries into other basins as well. The Klahanie project is an 856-acre development located in the upper North Fork basin north of the Issaquah Fall City Road and covering approximately 25 percent of the North Fork basin (Reference 101). Construction for this development began i 1987 and was nearly complete as of 1995. Stormwater peak flo s are controlled through a series of detention ponds including a major facility developed by construction of a control structure t the outlet of Yellow Lake within the development area. The sto mwater facilities for the Klahanie development, and the Yellow Lake outlet 160 c ntrol in particular, were designed so that peak flows leaving the site would not be increased as a result of the development. . The Grand Ridge project is a proposed 2,200-acre development licated in the upper North Fork basin south of the Issaquah Fall C'ty Road and which will cover approximately 50 percent of the N rth Fork basin. Environmental Impact Statement hearings for this p oject were in progress during 1995. Discussions with the p oject's engineers revealed that stormwater control is planned to b provided entirely through infiltration systems, which will preclude peak flows from developed areas being released directly to the stream system. With infiltration systems, . the Grand Ridge d velopment is not expected to cause any significant increase in r p ak flows in the ,North Fork basin. While updating the HSPF model, it was discovered that the major stormwater detention control facility at Yellow Lake had been• constructed in 1987 in advance of most other Klahanie development activity, but had not been included in the original HSPF model. Calibration of the original model had been attained to some extent by adjusting the model's pervious surface runoff parameters to reflect the flow attenuation effects actually caused by the outlet controls at Yellow Lake (Reference 102). Because of the changing land use, neither the original calibrated H PF model nor the revised model with 1989 land use are directly s itable for estimating flood discharges for 1995 conditions. The o iginal flood frequency curve for the calibration period is a tificially suppressed because of the timing of the HSPF calibration in relation to phasing of the Klahanie development: tIe Yellow Lake stormwater facility had been constructed, but the d velopment to be serviced by that facility had not. The flood f equency curve from the revised model with 1989 land use • u derestimates the calibration-period flows by about 25 percent. F r purposes of the restudy, it is assumed that flows from the " SPF Model Revised, 1995 Land Use" underestimate actual flows by 2 percent. The 25-percent value is based on the peak-flow ✓ duction that resulted when the original calibrated model based on ' tle 1989 land use was revised to include the Yellow Lake outlet control. For the restudy, a 100-year discharge of 315 cfs was used near the mouth of North Fork Issaquah Creek. i Flood discharges in the lower portion of the restudy reach are sipplemented by floodwater originating from the main stem Issaquah C eek. Main stem Issaquah Creek channel overtopping between the I 90 crossing and the confluence with the North Fork channel is s own by high-water-mark information to have occurred during the N vember 1986 flood, and probably also the January 1990 flood, w ich had a - nearly identical main-channel discharge (Reference 1 3). These floods each have a return interval of approximately 30 y ars. Water that overtops the right bank of the main stem I saquah Creek channel downstream of the I-90 crossing will flow t ward the North Fork channel. 161 Updated estimates of Issaquah Creek 100-year elevations affecting the North Fork channel have been reported by the City of I saquah in 1992, based on a HEC-2 model that was calibrated to high-water marks for the January 1990 flood (Reference 103). Estimates of Issaquah Creek overbank flow entering the North Fork channel were made by assuming weir flow in two segments that correspond to relatively low sections along the channel banks. The first (upstream) section was represented as a 500-foot-long weir located between Cross Sections c and D. The second (downstream) section was represented as. a 200-foot-long weir between Cross Sections B and C. Average depths of flow over these sections under 100-year flood conditions were estimated to be 0.5 and 0.3, respectively. Depths of flow for 50- and 500-year events were estimated to •be approximately 0.2 foot lower and 0.5 foot higher, respectively, than the 100-year flow depths. A broad-crested weir • coefficient of 2.5 was assumed for computing overbank flow. Approximately 440 cfs additional flow enters North Fork Issaquah Creek from Issaquah Creek between Cross Sections c and D, and approximately 80 cfs enters between Cross Sections B and CI. The floodway analyses considered only the basin flows and did not include additional flows due to overtopping. A detailed backwater model was created for the entire study, reach using the February 1991 release of HEC-2 (Reference 104). An existing HEC-2 model of the lower portion of the study reach was obtained from King County and modified for purposes of the restudy. The physical geometry of the North Fork Issaquah Creek channel was represented by 11 cross sections surveyed in 1989 and 1994. Channel cross sections were surveyed in April and May 1989 by David Evans and Associates (DEA) for King County at six locationls from the mouth to just upstream of SE 64th Place. An additional five channel cross sections were surveyed in October and November 1994 by NHC to define the upstream portion of the study reach. Floodplain geometry was estimated from 2-foot contour mapping obtained from the City of Issaquah Department of Public Works in digital and hard-copy format. The contour mapping was prepared by David C. Smith and Associates of Portland,. Oregon, based on photography dated April 11, 1989. Eight bridges, one rectangular weir, and a complex multiple-culvert • crossing at the I-90 interchange are represented in the North Fork Issaquah Creek HEC-2 model. The data to define these strictures were obtained from DEA surveys made for the lower portion of the study reach in 1989, from NHC field surveys made for the upper portion of the study reach in 1994, and from construction drawings for the I-90 interchange obtained from the WSDOT. A small footbridge located approximately 20 feet upstream of the rectangular weir in the upstream portion of the study reach was not represented in the model. The footbridge spans the full channel 162 without any fill or encroachments, and appeared unlikely to survive a major flood. Asproximate methods were used to assess the complex culvert c ossing at the I-90 interchange. The existing crossing consists of an original dual-culvert system that was augmented by a large bypass culvert after the original system failed to perform s tisfactorily. The original I-90 crossing design was constructed in 1968/1969. It is a complex design with three sections of dual 42-inch- and 54- i ch-diameter culverts at different invert elevations and slopes, alternating with two open-water sections in the areas enclosed by r' or and off ramps between I-90 and East Lake Sammamish Parkway. In each of the dual-culvert segments, one of the two culverts is constructed with zero slope. Sediment obstruction of the upstream (3.5-foot-diameter) zero-slope culvert is believed to have been a • major cause of upstream flooding following completion of the original crossing design. The I-90 crossing design was substantially modified in 1973, with the addition of a single 260- fdot-long, 66-inch-diameter bypass culvert beneath East Lake Sammamish Parkway. Tre complex crossing at the I-90 interchange is represented in the H C-2 model by an equivalent culvert that was determined using the WSDOT's HY-8 culvert program. In determining an equivalent c lvert, it 'was assumed that the zero-slope culvert from the o iginal design is completely ineffective due to sediment o struction, consistent with verbal reports that such blockage has occurred during past flood events. All remaining culverts were assumed to be in good hydraulic condition and free of blockages. Individual rating curves based on a constant (approximately 100- y ar) tailwater level of 66.5 feet were determined for the two a tive flow paths, and manually summed to derive a composite rating c rve. An equivalent culvert was then determined by trial and error so that the equivalent rating curve matches the composite rating curve at the 100-year discharge. The equivalent culvert used in. the HEC-2 model is a single 6.3- foot-diameter culvert that is 250 feet long and follows the alignment and slope of the bypass culvert under East Lake Sammamish 0 P rkway. C annel roughness , values (Manning's "n") in the HEC-2 model were determined by calibration to observed water levels and by reference toll USGS Water Supply Papers 1849 and 2339, which discuss roughness characteristics of natural channels and floodplains (References 105 and 106). . Manning's "n" values ranged from 0.03 to 0.12 for channel sections and from 0.06 to 0.20 for overbank areas. The highest channel roughness values correspond to reaches of the channel having well- established trees and other vegetation within the sections coded in 163 the HEC-2 model as being the main channel section. The values presented in the model are reasonable in relation to values presented by the USGS (1978 and 1989) (Reference 106) . Inundated areas that do not convey flow were assigned "n" values of 0.99 or higher. High "n" values were defined during the by raulic analysis of the 100-year flood condition and were used to balance the horizontal distribution of main-channel and overbank flows, with consideration of contraction and expansion of flow upstre m and downstream of bridge crossings. 1 Starting water-surface elevations for the analysis assume coincident peak water levels in the main stem Issaquah Creek channel. Coincident peaks were assumed because 100-year flood conditions in the lower reach of North Fork Issaquah Creek will be dominated by flows that originate from the main stem channel. There are floodplain boundary discontinuities between the North Fork Issaquah Creek and main stem channels in the vicinity of Cross i Section D. Issaquah Creek floodplain boundaries through this reach were last studied in 1977. Most of the Zone X areas between the North Fork Issaquah Creek and main stem channels are subj ct to inundation during a 100-year flood on Issaquah Creek. The normal depth of flow was used to determine the starting water- surface elevation for the floodway analysis. The flood risk in the upper study reach from SE 66th Street to the downstream crossing at the I-90 interchange is highly depend nt on culvert maintenance at the I-90 interchange and on c annel • aggradation upstream from the rectangular weir located i this reach. At the I-90 interchange, it was assumed for the restud, that the zero-slope culvert of the original design is fully obstr cted, but that the second (sloping) culvert from the original design plus the bypass -culvert are both maintained to be in good hyd aulic condition. It was further assumed that the channel from the S 66th Street bridge to the rectangular weir is not prone to aggrad tion, which would cause a significant reduction of the channel cap city. The floodway boundaries developed in the restudy were compute with the HEC-2 model based on the North Fork basin 100-year discharge of 315 cfs, which excludes any additional flow originating from the main stem Issaquah Creek. The starting water level four the encroachment analyses was set at 1 foot above the normal depth of • flow for the 100-year discharge of 315 cfs. The stream has a small active channel, typically approximat ly 10 feet wide and 3 feet deep, which is contained within a large main * channel that is typically approximately 35 to 50 feet wide and 8 feet deep. Top-of-bank stations in the HEC-2 model are co ed to reflect the smaller active channel in order to recognize subst ntial variations in roughness across the larger main channel. Ho ever, top-of-bank stations corresponding to the larger main chann 1 are more appropriate in the context of determining minimum fl odway widths. The floodway width and other floodway data that corresp Ind to encroachment limits set at the top of the main channel bank were incorporated in Table 4, "Floodway Data." 164 I I I The profile for North Fork Issaquah Creek was revised as a result 1 of the restudy. 1 The hydrologic and hydraulic analyses for the restudy along Bear I nd Evans Creeks were prepared by NHC, for FEMA, under Contract No. 1 MW-93-C-4152. This work was completed in September 1995. The 1 initial coordination meeting was held on October 20, 1994, and was 1 attended by representatives of FEMA and NHC. I 1 Various agencies contacted for information included: the WSDOT; 1 City of Redmond Public Works Department; KCSWM; King County *ngineering Department; and the COE, Seattle District. The following engineering consultants, who performed previous hydraulic r analyses of Bear Creek, were also contacted for information: CH2M Hill; Montgomery Water Group, Inc.; Alpha Engineering Group, Inc.; Land Tech; and Robert Parrott. In addition, local residents and business owners provided helpful information pertaining to previous 1 looding and development history along Bear Creek. 1 he restudy covers riverine flooding on approximately 4.6 miles of ear Creek, a tributary to the Sammamish River. The restudy reach 1 extends from approximately 5,000 feet upstream of the mouth at the I Sammamish River, at State Route 202, to approximately 250 feet , upstream of the confluence of Bear and Cottage Lake Creeks at . Avondale Road NE. The restudy included detailed and approximate hydraulic analyses to Istimate floodplain and floodway boundaries along the entire study each. Detailed methods were used to determine the floodway oundaries and estimate the majority of the floodplain along Bear ' . Creek. Approximate methods were used to determine depths of flow and inundation limits in the overbank area associated with a flow split downstream of NE 95th Street near the Friendly Village mobile-home park. At the upstream end of the study reach, the detailed hydraulic analyses were extended approximately 420 feet upstream of Avondale Road NE to tie into the previous study j (Reference 94). A detailed hydraulic analysis was made of the lower 0.74 mile of Evans Creek to tie into the previous study for that creek (Reference 94). Approximate methods were used to I determine flow depths and inundation limits on the right overbank 1 of Evans Creek. Flow reaches this overbank area via two locations 1 where flow splits from the main channel at high flow. 1 I The hydraulic analyses performed for the restudy only extended up I Cottage Lake Creek approximately 150 feet to include the entire Width of the floodplain shared jointly by the two creeks. No further analysis or floodplain mapping was performed for Cottage 1 L ke Creek. 1 I Most of the Bear Creek study reach lies along Avondale Road NE, which is the extension of State Route 520. Avondale Road NE runs 1 p imarily north-south and crosses Bear Creek at three locations a proximately at River Miles 1.4, 5.4, and 5.7 (Reference 107). T e most upstream Avondale Road NE crossing is the upstream limit I 1 I 1 165 I of the restudy. Bear Creek originates in an extensive network of wetlands near Paradise and Echo Lakes in southern Snohomish County, and flows primarily southward for approximately 14 miles to its confluence with the Sammamish River (Reference 105) . The contributing drainage area is approximately 51 square miles t its mouth. The lower portion of the restudy reach flows through a flat floodplain that ranges in width from approximately 250 feet wide downstream of Union Hill Road to nearly 1,800 feet wide downstream of the confluence of Bear and Evans Creeks. Most of thellower portion of the floodplain is bounded by road or business park fills including those of State Routes 202 and 520, Union Hill (Road, Avondale Road Extension, Avondale Road NE, Bear Creek Business Park (Harvard College) , and Redmond Village. Beginning approximately 1 one-half mile upstream of the confluence with Evans Creek, th Bear Creek floodplain is generally narrower, ranging between 200 a d 350 feet wide, bordered by gentle, rolling hills. i Some flow may overtop sections of Union Hill Road upstream of Avondale Road NE. Although the area near Union Hill Road is presently developed, these flows were assumed to be relatively minor. j 1 Discharges from the previous study dated September 1989 were used directly at three locations in the HEC-2 model: at the downstream end of the study reach on Bear Creek, near the mouth of Evans Creek, and at the upstream end of the study reach above the confluence with Cottage Lake Creek. Discharges at other points in the study reach were recomputed after review of the previous model indicated discharges at intermediate points were not consistent or reasonable. Because discharges for intermediate points along the main stem of Bear Creek appeared unreasonable in the previous study new discharges were computed based on a combination of the peak flows at - the mouth of Bear Creek and the distribution of flows across the study reach computed by Entranco Engineers, Inc. ; in the 1993 HSPF hydrologic analysis (Reference 108) . To determine the flow at any point along Bear Creek, the appropriate recurrence interval flow at the downstream end of the study reach, from the previous study, was multiplied by the ratio of discharges at the two locations from the Entranco analysis. Discharges along Bear and Evans Creeks were incorporated in Table 1, "Summary of Discharges." 4 The KCSWM developed detailed backwater models of Bear, Evans, and Cottage Lake Creeks for the 1990 Bear Creek Basin Plan using the COE HEC-2 model (Reference 104) . The HEC-2 model was modified as follows: • More detailed cross-section data from a recent LOMR issued April 28, 1994, on lower Bear Creek were substituted for the King County data for the reach between State Route 202 and Union Hill Road (Reference 109) . 166 • The representation of the Union Hill Road bridge was updated to reflect the construction of a new bridge in 1994. • The KCSWM HEC-2 model was augmented with additional detailed cross-section data from a 1986 hydraulic investigation for the reach between Union Hill Road and the Redmond Animal Clinic (Reference 110). • Encroachment cards in the KCSWM HEC-2 model, used to limit effective flow areas at bridges, were replaced with NH cards to facilitate floodway analyses. The locations t of the fully expanded flow sections were also adjusted consistent with recommendations in the HEC-2 User's Manual. • The model configuration at several bridges was updated to more accurately simulate roadway overtopping and corresponding hydraulic losses. • Split-flow analyses were included to represent areas in the Bear and Evans Creeks models where significant flow _ exits the main channel and flows in a hydraulically separate flow path before returning to the main channel downstream. • The Bear Creek model was updated to reflect recent bridge replacements on Avondale Road NE at the two most upstream crossings, approximately at River Miles 5.4 and 5.7. Updated bridge geometry was based on NHC field surveys performed in August 1995. ▪ The model was calibrated to high-water marks from the January 18, 1986, and January 10, 1990, flood events. Calibration led to modifications in Manning's "n" roughness values and the addition of several intermediate cross sections. D The physical geometry of the Bear Creek channel was represented by 74 surveyed cross sections. These cross sections were developed rimarily by the KCSWM based on field surveys by DEA in 1987. t urveyed cross sections were extended by the KCSWM using the 1987 erial topographic mapping prepared by David Smith and Associates. ome cross sections were further extended by NHC to encompass the ntire Bear Creek floodplain. Intermediate cross sections were aJdded at several locations to improve the model's stability and accuracy or as necessary for computation of bridge expansion and contraction losses. These were developed by interpolating the clhannel portion of adjacent cross sections and extending the verbanks based on the topographic base map. imulated water-surface elevations, field reconnaissance, and necdotal reports from residents indicate that during severe 167 floods, flow breaks out of the main Bear Creek channel downstream of NE 95th Street and passes to the east of the Friendly Village mobile-home park. This split flow travels overland in a southerly direction, joins floodwater from Evans Creek, and returns to the Bear Creek system near the confluence of these creeks. The split flow was modeled in the HEC-2 model using the weir split-flow option. The split flow returns to Bear Creek via the Evans Creek overbank so the modeled Evans Creek discharges were modified to reflect this additional flow. Because the Bear Creek split flow affects water-surface elevations in Evans Creek, and the two creeks jointly share an extensive floodplain at their confluence, the restudy included detailed hydraulic modeling of Evans Creek from its mouth at Bear Creek upstream to River Mile 0.74. For the portion of Evans Creek investigated in the restudy, 12 0 cross sections were used to define the channel and floodplain geometry. These include one at the confluence with Bear Creek, one just upstream of the confluence with Bear Creek where the floodplain is shared jointly by the two creeks, and one further upstream where the Evans Creek floodplain conveys part of tle flow • from the flow split in Bear Creek. Beginning approximately at River Mile 0.3, Evans Creek is characterized by a well- efined channel with a relatively steep left bank rising well above flood stages to a developed area. The right channel bank also rises steeply to residential areas above the floodplain wi h the exception of two locations, one downstream of River Mile 0.5 and a second approximately at River Mile 0.60. Cross sections ustream of River Mile 0.3 were extracted from the King County HEC- model of Evans Creek. Cross sections downstream of River Mile 0.3 were developed by NHC from the available topographic and survey data. Initial HEC-2 model results indicated that during significant floods, water-surface elevations in Evans Creek would rise such that flow would split overbank at the two low points in the right channel banks and pass to the north of the developed areas Lon the right bank. Therefore, the HEC-2 formulation was modified to reflect a split-flow analysis with flow splits occurring in these 4 locations and returning to Evans Creek further downstream. Nineteen bridges are represented in the Bear Creek HEC-2 model. The bridge shown on the base map downstream of NE 116th Street has 1 been removed since the aerial photogrammetry was performed and, therefore, was not coded in the HEC-2 model. Bridges were 4ded as special bridges in HEC-2 if there was likely to be significant pressure flow at the bridge in the 100-year event or if the pecial bridge method provided more reasonable results for bridge by raulic losses. Otherwise, bridges were coded as normal bridges. Two bridges were coded in the Evans Creek HEC-2 model using the normal bridge method because simulated water-surface elevations would not cause pressure or weir flow during the 100-year event. . 168 I I • Thl representations of these bridges from the KCSWM HEC-2 model were not modified. ' Roughness values (Manning's "n") used in the HEC-2 model were determined by calibrating the Bear Creek model to the January 18, 19 6, and January 10, 1990, flood events. High-water data for Ithese events were obtained from various sources, including a report by� CH2M Hill for the City of Redmond (Reference 111); a hydraulic analysis by CH2M Hill for the WSDOT (Reference 112); and photographs by the, City of Redmond, the owners of Friendly Village, and the owners of the Redmond Animal Clinic. Anecdotal reports of fllooding were also provided by the owner of the farm near the ' confluence of Bear and Evans Creeks and the owners of property near ( 1 the NE 106th and NE 116th Street crossings. These events are the moist significant floods recorded in recent history and provide useful data for calibration of roughness coefficients both in the channel and on the overbank floodplain. Most of the calibration data are for the reach of Bear Creek downstream of NE 95th Street. For other reaches of the creek for which little or no calibration data were available, roughness coefficients were estimated using engineering judgment and reference to classical publications 1 (References 113 and 114). Manning's "n" values range from 0.045 to 1 0.1075 for the main channel and from 0.050 to 0.200 for the overbank and floodplain. S arting water-surface elevations at the downstream end of the Bear Creek restudy reach were extracted from the most recent approved LOMR for lower Bear Creek by the Montgomery Water Group, Inc., 1 (References 115-117). Starting water-surface elevations for the Evans Creek HEC-2 model wire extracted from the results of the Bear Creek model runs at the confluence of the two creeks. 1 Tle 1987 aerial photogrammetry and base maps show that the restudy rach of Bear Creek (between State Route 202 and the uppermost Avondale Road crossing) is approximately 0.4 mile longer than that shown in the previous study profiles. This could be the result of changes in the stream channel but is most likely a result of improved photogrammetric techniques. The revised profile panels a e measured in feet above State Route 202 along the restudied portion of Bear Creek. The floodplain boundaries for the 100- and 500-year events were taken from a topographic work map at a scale of 1:2,400. The base map was obtained from the KCSWM and was prepared by David Smith and A sociates from aerial photographs taken in March 1987. The floodway boundaries developed in the restudy were computed with I� t e HEC-2 model, generally; with the assumption of equal-conveyance r duction from each side of the floodplain (HEC-2 encroachment method 4). The floodway model run was complicated by several factors. First, subsequent to the preparation of the previous study, several large fills were placed in the floodway fringe, thus 169 1I J using up a portion of the allowable floodway surcharge. These fills include a large fill on the left bank downstream of Union Hill Road, a fill on the. right bank between Union Hill Road and the Avondale Road Extension, the roadway fill of the Avondale Road Extension, and a large fill on the left bank upstream f the Avondale Road Extension to the north side of Union Hill Road. Similarly, several bridges have been replaced with large structures subsequent to the previous hydraulic analysis, tending to lower water-surface elevations for the same discharges. Based op NFIP regulations, target water-surface elevations. for the floodway runs were based on a 1'0" surcharge above baseline conditions at the time of the previous study of 1978. The second factor complicating the floodway analysis is that the current hydraulic modeling shows significant deviations firm the computed 100-year water-surface elevations reported in the previous study, particularly in the reach below the confluence with Evans f Creek. Some of the difference results from the modifications to the floodplain described above. However, further investigation showed that the greatest portion of the difference is a result of the selection and application of the hydraulic model. The previous study analysis was performed with the COE, Seattle District, step- backwater model (1983) using a total of six channel cross sections and one bridge to define the reach between State Route 202 and the confluence of Bear and Evans Creeks. In contrast, the restii4y uses the COE HEC-2 model and a total of 30 channel cross sections and four bridges in this reach. A third factor complicating the floodway analysis was that HEC-2 is unable to use the split-flow option and automatic floodway encroachment options together. This necessitated the construction of a model of the existing condition with the split flow removed (a pseudo 100-year flood model) as the basis for the floodway runs. Finally, although the automated encroachment option in HEC-2 is designed to meet target water-surface elevations at each cross section, there are cases where the model does not limit the surcharge to the desired elevation or results in an inusual floodway shape. Therefore, the floodway model runs were performed in the following manner: I • • A baseline HEC-2 model was configured corresponding to the 1978 conditions using recent channel survey data with r the overbanks modified to remove fills and bridge modifications that have occurred since 1978. This model was run to determine appropriate regulatory BFEs. • Target floodway elevations were computed as the • regulatory BFEs plus 1'0". • A floodway HEC-2 model was configured to reproduce results of the existing condition 100-year profile while eliminating the split-flow cards. This model was run using only the flow in the main channel (minus the portion that had previously been computed as split flow) 170 • to develop a pseudo 100-year profile that provided HEC-2 with a basis for the automatic encroachment run. • A second profile was run using the floodway model with the full 100-year discharge and the equal-conveyance reduction encroachment option (HEC-2 method 4) . Target surcharges as established using the 1978 baseline model were input for this model run. • The floodway model was revised iteratively using manual encroachments (HEC-2 method 1) to meet surcharge targets (regulatory BFEs plus 1'0") and provide a reasonably shaped floodway. ( Using the final HEC-2 floodway model, floodway widths were computed at each cross section. Between cross sections, the floodway boundaries were interpolated. As a result of the restudy, Table 4, "Floodway Data," was revised. The "Regulatory" and "Without Floodway" elevations are based on existing conditions. The surcharge is the difference between the existing "With Floodway" elevation and the 100-year water-surface elevation using the 1978 baseline model. Flood Profile Panels for Bear and Evans Creeks were revised as a result of the restudy. The hydrologic and hydraulic analyses for the restudy along the South Fork Skykomish and Middle and North Fork Snoqualmie Rivers and Tate Creek were performed by Harper Reghellis, Inc. , Portland, Oregon, for the KCSWM. This study revises the detailed analyses of the South Fork Skykomish River through the Town of Skykomish and incorporates new detailed analyses affecting King County for reaches extending downstream and upstream of Skykomish. The study area begins at the county line for Snohomish and King Counties and extends 13 miles upstream nearly to the confluence of the Tye and Foss Rivers. The initial CCO meeting was held on April 6, 1995, and attended by representatives of FEMA, the consultant, and the community. The information for this study supersedes the data presented for the South Fork Skykomish River through the Town of Skykomish. This study includes detailed analyses of a 3.9-river-mile reach of the Middle Fork Snoqualmie River and revises detailed analyses and includes new detailed analyses affecting King County. The study area begins approximately 0.35 mile downstream of the Mount Si Road bridge. The initial CCO meeting was held on January 24, 1995, and attended by representatives of FEMA, the consultant, and the community. Rhis study includes detailed analyses for the North Fork Snoqualmie iver upstream from its mouth for a distance of 2.41 miles affecting King County, revising previous effective detailed analyses and adding new detailed analyses in the upstream reaches of the study alIrea. The peak discharge-frequency relationships for the reach of the outh Fork Skykomish River below the confluence with Beckler Creek were developed using a statistical analysis of the stream-gage data from the Index, Washington, gage (No. 12133000) . This gage has a total of 74 records for the water years ranging from 1897 through 1982. The hydrologic analysis for the South Fork Skykomish River upstream of the confluence with Beckler Creek was based on the 171 annual peak-flow data from the Skykomish, Washington gage (No. 12130500) , with 26 years of record from water years 1930 through 1970. The floodplain boundaries along the South Fork Skykomish River in Snohomish County are based on an approximate study and do not match those from the detailed study in King County at the county line. The hydrologic analysis for the Middle Fork Snoqualmie River was based on flow rates from the previous effective FEMA study. The hydrologic analysis for the North Fork Snoqualmie River was based on peak-flow gage data on the river from the gages near North Bend, Washington (No. 12143000) , and Snoqualmie Falls, Washington (No. 12142000) . The North Bend gage includes 43 records friom 1909 to 1978. The Snoqualmie Falls gage includes 61 peak records from 1 1930 to 1992. The revised peak discharges for the South Fork Skykomish and North _ Fork Snoqualmie Rivers are shown in Table 1, "Sum Mary of 1 Discharges." The cross-section data for the study along the South Fork Skykomish, Middle Fork Snoqualmie, and North Fork Snoqualmie Rivers were taken from field surveys and topographic mapping prepared by David C. Smith and Associates, Inc. The water-surface elevationslof the floods of the selected recurrence intervals were computed using HEC- 2. The 100-year floodplain boundary was delineated using the water-surface elevation determined at each cross section. Between cross sections, the 100-year floodplain was interpolated using topographic mapping at a scale of 1:2,400, with contour intervals of 2 and 10 feet. Flood profiles for the Middle Fork Snoqualmie River were calibrated using high-water marks at the Mount Si Road bridge. Channel and overbank roughness factors (Manning's "n") use in the hydraulic analyses were based on engineering judgment. The range of channel roughness factors of 0.038 to 0.048 and overbank roughness factors of 0. 080 to 0 12O were used to model the South Fork Skykomish River. The hydraulic profile for the Middle Fork Snoqualmie River was generally calibrated to a known flood-stage water-surface elevation (at the bridge where a high-water nark was identified) . The estimated roughness coefficients for this study were adjusted to attain a relatively close elevation match to known high-water- marks. The range of channel roughness factors of 0.035 to 0.046 and overbank roughness factors of 0.070 to 0.100 were used 4 to model the North Fork Snoqualmie River. The floodway was determined based on equal-conveyance reduction from both sides of the floodplain. Floodway widths were determined at r each cross section, and between cross sections the floodway boundaries were interpolated. In cases where the floodway line is collinear with the 100-year floodplain line, only the floodway line has been shown. The approximate analyses for Tate Creek were based on a range of calculated peak flows used to determine typical flow depths and widths for various cross sections. 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This pu.lication incorporates revisions to the original Flood Insurance Study. These revisions are presented in Section 10.0. 1 I 1 1 1 1 • II TABLE OF CONTENTS I Volume 1 ' I Page 1 1.0 INTRODUCTION 1 1 1 Purpose of Study 1 . 1.2 Authority and Acknowledgements . . . . . . - . . . . . 2 113 Coordination. 4 . I 2.0 AREA STUDIED 12 1 2.1 Scope of Study 12 212 Community Description ,20 21.3 Principal Flood Problems 23 214 Flood Protection Measures 34 I 3.0 ENGINEERING METHODS 38 3.1 Hydrologic Analyses 38 g2 Hydraulic Analyses 44 I 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS 62 4 1 Floodplain Boundaries 62 4.2 Floodways 62 I 1 5.0 INSURANCE.APPLICATION 139 1 6.0 FLOOD INSURANCE RATE MAP 14) I 7.0 OTHER STUDIES 190 . I 8.0 LOCATION OF DATA 1, 2 , s 9.0 BIBL=OGRAPHY AND REFERENCES 142 ` I 10.0 REVISION DESCRIPTIONS L151 10.1 First Revision 1i 10.2 Second Revision = 10.3 Third Revision 10.4 Fourth Revision 159 i TABLE OF CONTENTS (Cont'd) Volume 1 (Cont'd) Page FIGURES figure 1 - Vicinity Map 13 figure 2 - Floodway Schematic 63 TABLES Table 1 - Summary of Discharges 45 Table 2 - Summary of Elevations 58 Table 3 - Manning's "n" Values 60 Table 4 - Floodway Data 64 Table 5 - Community Map History 141 Volume 2 EXHIBITS Exhibit 1 - Flood Profiles Snoqualmie River Panels O1P-05P Panels Not Printed Panels 06P-08P Panels Not Printed Panels 09P-10P Panel Not Printed Panel 11P South Fork Snoqualmie River (with Levees) Panels 12P-14P South Fork Snoqualmie River (without Left Overbank Levees) Panels 15P-17P Green River (without Levees) Panels 18P-34P Green River (with Levees) Panels 35P-43P Black River Panel 44P II Springbrook Creek Panels 45P-47P 11 Mill Creek (Kent) Panels 48P-52P II e e Mill Creek (Auburn) • Panels 53P-58P Big Soos Creek Panels 59P-68P White River Panels 69P-70P 11 White River (Left Bank Overflow) Panel 71P ICI Sammamish River Panels 72P-73P 11 Swamp Creek Panels 74P-76P Swamp Creek Overbank Panel 77P North Creek Panels 78P-79P Little Bear Creek Panels 80P-81P Panels Not Printed Panels 82P-90P 1 Evans Creek Panels 91P-92P Issaquah Creek Panels 93P-98P North Fork Issaquah Creek Panel 99P East Fork Issaquah Creek Panels 100P-101P West Fork Issaquah Creek Panels 102P-103P Holder Creek Panel 104P ' ' ii TABLE OF CONTENTS (Cont'd) I I Volume 3 1 EXHIBITS (Cont'd) I Exhibit 1 - Flood Profiles (Cont'd) Tibbetts Creek Panels 105P-108P May Creek Panels 109P-114P May Creek Tributary ' Panel 115P Vasa Creek Panel 116P • Cedar River Panels 117P-124P ' Mercer Creek Panels 125P-12�6P 1 Right Channel Mercer Creek Panel 127P . Richards Creek Panels 128P-139P Richards Creek West Tributary Panel 140P Richards Creek East Tributary Panel 141P 1 Kelsey Creek Panels 142P-155P West Tributary Kelsey Creek Panels 156P-162P East Branch of West Tributary Kelsey Creek Panels 163P-166P North Branch Mercer Creek (North Valley) Panels 167P-17;1P Thornton Creek Panels 172P-174P North Fork Thornton Creek Panels 174P-176P South Fork Thornton Creek Panels 18OP-184P McAleer Creek Panels 185P-186P Coal Creek Panels 187P-190P ' Forbes Creek Panels 191P-195P Lyon Creek Panels 196P-197P 1 Yarrow Creek Panels 198P-199P Meydenbauer Creek Panels 200P-201P North Fork Meydenbauer Creek Panel 202P 1 1 Panel Not Printed Panel 203P i Maloney Creek Panel 204P j Tolt River Panels 205P-206P Walker Creek Panel 207P Des Moines Creek Panel 208P Longfellow Creek Panels 209P-213P Rolling Hills Creek Panel 214P • Miller Creek Panels 215P-218P Bear Creek Overflow Channel Panel 219P Raging River Panels 22OP-227P Bear Creek Panels 228P-237P South Fork Skykomish River Panels 238P-248P Middle Fork Snoqualmie Five:: Panels 249P-25P North Fork Snoqualmie River Panels 254P-255P Exhibit 2 - Flood Insurance Rate Map Inc:--x Flood Insurance Rate Map ' *U.S.GOVERNMENT PRINTING OFFICE: 1998-432-423-60232 ' 1 111 • � - - - _ . 60 cr a a - • - ' - - II • 60- m -I CCQ:-- 1O �.i � _ - - - - >44 O - F- 50 7. v � 0 -- _ J - _ �� 1-- �r�-- 50 W r�� J• -�-�-� - -- - L� CC La.!!_— - -- - - � - a-, ate- - C —r Q • 40 - . - J 40 p ® �" _J Z 30 Z 30 I - w w U. ® ! 20 20 Q a W - -1 W • __ 10 • - U- • • 10 'z w. \\*' 6. . ® z .iii v., ....r w W • 0 ./ - -----' . ____ ___ .. 0 0 - --- =-- - e _ _ _ _ ND -- - • 500 YEAR FLOOD •- - -- 100 YEAR FLOOD U 10 - - - - 50 YEAR FLOOD W - 0 DC _ -- -- 10YEAR FLOOD Cr Z CD C9 - - STREAM BED w • O. B� __ C _ ® (1) CROSS SECTION Q Z �/w// LOCATION CC e w 6 7 8 9 10 -- 11 12 13 ,14 15 • -16 17 18 19 w STREAM DISTANCE IN MILES ABOVE MOUTH ' 01 IZ,. - • • • • 90 a•. - - - •_ - • F LL e 90 tD �'Z Z LodnC' • Q ( '-- 1 ,o ��� __ =_ ------_- - - - -_ • 80 3-- - -- - ------ - H .• _ o �� 1- -80 W W O W_ Q : 70 • 70 0 O O Z > • • N w z . F- 60 - 60• , W • W T �_ Z • ZZ .c 50 - 50 H Q > W J W } 40 40 Z w • . - - C7 4 I- Z w. Q • W W CC 30 - 30 : C7 CC cc - - LEGEND Z p _ , 500 YEAR FLOOD . 2 H cc - - - - _- - - - -100-YEAR FLOOD - • U Z O — 20 —— 50 YEAR FLOOD , w C. ce ' —————— 10 YEAR FLOOD Z V w STREAM BED ; 2 Z w . p H, J CROSSSECTION Z wLOCATION CC • QA_ •• 0 • 19 20 21 22 23 • 2,4 25 26 27 18 29 30 31 • 32 STREAM DISTANCE IN MILES ABOVE MOUTH - , Onp rill: ........................................dMMIIMMIIIIIMIMMIIIIIIIIIIIMMMrAAILIIMMMMIIIMMMIII.MMMEMJIIMMIIIIM 111111111111111111111111111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIINVIMIll IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CI- ti ...Aim _ ................................................„0„...........MIMMEMMIMMEIMIMMEMMEMMMMELM set' g : 90.1111111111111111111111111111RW2111111111111111 11111111111111/111 IIIMIL:4111111111111111111111111111111111111111111111 9° • Ltj: : EreW wEa� FLLI � 14 ui ' b CROSS.o o • a 32 33 34 35 36 37 s.aE 38 . I. MILES ABOVE MOUTH � LT 03P n■■H■■■■■■■■■■■■n■■■■■■.■n■■ ■■n j 1 i ' r ■ •-iU■� mmom ■■ ■■R U. 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H__ . . , -YEAR FLOOD��. _ 10 w C ■• ■■•■•■■ ••.■ ,••• • a■■■ % STREAM BED Q ..■.1■n 1 � ■■■■■■n■nM■■ ■■u■■R■ Ni1 •■■7■■■■■n.■i►*��. .n■!■►■ � A__- I CROSS SECTION ..n..■ U ..■■nl■■t■ (e/i�■ /� `iJ o dr ... r4_ LOCATION G ..�.■.�.n.....m ■.. .■�■�i.■� W ■■..■■■■■■■■.■■■n■■■■■■■■emu/■■■H� ■■■ ' LI- 40.2 40.4; • 40.6 40.8 41.0 41.2 41.4. 41.6 41.8 42.0 42.2 42.4 42.6 42.8'• STREAM DISTANCE IN MILES ABOVE MOUTH! • 04P • . . , 1 t ! a . -• IIINF4,: 111 , , 1 0 �_ , ■■■CIF.: - . ; • , - Milli : rl, I - . _ ' , -IBMIIIIE -- ■■m■ -- -- - - . lu.'7. '..4.: '. -------==---k-_-,-_,--_____„--' ___,_,_ _i:_i_ :_:_'.': -I : --'1 ' 111111111.11KUILM ' ' - IIIIM ' lLtliirL ��■N _ __.„=__:_____ ____:=1___. 7.!:5.1=___.: ___________:____ ' -_-_----------- arl, 0, _ , _, , - i -hi I '- ,711. ■■ ______.___= I Ur • 430 . r_pm ' • T _ ; 430 0 O ci _ ' MINIIIIIIIIIIMPI • • • EMMA - - ' ' , .• • MI i IIMEIMMI O O _ ; - Millit --- .,_ .....- , . 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STREAM BED. - I'I --- AF 1lliiiiiiliI = � � CRNb rt Ilnl11 u. 42;18 ,43.0; 43J2\ • - • 43,.4. • 4a6 43.8 44.0 44.2 44 4 • 44.6 44.8, 45.0 STREAM DISTANCE IN MILES ABOVE MOUTH 05P • • • • BACKWATER FROM SV 1111.1ALMIE RIVER i - - - - •• I-gr It I- _ - W ' - - co - iff' ., - -_ S Li W _ _ - _ __ _ _•_- --- - --- -,..M T__, W W'V _w � Hr �� • L - a , - 0-1- WU i s Cr_ _ - r �-0 -J Q. - =-p-rB --- -- - _- -- - F- I tA UJ - O CC la • ELEVATIONS CON,PU T �1NITH CONSIDF R'TION OF I FyFFS FQ,R ELEVATIONS 2 445 ';; - - - : - - - -- •T 445 O O O O O - z 11 - -- -f� - __coI , -I _ •-, , • • _ - Y CI • > O Z 435 �- LL w • _ - 435 . w z _ �. O • ,_s -----i-".�- -- _ — - y.- - I• • • w 425 �� - ..... l 425 w i 415 ' - ire , 415 v ��6 w Z ��_- • 0 a to _� 'C' z W 405 - - 405 w Q Q � � -• - C - LEGEND - ,-- I Q I-- - 500 YEAR•FLOOD Z _ - >- = O -- 100-YEAR FLOOD O LU 50-YEAR FLOOD 0 O - - 10-YEAR FLOOD CD• • w Z C� STREAM BED W Y C • a Z I -� C CROSS SECTION w Q . . - _ b• LOCATION W w • ..1,500 5:000 5,500 6,000 6,500 7,000 . 7,500 8,000 8,500 9,000 9,500 10,000 10,500 11,000 STREAM DISTANCE IN FEET ABOVE MOUTH 12P r • -r — - - Z (L!` -- � 0 ip 0CY _ T - W. Q W O - LJ.<-- 1- W — W • =• cp Zcc n O I— J — — — _ _ —. _ _ _ _ _ Z L 4 1 O - O u- f I— • • f7 B `o — Z-co- g ~465 n a c H-— Qom- - - =-C W ' W • m - • L o Lu E yATIQNS CQMPI 7E3 W IYR CONSIDERATION-OF-LEVEES PC P ELEVATIONS ¢ E • COMPUTED WIT-HOL T CONSIDERATION or _EFT OVF0RB 'NK EVCE,S E PROFI_E PANEL-05P 455 d 455 =I d " - o 0 • Z le 1 • 445 _ ��-- -- -�_ _ _- - _ ` - _ - - - 445 = w _- r- --' _ ` - -- uIn- `j▪ 435 — --� `� - _ �_ - — �^ 435 J W ��i �,a-41 - •i/. �'" - 425 - _ - _ - - 425 } • z �— _ _ _ • _ w Q _ _ _ _ _. _ F N- Z ,..., _ _ _ -- W2 415 - 415 w Q cc .• _ _ — -- — LEGEND Z L .161 - - --- ._ 500=YEAR FLOOD 2 Z Q U- ♦IC -- - -- - : _ , - _- 100- YEAR FLOOD - Z 0 cm cm • - - — - - 50-YEAR FLOOD C7 _ cc cD CJ 0- " _ _ _ __ - - - 10 YEAR FLOOD Z •STREAM BED W J C H I 1 I I J K _" _ M CROSS SECTIONrc • Z ���/// ���/// . _ . _ . _. _ _. _ _ _ v i _ ö LOCATION o Li. 11,000 11,500 , 12,000 12,500'' 13,000, . 13,500• 14,000 14,500 ' 15,000 ••15,500 16,000 16,500'" 17,000, 17,500 . • STREAM DISTANCE IN FEET ABOVE MOUTH --•--- 13P • : • IIIIIIIIIIIIiill - _ _ . - . . I- a - _ _ W m W u 6E - - -J . I O I- a O .- ` g NV) IY VU ___ -- W • CI- G n, O C' O a. • ELEVATIONS COMPLTED VI ITN ((ThISIOFBATIoN OF LEVEES FOR ELEVAT CRS COMPUTED WITHOUT CONSIDERATION OF LEFT OV ERBANK LEVEE, SEE PROFILE PANEL OGP N Y• Ei CC p, u. z '465 i I- w 0 --- W u. 0 _ . V) z - - - - - • - 0 - - - W455 -�_�� W _ram f _ 445 } U • - z y 0 _ w W • 435` co - - . . 0 Q - - LEGEND z W - - _ - ` - ' _ 500 -YEAR FLOOD 2 Z cc} -- - _ __ . - - - -- - 100-YEAR FLOOD z C 50-YEAR FLOOD cw7 - - - - 10 YEAR FLOOD W Z V w Y Z _ _ KTVW STREAM BED _ _ _ D _ 0 _ _ CROSS SECTION w Q - - �/ _ _ - - _ b LOCATION W . _ LL __ 17,500� _18,000.- .18,500 ' 19,000 19,500 . 20,000 STREAM DISTANCE IN FEET ABOVE MOUTH 14P • ■■■■■�■■■■■■,. - - - .-. - • - - -- I I I I I L.1cn r■■■■Y■■.■■1.�a'rolai,_ _ ; 'Li • - MN.114.4 vi1: , -- - - • Y w _ONIMM . —_ III ■11 W .. ■■..■■■■■.11�® - - ■�■�■■.■■■®■��...� .� FEEZ■ III■■�Y� 6.1 111��� 5111.11 I's3■■Y■■■■■■■.Y� Y■■�■Y■■ E33■■Y■■■■■■■■YYY !LILY■■■Yl��� ■Y:' • �:• ••• Z F J■■Y■■■■■.■■ice Y+MrY■■■Y.iI.■■� E' m 614.1■■Y■■■■■■■■iYY ■lFg WARM■■Ybl � E. 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O ■n ■■nMMi7 ■■ii M■■I�' i�■i ■�11 ' f _ 30 1 . ■ 111ii•igt mom 1111 NIIIII 111 1111 MR '+ .. y��I N� � _ 30 J --Algal ,■1/IM/ - G_7L�■■n■■■ nn�•■'1�'I� MR ■I ME■n■ ■ M■ lam n no ■■1 ■ ■■ _ CN .ICIl =1 ' 1111� • 11111 1 _ w IIIIMII •iFl 11�!!111111 . - e - .n■n■■■e.. ■■:.■■ ■■■■nun/■ ■.�� ■ n ■■ �lil■ iu,- ■■.■ _I• 111 _ _ %, _ Mu`l0�■■■■ �7N„...■■■nM ■■ ■■ i ■ ■�■n� ■ war ■M ■ ■ ■■h'1■■M■ ■� -MANNIM ■■■■ ■■C:■■■■C••■■■■ �■ i/■ a epee ■�e■��� :�:C = ■ Cii_ •20 I ■ iii.••-�•i■�-- iii■ . , -, M■■/ 20 III 11 �1�1■•1..n .�Inlllllllan. n. ■■. ■■■■ • ■■pl■■n■s ■■■ i ■■ -ere',n■■■CC■■ii imam Iil _ 1 III w •■/./■Ian■■■■■u �ii■■$ ■■.■■ ■ .—a ■M� � ac7 /■■■n■■n■`e .: uu■C■n.■i■■n•l. ..■ ■u n■I� ,"),,1,. ■s ■ Q. ■■M■■■■./■n�i■■■ ■■■■■■■■■■r/pia ■■ ����%,� y ■�'i■■■■ ■a■■■■MnMi I�il��l MMM■�r■ ■ 1 _� 1111t�r�.� 1 1 1 11_ 111111 ��,,�n11I • ._ z W 111111111111 III�� IINllll�i�l _ �1� IN . 111 111� 11 11 it - w CC 111111111111 MIN 111 E 11�1 1111� _ 1 90 3. oIlIN111 111111111�1111 Hill ! I �11 LEGEND Q r o ■■■ NM■ ■■ _._. - - - I - 500--YEAR=ELOQ.D_--�z - =2 = Q= - - 111�1 �111 ! -- 100-YEAR FLOOD Z 1I1FI1II1111IIiiihiilllliuilUuI1 .jjl 111111111111111 ! l 50-YEARFLOOD II -n■■u■ ■M ■M ■■ M , _ , 10-YEAR FLOOD$ ■■■■■■nIIii•Mnn'�i'i ■■■•/i /II nr , - �. ■■ C■■/n/■■/M —` } 111104 I_ STREAM BED w III11111k �l�tlln kl I g..4 • ^-L ; i C CROSS SECTION - Q /■■►/■p■■MM► M, d ■ �� t , �■� 4 I LOCATION C ■/nM■CC■■■ �MUM ■ M■■■ ■■■n C� I o w ■ ■■■■■■■ u l■■n■Mm■ n■■■n■n n ,I. 111 nillit 11 u 23.8 24.01 24.2• 24.4 24.6 24.8 25.0 25.2 • 25J4 25.6 258 26.0 • 26.2 26.4 STREAM DISTANCE IN MILES ABOVE MOUTH ' . 40P • • ■■■■■■■■■1 ■■■■■■ ■r■■■■■= ■ ■■■■ ■■■ : IE.. O ILE REPRESENTS 100.-_50,100-AND 50C -YEAR FRED . NCY ■■■■■■■■■♦ ■■M■■�■■• ■■■■■■■�■■■�■■■ n■■■■■■ ■I�■ ■ ■ ~-- 13l,4��9 - 60 V DA .. ..-, .. ,,_ . . ., - 1111 t - - _ . 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CROSS SECTION Ui .■.■■■■....■■■■■.■.■...■■■....■■.■.E ■■..■E■.■■n.■■■■■■■■:n■n.■.■■.MMEMME■.■■!■■■■.■.■.■E■.■■..■ LOCATION W - _,0 I:I:IIIIooIIIIInlno::Hhsn:nll:UIH11111E In hIIIIIoUUI:nls:I:IIIIIII1IIIII IHIH Ino::11: \�/ LL 0 0.5 ' . 1.0 1.5 2.0 2.5 3.0 3.5 CO 4.5 5.0 .5.5 ' 6.0 STREAM DIST • ANCE IN THOUSANDS OF FEETABOVE MOUTH I' . 44P: • • • ■.. 'mu.. ■a .. ■ u. ■ ■ -■.■..-' 1 : I ■ ■n ■■ ■■ s •■■■■i ■■ N■■ ■N■ • ■■■ i ■i ■ a■ ■ -■■ ■ mama mum ia■E ■N■Ea C■Nm :N/i ■E■■■:a■N maul na■ism/■■ u... gn■EEmEEn:i■■■� :nl■ :EC■N■■■■■■■N■n:E::�■�::ao■::Ca:�E::C�:C:Ca ■■ME:ONENENMENEE , ::■N:INlCN■■■N■■■l ■NEEN mumo NUN ■■■ NNE ■ ■■■ mama/n ■ n■a■:■■a■u■ /■■■■■■■■■■■■�■■■■ NN.E■EE■a■ ■■■ ■■■ :N .■■a MEN M■ ■■■ ■■■ ENNUI Nn a ENN ENNN■NNM uO .■.■■ a■■■■ ■■ mama mama ■■a ■■■ II NUNN NO■ ■.i .0 ■■■ NE E:E .N:■WN ■ /�■■■:mu■■■■■i■u ■■■■ a■■■■ :■■■UI :n■ ■NE mum :■Maas ■■ .. • ■■ ■ lnC■■■■■ ■ ■Ns E■ N■■ /m■■asuimummmn ■No ■.mm ENUI ■.. 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EM'M ■N■MREN'E■E■'■ ■M■iRC■■■■■MN■'Mi E'E' MEMENNNEEi ■■■'■E■■MEE■■N' ■N■M ■M ■M■M mM o MNEM■■■■M■MEMMU iIE '■MCE:NE■:■wE ■'E■EMN=MCEE■'E ■■■■MEE■R IINN■NEENm ERE■:■■REE ■NEE'■'RMCC■E■MEEEMENNEMRREEN EM'■■■■■■MMEE■ E■' EM■M■■ NENENE ■E■■N■'■ ■N■■ N'■E N'■■■ ■E■ NEM ■■■NM ■ ■ ■MNE■EME■' ■■N■■■N■' HEM' '■" iiiiiiiplr NE■ ■E■M grip ■■M E'■ N N■■ ■■' ■■' ■■■' i■■ ■■E ■EnN■N■ N ■N■""■■■■■■■N'■■ 25 n:ER�1nC n 111 :1:En11:EEE1 EIII:CEIii ini nn:nEEEEn11:E:::In1111nE1:::EE 1111111111111E11 IIE 25 E'M■ti - imm m ■■m ■■s maim ■ i■ ■'E y m ■' ■■'■'■u■ '■' ■■■■"i■ ■■■■■■■'a ■'■■E ■■'■E'N' N■■■E ■ . w iMEMEM / , 1:431PIUMM■■:MMMEN NE NM'MM■:n■N•NIM"n■'E::MEiC ■■i■■■■NIECE" NMM'MMEEN ■■■ MOMMINEE■■M■CC■■E■■ ■M■C■ NEEEM • E■■■' Ldh a , u M ri-MENEEMI 1ECCNN:�:N ■ ■■■■■ECN'■■■■N■■EM■'R ■■CM■■EEn::■E EMEi'EIEi:E:E E■■EUEn:EmN■NEE■■EOIEE■■ER'Ni■RECa■N■�i'R ■■M ■EMMA E . 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T , =30 ' ■ I - !rl 2 Q Lu 20 _ -___LL_ _ . - _ • - 20 . 0 . ,CI. 1 . j • LEGEND z •>" FW- j . ce • - - 500-YEAR FLOOD --- -- 100•-.YEAR FLOOD • 2 . a. _ - 10 1 r _ --- - f" • __ _ 50-YEAR FLOOD 0 U i i `err. {� . 10-YEAR FLOOD Y:Z = _ • • •% STREAM BED Lu • z _ �''.= _J_..J� `mil— [ S J i CROSS SECTION • W �. , u + - - - • o LOCATION-. � . • 1� i i i ) LL 0 0.5 1.0 1.5 2.0 -_ 2.5 • 3.0 3.5 4.0 - • 4.5 5.0 5.5 6• .0. STREAM DISTANCE IN THOUSANDS OF FEET ABOVE MOUTH•• - 80P • 1 1 I ! . ill lb oLLJ ® i -Pt- - lI, , . -. _ ' iI —i tkt — J 1 1 n ■ . -2 E _i_D C F '— —cc In" — — . { _ - a I I -' h- e • - - ---- - - --- - - I 0 120 H - 120= in I W W ' 1 1 0 i ,--7-2, , i 1,0 —I, - • 11 _ J... , ......."--- • , _i__ Li_ 1 • , , - -‹--- - , , , „ammo -7 L...._ , , , . • __ .___ , , , • a , , . _ _______, .....„- --- "_______. , .: i . > I 0 ere.„....„.. , Z 1 00 I I � ' r 100 il • ui till' --- ,-, , 1 {- _ i MI - /dal PP' — 1 ,I _ I E ; j I C �I • - ' ____2....,:-;:- ill _ , t Ilpir- , i I I 80 }80 % � -ri ■ W —� I Q y 70 /i 70 CID"' p ! - 1-_ __-- Q NJ .- - - - - - - LEGEND• Z F- - Q I- icC _ - 500-YEAR FLOOD } _ O I • I, ! ! — I— - , ! - - 100 YEAR FLOOD z v I ` - ! I - - - 50-YEAR FLOOD . co 0 O 60 1 - - --- -� - -�-Z C� I - -� -' - { i - j -- - ---- 10-YEAR FLOOD W Y . -- - , L ( ; ' STREAM BED C. BUT 11.11 III AQ — $ Cob CROSS SECTION Q �%' --' -1 � - L � - LOCATION 0 r ' a w u. 6.0 6.5, 7.0 - - 7.5 8.0 8.5 - 9.0 ---- • 9.5 10.0 10.5 11.0 11.5 12.0 12.5 STREAM DISTANCE IN THOUSANDS OF FEETABOVE MOUTH 81 P• /MN.M NM■ MEM ■ ■■■NMN ■■■MMMM /// MO MIB ■ ■ MI ■■ ME ■ -M/ ■M■ME ■■ 1 %MM■/.M MME ■■E■ ■ ■M ■MMMM M■MM■ ■■EM ■ /MO . MO■.■. ■..M.■■.■..CI.MO.■.M■. .■■N.�■.■CCN...:C... 'C... .C... :C. ..C.N..C.....C... .......CN =C....=..... .. ..C....=.. .. • MO■MMM ■.■E■MM.N■/E■MO NMMM MUM EMINIM ■/NE ■■■NICMMM M./E■C.MMC■.■MM■M. ■■E/■E■.mI ■M■MM M■nEM.m.IMMEMI�CMMMiI ■M■.. ■Im . M.M.M. EN■■OMMUMMIM..ENEMEM MR ...E■ ■E■.EI.M/MO .M MMMOEM MME■M■/E■■M/M:M.M ■MMN■:NM .CMMOM■■M■. ■ IN■E■:M MI • MINI/MIE■ ■M■MENI ■■OM MEN. .■■IO MEE■I■■■m ME■ mmi OMMINI .■/■■■■■M .■/EMMI■ ■m■EEN■CE■MO ■■MM■CM..EM/■MM.IMMME M■■ ME , . ■m■m/■■■■IM■NM■MISS■■: /■Mn/ ..■ ■ N/■■N■■EN■■nMNM ■/ EN■MMMNM MCN■■.MMMC .N. ■MMM■■CMME. ■/M. ■■MEMO.... E■■. 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CROSS SECTION W Q, Ii © I, °• + i 'LOCATION w _ ail III lii I , -Ill .. r f � u_ 2.4 2.6, 2.:. 3.0 3.2 3.4 3.6, _ 3:8 4.0 4.2 4.4: 4.6 4 8' STREAM DISTANCE-IN MILES ABOVE MOUTH 92P t J__ , ' i aGW a Q; C W � 1 WU 131- 3b` Q . uL -- �'V7 • O` -Q • v - ---- - -cc- _ - ---- - 80 r_ R _-__ O CC LI . Ell• •, - ■ fir; T , - . a Q . • r _ 70 1 Qt_ - 70 CJ • .' 010:-.:._ ---' > 50 50 w mom • ..■ _1 - .� _' . _.-- 1 111111111.10•1117W .v.., _..__ , 30 _ ��1 iIII VV SO Q • : s .: ..I.: iii -4-q: . . . -__-1-_. _„ . - � � - LEGEND z W i • _ _ =/ 500-YEAR FLOOD 2 I- Q �! i ,- Mill MINI i -- - 100=YEAR-FLOOD - - Z G co-- - -- -- - - -- ---- - - - J , ■ ' _- -- 50-YEAR FLOOD - c07 v - - 20 J 1 r- ' ., I O i ■ - 10 YEAR FLOOD Z_ L� - F . {64' - ._.. .-. - - % /� STREAM BED J Z R Q G 1 C i U 'E `'�I; CROSS SECTION W Q ' ®. , . . . . . , , • . b LOCATION W • , 1 li i - Il I 1 _...._..I. iI ' I I � I LL 0 1: 2 3. 4 5 g 7- • 8 8 10 12 STREAM DISTANCE IN THOUSANDS OF FEET ABOVE MOUTH 93P . 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M■MMEME■M!■EEEM�■ME■MMMRn■e■■!s■■■R■M■■l!■EMI E■■ MEMEMEMME■MM■EEEEIoM■WM■■■MREMEMM.IIeMMORG.iiMEE■E■E■■F■■ sEE■eREIMME■■EE s �. a . 111nII111111nn11111111I111iMEH n1111111111nIn11111n111111nI111nI111I1iiiiniiiiiiiin1p1111111111n11111n11111111l11 = ■immu E■M■EME■RE■■MM MUM■E■E■u■■E■■■EM■■M M■■e■u■M■■■Eu■uR■■u■■ numi E Femme ■■u nim EEMEMME■EREue■ EM■M■FMEEUM!■ 0- Q • ■E■■EREM■EE■■F■ME■EMMoMEIluM■■■■WEE■■IEEF■NEMEMM■■iFi■■■M■MMRE■■E■ IMIMMI ■•■I N MAMIe■E■iEF ■■■EEiE■iER■■E! M■RE■E■MEN■■.■El = 11111n1111n1111111nn11111111111n1111n11111111110119111 1111111n11111#11111I FIIII IMM1111111111 1111111111111111111 as • • EEEIMMEMMEEEEMMMMEM■E■u■■EE ■E■M EMEMMEEM■M E■ME■ ■MMMM ■M. M■MRE MM■■/%►a/! fiM■E■ ■M■I AMM RE■RE■M!■MBE M■■ IMMUM M■■■Ml IM Q MuIMEM■RMEEEEUM■11• 11MM!■CEMEEos E■■E■■EE■IIE■MEnEEMEME■■EM ■ERE ■. jg/ GE ■■E■ ■i■■ 4■E�EEM■■ M■EME M■■E ■REM MM■■s■■ C. M■■l ■EEEE■EEEEM■EMEMEsIIMM EeE■M ■■MMMEMMMEM■■■lM■■ IMMEM■■MIERE■ME Ml�.- /�%s■Eul mumo u iieiE■■�e EEl 1■uRoE■EE■ul • • :1:IMMEMMC:In:EMEMM::�OMM:MEC::MEMRM::::ME::EMMM::MErimEMM:==a 111111110 IIIa11111 Illlnlnl�III' imul l Ilnllnlllln . y iommu ■■■■EIEE■■■■MEWEi■E■FMM■■■■RF■■■ REMEEEEe■■■eaimme mogemiGGiM■EFE■F■i m Er%MRME RA ERE■REEM■■i■■■■l■E■■E■E■!■■uEME■ p ■!■MM■■■ II M■■■■M! ■■■M■RMME ■■■■■M■■■uME■ERE M■EMNIIIIMI •MMEiREMEMEMEM■uMM■■■/.MUE■■■se lRERMRERERE■uE ■EME■■■iiu■■E■ > EEM11MI MIEMM■EM■s■e1MRE■REF■sBEM■eEMMMR■■■■■Es■■RMIe1,/M;iE•EMIsEC2 MREEIRE■11MEM■REEME■ME■■EMMt E■WEE■■■■ME■REMMEME ■■RE E■REEE . ■■E■■■M■■■■■■lRE■■■■■■■■e■■■RE■Ru■■■■■ ■■■■■■■IIIPPIMM■■CMGii■ERMM■■RR■■■EM■■P/■■■■■M■R■EA■llM■EM■M■■■■■■■■■■■■■■M■■■■11■IRM 2 • 901■■R■ ■ ■ME■MMM■E■e1e■e1■ME■e ■NEE/MINI �■MIE IIIINI MAMA/l■EE■u■■EE ■■REM ■l■/6AEEMiiEIIM ■e�aEE ■■REEF■■■ E■EM ■MUE■liiii■ER •90 i- MMEEMnMsM■e1M■M■■■■■!■MMMMII In■■■RlM ■oEl■EEREO dIi/III ■■M■ ■MiM EEIi EEC:M�./i ■EE■l■E■s ■M■s R■•EME■sl•■Mss EWEMUEEE MR. . w EE■■EE■E■MEEEI■EEEEME■uMEIEEMMMIRE■I�■e■EelMPRZAP /%ii�iss■eM1oM■E■�In■oCP.•G.■'IlenREME■R$■■MEMI=■n■IOMMs■■MIIIIIIIMME■■■I■IMMEMM■s w . 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STREAM-DISTANCE IN THOUSANDS"OF FEETA VE'MOUTH 04P ., ,, , .:1,\ FLOOD • ..0 ., INSURANCE STUDY „... „..,.____ , Oar (ri Z" rek '� r •.... --;Y • _ � �� di '' ,! . . t1 #:1)4 '- -- 1 I ',.... _.401. KING COUNTY COMMUNITY COMMUNITY i NAME NUMBER WAS H I N GTO N ALGONA,CITY OF 530072' BEAUX ARTS VILLAGE, AND INCORPORATED AREAS TOWN OF .530242" CLYDE HILL,TOWN OF 530279* VOLUME 2 OF 3 HUNTS POINT,TOWN OF. . . 530288* MEDINA,CITY OF 530083* COMMUNITY COMMUNITY MERCER ISLAND,CITY OF 530083` NAME NUMBER YARROW POINT, TOWN OF 530309* AUBURN,CITY 01 530073 BELLEVUE,CITY OF 530074 ' NON-FLOOD PRONE COMMUNITIES BLACK DIAMOND,TOWN OF 530272 BURIEN,CITY OF 530321 CARNATION,TOWN OF 530076 DES MOINES,CIIY OF 530077 DUVALL,TOWN OF 530282 ENUMCLAW,CITY OF 530319 FEDERAL WAY,(:ITY OF 530322 ISSAQUAH,CITY OF 530079 KENT,CITY OF 530080 KING COUNTY, UNINCORPORAI ED AREAS 530071 KIRKLAND,CITY OF 530081 LAKE FOREST PARK,CITY OF 530082 NORMANDY PARK,CITY OF 530084 NORTH Y OF 530086 a PACIFIC,CITY OF Of 530086 REDMOND,CITY OF 530087 RENTON,CITY OF 530088 SEATAC,CITY OF 530089 • SEATTLE,CITY C F 530320 SKYKOMISH,TCWN OF 530236 SNOQUALMIE,C:ITY OF 530090 TUKWILA,CITY OF 530091 WOODINVILLE,CITY OF 530324 ciiii REVISED:MARCH 30, 1998 t Federal Emergency Management Agency ., / ► FLOOD \lit ,_ ,T,Ifir,... : er.,• -i, . ..,.. ._., _• .... . ._ . ., , o . .INSURANCE ' s-. -f -iiva-to STUDY 11110 Mr \,,e 19' II vilest- j. . i0 iy fir; 4111111111111116t j.\ I ,.,, - _ L;:it macAw, ,:,„ aI KING COUNTY, COMMUNITY COMMUNITY NAME NUMBER WA S H I N G T O N ALGONA,CITY OF 530072` BEAUX ARTS VILLAGE, AND INCORPORATED AREAS TOWN CLLYDEOHILL.TOWNOF 530242 530279' VOLUME Ofc3 HUNTS POINT,TOWN OF 530288" MEDINA,CITY OF 530083* COMMUNITY COMMUNITY MERCER ISLAND,CITY OF 530083* NAME NUMBER YARROW POINT, TOWN OF 530309" AUBURN,CITY OF 530073 BELLEVUE,CITY OF 530074 " NON-FLOOD PRONE COMMUNITIES BLACK DIAMOND,1 OWN OF 530272 BURIEN,CITY OF 530321 CARNATION,TOWN OF 530076 DES MOINES,CITY OF 530077 DUVALL,TOWN OF 530282 ENUMCLAW,CITY OF 530319 FEDERAL WAY,CITY OF 530322 ISSAQUAH,CITY 01 530079 KENT,CITY OF 530080 KING COUNTY, UNINCORPORATED AREAS 530071 KIRKLAND,CITY OF 530081 LAKE FOREST PARK,CITY OF 530082 NOR PARK CITY OF 530085 NORTHTH BEND,CITY OF 530085 PACIFIC,CITY OF 530086 Fj2 • REDMOND,CITY 01' 530087 RENTON,CITY OF 530088 of SEATAC,CITY OF 530089 t SEATTLE,CITY OF 530320 • SKYKOMISH,TOWV OF 530236 SNOQUALMIE,CIT!OF 530090 TUKWILA,CITY OF 530091 WOODINVILLE,CITY OF 530324 #7�NcY reANq REVISED:MARCH 30, 1998 G ' i144 Federal Emergency Management Agency 0 0 II q � I II NOTICE TO FLOOD INSURANCE STUDY USERS • Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flo.d insurance purposes. This Flood Insurance Study may not contain all data available within the repository. It is advisable to contact the community repository for any additional data. This Ipu.lication incorporates revisions to the original Flood Insurance Studyj. These revisions are presented in Section 10.0. i I it • i I III I I II ( I TABLE OF CONTENTS Volume 1 Page 1.0 INTRO UCTION 1 1.1 purpose of Study 1 1.2 Authority and Acknowledgements - .2 1.3 'Coordination 4 2.0 AREA TUDIED 12 .I 2.1 cope of Study 12 2.2 ommunity Description 20 2.3 rincipal Flood Problems 23 2.4 Flood Protection Measures 34 3.0 ENGINEERING METHODS 38 3.1 ydrologic Analyses 38 3.2 ydraulic Analyses 44 . 4.0 FLOOD LAIN MANAGEMENT APPLICATIONS. . 62 411 loodplain Boundaries a 62 4:2 loodways 62 5.0 INSURANCE APPLICATION 139 • 6.0 FLOOD INSURANCE RATE MAP 140 7.0 OTHER STUDIES 140 8.0 LOCA IION OF DATA . . 142 9.0 BIBLI.GRAPHY AND REFERENCES 142 10.0 REVIS ON DESCRIPTIONS 151 10.1 i'irst Revision 1. 10.2 Second Revision . 10.3 Third Revision . 10.4 ourth Revision 159 i TABLE OF CONTENTS (Cont'd) Volume 1 (Cont'd) Page FIGURES Figure 1 - Vicinity Map 13 Figure 2 - Floodway Schematic ! 63 I TABLES g T:'ble 1 - Summary of Discharges 45 Table 2 - Summary of Elevations 58 Table 3 - Manning's "n" Values 60 Table 4 - Floodway Data 64 Table 5 - Community Map History 141 Volume 2 EXHIBITS E hibit 1 - Flood Profiles Snoqualmie River Panels O1P-05P Panels Not Printed Panels 06P-08P Panels Not Printed Panels 09P-10P Panel Not Printed Panel 11P South Fork Snoqualmie River (with Levees) Panels 12P-14P South Fork Snoqualmie River (without Left Overbank Levees) Panels 15P-17P Green River (without Levees) Panels 18p-34P Green River (with Levees) Panels 35PI-43P Black River Panel 44P Springbrook Creek Panels 45P-47P Mill Creek (Kent) Panels 48P-52P Mill Creek (Auburn) Panels 53P-58P Big Soos Creek Panels 59P-68P White River Panels 69P-70P White River (Left Bank Overflow) Panel 71P Sammamish River Panels 72P-73P Swamp Creek Panels 74P-76P Swamp Creek Overbank Panel 77P North Creek Panels 78P-79P Little Bear Creek Panels 80PI-81P Panels Not Printed Panels 82P-90P Evans Creek Panels 91P-92P Issaquah Creek Panels 93P-98P North Fork Issaquah Creek Panel 99P East Fork Issaquah Creek Panels 100P-101P West Fork Issaquah Creek Panels 102P-103P Holder Creek Panel 104P ii TABLE OF CONTENTS (Cont'd) Volume 3 EXHIBITS (Cont'd)• Exhibit 1 - Flood Profiles (Cont'd) Tibbetts Creek Panels 105P-108P May Creek Panels 109P-114P', May Creek Tributary Panel 115P Vasa Creek Panel 116P Cedar River Panels 117P-124P Mercer Creek Panels 125P-126P Right Channel Mercer Creek Panel 127P Richards Creek Panels 128P-139P'' Richards Creek West Tributary Panel 140P Richards Creek East Tributary Panel 141P Kelsey Creek Panels 142P-155P West Tributary Kelsey Creek Panels 156P-162P East Branch of West Tributary Kelsey II Creek Panels 163P-166P North Branch Mercer Creek (North Valley) Panels 167P-171P Thornton Creek Panels 172P-174P North Fork Thornton Creek Panels 174P-179P f South Fork Thornton Creek Panels 180P-184P McAleer Creek Panels 185P-186P Coal Creek Panels 187P-190P Forbes Creek Panels 191P-195P Lyon Creek Panels 196P-197P Yarrow Creek Panels 198P-199P Meydenbauer Creek Panels 200P-201P North Fork Meydenbauer Creek Panel 202P Panel Not Printed Panel 203P Maloney Creek Panel 204P Tolt River Panels 205P-206P Walker Creek Panel 207P Des Moines Creek Panel 208P Longfellow Creek Panels 209P-213P. 'i Rolling Hills Creek Panel 214P Miller Creek Panels 215P-218P Bear Creek Overflow Channel Panel 219P Raging River Panels 220P-227P Bear Creek Panels 228P-237P South Fork Skykomish River Panels 238P-248P Middle ,Fork Snoqualmie River Panels 249P-253P; North Fork Snoqualmie River Panels 254P-255P Exhibit . - Flood Insurance Rate Map Index Flood Insurance Rate Map -U.S.GOVERNMENT PRINTING OFFICE: 199E-432-423-60233 111 • t I I • I I • ..H.■.N■...m. ...■■E■■■HEu■■■N■.E■■./ ■■ NEE ..EN ■■....■...■■■/..■.moon •. ■■/moon.■E■■. E■■E EMME. .■ ■ ■•■ EMU ■. nii11111111 1iniiiin11111111111ii11111i1111liilliiliiiiiiiiiiiliiniiiiii1111i lilili111111n1111111 iiii 111.111111"iN li ■..■■.■E.■■ E■■E■.■n■■■E■�EHE■■■■N.■.■I■.E■ ■■■■■■■.■■■mE■m■.■■E■■.EE■.■mmomml.n�■.EN.■■.■.mmmmmm■E�N■m�■■. E■,E�E ■m ono ■.■■.■■.m.. mono...■■.■■■nNH.■■■E.■.■■.. 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': _ alum- n n..:E■EM :oE ■m W ■■UU �'MEMMEERMMEMM■■nn.a■ n/■ ■nE �� $, , n ! ,_ : -- 50=YEAR-FLOOD c7 p-� 20 __ moan--1--y - ! _._'gym _ ■ nm■ ■ "_ - �■■■U LT 10-YEAR FLOOD W Z ■mn■U ■■U�■■. _ . mom I_i mon �_:_i_a_ ._.':. .t_: n::■UU: - -: , _•UE■■a■n■ I r-.■..■■■■ i _ W p + { + , ! n- - ie.. .■■ ■■■ / STREAM BED Z :'�:CNN : E .. ■. _:.__ . __ ■■■ ■■:NEE: am 0'A E.: .■ ,-y- . ..._ 1 - r-- MI■ ■n , - E .... n■■ < a■■■NEE■.■■ I ■]l .II�;�I ■■ 1 19 1 ■ I am i i : u. I _ ■ i I ■■■ IL't. CROSS SECTION W .■ a■■■.E■ •,.'"I iNP' ' E MIn 'M�f ■ ■.- _4., _ ..■n , ._^ _,.. ■■. n. ._; .`!- ■■MI LOCATION G ■■MMINIU n■ �■■. ■I AI i ■ �_ ■ ; ; ■nnn , _ E■ IMMO ■ MOM a W 10 I 1 �1 1 11 IH . I I • 10 LL 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 STREAM DISTANCE IN FEET ABOVE MOUTH 109P • f - i I I r 1 I I : � � � - - -- ._ -`-�'j- _i...i_. .� ...i_4--.._ .1._-.}�,- t- -,-' i .1-__.--1 i 1 1_-1.2 1 i...1_ 1 -_.._ _�..._i._._._l.-._� ..i i 1 i - 1 :' _l_fliq-4-- i-n _ ., .1 : - i ' - i ST --:.-. 1,- r_i_.NM 1 MN- - ,r iti, • 1 -: , I ■■■: ■ 1 --1-- _ -- u. i 1I _ I -! -- 150 -i H* ---i-i. mirme.---,-„Imesimaii. i, - -, , , _ ._„__ __ 1-, , - -__, ••• 1r ___,,,_ , • , - Ti , ____ , .._. inal_ ___ . •• _, . , , 1_ _ .. _ 1 I I -f .1._ I _ I ' __.___ _ !_ .. _i_�� ■■ ____ i _.l_ ■_ '_ _j_ _' ' t - -_—_ _�-1 I __--_ _ --__ _ _ _--__-__ __= _-1 -_ _ --_ --_ � 11 -�- 1 -- - ------- tom--is i , ,3. I v: m■ 1 -1 ��� o/■ ■■ _ _ W ■ 121117 - --s. 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I 1111 I Q Ind" OM • PS A rds • ism • _ Aillin • iii I , i i 21 ■ - _ ■ •■■ � ■■ _ J ■■ GO ict / It-t-r-74. — mum -_ fZ W Ce- : I { _I : • I 1111111 : LEGEND Z ■B 1 L ■■__ IN ■ ■ ■ I -. - - 500-'YEAR FLOOD 2- Z ce II--OI-,il1W-I --l-.i• iN.-liM-o-n-,,--- • i ■. i : ; _ _' t_ i I ! -- 100-YEAR FLOOD c}i-0 =-L-- -- 50-YEAR FLOOD 0 C' O y .: ■ ��■_ : ■ _ , till O Eal ■ _ " _ 10-YEAR FLOOD o� Z C� -_ • T i Y Z - 1-1 / • Y - -- 1 ■■■ ` •• •■ ��M■ W- R t + 1 t �■ - :/ n • �: • STREAM BED Qz• �i u��_ ■_ �■ W ■I WO ■■■■ IC li■Io/mo �MRE 6 CROSS SECTION W Y ._ _.V.a: 11111111111111■ ■ M/� i-j Sr' - NIP R�U - -= LOCATION C y--� -�--. , - ■ M W I ( • I • i 1 • I I I I I I 1 1 I I t - _ 1L 1.4 1.5 1.6 1.7 1.8 1.9 2.0 STREAM DISTANCE IN FEET ABOVE MOUTH 110^ 300 - o . -ME -}. : 1-..+- '- . �_ -.{-- - -1-- - -. , _ f _III �.-Ls_�_ ; -I- '-j -I 4- - . -L 11-- - -{_In a■ I_ :!' ciIuuI .■n I 1. t-- r-t 1 f-- _f � ■N _ , ■ .i ■ - : A 1 , , I MN - : ■ . . - i ■a I , _■N maim--1--' ' 1-- U■IN■■- I ' ' r �� + ■■ ■■■ r. ��T J __ ■ NNE 1 ■_■■ ■NOIRIMIll mama an 295 ■ 'Lola ■■ n ■■■ ■�/ t-T i•.T.�.y. +- - as ■ I ; ■ , 'd ■n■ ■ .. =m - , . ■0 ■�iii ■■� ..or,.. -' t I t-� _ y•-` -TJ=/Ii- ' . 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' aMil gr...__, .,__, i , I.11 ,----;_ 'I ■ Na■�=i"n'��' ■ ■N _ a Z Q . _- - r I _ 500 YEAR FLOOD 2 CC -1 ' ;- L- __-- ' • - -t + -; 4 --I- --- I=174- ■I , a CD ici2 • - t r nwi= -= sis_t ' =- �- ■_ �a Na _ _..:-_ - --- 100-YEAR FLOOD _ C� 260 n■ MIN NM ■■ T MUM t - -� { ■■ ■ i : f t. - �■%- C a r n - ■� •�a� - 50=YEAR FLOOD - GW7 �3' LI - ■ }- ....- ' ■ ■ T L■m i I r I rI. t--- ' r i ' ! -+ ' I-;- --- - 10 YEAR FLOOD W cc Zbie Z 1 , ! I ' A )� ` ' ,_ ■ ; ; aka N. , t 1 { - r } { { - - tI ' -L- +L4:_LI REAM BED UJ z 17 _ 1i- _ 1 _ 1!LUaIi } Is � T-1 , CROSSSECTION W_ - . ' i _ L L -- - ' : 1j4:. r- ' a I . ! '• : nE4 ►-L -I j �-.l_ 6 LOCATION G , ■ :-1- 1 ■-- ■ _ f -r J---- - ■m MN_t..f..-.L ! I- i -?- Ram -'-ammm -- i - • ■■maI mum`.. la 3.1 3.2 3.3 3.4 3.5 3.6 3.6 3.7 3.8 3.9 4.0 4.1 4.2 4.3 STREAM DISTANCE IN MILES ABOVE MOUTH 111 p • • • pin • • ■ ■ , i_!_• ■ _'_i ._ ■ ;-.LL4-;-t• _ - ■■ ■■ ■■E■ ■■ ■■■ ■■■=EMI ■■ - ■ ■ I- 4 I- ! ■ ' -- ' !-1_, u -- -5�C ■. ■ ■ '1C■■■ SLIEhulls■ ' ■ ■ .. ER ...■• . ■■■ .. . E■ .. ill ■_ ' I 1 ,_1 _ , , , . �■ .SC ■.. ��CMUM NMI ■ S - •.. f _+ +_ ; .■ ■C EN __a-'Firm EEO HE CCiii■�ii■i.'■I` , -■■EC :NIL ' -G- t ,- I .■ r'■C;mSl1 i ! - - r i RE44z. nnii.. ■.■ ■ r....i....„Ei......, , En ________________ � mos .r ■ .■ -1:1qjip -r-ElF ....pn.,_ ,:iI _'-: ■ ■■ ■ , . _-1 i I : f I .,---■■b._.i- mier ',..„.. mol . _ -",-111 73 MOMIEMM_OO M ----._ , I riri ; '-1. I roil a -1-, or ,-ar n--1---H1 .1 . --,-I-. - --- mirom ar. iffrim. a. ri„ , 325 ' t -- .., .-- - - i-ilalumum ,_.,t. -L L I.:-=,----__. I. sr° in-u----iim,"- --TT-itil•_ -1511..._ _i_...11----_ v• rti REIT.or 11141• 11>_100.1.-__I-H• :._ _1_1,_ . -, u.-.1 -7_art--:-__„--t-t-i- ,...1-gulia- ...a �ummffig ■�Pffin° 1-1 EN ■ LJrJ!!iU1!J!J_ �e-Y ■ •■ 325 y i-. .i-._ _ �i N■--■.. -: ' ' .■■,O� ■.■ I ■■■ �� .. ■= __- -"Jr- ______-_ -_-- • r ■ ■ ■ CC C■ ■■SC . i.. , , 1 . __,_S:rmS��S �' __-. 1 i I �._- �' � .. e�� ■ NC ■. ■ ■- ■■■ I , ENE ■ _ ■ 1..;_.■ER E■ ■■■ _. ■■ __._ ■ER . ER■ -_ S ■ ..� �.— ..■ .s - ..■ :C ■ ..._._ m. . ..■ ... -- ■ - ' ■., - N S _ ER ■■ ■ p W'S ■■ ■■■ Illi■ ; ■. - - - - - .CSC S ocPia _ 'S ■■■ ■■j.■. ,- -+� T 1NIL!II ■ ._ERm m ; __■m11■■■ 11 _ U .CC �.■EMI■ ■■■ . ■■..CE .:_.._. ,._ .+_ . C .. • ....SC '�_ ra1111111%1111320 •• _ ■N■■L■■ ■■■ ■MERE■■■ ' ■.. ' /i-- ■■■�■ mm�: �■ m C ...r , In , - ,_!„__' : i ._._, L___ ' ,- =NEI •IW,••=n101%•• ■ ■ ■■ ■ •■ E■ .a_. M■ M■■ __i ■■■■ ■■ • EM 0 _1,imi. Il liermillifIgm• illmmaltri%4_ , , , . ; ,_ 1 ,-_-.4 • -1! -.±_i. _i _______I i. ___.1 1 - , 114d !-4Fmr is ; ii,;_imr,d1 m H315 alr-I-mi--raft--- - illllinralsmr. r i -. , -t!- a--. 315 i : , , • �� ■ ■■ 1 ■�■ ; ' ! -J T-1- i.. , -T i%•Ji■ ■ gidiN:is••rm•i gRem.1g.1n 1s/0J1i ffila rl • IINIII 11. I_f_i_4_,_1_,j_LI._ _._,_ ..i..: l__ _i__ 1,____ IMMIIIIMI -4-raiii•Ell"--•1111111111111111 11111111111•MileMpl ; ;._ 315 u. was . ' mil II•• .•••11111• laniiitpirmi= iiiiirdidatili _ Mena 1-- in • g',11-..- • - t: . pli• i . wil , III i_ • Q ■H/dimi i Imo mom S' IMIUMNBI■ER � a ■ r ���_2111610E:�" �■mm� ■■a■■- -N� J 310 Ear% ■■�■""■C E■E' E�a■ ERE■■■ER .m® �m-� .■ ER .i_ _ m/!%%ERE ■ ■■ _;_ ■■■■ERE■■ ER■ ■■w■.■■ER munq `liras • ' ' 1_■■ al . riii , ipm_...„ 1- ■- -- • ; -r-, SSm a od :rival m _■■C ■ C" S■ .. NS� C111- "011%-1--- ,- . .° . : • •f---t-LE;-- ---- I S 1111b I ' Pill" IMMO din ;- E■ =■■■ _1_' ■M •••1111 illffel LI-tii . .■■ mu. 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ER■■ 50-YEAR FLOOD c9 co O -1 + r- - i• �■■® ■■■ , um �E■ i ! f ■ m. •__, , f-i I ' i r 10 YEAR FLOOD -w- Y Z- ■ ;- . 1■1 ■ I� - E■1■ _ -r r j ; m.■ / STREAM BED w O ■E 4 r- _+ ` _ . ■ ER_._r._ m■ T _7.1-T.7. 1-._ ' ■•■■m■ J Zl cc 1 EER. _ .t ° a ■ER■ _ 40 ■ I ... .. ►al ' ' fi f_ i _ CROSS SECTION W �■■� � - 1--; ER. - , - I } _ 3 LOCATION W ■ ■■■■■■M■■■■■o■■ ■■■1■ 1■WER■■■■■■EU■■l ■■ i ' E I ■■■ ■■S■ maw 1 ' ' E■■ER■ I- mum w 4.3 4.4 4:5 4.6 4.7 4.8 4.9 5.0 5.1 5.2 5.3 5.4 5.5 5.6 • STREAM DISTANCE IN MILES ABOVE MOUTH , 9n , • rr- 1 emosmin--'-u - rums ii-r-1 -Baia- 1 '_:-F---lhi_:_ -i- 1111-7, Mil --_r__ ' --if 1111Wal 1119111111111114; 1 , , . , , _ m ___ , , , Ass" mu "14_1111_ ._, : , i ' . , , mium Ems= ,_fp. moor 1IffjI Wal ■1.--,1•01.LE , __-_._,__.-, 4._ 1 ! , ■ ?_I _E- I JN1iir 011 340 j5L :-.nsmin:: T_ ■ 1�■■ ■ : 1 ._: ■ - / ■■■: :l" •. ■.. ,sona■ •e � ...um 4_ - � . i-i- :-i-- :..__l .`■ _-■■■ 1..__ I■O /■■_1_-1 :6■ ■ :■ ami:■ ■__ :�-rd as is moms 9i. -- - ::a . ! _:4____ ,. 1 -_ um 11111•11 1 , _ _ _ ____ __ =335 ® ,= 1 1 - I ■-r2711 i EN .. ■ ; I ■N -■ ■■■■ p -8: ■ ■ ..■? = - _ -■N O. ■1.MM511.1 ■■ �■ /■■!_ y ■.■ ■■■ . _ :___ ■■■N 335 y . li ,_,_ ! - ■: ■n .N.N■. :■■ ■� ..■ 1_ • ■ ■■■ ■ ■ .■ ■ --' : ■■■■/■■■■■■■ ■■ _�■■ ■■_ LLI ..,. _.,._4 , ... F'iIffluIiiIIiiijEI!ifluiI: ._ iI_ : i!IIEEIjpiIflji1iEhiIiiiilhEiIIii:�___ - �- EiiiJ 1 a �:■. n!■■:■N■■::: I 1 �■■ : Nn■■■:. N /N■■. /■■■■ _ /� !Pill 0 Q //fr., 330 . ■ Ism ■n//•■ ■ H ■•//■ ■■N ■//■■ /■ ii..am.w....,11. :� �: �� ' 330,.... ;.+ _t___;.... :■ 0I::: _ ■_; _ . .. , _. wow N ■/ o= ■ '�"'' iei ■■■� fil.� n: N ■■■�'�- . iNii o . . 1101 gureL _- , Hti:4- ..11. -' 1 1 _• 7-1111111111 . I _E Ell 0 -r • • Nis . .._.....d..... .... ......., _ . . • ..... ,--,-,- - _ --t-,-, , ,. • , , , • in 11-1-4---. ..1 r ' i. 1 1 I ' ; . - 14 ; i IMB _j__i_ I 1 1 1_ prtowff ...._ C7 1 l r --�-f- I I t I I ; MERE Z 325 1 I 1 1 I ' 1 i i j , 1 L , : , 1 ■:■. _:10_: :_�,/ wI j 325 it t._ _ ' a limi• r -�/-��'-'- ram ::: - ■ 'v I : •■ , Or n■ H. ' r- a�..' N a ■ _ �N�� ,... .n■I■■N■■■■■■A 1 w I -}-:. o - i i. _ f _ +■■ _ ■ ■■rmum .■■ ..■L eI.:�•--i:e■=_■a■■ i:n�i■e■':..:aaui :ii : • I- -t-.y_■ ! T-_ ■■ I♦■ ... 1 � t4 ■ ■ a:N■ a ■■■ a'� i -_' i > 320 ■ ' I ■ ■ ■■ ■■n ■■a■� iii■■N■N ■■■■ ■■ ■■■■■■ n■/ Mil ,:�e�rill/:1�:■■■ - r 4 320 W -+-i-` }� =+._1-' 2 .._ __ �."s : : : ■p0. r urtif��/ igil n. .■.■.■ ["I ' _ _ i- 1 : g� ■■■■ ■■ iii f ■N::■fir:i`1_ M .. ■�,=_ ' ! I `_ 1 ■ ■■.■■_ , :�■.■::v�■. Epsom _.- ■ ■ ■LIR ; 11 I .i , i..... . - ; ..'._I �' ; ! ' ; _L 1 4 : :1 t - 7: ■■IN ■::: , ■■■!/■■.■i //■..■ tip: I _i . ilm �_ I i i fi 1 i _ ' H : :■■ ■■■ ■/■■■■/■■ .i 315 -, , „.. _ 0 ' l ; ; I=} ■ r ■■ n■-_ ■w N■ n ' ■■n�■N.l■■■■Il■■■■■■■■■ I �, f. _ Z 1 ,_,, mom" " ! In". ii, -,-_. _ , ,___.,_,. r-r-r.... • si Liam_i_ ami...„,:-11 ow.: _ !lip . , . aum . - Bullimm, , , L----t _ , ____ ow .■■■ N ■■■N�■ : :■fin■ ■■/II p N 111 �. 1llmi � ■■:::.■�ma:■■■::N/ i6& I BC BD--.. i W CC -i , -1 1 ■ ! :■■ N ■>•■■■ ■n■■■ ■■■■■■n I- 2 Q ak 310 ■r, , , ° : . ; 1 n: .N ::■■..../■::■.N::■n'.1■■. I i , I ■■ J E lEIPIE ' 310 Q ■! ' MIME: _1 1 T 1__ ■ ■ .---.-,_ - ErLimil --t-- '''.- . , N , ER. ■.1. :N JJfljij LEGENDL1Ii i ■ ■■ .. I /■■ ■ ■._ i ! n■ ■N■ ■■■i/■_-I=_! ■�■■ Q H Q ._-1_ _ _-_. ■ T_ , ' : • _1 I ■ ! • in I - ■ L7_ ■■ ■■■■ ■■ I ■/■n■ , .■■■ ■■../■ - 500-YEAR FLOOD M --t-- - ___ 1 '- : ■ . , /:.--- ■ ' ' ' ' � - ■ ::n aaa- ■ : , L _ -- - = o , _.�_; ___r-.� -� ! -1- -I I . _. I I ■ .,_ // � .. ..N =f-- I 100-YEAR FLOOD V O - ' ' =f_ f 1-■ -- ens ®----awn :i■'_ n: 1 -•• ■. N Mr : I , ■ .._ __ ■■ /■■■■ ■ ■ W ---- I 1 , JiL . �--- .■. i I- - i. ! n I :�a t= ■■L.■■■N ■ - - - 50-YEAR FLOOD - ■ _ ' _.. ■■ ffi1'Ii'Jftt :ri N _■ JEiiiEEt !IEF!iEN : q ,tH-' + f ; 10-YEARFLOOD- ' : 1 - ' H/ _, _ t _.._r 1 _ '_ '.. 1, 4,„ ■ 1• + ■.■ :■ ■ _ W Q ' �--' � STREAM BED ■■:N ,_._r-_,_ I--t.-,_. I ■a - â1Ha - _; .. .■■ +-- • :. .- - ■■■e ■ ■ ■ •mal c.J Z ■■r WI t- ' ! f-- - 1 __ .t I ., , • ,- - ' _ -i v--i-1 1_■■::■■■�■ ! 4� ' �■■IIIP C S. CROSS SECTION W • ■ N■ ■ 4 ■N� _� , 1 • i _EMMA ' ■ - :■■� 8■■■■■■ LOCATION W ■N■■■■■ Ia■■/■aa I , , N■■ ■ III ■- I I I ■■■ I ■ N/ 1 .■/ I , ■■ ■a.■■■■.■■■■■ - •- 5.6 5.7 5.8 5.9 6.0 6.1 6.2 6.3 6.4 6.5 6.6 6.7 • 6.8 6.9 • STREAM DISTANCE IN MILES ABOVE MOUTH 13P • IiIIIiE.1p11 ! , ■nsFrgri*Puqp&. ■■C ■ , , SC __t ■ p _ ■ _ IMIIIIMIIIIIIIII MIN NI ' _ jill ■ N■■■_ i .CCN ■N ...C ■N CNa l.rS i ■_' - C ■ . i • -4_ E rn, -- ,• _MI! ; ----112111141WelaillWallin ■■ } i 1 , /N■ ■ / N/■■■/ /■■ 1a as/ ■ ii i■ - _■■ a. � �"■��C•IJii�NM _ ■.i ■ � p__ ! ■�PLINk. la iii ■./CN ■ ' ■_ C"� � _ r CC —�� 11- ill . .lis .ill ii _ , N _ _ AIM" 1- _ _ _ _ iN � '■N , } ■ .: um N�llI■MI N■r 111,■N.s I N■ i _■ J ! iMill. n aummumm f 1� 1 �1 - aa W - r__ ■ _ _■-- ■ ::!IN.;. .■ _. _.i .L : 1 - L■ ■ {- ■■C ,- N . O W ■■ 'i •ni �.i aC■ ■aa ■■■ ■N_ ._. ■ ■■ a■ a■ : . ■ ii '� CC cc TilliaMillanrani■• �Ci.CCC. .:il i .N■ ..1150.imp ■ i•ii� aN ■... •.N I. C�N■ .N. 1•ii■ ■■N N ■■■li ■■ ■ .. 1 _ I Ia I GI etN.i Nni ■■.i■■N�C.N■ ■ ■ ■ ..■■ a■ ` O ii ii. .■1 �timm.aCCI ImC■■ 0i.s_ ma■ wilemarainios � N�ii' - - 1421 ■IIiiI!IIIIiIi1 - IN N. ►pjiiiIjir1_liii ' .1_ _l ' i� . I .■/Ni ■ IN 4- _ _ N■�� ' i 1 --� i •■ ,jp®.� -- �-;- ;_ .., _ --. } - --�--C- - ! --i-, . ,__ '1 z rim _s m..■aNa/.a �.!_i�'/■■■ ■ ■NN■■.. N■N N ! N■N■NN■■■i a .. ,� i 1----i , I .;W ME . CNCC.. '%■". ...�. ■• ./ � - -T- _ --...CC - --- a. NC :�A^ , NNE : 1_ U. IL .. ■.N■/r . N..,'i■ ■ .■..■ ..■ ■■■■.N■■■ i f- .■ ■.••1■ } > ■ _.1--:..■ ■ •■ �,rma •ne . NiN iw i■�I"iw■■.mi. i' ---r - -. -} a .-- a .c�4GN■ ■ N/// N/ ■ ■�' • WM ■•• '�■■ n •• '�'■.'�•Ia■• a T; i a lE i i.■'�° �i■C ■�I ... a. / ''I'�."'� iCihH L■ . IHIHii N _ ; ._. a. 1J i • 335 N .. ■ .a ■■... N N , :ri Ii1JpJ1!!!!?' 1jjLANi ■. C.N. ■ J iannw lillin=. ...40.iiiiii-ii• :lir:* -II mormr. .a.■ i ■C•CCaNv.. ' , , ;... — . i . i I ■■iCC■. mi.■■=l - ■;____._ as - �Cm 11E1 __., rrAll 41111 f- , , i „ , ��r ! IT- ..// N. i IiIHN w iEi t_.1 iii�iN. I ^um ITT ... i -I • I imunuoir =MIN ,_ :1 I 1 j --, a 4.___IH__+ um ffimmi 330 I /■ ' kLjIiljrt aN1 }_ _... I ! f i U • • blimpe .• •i _ t ' 1a!ii ±11i1 : - ' r..,_ H . w.. ! ■ E } f 4 is cc s Ili EN ... HIE 1 1 NM I--- ' I�■.. i.CC'�iC�.ai�i■Ni. iiiiiai�riCC�iiai�a ■a . f_ : I- 1 ; : - --r ; { I I 1 W cc I . 1 L Q a HI ' ' .' 11 1 11IH1111H1IIH11111111 H i i I ' . 1 . ; I 1 ' , 1 r - 1 , , w �CC ! Io ■N ■ T.■.a n ■ N■.■ ■.■ ■■ ■ N■ .■ _.. . a ����������■ ■ Q "W T .■ ■•N■.N■ .•.■■.■sa■■■�■■••Ua■s ■. ■ a••■■i• . -1 1 ■• a�•/■■■■�■��N••i•■■•• LEGEND i 6 I-.i ■■■.■=C� .N.C. ■ "6iii '�C' ® ' i:i•Id.i -' - H .N iii:�:�C1iiiEiQ iffl.11� i , ■�.7aa. ■N�ia■. i■. ,u� 500-YEAR FLOOD = � N__ _ ■■ ■ ■■■ .. ■ iris ■ a N ■ ■Nw■ i 1 t._ _1 a O - L ■■■. ■ ■..■ ■i■.■ .� CCCCUC i �.N. ■ .i •- . .i�CC. • + .. -- 100-YEAR FLOOD v CL I'M atil.N.N...N�N.■aAI ' • N .a•a :111. . p - - -- -50=YEAR-FLOOD- - C3 O �■ � ...■NN.■■■■N :�nINr'� .i�■.■all �7 cc Z Ca - - - ■■ i I RIM ■ ■ ■ East sma ■ ■ 10-YEAR FLOOD W Y Z ■■■ N■■ N. .N.■ _ r- n_ ' ■ ■. ■ ■4i!Pi. ■ i T WI STREAM BED J Z ■ J1IhiIUii:'■■■i N ••• ._;per 3Eoil'" l i. ! 11:1 iiM . •:�ii ■■i !n' !iP!IiiiiNI!!IiflhiL1IIiIILi } ir. cc ■. Na ■■ w. ■ •. N■ .. ii .■n N • ��.■. Tr.{■■ b LOCATION W ■ N.: ■ .n.■MIII•■a■■ ■aiu//ua■■■ ME/ ..//sa/./ .a. iiu■.. NN. 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STREAM DISTANCE IN HUNDREDS OF FEET ABOVE CONFLUENCE WITH MERCER CREEK 144P • 115 ' - 115 110 - _ _ �/' i10 W �/� W r - - - - - - - - — �/� he . /' Z 100 i/ . - / 100 w �%i • Z • j� . �-✓ ZO 95 / / 95 Q .� } 90 ,- . _ _ _ 90 Z • W 1 / C7 Q 2 ex EX 85 85 C9 C -- LEGEND - --------- ---- _ 500 YEAR FLOOD g = I= • —-- 100 YEAR FLOOD V v cgCL 80 — 50 YEAR FLOOD ------ 10YEAR FLOOD Z Z W - -- - - - - STREAM BED 2 CI W Q (g). _ . - C1 - __ A CROSS SECTION 'j • A LOCATION rc • W 78 79 80 81 82 83 84 85 86 87 88 89 90 91 LL STREAM DISTANCE IN HUNDREDS OF FEET ABOVE CONFLUENCE WITH MERCER CREEK 45P molionliiiiimmillimmilimiiimmilimmiliminpipuimmolimm monimmininimminnimminimmominthrounimmoommommin millimommonnummin mumipmpumiiiimmilimimmiummimmilimmimmilimmilimmgmminimmmilim • iiiiiiiiiialliiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiilliiiiiiiiiiiiiiii . . - . - iimmil...limminimmimminnimmimpimithennellemminou mum minniontorpom Immo 135 .„ u . i . . • .1 1 a El 13° 111111111:111111111111111111 _ ___11-Aiiii: 1 11 1111 iiiiiiiiiiiii no g I E IMIMIIIMIL ----k-iiiiiiiiiii111 I . ........................................ --gita.g......................................A..... 11...... 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HUNDREDS OF FEET ABOVE CONFLUENCE WITH MERCER CREEK 14113 _ , iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiirmiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii < ................................. 111111110-LA5aillillill milippillimpopillipismilimmilmilimmil - LEGEND - 2 �� sw vEaa rwoo F � --_ iiillalliiiiiiiiiindliffill1111111111111111111111111111111111111111111111111111111111111111111111 -_ iwvenx FLOOD rs STREAM BED uLT: 2 LL198P SY _ zv' }µ,��� Y - _ ^ - Ww LI `tV~ - - - - HCC O --- - _ - - - - 200 z _ -- - 200 W O biz — LImZ _ J W O ✓�� O >- %i . 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STREAM DISTANCE IN HUNDREDS OF FEET ABOVE CONFLUENCE WITH WEST TRIBUTARY KELSEY CREEK 65P W W I� C�111111111111111111111111111111111111111111111111111111111111110111111111 y 111111111111111111101111111111111111111111110111111 111111 I I I I I I III I - _ _ I IIIIIIMMIMMIIIINIMI 170 170 H = W ; O cc ▪ 1— IZ I- 165 165 /1110101iii O 3 i Gd:ild��l bi 160 , = Z 155 155011111111111111.1010111rpoii,ow, 150 .%I�/� 150 w 111 IIIIIIIIIIIIIIIIIIIII CD I- y Z Q w W i. 145 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIHIIIIH 145 C7 3 C •uuii•u•i•u:oiInhIiII•iiii•iiiI III ILEGEND' "' , 500.YEAR FLOOD re --- - --- - -- --- -- ---- - 100 YEAR FLOOD V O IX 50 YEAR FLOOD w CO O —————— 10YEAR FLOOD w Y = ' II - • ' STREAM BED W Z IIIli CROSS SECTION G . Q A LOCATION oG w 19.5 20.0 20.5 21.0 21.5 22.0 22.5 23.0 23.5 ' w w STREAM DISTANCE IN HUNDREDS OF FEET ABOVE CONFLUENCE WITH WEST TRIBUTARY KELSEY CREEK 66P y- W 'C D oC Q LLF O V > 0Z W. LEI CC LJ D w -I 0 �...'fJ) _ CC 2 -' LL OV m o 2 --- -- o ----- -- - - to Z ua Y L -- ev - V W be • W e LA— W O Cig CIC Cll Om UJ 200 200 0 CC • CULVE R-/' NN\ \: > Li.. _ Z v 1 Zi Z s:N. 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I I III --/ ii° il 1 210 = sC ::::::::::::::::::::ip 4001 iin i , , 0,01 11 11 1 1 1111L ii /I 1 1 1 = F• IIIIIIIIIIIIIIIIIIIN ' NoimIL ii:Lii;li_ g . rip, _ / = 0 I_ cn z az _ = aa 195 aa.�= 3. e I 3 im ■ z _ _ _ _ 50 YEAR FLOOD 11 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiIiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii 6 STREAM BED CROSS SECTION UJ STREAM DISTANCE IN HUNDREDS OF FEET ABOVE CONFLUENCE WITH KELSEY CREEK 168P - - - - 1il _ . _ - _ - • - - - - - - - - - - = • - - --- -------- --- -- - - ----- - - - --- - -I- • • _ - - - - y Z - - J bC W 1.i W C) a. I= W 245 245 0 C 5 O CC / � W Z Q 240 - - 240 COCC w LL , CC z • //�' z z 235 - - j 235 a /A' • > , w /� _ W i� > CD Z Q w Q CC 225 �� 225 C9 C � --- - -- -- --- LEGEND � �� 500 YEAR FLOOD = CC /� - - 10-0 YEAR FLOOD U V - - 50 YEAR FLOOD w CD O 220 - ----- 10YEAR FLOOD a- = w - - _ ' STREAM BED w Z _ _ _ o CROSS SECTION 'J Q A LOCATION CC w 215 - p 52 53 54 55 56 57 58 59 60 61 62 63 64 65 w L.L. 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UM OM ■■■ lir 500-YEARFLOOD z = !U■ ME -oMIN ■ ®■a..■a! a m■ ee! a ■e a eee � �'e'�_�a e'I'® -- } -�.p ■ ■  =100-YEAR-FLOOD= -- _ _-o 0----= _--- - !■■H■NNN■■ !E■ :.E■■ m ■ l_ ■! U ■ u■■ ■■ ■ z C.),ININ.a ...■■■ ■.!O . !m. ■■I .a. ' ■� 1 ■ _ w !■■O.lIN■MN■■INNH■IN ■ ■ MEIN ■ .■. INN !ININ N U.■ Inn:IN 50-YEAR FLOOD C. O 10//■■/M/■ INN/U■H ■ ■■■H NtE U N■■ ■aL H■ :!■gym U H Nl ram W z Z N!■ ■H= .. ■ t ■■■ i ' ■1 10-YEARFLOOD MR!■.. fl.._EMME�N ■MEM MN ' ' ' t • . .I INI _; ■M "p �Amm �' ■ ■ '. !!■m■■!.■■■ ■■M I a ■. H�11 STREAM BED ■ NNIN■ ■ ■INH ■� INN _ ■ ■l�� Mil . u�u�M ' �� CROSS SECTIONw�ININ IN. ■ 1� iir - j - rN! ! .M�lilliIIlijii: �! ' I_ ■■ LOCATION 0.■ ■ ■ ■■ ■ { INa N ■ I ■a!■■ w .INN . a.. MIN HM Ma . . a...■E■■■■ ■■ ■■■ EN ■u M■■■ [ MN MU ■■ME■■ LL 0 4 8 12 16 20 24 28 32 36 40 44 48 STREAM DISTANCE IN HUNDREDS OF FEET ABOVE MOUTH • 196P I_ 1 I 4. , .- ! 1 F-___,--1 - --1 - I I I I I I 1 I ' ' 1 " I I 1 i . i 1, i • ; ; , , 1 ; , . . I _ ; 1 ; it - I; 71777 17-1-11; ' 1 ' I- 1 i-•I 1_, I _ I; ; ; 4.4 ; 1 -1 1 11 I i t .; 17-1 1 1111;; T: i r - , I , -7 - • t I 1 ; ; 111C- I ; 11 i I i ---i=i I -i" • I '--1 ; 1 t-r--- _I L 1... ' ' 1-1" -4 • • -1 . __j 1 ______J ; i . •-I --Ft 1 , . : , _-__. - 1 , - ! , , -- ■ .:-I--t- --- .______ , . , 1 ! , --1- . .• i 1 i-i --_,_,. iii , T 11.1 I I. . Et. --1 -I-- . ; ; / ; I : ial._ i , - 1-- i 1--- : f- • 1 --, : : ; ' • . - - • - . . , ; , ; ; 1 i i, mom simmunr 1 ! , III -- MMIII 11111381111111N111-71---1111-7:1-2-11-7-:-MI --:- .4+' -----77 ------------ 1 ,i1 Tim ; . MolliniM f 1 ; 1 • ' ; 11111111 RI i • ..f---. I ! ' .. I '-'-'-; ;i,4_ • • . . . --1- 0 ; .-..; : t-- • tl- ' -I-- 11111 ' I , . 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L (5 CROSS SECTION LOCATION cc ow ' ' • ' .t ; I_ ---, • -1, ' : !, ',I(' , . -- • ' I -1--+ ; - ' ;-1 ' 1 I _.,_. ; +-, -i---.- 1 + : . , !- -17 777 , i I-I 1-. I L . _ __ L__-: LT__,.._ai __ Mini - -III • II w t-rt-i 1 t ii i ;-1, T-T Fi , , . -I t ! , , ' limaimmo-• 48 52 56 60 64 68 72 76 80 ' ' STREAM DISTANCE IN HUNDREDS OF FEET ABOVE MOUTH 197P, . . . ., . ri r . , _ , _. . _ •„ _ _ . . _-_. , . 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HUNDREDS OF FEET ABOVE 116TH AVENUE NORTHEAST 199P MIMIIIINIMOIMIIIIIIIMIIMIIIMMIIIMMIIMMIIMIIIIIIM MIIMMIIIIIMMEIMIIIIIIMIIIIIIIIMIIIIIMONIIIMINIIIIIMMEMIllIIIIIMINEMENI ■i��i ...•iii MNIMMENNIIIIININIMMIIIMINIIIIIIIIMIMMEMII=INIMMENIIIIIIMIIIMINIIMININIMINIII WIIMIIIIIMMEN1111111MINNIMINIIIIIIIIIMMEMININIINIMEiii EMINEMINNIIMIIIMIIIIIMINIIIIIIIMINNIMMENIIIIIIIMMIIIMINIIME=MMINIM=MENIIIIIIIIIIIIIIINIMMIIMEN=INIMMENNINIIMIIIIIIIMEN MNIIIIIMMINIIIIIIIIIIIIIIMMIIIMINIMIIIIMINIIMMIIIMMIIMIIIWNEMINNIM= 111MENII ■iNEMINIIIMIIMIIIIMi ■■■■_ii MMENIIIMIIIIIIIIIIIIIIIMIWNINIIIIIMINIIIIIIIIIMIII■■■■_ii M=IIIIMIIMMIIINIMINIMMEINNIININIIINI1111111.11110111IIMUMMINNAK 26 IIIMINIIIMMIIIMIIIMMININIIMMEMEMEN■■■■Nii MIIIMMINIIIMINNINIIIMIIMIIIIIIMINIMEMII=INIMINIMMINOINIMMEMMI .. 26 ■i��i�tl�■■■■�ii i�IJ _ . ■s:51��i ■■■■_ii LL I- ■N��i - ■■■■_ii S. - ' • • ■!-"JMIIIIIIMIIIIIIMIIIMIi ■!■■_ii IINIMI ' I- ■U INIMINIIIIIIIMINi ■■!■iii IIMMINIII■ .. -w ■■�'l��i . ■■■■Iiii �.1 I- - ---- - - -- -olll+l®o®i e1:=1:1lllMWEEME - -_■N��i Mil MINIM �11?: - l�1��i ■■■■�ilN- - © 0 a. y W 24 ■i��IN ■■■■iii - - - M 'W 24 W W ■i��i ■■■■_ii Lu CC ■iMIMIMMIIMMMMMMi MN NM M • C., ■iMIIMMMMMIIIMMMMMi _ ■■■■■iii Li. ■i��i ■■■■■iii MME = O pC ■i............1i ■■■■■iii Li.I NIIIMM===llMIMMMMMMMMMMMMMMM■!■■■■■ii IIMEWIMIIIIIIMIIMINIMIIMEW I= = MMENIIIIIMINMMINIII=MMENIIIMIIIMMIN=MEN■■■■■■■ii =MWIMIWIWIOWIEWIIIINSIIMM a ,cc MEMEMNIMMINIIM=MMINEMIIMINNIIIMMENNIN■■■■■■■ii MENEWINSAMI CO G 22 ■i��i :l �71TT3iTiTr7�TiT�. ! 22 O W ■i��i ■■i■■■■i -- :►:ii•�C:�i:i�►:r��G=ri � ■i��i ii■■■■i Z �/ ■iIIII.M.M.M.M.INi ii■i■■■ RVAUP MMAIF:'G 0 TAB M=iir// O O _ ■i��i -- ii■i■■ • .0 W p ■i��i i■i■■ // la. > MEMONE=MEMININIMMONINNIEMMINEMEMENEMMEMEN M 0 ■iNEMMENNIMMENi 1M=MMMMMMMMMMMMMIMIOHIIIMIIIIMMIMIMMMMM=IIMIMIIMIIMMIMMMMIIIMMMMIN=MMMMEIRINIIMMIIMINMIIMMIND7 z ■iMINIi i■i■■ ■iNei i■i■■ I.— ..1111111111MEMINNIM=IIMINEMMENEMINEN MMINIIIIMINEWAGIIII 20 ■iNEMINE=INIMINIMMi i■i■■ N/M w ■i_N=INEi i■i■■ —%%%IW w ■iIMMEMEMIN�i i■ ■■ —im•—• ■iMEMEMEN=MMEi i■i■■ -...do! 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MEN ii. Ii-'7 _.■N 500-=YE-AR-FLOOD -2__Z-Q _  _ -- mum _.„,ii/v 11- /■n ■■mm■■n!! z..■m■ EN■ m._■■■E ��MEM MEM ■■MEIRIIH■■ N■MMI Iln ■ = ---=---— -__- _ 100--YEAR FLOOR -_ _- _ v-0 X' Y �IIIMI •N1s■ni■/ ii maa■■■ ®a MEI= ME N ■/H m/ .a■■■aar■■ ■■ ■■■■■ ■■ MUM ■■H■■■■ - =HI■■NIII■ - a:Ol:■■IIII�•a■•■ • ■■'•■■ni�■11iQ1■■■='I■HN■11i■/EM11� . ' i .'' _ - 50-YEAR FLOOD CLU D O p 190 n■■/■■■■N■/■■/ :'_i-_.. /NN/■ ■n■■■ • ._.- - ■/■■■/■■■N/N ■ :_'_ I ■N■■N■N■n■■■N N/■ I - ___. cc _ ■/■ N■wN■ NN■ �■ ■N� ■ ■■■N ■� _ 1_ .r_: 10-YEAR FLOOD W Z ■■.HIm■■■..■n■ �--t ' ■■■■1Un■'1 ■n ; �' �� ' IailU■■ I �11 1111 11 /1111111 i_ _ W �c _ ■■n ■■■■H■N■ ;_:- , _ mums ■Hn ■■ ' - +-r IIIIIIIIII __. ; �■UM MIN ■// •■■■■ : . _'_� STREAM BED _j C ■■ ■/■//■n// --I i -� -� N• ■■ ■■■N - _i-- ■N■ ■ /■ /■ L. ■■I N■■■■■■1�i : _ ;- I _■N■ ■■■ ■n ■ .. ■■ _■N /mE i I : r a Z ■ mmumm N■■H� _ �'■ N■n ! 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Q N � ■ENmmMHN■mH■MMMEmm■mm■■mm■mE o00OoGMI00MENSI �OQo000INNE H�EM iu NINE N■■ INEEp� NOE NEON�OMnn■■N■■iO■■ONE OI■E■ NHI ■MMH ----- ---- ----- -- - Q > - I IM H■OM!!■I ■MMOMMO! E E E ■ oOM■■■E.MNN■O ■.E N■EO MEl�■■!E MMEM --- 500-YEAR FLOOD E I- ~ _- - - ENOE■■E■■E��MINN�NE■■ENNE■C■MI'� NEIENPMEHMEMMEN E'OEMMMEMN Im■E IMmCCHmE NENISEMEMEN■■N- --- ----- - - __ _ } r Hm..O■■■IE N!■O■ HNEOMIO OH ■ ■■EM■O!H MMHN■mmO�NNE O!N!■■OMHO■M■■■M■OH■■■NI♦O -- 100-YEAR FLOOD C+) E'un■'sC:::EEEE'NECE�UMUME"'ENN EEE■EMEE.m'H■E NM"'CN■oMENI:'■ NEMBMC ■MEEE'HCEC""NNENI MMENE W o CD 115 mm!!/AN■■■■!EM■M■M■I■MIEN■■NmIMEOEM NIMM C ■m■ H/mm■!m■mIMN,I !■mmH■ECCHO MEEMM MsmoEM — 50-YEAR FLOOD CD C' I= ■■MIME■■ mHE E■/■m■H H/H!OHM. /E m ..■MINE//Hn■EH■ HM MUNOMMOM H. ■■m MINE. CM E./!%MOH ■ I, MHIMMmEEOIM.EEMIOHE HI E� OIMIEIN/MMnM/HOMNECCEINEEEEE�MO■.■■■■mEEE�O nu MIN 10-YEAR FLOOD Z E/.EMOOMIMIM 1 EOOO...■OOmNCCO"OEno.' 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MOM NO■NH MMOI�R■IOMNIOMOM■1/1(�I■Elmo■OmMMI ■■I�!l�■ EE■V1T Cl/r, I OMNn EHn ■■I/�C.`I f71 1i�1 ■i/_`I21/HNU' I/�Y�I OHH CROSS SECTION H■O■■ ■■ ela !MlOim�i'i■mmn■■ ali r nn/EO■.q EI E!■■ME MINFI imp �►' "gnaw: 9111 Ine,�' �H■■ LOCATION 0 Q • 110 ■'IC�'■ECE■i'M■'E'N'MUUUIU EEE.m.:■'CEE.UUIIEEE.ECECI......... mm EENUCEECCICEECC C .■HE'mm'■UUCEm'ECi'- E'/�immuumm o LL 6.5 6.6 6.7 6.8 6.9 7.0 7.1 7.2 7.3 7.4 7.5 7.6 7.7 7.8 • STREAM DISTANCE IN MILES ABOVE MOUTH , 234P .,, ImaRN-,,N_,A:''w--l-i o--r,-i i4t,j iIIlm-i2-r-ae-_i_t-..I, _ - ,- -1- _, - --+,Ram1-l11 a■iI i I 200 t a_ hr - ; 1- 1111 - - III--- _ ' I ~ - i '-- _ - , ,'la 1-1i1'1s 1p1i.1M11.1 1 u1111Mm1,r MNo=uE-e!. - ,,i 1 111 1E1 I am - - , , -,- ..■..■ , IIR , , , ei i __ - ■■■ - __ %r d 170 1 , , . 1 - ' T __ 170 ' e r 190 W ■■■ imps C , _ 0_ C-1 ■■ ■■ ,i 1.65 _1 � ��0- - ,16c - _ . • ...... .......„/ 185 Q IrltaiRrullaill _ 11 111111111111011 __ _........ . - .--, ___ , E 0 CC rir ME Li, .■ ■■. i■.■.■ ; it ■.EnE�1� I r: c °> Mi ■■11bii�i■ 1 - .ice- _ ■■■■ : ��-� CD 160 IMU6muma V 1- IMMO W ■■lw fai ■■■��� AEra' - him. , , - 4,2- , ...... z am minticammaiv- ..___,. .„,„1 „____,, . 0 R. immian_mirv,,,, .,.._, 11111111011111111011 .dr,e- 1 --‘1,.‘1.1"//47, -%, MEN = ' ■IIj!IIr1pr 1M E, // j ,.. /i/%mm�� 1 z -. 1 / ' IMI 175 T WOWS rill m , , tegrie imp al , ME W. , iUIIII ' KIN �ii i r ..■ ■.. z .■ .// La �.■�11 . _ •i� /��% . , c7 immilffr-v-ArAmor AN 2 Go az 11111,1111.1111111•111111,11111 Illifor' •••11111=1111111111111111111, , ix 145 IMEa■■���■ �, III ' -- -------- — < >:LiJ ____ dipmEr!-= ,a----- imam=I i �� 165 �. Q D al _i______ 1,1____ - ---------- . _us • _ 0-YEAR FLOOD 2 ■�i■_■�� I -- 100-YEAR FLOOD z at O 1'Mill1_ = -r i _ - 50-YEAR FLOOD 160 Vcc Nil - 10-YEAH FLOOD co al L Zaw. p.__.._ am i _IPvpg4p, ' i• r a. i Z ■ ■ ■iLE - I - ,- •MM - - STREAM BED J. ��, cc Z ■•- we = I ■ 13B ■ A OF -R'F CROSS SECTION Q f---- ' • - "! - ' (5LOCATION G ■■ 111. I ■ "i' _ W - 7 I I L J U. 7.8 7.9 8.0 8.1 8.2 8.2 8.3 8.4 8.5 8.6 8.7 8.8 8.9 9.0 STREAM DISTANCE IN MILES ABOVE MOUTH 235P 1 ! i _ — i ■ _ ■ ::: i .I 250- r-- 7 . 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IMIN - MEMEIMINIMtiv■MENII_ 910 -- Nmwdmommo■ 910 . z �? . —■■m�_■■ __5___-5 H < 900 - _—_� = 900 d E" w r LEGEND 4 —alMMIIMMMMIIMMMIIIIMMMMIIIMI=MIMIIIMMMMME 500 YEAR FLOOD - - o IMIIMMIOMMIOMOIMIMMMIMMIIIIONIMIIIMIEMMME 100 YEAR FLOOD t ® C mimmommmiimmosnom 890 - — 50 YEAR FLOOD W z ■-- =IIIIIIMMINIIMINIIIII�! 10 YEAR FLOOD �F Az ����� - Z r� w`�rwhmrwr��■ri��rwi�.�� .�■� STREAM BED %� .- W rail 11111111MEMENIMINIIIIIIMIIIIIIIIIM rzL'.1�►AilBIG��rU�rM9�[J� ��M� 0 ��� 6M CROSS SECTION ;'-4 - LOCATION W 64.9 65.0 65.1 65.2 .65.3 65.4 65.5 65.6 65.7 65.8 65.9 66.0 66.1 66.2 W STREAM DISTANCE IN MILES ABOVE MOUTH 245P CPQ'i111111111111111111111111111111111111111 '1�1i - IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII44 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■1�4r!Jrn■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■SPFNM X■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ / ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■::: mipai��n=rn� mmommi■11111111111111111111111111111111111111111111111111111111111111111111111_ � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiiiii p - �.a . _ __ _ c ■■■■■■■■■■■■■.■■■■■■■■■■■■■■■■■■■■■■■■ - MIXI11■111■11■■1111111111111111111111111111111111111111111111111111111111111111111111111 rn 67: I Ofix+i-�970 /�� ��� � 1r 111111111111!!!11111111111111111111111 �� 1101 III .1.1 ; w 960ll III III 11111111111111111111111 960 wrn 950 ` ��l/ '� 1950 w1,�940 100 111 plooppir 940 n w H w rn 44 930 11 et; 930 �3 � w LEGEND 500 YEAR FLOOD o; > —— 100 YEAR FLOOD 920 — 50 YEAR FLOOD U 1 10 YEAR FLOOD W A A., OP1 STREAM BED W Z CROSS SECTION z �"� LOCATION w 66.2 66.3. 66.4 66.5 66.6 66.7 66.6 66.9 67.0 67.1 67.2 67.3 67.4 67.5 w Fz, 1 STREAM DISTANCE IN MILES ABOVE MOUTH 2 4 6 P`.: a illiiiillorill -ra 0 m, .. r6, ki) 1 dillmao 2g0 _, o z eso x P. 99° 11110 E. 2 980 . 1 II ,,,,,..,,, i 1 II III a:E-1 980 1 9+ m C Ill Pill I II E-4 U3 = r • LEGEN:00 YEAR FLOOD r4 414— z El ral esoI I qqi) n 3 01 � �/ ' :000yYEAREARTh3FLOOODD ee u Z i 67.5 Co el ON LOCATION 67.6 67.7 ev.e e�.c BB.o ee.1 eat ae.3 Be.4 BB.S STREAM DISTANCE IN MILES mo re MOUTH 247P m ' a a 41 'x 111111111111111111111111111111.1111111011111111111111111111111111111101111111111111111111111111110111111101111111111111111111111111 0 h a 1.11 ill N o o tg . 00411 al m 0 [t • II I Aiiiii islummillusiummilimilli IIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII d x 10:0 - .o�� 0 a N p � o 11111111111111111111111111111111111111111111111111111411111111111111111111111111111111111111111111111111111111111111111 • .00 m nroi z 1000 r4 <4 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 IMMIIIMMII IMMIMEMEMEMM MIIIIMMIMIMMIMM MIIIIIMIEMEM MIIIMINNIIMMIM IMEMIMIMNIMI=MOM==MUM=IMMUNE.......... 5 c:4 .................................................................................................... o _ _ C.)� 0 aMIIM — a� OCROSS LOCATION � x e8 .6 0e.e 69.0 e9 STREAM DISTANCEIN MILES ABOVE MOUTH 248P .. . ,.. ,..,. . , . . .. ..., . . .. . ., . . . . . ,• , ....: ••• ..„.,........... . . „. : , . . , . , ._. • .. .. ,•. . -. .: - - . : . • . . i • i . • .. , . - . . • . . . . . -. .. . _ ., 2 ,.,... . . _ , • - . - - - • .: ... . : _. . . . . . - . .. , _ , • . .. 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Z 10 YEAR FLOOD ~" A I zz iPI ��' i . /�7■■■■■■■■■GPi■■ ::::::::::: STREAM BED w ��') IE�I el *� i 0" Rio INONIIM■■■■■■■11�O■■ Z CROSS SECTION LOCATION " 380 A 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7: 0.8 0.9 -1.0 1.1 1.2 1.3 Ell STREAM DISTANCE MILES ABOVE MOUTH 254P 1 I 1 I 1 i - 1 ' ELEVATION ;IN FEET (NGVD) DP 0P PP,' ,p ,P ;P ,p ,P al rr O . w 0 O ,O O O' m O O W ,I I I 1 II ' i, C 1 P j 1 II 1 - )'"; I r \ _ i. II , 1 , 1 A i I 4) li 1 I I 1 mml , 1.. I i r I I I 1 h 1 1 •�111111 1111111111j I' Illk, 1 d' 1 4, 1 411 1 I I r ` i I 0-1m V! CD �� ICI v 1 / IllilL 0 \ Ill' i 2 g w III1fjji IiIIIIIIII1IIIIIIIIIIIIIIUI►IIII IIIIIi IIIIIIIIIIIIIIO►�IIIIIIIIIIIUI'II■■■■■■■■■■:;. '. IIIIII 'II ►IUM■■M■■■■■■■■■■■■■■■■■■■■■■■ 1 1 iV 1 11 � I; 1 I P h 1 , IIIIII11111111111111111111111111111 N al 1!.!bo , ' . /�n1I 11 1I 1 ; cI in s0 O C I m6•4 - 4M ,g g g ' t xo � j o d d d11C ' 1 oP 4P t oP oP I �P CA CO 0 0 0 - O. . CO 0 0 / w FEDERAL EMERGENCYi MANAGEMENT AGENCY'• " - - FLOOD PROFILES i \epi KING CODUNTY, WA '-dNORTIIIIIIII FOO NOQUALMIE RIVER AND I1�CORPORATED AREAS - r , CURRENT PANEL DATES 53033CO02OF 5/16/95 53033CO418G 12/6/01 530330071OG 5/20/96 53033CIO06F 5/16/95 53033CO04OF 5/16✓95 53033CO419G 12/6(01 53033CO715F 5/16/95 53033C1007F 5/16/95 53033COD43F 5/l6/95 53033C042OG 12/6/01 53033CO7160 5/20/96 53033CIO08F 5/16(95 53033COD44F 5/16✓95 53033CO436G 1216/01 53033CO717G 5/20/96 53033CIO09F 5/16/95 53033CO063G 11/8/99 53033CO438G 12/6/01 53033C(718G Y20/96 53033CIOISF 5/16✓95 53033CO064G 11/8/99 53033CO45OG 12/6/01 53033CO7190 5/20/96 53033CIO20F 5/16/95 53033CO068G 11/8199 53033CO502G 3/30/98 53033CO728F 5/16/95 53033CIO28F 5/16(95 53033CO069F 5/16195 53033CO506G 3/30/98 53033CO73ff 5/16/95 53033CIO32G 5(20/96 530330009OF 5/16/95 53033CO5070 3/30/98 53033CO737F 5/16/95 53033CIOW 5(16/95 53033CO093F 5/16/95 53033CO509G 3/30/98 53033CO739G 4119/05 53033CIO38F 5/16/95 53033CO095F 5/16/95 53033CO527G 3/30/98 53033CO741F 5/16(95 53033CIO52G 4119/05 53033COI15F 5/16/95 53033CO528G 3/30/98 S1013CO742G 3130/98 53033CIO560 4119/05 53033CO12OF 5/16/95 53033CO529G 3/30/98 53033C0743H 4/19/05 53033CIO57J 4/191`05 53033CO194G 3/30/98 53033CO533G 3/30/98 53033C0744H 4/19/05 53033CIO590 1216/01 5303300213E 3/30/98 53033CO61OF 5/16✓95 53033CD7610 3/30/98 53033CIC76H 12/6J01 53033CO214G 3/30/98 53033CO615F 5/16✓95 53033C07630 3130✓98 53033C10770 Y30✓98 53033CO31OF 5/16/95 53033CO62OF 5/16/95 53033CO925F 5/16✓95 53033CIO79H 1216(01 53033CO32OF 5/16195 53033CO63OF 5/16/95 53033C0935F 5/16195 53033CIO79H 12/6/01 53033CO327F 5/16195 53033CO636F 5/16/95 53033CO95OF 5✓16/95 53033CI20OF 5/16/95 53033CO329F 5/16/95 53033CO639F 5/16/95 53033CO953F 5(16/95 53033CI225F 5/16(95 53033CO33OF 5/16/95 53033CO64OF 53033CO954F 5/16/95 53033CI232F 5/16/95 53033CO331F 5/16195 53033CO645F 53033CO955F 5/16✓95 53033CI235F Y16195 53033C0332F 5/16/95 5.3C133C0652F 53033C0957F 5/16✓95 53033C1242F 5✓16/95 530330D333F 5/16/95 53033C0654F M-5V/16(95 53033CD959F S11N95 53C►33C125� 5/16/95 53033CO334F 5/16/95 53033CO656F 53033CO96CF 5/16/95 S033CI251F 5/16/95 53033CO34OF 5/16/95 5303300657E 53033C0961F 5/16/95 53033CI252F 5/16/95 53033CO352G 11/8/99 53033CO659F' 53033CO962F 5✓16/95 53033CI253F 5/16/95 53033CO354F 5/16/95 53033CO659F 5/16/95 53033CD963F 5/16/95 53033C1254F 1 5/16(95 53033CU36OG 11/8/99 53033CO664F 5/16195 53033CD964F 5/16(95 53033CI257F 5/16✓95 53033CO365F 5/16/95 53033CO666F 5/16/95 5303300967E 5/16/95 53033CI259F 5/16/95 5303300368E 5/16/95 53033CO667F 5/16/95 53033CO969F 5/16/95 53033CI261F 5/16/95 53033CO369F 5/16(95 53033CO668F 5/16/95 53033CO969F 5/16/95 53033CI262F 5/16/95 53033CO37OF 5/16195 53033CO669F 5/16/95 1 53033CO976F 5/16/95 53033C1263F 5/16/95 53033CO377F 5/16/95 530330068OF 5/16/95 53033CO977F 5/16/95 53033CI264F 5/16/95 53033CO379G 3/30/98 53033C O685F 5/16/95 53033CO979F 5/16/95 53033CI266F 5/16/95 53033CO381F 5/16✓95 53033CO697F 5/16/95 53033CO979F 5/16/95 53033CI267F 5/16/95 53033CO383F 5/16/95 53033CO688F 5/16/95 53033CO981F 5/16(95 53033CI268F 5/16/95 53033CO385F 5/16/95 53033CO689F 5/16✓95 153033C0982F 5(16/95 53033CI269F 5116195 53033CO39OG 3/30/98 53033CO691H 4/19/05 53033CO983F 5/16/95 53033CI28Q1' 5/16195 53033CO395F 5/16/95 53033CO692G 4/19/05 5303300984F 5/16/95 53033CI29CF 5/16/95 53033CO401F 5/16/95 53033CO693G 4/19/05 53033CO986F 5/16(95 53033C1295F 5(16/95 53033CO405F 5/16/95 53033CO694G 4/19/05 5303300987E1 5/16/95 53033C1315F 5/16/95 53033CO41OF 5/16/95 53033CO705F 5/16/95 53033CO988F 1 5/16/95 53033CI35OF 5/16/95 53033CO415F 5/16195 1 53033CO709G 5120✓96 NOTICE Future revisions to this FIRM Index will only be issued to communities that are located on FIRM panels being revised. This FIRM Index therefore remains valid for FIRM panels dated April 19, 2005 or earlier Please refer to the 'most recent firm panel date" column in the listing of communities table to ***53033CO200G ***53033CO225G ***53033CO250F ***53033CO275F `53033C030Q **53033C0150F ***53033C0175F F\ SNOHOMISH COUNTY _ KING G COUNTY _;- ' Town of I01191t3 0213(i 021t3 SkykomM (- • • soodh Fork �- • Skykonsish lover , 0502ti 05060 0l5070 *'05JOC 05270 r • --3 • "1 • TON I-- • • L-'1 • • , ,.... �� RAILROAD • 01�90 • Q5280 r05290 05330 C• r • J r • 53033CO60OF *** :=53033C0500F - • • - � ***53033C0575F �''� 53033CO45OG 53033C0475F ***53033C0525G ***53033C0550G 04M River I 0 City of • -� Canlatlon U 04380 r• MT BAKER- ' SNOQUALMIE r' �• • **53033C0750G s NATIONAL � FOREST � 0726F City of • i Smqualmie I ***53033C800F ***53033C0825F ***53033C0850F *`*5 C3330 0875F ***53033C0900F 53033C0775G • 0116t3 p7170r 736E 0737E 0741E 0742t3 07610 I 1Ye I 3033010715E a V \City of IL 0I "oIr F � 7-M 0743H 0744H 076M City of L• Issaquiah � North Bend determine the most recent FIRM Index date for each community. W 509 1 MAP DATES This FIRM Index displays the map dates for each FIRM panel at the time that this Index was printed. Because this Index may not be distributed to unaffected communities in subsequent revisions, users may determine the most current map date for each FIRM panel by visiting the FEMA Map Service Center website at http://webl.msc.fema.gov, or by calling the Map Service Center at 1-8010-358- 9616. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel MAP NUMBER as well as the current FIRM Index. These may be ordered directly from Map Service Center at the V =1000' SCALE IMAP PANEL number listed above. MAP NUMBER City of 1" = 500' SCALE MAP PANEL Lake Forest Park 53033CO095F 430$3_C0020F 53_0-3.3C00.40F. - - _ 53033C0090F _ _ 53033C01'117 15F 531 - " Para�se .. O 0 43F♦ 0044E 0063E 1006� 0086(i DOB9F 16i7"OW KING City Igi1y of creek r. Town 1 COUNTY of � I Woodinville - 0327F 0331E 0332E Bothell 0 0377E 0381E 0401E Duval s t 53 53031CO31OF 0330F **0355F 5303„ZSCO360G **0380F 0385E 33033C0�405F )4? ter Of 0329E 0334E 0354E 0.�79F 0383E 5� Seattle J city of *53033C0325F sem* FOr K>rkla�nd Redmond FORT LAWTON f�reek Lake MILITARY n,,in 5303I 00370E RESERVATION t 53033C032OF 53033G0340F *"53033CQ3 of 53033CO365F 5303,00390E 53033CO395F ` City ofHunts owh� ; Seattle Paint0358F IMF I SiS Town..of Town of Irma, Lakes s Cly Poriiit g sananmsasb Hill ELUOTBAY MedtOf M52F F 0657E J "Town of *53033C0605F 53033COO #0 5303300630E "53033C0635F r Pills 5333C0680F 53033CO685F City of e 90 0658E M�F Be ev f w 1 AM22 **53033C067 t S2 ( 10 / 0686F.. 0667F-06W 0697F ONIH 069ZG 53033CO615F / 53033CO62OF 0640E 0645F e 006388E 4'�� 0664E 0668F0669F 0688F 068OF 0693E 0694t N MAP NUMBER V = 2000' SCALE MAP PANEL of Ci of'Al • Jt�� " PANEL NOT PRINTED - OPEN WATER AREA ALL IN ZONE A ♦ t Tirtcwl its 1Rentoag Rorer �' ** PANEL NOT PRINTED AREA IN ZONE X O ,�y 53033C0955F 0957F� 097.SF� 0977E 0981E 0982E 1001E 1002E 1008E 1007E 1032E 105� 1056E 1057J 1076H 10770 G � GOJN` • $ '"' PANEL NOT PRINTED - AREA IN ZONE D City of / 53033G0935F B1nze�t 0980E 518 pie ���� ***" PANEL NOT PRINTED - PANEL 53033C1490 IS SHOWN ON PANEL 53033C14� c�.dt 1 VASiiON 1008E 1009E 1028E 105M 1078H 107%1 I ISLAND 0953E 0954E M59F 0978E 0979E 0983E 0984E 1003F 1004E **53033C1050F *** ***53033C1150F�� *"*"53033C1175F 5303300925E I � 5303301125E City ofl cm of caret' . - • - • - • -- ***53033C1100H- • 53033C0950FNo�yP�` f 3eaTac �' �` c1tie {**53033C107513 0961E 0962F **0966F 0967F 0986E 0�87F 0991F 0992E Lake Yoangs 1036E 1 a� TRAMP /� 1 90 HARBOR 530$3C1015F 53033G1020 mesa" ChesterMorseore C City of ' `Q ys, onry Pool Lake 1 Rmt� 0963F 09�F 0968E 0969E 0988E +XIM. 0993F 9994E ` 1038E RAILROAD • c wk 16 City of J v '' 518 Jenkins 518 1 �Q+ Des Moines POVERTY BAY 1232F 1251E 1252E 1257E I 1 1N ' 181 1 **1260F 53033CI28OF **53033C1285F TB_ laick f I 53033C1235F Diamlond (City of ` vARTERYAsrER� •• 6 Aub>un 1253E 1254E 1259E n **5303. 1325F, I*** 1375E ***53033C14�F '"*"'53033C1425iF '"`*53033C1450F 53033C135OF 53033C 53033C120OF 53033C1225F O O - HOWARD ♦ 53033C1250F 1 City ofHAMON ♦ City of 1242F 1261F 1262E 1266E 1267F Auburn RESERVOIR ! Federal iCity of w of �, otla 53033C1290F 53033C1295F 530331C1315F • � . ♦ City ♦ Pacific 1263E 1254F 1266E 1269E River City of Milton ' r• i s --� • -- • .-.- • •� • --, 1J LISTING OF COMMUNITIES MUCKLESHOOT N� 1 --�'�. 1 .._ G- L• .-. •--- �'�° COMMUNITY COMMUNITY LOCATED ON INITIAL NFIP MAP INITIAL FIRM MOST RECENT FIRM INDIAN 15iF 4 NAME NUMBER PANELS DATE DATE PANEL DATE RESERVATION Creek / • • • t "ALGONA, CITY OF 630072 1242, 12so, 1281, 1283 8/A N/A N/A 5;033C148OF 53033C7485F 5,30333 1505E City of • 1 -� 1- ` • • AUBURN, CITY OF 530073 1232, 1235, 1242, 1251, 1252,1253, 1264, MAY"24', 1974 JUNE 1, 1981 MAY 18, 1996 ` • 1281, 1262, 1283, 1264, 1208, 1207, 1268, law I.' • •) •- • • • I"- • 1209 1B4 "BEAUX ARTS VILLAGE, TOWN OF 530242 654 NIA NIA N/A B0s41e n I ***' Q1 *�� ***530 1650F BELLEVUE, CITY OF 530074 365, 308, 309, 370, 390, 052, 664, 656, 0357, AUGUST 2, 1974 DECEMBER 1, 1976 MAY 16, 1996*e* 53033C1600F • 65a, 659, 66e, 667, 6762, ee0, e8e2 A=1525F 5303301550E i 5303301575E BLACK DIAMOND, TOWN OF 530272 12852, 1295, 1315, 13252 JULY 25, 1975 OCTOBER 11 1878 MAY 16, 8, 19 BOTHELL, CITY OF 530075 03, 04, 88, 352, 3552, 360 MAY 24, 1974 JUNE 1, 1882 NOVEMBER 8, 1999 �J""'� 410 l • �- • '�' * "I • BURIEN, CITY OF 530321 935, 953, 954, 955, 960 SEPTEMBER 30, 1994 SEPTEMBER 30, 1994 MAY 16, 1995 �� •� I y 1 CARNATION, CITY OF 530076 418,419 MAY 31, 1974 MARCH 4, 1980 DECEMBER 6, 2001 410 �_ i *CLYDE HILL, TOWN OF 530279 385, 852, 8752 WA WA N/A 1 L DES MOINES, CITY OF 630077 982, 984, Sees, 968 JUNE 28, 1974 MAY 15, 1900 MAY Is, 1995-53033CI49OF 53033CI495F 5303:3C1515F � -�. � �' ♦,.y,..�, / �"� � • DUVALL, TOWN OF 530282 401,405 AUGUST 20, 1976 JUNE 4, 1980 MAY 18, 1995 ; f 1 ��Q- y 1 J CITY OF 530319 1485 1496 1505 SEPTEMBER 29, 1989 SEPTEMBER 29, 1989 MAY 16, 1995 ♦ V./`•/ ENUMCLAW, FEDERAL WAY, CITY OF 530322 I 1226, 1236, 1250 MAY 16, 1995 MAY 16, 1995 MAY 16, 1995 ♦ • "HUNTS POINT, TOWN OF 530288 365 NIA N/A NIA ISSAQUAH, CITY OF 530079 685, 6862, 687, 089, 691, 692, 693, 694, 715 FEBRUARY 8, 1974 MAY 1, 1980 APRIL 19, 2005 KENT, CITY OF 530080 9802, 967, 888, 969, 978, 979, 986, 987,1988, JUNE 7, 1974 APRIL 1, 1981 MAY 10, 1995 9892, 993, 1232, 1236, 1251, 1252, 126102 Redmond, City of KIRKLAND, CITY OF 530081 354, 3552, 360, 365, 368, 370 JUNE 28, 1974 JUNE 15, 1981 NOVEMBER 8, 1999 MAP REPOSITORIES Enumclaw, City of City Hall LAKE FOREST PARK, CITY OF 530082 43,44 JUNE 28, 1974 FEBRUARY 16, 1980 MAY 16, 1995 no (Maps available for reference only, not for distribution.) only, City Hall 15870 Northeast Sb"' Street *MEDINA, CITY OF 530315 365, 6752 N/A N/A N/A 1339 Griffin Avenue Redmond, Washington 98052 "MERCER ISLAND, CITY OF 530083 6352, 664, 664, 676 NIA N/A N/A Auburn, City of Enumclaw, Washington 99022 r. NORMANDY PARK, CITY OF 530084 953, 954, 961, 962, 904 JUNE 28, 1974 AUGUST 5, 1980 MAY 16, 1996 City Hall Renton, City of NORTH BEND, CITY OF 530086 743, 7", 1056, 1057 MAY 17, 1974 AUGUST 1, 1984 APRIL 19, 2005 26 West Main Street Federal Way, City of City Hall PACIFIC, CITY OF 530086 1250, 1203 JUNE 28, 1974 DECEMBER 2, 1980 MAY 16, 1996 Auburn, Washington 98001 city Has 200 Mill Avenue South REDMOND, CITY OF 530087 300, 369, 370, 379, 3802, 383, 390 MARCH 22, 1974 JANUARY 19, 1982 NOVEMBER 8, 1999 MAY 10, 1995 33530 1 Way South Federal Way, Washington 98003 Renton, Washington 98055 >kalr ***5" 53033C1725F RENTON, CITY OF 530088 684, see, Bee, 889, 6752, 957, 976, 977, !978, JUNE 7, 1974 MAY 5, 1981 Bellevue, City of 5303301675E 033CI7 00F 979, 981, 982, 983, 984, 986, 987 City Hall SeaCity of SEATAC, CITY OF 530320 954, 955, 959, Sao, 982, goes, 967, 9018 SEPTEMBER 30, 1994 SEPTEMBER 30, 1994 MAY 16, 1996 11511 Main Street Issaquah, City of City City Hall SEATTLE, CITY OF 530089 310, 320, 327, 329, 330, 331, 332, 333, :334, NOVEMBER 22, 1974 JULY 19, 1977 MAY 16, 1995 Bellevue, Washington 98004 Department of Public Works 17800 International Boulevard Suite 401 340, 3462, 365, 610, 620, 830, 635, 636, 1638, City Hall - SeaTac, Washington 98188-4236 640, 845, 8752, 835, 955, 957, 978 hack Diamond, Town of 1775 12'' Avenue NW SKYKOMISH, TOWN OF 530238 528,528 FEBRUARY 14, 1975 JULY 2, 1981 MARCH 30, 1998 Clay Hall Issaquah, Washington 98027 Seattle, City of SNOQUALMIE, CITY OF 530090 717, 719, 736, 737, 7392, 739, 743, 74I4 DECEMBER 21, 1973 JULY 5, 1984 APRIL 19, 2005 2amon Lawson Street Department of Construction Hallon and Land Use TUKWILA, CITY OF 630091 040, 645, 957, 959, 900, 987, 976, 978, '980 MAY 24, 1974 AUGUST 3, 1981 MAY 10, 1995 Black Diamond, Washington 86010 Kent, City of City Hall WOODINVILLE, CITY OF 530324 as, 09, 90, 38o MAY 18, 1995 MAY 16, 1995 NOVEMBER 8, 1999 City Hall 500 Wh Avenue "YARROW POINT, TOWN OF 530309 385 NIA N/A N/A Bothell, City of 220 Fourth Avenue South Seattle, Washington 98104 KING COUNTY, 530071 20, 40, 43, 44, 83, 64, 88, 89, 90, 93, 95, 115, JANUARY 17, 1975 SEPTEMBER 29, 1978 APRIL 19, 2005 Community Development and Public Works Department Kent, Washington 98032 UNINCORPORATED AREAS 120, 150s, 176s, 194, 200', 213, 214, 225- 300, 9654 N.E. 182n' Street Skykamish, Town of 310, 320, 326', 327, 329, 330, 331, 332, 334, Bothell, Washington 98011 Kirkland, City of Town Hall 340, 3452, 352, 354, 3552, 380, 385, 388, 309, Planning �123 119 4" Street North 370, 377, 379, 3802, 381, 383, 385, 390, 395, Burlen, C of Fifth AAvenueeM Skykamish, Washington 98288 401, 405-415, 418, 419, 420, 436, 439, 450, City � Kirkland, Washington 98033 476s, 600s, 502, 506, 307, 609, 5250, 527-529, 415 S.W. 160'" Street Snoqualmis, City of 533, 550', 5753, 600s, 0061, 610.030, 6352, 636, Burien, Washington 88188 Lake Forest Park, City of PlanningDepartment P 638, 640, 845, 652, 654, 667, 658, 659, 884, City Hall tY 8020 Railroad Avenue Southeast 668-689, 6752, 680, 885, 0862, 687-689, 891- Carnation, City of 17711 Ballinger Way Northeast Snoqualmis, Washington 98065 694, 705, 709, 710, 716, 716-719, 728, 736, City Hall Lake Forest Park, Washington 98155 737, 7382, 739, 741-744, 7502, 761, 703, 7753, 4621 Tolt Avenue Tukwila, City of 800.9009, 925, 936, 950, 953, 954, 955, 957, Carnation, Washington 88014 Normandy Park, City of City Hall 959, goo, 961-884, 9662, 967-969, 978-979, City Engineer Office 8200 South Center Boulevard gel-984, 988.988, 9892, 991-994, 1001-1004, Des Moines, City of 19000 0 Avenue Southwest Tukwila, Washington 98101 1008-1009, 1015, 1020, 102B, 1032, 1036, City Engineering Department Normandy Park, Washington 98188 1038, 10502, 1052, 1058, 1057, 1059, 1079, 2165011'" Avenue South City of 1078.1079, 1100'-1176', 1200, 1225, 1232, Des Moines, Washington 98198 North Bend CityWoodinville, of City Hall 1235, 1242, 1250, 1251-1254, 1257, 1259, Planning Department Northeast m Street 12602, 1261-1204, 1286-1269, 1280, 12852, Dwell, Town of 120 East Fourth Street oodin ngt WoodtnvNb, Washington 88072 1290, 1296, 1315, 13252, 1350, 1375', 1400'- City Planning Department Washington 8B045 North Bend, Wash 1450', 1457, 1480, 1485, 14904, 1495, 1505, 31 Main Street King County 1515, 1525, 1650, 1576'-17253 Duvall, Washington 98019 Pacific, City of Department of Water and Land Resources "NON-FLOODPRONE COMMUNITY 'PANEL NOT PRINTED - OPEN WATER AREA ALL IN ZONE A 'PANEL NOT PRINTED - AREA IN ZONE D City Hall 100 3' Avenue Southeast 201 South Jackson Street Suite Boo Seattle, Washington 98055 2PANEL NOT PRINTED - AREA IN ZONE X 'PANEL NOT PRINTED - PANEL 53033C1490 IS SHOWN ON PANEL 53033C1480 Pacific, Washington 98047 ELEVATION DATUM Flood elevations on this map are referenced to the National Geodetic Vertical Datum of 1929. These flood elevations must be compared to structure and ground elevations referenced to the same datum. For information regarding conversion between the National Geodetic Vertical Datum of 1929 and the North American Vertical Datum of 1988, contact the National Geodetic Survey at the following address: Spatial Reference System Division National Geodetic Survey, NOAA Silver Spring, Metro Center 1315 East West Highway Silver Spring, Maryland 20910 (301) 713-3191 BASE MAP SOURCE Base map data have been obtained from the U.S. Bureau of Census TIGER files and have been geopositionally corrected. MAP INDEX FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS (SEE LISTING OF COMMUNITIES TABLE) MAP INDEX PANELS PRINTED: 20, 40, 43, 44, 63, 64, 68, 69, 90, 93, 95,115,120,194, 213, 214, 310, 320, 327, 329, 330, 331, 332, 333, 334, 340, 352, 354, 360, 365, 368, 369, 370, 377, 379, 381, 383, 385, 390, 395, 401, 405, 410, 415, 418, 419, 420, 436, 438, 450, 502, 506, 507, 509, 527, 528, 529, 533, 610, 615, 620, 630, 638, 638, 640, 645, 652, 654, 658, 657, 658, 659, 664, 666, 867, W8, 669, 680, 686, 687, 688, 689, 691, 892, 693, 694, 705, 709, 710, 715, 716, 717, 718, 719, 728, 738, 737, 739, 741, 742, 743, 744, 761, 763, 925, 935, 950, 953, 954, 955, 957, 959, 9W, 961, 962, 983, 964, 967, 968, 969, 976, 977, 978, 979, 981, 982, 983, 984, 986, 987, 988, 991, 992, 993, 994,1001,1002,1003,1004,1006, 1007,1008,1009,1015,1020,1028,1032,1036,1038, 1052,1056,1057,1059,1076,1077,1078,1079,1200, 1225,1232,1236,1242,1250,1251,1252,1253,1254, 1257,1259,1261,1262,1263,1264,1266,1267,1268, 1269,1280,1290,1295,1315,1350,1457,1480,1485, 1495, 1505,1515,1525,1560 1 MAP NUMBER 53033CIMBOA MAP REVISED APRIL 19, 2005 Federal Emergency Management Agency A 0 C 711 I F G 9 I 2 3 4 5 r� ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM210 75.31 Top bolt located 0.5 foot north of south end of a 3-foot concrete walk at southeast corner of Interstate Highway 405 bridge crossing May Creek, situated in the northwest quarter of Section 32, T24N, R5E, Willamette Meridian. Established by City of Renton Public Works Department. RM211 95.92 Railroad spike in power pole number 1925, at northeast corner of yard at 1925 NE 31st Street, situated in the southeast quarter of Section 32, T24N, R5E, Willamette Meridian. Established by City of Renton Public Works Department. RM327 21.72 A chiseled square on top of southwest corner 1-foot-high concrete curb on the northwest corner of the Boeing Bridge at the crossing of the Cedar River. City of Renton benchmark. 122013'07" 47031'52" i c 47030'00" 122013'07" JOINS PANEL 0675 JOINS HANILL U9// 122011' 15" "7031'52" C 47030'00" 122011' 15" LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base Flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan Flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base Flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year Flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year Floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS \ \ Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary flli''ll'll'll,l Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. vCross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30", 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AD, A99,V,and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. Q APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 664 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY KING COUNTY, UNINCORPORATED AREAS RENTON, CITY OF NUMBER PANEL SUFFIX 530071 0664 F 530088 0664 F MAP NUMBER 53033CO664 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency A B C D E F G LEGEND 0 1 2 3 Ell 5 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM207 203.70 2.1 miles southeast on Coal Creek parkway, then southeast along Coal Creek 0.4 mile, a spike in the east side of a 10-inch maple tree on the northeast side of Coal Creek. RM208 221.97 2.1 miles southeast along Coal Creek Parkway SE then 0.5 mile southeast along Coal Creek, a spike in the east side of a 24-inch alder tree on the north side of Coal Creek. RM209 242.73 2.1 miles southeast along Coal Creek Parkway SE, then 0.7 mile southeast along Coal Creek, a nail in the north side of an 18-inch aI der tree on the east side of Coal Creek. 122011' 15" 47033'45" rr- i 1 1703 CITY OF BELLEVUE L-� 530074BURLINGTONSOUTHEAST 48THNORTHERN SE 49TH STREET w U a CID SE SE 49TH PLACE _ m z m m PLACE SE 52ND STREET ZONE X N N wLu a a o � (n O O SOUTHEAST w w — Z Q a ¢ F- O OUTHEAS 20 H 2 w Sf x z ~ w SOUTHEAST 58TH �� KING COUNTY UNINCORPORATED AREAS 530071 rn x m -� O JOINS PANEL 0658 y` 16 4,Ty v D n m N z SE 48TH N PLACE ZONE A o 49TH STREET m SE z m m N " x SE 50TH w N STREET z w w m 4 x Z)m y� O ) SE 0 SE 5OTH � w r:-�"p PLACE w 1 cn O h Q m SE -t x m on SE 52ND STREET U h a r� Q SE N � SS90 N O ST9 F SpT ti SE STREETSgTy 21 SE 55T{ PLACE STREET w x F- 0 o 07 SE 57TH N 0) -� x w STREET c c w Qm fn O zSE 59TH DSTREET 59TH �SE REET rn ZONE A SE m SOUTHEAST 60TH STREET x SE 60TH PLACE PLACE SODTh v v v x ram,) FqS T m N m m Oc SO c UTHEAST a Lu � SE 61ST D 67ST m ST9 FFT mN 67ST p�CE �c=� O STREET m m w m � N SE 62ND w w STREE _ SE 62ND -V Z) Z F- Z LLJ m PACE Q O Q m T �2 SORT o p i 63RD m ? D Z STREET 1 u m 64TH STREET SE 64TH ¢ STREET SOUTHEAST 64TH PLACE ^ rn cn �� rn IT Qj �S, cP� w w SE cc 657-h/ 2 NUJ s5r H v SE 667-H I� ? 0 SE 65TH STREET w = j STREET m < w g 2 v STREET w o Z Q m m a OcO�� m SE 65TH D w > m ^ g,� ��c� �'y Z PLACE < CO ¢ m cc m o ��P a N Z 01 Cn C 9L �2G� O NUd m D N, ? m [xri G� Z'( > ¢ -i Q J� _ � sir i s ryry �� m y ^ r F--s'Ty^ `'� uu w PLACE m N °<qC bP�s �� F Q N > c`; ¢ Q. Lu 68TH P SCE SE 68TH PLACE �9s�Oc< ^ hJ g o SE 69TH WAY 1\ Lo w Cn v~i w w F SE 70TH SE 70TH :D STREET STREET Lu ZONE X 5 Lu CITY OF RENTON SE 71ST 530088 KING COUNTY 0~) STREET w Q UNINCORPORATED AREAS SE 71sr 530071 p�CE N O w x0 SE 7151 :D En w STREET 29 WW Co NOTE: MAP AREA SHOWN ON a.¢ w SOUTHEAST 72ND STREET THIS PANEL IS LOCATED WITHIN z 'a TOWNSHIP 24 NORTH, RANGE � 04 0 �2 SOUTHEAST 5 EAST. N � 72Np STREET 28 SE 73RD STREET 73RD PLACE SOUTHEAST N -I h J� O J`co ZONE X '6Th 0) c 110)QV y� p(ACF Q ti < PF a ¢ w x SOUTHEAST 76TH STREET o ti S 47031'52" ' ' 122011' 15" F- Lu JulCo O Z u > Ln t- Q a w a F Lo O SE 79TH STREET SOUTHEAST j 3 e O 4 u) G� SE 77TH Q� m SE 77TH x N PLACE m 80TH I STREET 33 I N ui x i- O N w Z z a ZONE X m Z m m SSE 4jT Q \ SE 48TH � 9Ctc PLACE ox V) a O 9 "- = Fs� o ti Co Q w J O Cot r a= a I SE 52ND PLACE 15 v� ZONE X m s� SE 50TH PLACE 4 t- SE � :F 62N0 STREET S !� Q� ti 9G c0 9 F 22 CITY OF BELLEVUENM KING COUNTY N� (n T� o O �G �ZGm :7 SE 66TH m m STREET U STREET 0rO a CP s� 5� 67TH STREET SOU J� SE 68TH STREET P �O ti Nl w d h M SOUTNEpSS Z sgTy N SE 69T STREET J� pC�CF 2 Q SE O` NOG SE �3P Q yN� SE 7 qSH � STREET O EES � TySN SSPui Z w a 75TH PLACE 78TH PLACE S_ E SE PLACE �J Q Z o SF U �9T r NE 78TH C0 U9T ti w COURT r7 JOINS PANEL 0668 t- N SOUTHEAST 72ND STREET 27 cow co cr J J O � � P ^ Z G r' \ y 2G� 122009'22" —�, 47033'45" 4I7031'52" 122009'22" z SPECIAL FLOOD HAZARD AREAS INUNDATED E;r,. t" BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood l Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index. for Elevation Datum. vv Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size. or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AD, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index, MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISIONS) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. 4 APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 666 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX BELLEVUE, CITY OF 530074 0666 F KING COUNTY, UNINCORPORATED AREAS 530071 0666 F RENTON, CITY OF 530088 0666 F MAP NUMBER 53033CO666 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency M B C E r u LEGEND I I 2 K r❑ 61 0 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM212 115.93 Railroad spike in power pole number 1094, at residential address 5312 NE 3 1 s t Street, situated in the southeast quarter of Section 32, T24N, R5E, Willamette Meridian, King County, Washington. Established by City of Renton Public Works Department. RM213 317.17 A chiseled "+" on top bolt of fire hydrant at 90-degree bend in SE 95th Way, north side of street, 600 feet east of 132nd Avenue SE, south 0.19 mile along Coal Creek Parkway SE from SE May Valley intersection, 0.24 mile west along SE 95th Way. Established by CH2M HILL, Inc. RM214 311.04 A chiseled square on northwest corner of Coal Creek Parkway SE bridge over May Creek, 100 feet south of SE May Valley Road. Established by CH2M HILL, Inc. 1220"" 47031'52" A7030'00 122011' 15" 1-10 DAKICI naaa JVuvo 11-1 1... 122009'22" a'031'52" 47030'00" ICL:-u9'22" SPECIAL FLUUU HALAKU AKLAJ INUNUHILU BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of pending); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base Flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year Flood. OTHER AREAS II��JJ ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS \ F77- Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary s i) jfllzP Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. D D Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. 4 APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 668 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY KING COUNTY, UNINCORPORATED AREAS RENTON, CITY OF NUMBER PANEL SUFFIX 530071 0668 F 530086 0668 F MAP NUMBER 53033CO668 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency A B ILO D E F G 1 2 3 5 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM215 325.37 A 60-d spike in southeast face of power pole at southeast corner intersection of May Valley Road and private driveway to house No. 14111, 0.35 mile easterly along SE May Valley Road from its intersection with Coal Creek Parkway SE. Established by CH2M HILL, Inc. RM216 307.91 Top of 2-inch by 6-inch staff gage at southwest corner concrete arch bridge on 143rd Avenue SE, 0.44 mile easterly along SE May Valley Road from its intersection with Coal Creek Parkway SE, then 250 feet south along 143rd Avenue SE. Established by CH2M HILL, Inc. RM217 308.79 A 60-d spike on southeast bridge abutment on 1 4 8 t h Avenue SE over May Creek, 0.77 mile easterly along SE May Valley Road from its intersection with Coal Creek Parkway SE, then 400 feet south along 148th Avenue SE. Established by CH2M HILL, Inc. RM218 331.85 A PK nail and shiner in centerline SE May Valley Road on intersection with dirt road, 1.46 miles easterly along SE May Valley Road from Coal Creek Parkway SE intersection. Established by CH2M HILL, Inc. 122009'22" 47031'52" r-- to J Z a N Z O 47030'00" 27 ZONE X Z Z w x F- M SE '\91ST STREET ZONE T24N T23N Mqy 00 N 34 rn N RM215 L w o N P 143RD� I- x g uu') SE \ SE 100TH PLACE NE 23RD STREET NE 22ND PLACE ui 100TH STREET _KING COUNTJSN CITY OF RENT 23R0 NE_4u221ST 0 J w_ 20TH `` PLACE w LU NE 19TH STREET 3 J AN CHELAN M CITY OF RENTON AVHE ENUE NE NE 18TH 530088 I < STREET O d ir O U SE 107-fH CITY OF RENTON STREET sE KING COUNTY 107THI PLACE x KING COUNTY I UNINCORPORATED AREAS 530071CORPORATE LIMITSwO R y SE 105TH STREET SE JOINS PANEL 0667 26 U'i M T p,1N x pUN 122007.30" 47031'52" NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 24 NORTH, RANGE 5 EAST AND TOWNSHIP 23 NORTH, RANGE 6 EAST. KING COUNTY UNINCORPORATED AREAS 530071 Private 150TH VENU SE Z I Z \v UJ :D °C O ZONE X SE OLL U w LP�LAC"E z Lu SOUTHEAST 112TH STREET m CORPORATE LIMITS — 147TH > ZONE I SE 112TH PLACE AVENUE ¢LU w u, SE X Z ¢ N SE 113TH w Z Z:D LL1 FN w O Ir �_ 3 SE 1147-H Q ILL U I J PLACE 0 0 10 0 N ]L 0 Z U C Lu KING COUNTY UNINCORPORATED AREAS 0 530071 U 0031 122009'22" JOINS PANEL 0982 ROAD SE 107TH Q Bridge KING COUNTY UNINCORPORATED AREAS 530071 112TH w Z LLI STREET SE 114TH STREET 0 Z Lo STREET 11 35 Bridge RM218 P ZONE X w Z w > a oLUf 161ST ✓ENU SE T24N T23N — 1 47030'00" 122007'30" LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base Flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base Flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year Flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year Flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS F \ \77 Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas, Flood Boundary Floodway Boundary - Zone D Boundary Boundary Dividing Special Flood gg Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. D D Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark 0 M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16,1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. 4 APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 669 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) rnniTAWC. COMMUNITY NUMBER PANEL SUFFIX KING COUNTY, UNINCORPORATED AREAS 530071 0669 F RENTON. CITY OF 530088 0669 F MAP NUMBER 53033CO669 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency ,n 7 C M E 0 G 1 2 3 L1i 0 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM143 18.76 A chiseled cross on southeast end of concrete sidewalk to footbridge at top of left bank. RM144 17.35 A chiseled square at left downstream end of concrete bridge pier, Riverton Highway bridge. RM324 24.46 A 60 penny spike on 40 inch maple on right bank 100 feet downstream from Old Highway overpass over railroad, 25 feet east of powerline river crossing. RM325 23.39 A chiseled cross on concrete of foundation of archway at entrance to Foster Golf Course located on northwest corner of foundation and left bank of Green River. RM326 23.41 Chiseled square on southeast corner of west anchor base at north end of footbridge across Green River at Foster Golf Course. Established by U.S. Army Corps of Engineers. 122016'52" 47030'00" 47028'07" 122016'52" ..InINS PANFI nR451i JOINS PANEL 0959 122015'00" 47030'00" 0G) J z a a Z z 0 47028'07" 122015'00" LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100—YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet lusually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS \ \ Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513- Elevation in Feet. See Map Index for Elevation Datum. ------ 0 Cross Section Line �--� Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark 0 M2 River Mile Horizontal Coordinates Based on North 97007'30 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES' This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be toe narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S)TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. A& APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 9510F 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY KING COUNTY, UNINCORPORATED AREAS RENTON, CITY OF SEATTLE, CITY OF TUKWILA, CITY OF NUMBER PANEL SUFFIX 530071 0957 F 530088 0957 F 530089 0957 F 530091 0957 F MAP NUMBER 53033CO957 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency A B C D E F G LEGEND I L' 3 4 5 0 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM329 11.56 A 60-d spike in the southerly face of the most southerly piling on the east side of a track road under the wooden railroad bridge north of the Fort Dent Park on the Black River. Established by CH2M HILL, Inc. RM332 16.33 A chiseled square on southeast corner concrete base for Metro sign at the northeast corner of the 7 t h Avenue bridge over Black River in Renton 40 feet north of the centerline. Established by CH2M HILL, Inc. 122015'00" 47030'00" F- - 0 J LU Ca W Z 0 11 SOUTH V 14 47028'07" 122015'00" UTH 9� CORPORATE LIMIfS KING COUNTY / CITY OF SEATTLE 133RD JOINS PANEL 0675 in CITY OF SEATTLE 530089 SOUTH 116TH STREET x F- O 17gTH A� c" SOUTH x i�0 KING COUNTY o UNINCORPORATED AREAS STREET 530071 z w 0 Q w O Qco co m f- 12 a L1J cc C� 0 O SCHOOL U Lu KING COUNTY W CITY OF RENTON 530088 CITY OF RENTON >a � I CITY OF RENTON I 530088 11 SOUTH WO 128THI_ _ x = U < o Z W m m J w Z w a w Z Lu I n SOUTH 13gTH r v m 135TH STREET s„6 rR� E-' CORPOR z ATE LlI�17-S JR WAN Z co ZONE X SOU?NJ ST 4.0 Z NOTE: MAP AREA SHOWN ON THIS PANEL 13 �z IS LOCATED WITHIN TOWNSHIP 23 NORTH,RANGE 3Ro 4 EAST AND TOWNSHIP 23 NORTH,RANGE 5 EAST G COvi �CORPORATE LIMITS soG�ti p�cE K`N RFNjON OF KING COUNTY �— croy—TIMx\ soGTy� �s T F �Sr 131ST STREET STREE� STREET SOUTH MW �� .; t� � gZONE X ! "I LIMIT OF i F 33 t%t W e e tl U RM33 ZONE X oil Lu t, ,... Lu ,. Syr • JOINS PANEL 0978 1 10TN STREET SOUTHWEST J� W/ BOULEVARD SOU T N�FST 5jH sTgFeT SW 6TH PLACE i 7TH 122013'07" 47030'00" r CITY OF RENTON 530088 1 _ STREET 19 STREET CITY OF RENTON 530088 L — — ' 47028'07" 122013'07" SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS \ \ Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; —513 Elevation in Feet. See Map Index for Elevation Datum. OD —� Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. & APPROXIMATE SALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 976 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KING COUNTY, UNINCORPORATED AREAS 530071 0976 F RENTON, CITY OF 530088 0976 F SEATTLE, CITY OF 530089 0976 F TUKWILA, CITY OF 530091 0976 F MAP NUMBER 53033CO976 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency MAL 10 In E G LEGEND 1 K L u Gl M ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM277 25.71 Chiseled square in the northwest corner of the northwest wingwall on the Boeing access bridge over Cedar River, 0.32 mile north of the Logan Avenue South bridge over the Cedar River. City of Renton benchmark. RM278 37.01 Standard disk set in top of the northwesterly corner of Logan Avenue South bridge guardrail over Cedar River. NGS benchmark. RM279 40.98 Standard disk set in the northeast corner of Bronson Way North bridge over Cedar River. NGS benchmark. RM280 37.54 A 60-d spike in the west face of power pole at the southwest corner of the Stoneway Concrete Company property on the right side of the Cedar River. Established by CH2M HILL, Inc. RM281 40.53 Top of northwest corner of sidewalk at unit number 96 of the Riviera Motel. Established by the City of Renton Public Works Department. RM284 26.64 A chiseled "+" on top of the most northerly of two bolts on the west side of a 4-foot-diameter steel powerline tower 300 feet west of No. 1 Renton Place Building, 20 feet north of unnamed creek, 250 feet east of the Renton Cinemas in Renton Village Place. Established by CH2M HILL, Inc. RM285 28.57 Top bolt on the south leg of powerline tower, 300 feet north of the No. 3 Renton Place Building in South Renton Village Place. The tower is 200 feet west of the southwest corner of South Grady Way and SR 515. RM328 20.04 Standard disk set in southeast corner of the concrete step slab at FAA Transmitter Building at north end of airplane hangars at the Renton Airport. NGS benchmark. 122013'07' 470'' 3oOr 47028'07" 12201 1' 15' 47030'00" ,.�28'07' 122011' 15" SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. uCross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30", 32022*30" American Datum of 1927 (NAD 27) Projection, NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISIONS) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. 116& APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM Mr - FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 9110F 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KING COUNTY, UNINCORPORATED AREAS 530071 0977 F RENTON, CITY OF 530088 0977 F MAP NUMBER 53033CO977 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency n B C FBI E r v LEGEND I 91 iI 5 0 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM330 30.60 A chiseled square in southeast corner of the southerly walk wingwall on the Fort Dent Bridge over Green River, 11 feet east of centerline of sidewalk, 7 feet north of concrete light pole. Established by CH2M HILL, Inc. RM331 33.51 A chiseled square in angle point on the northeast wingwall of the concrete Interurban Avenue bridge over Green River in Tukwila. Established by CH21% HILL, Inc. RM333 25.01 A nail in the top of the northeast wingwall of the 1-405 Bridge over Black River. RM334 11.95 A railroad spike on the east face of a large power pole 30 feet west of centerline of Black River, 50 feet south of the centerline of 16th Street. Established by CH2M HILL, Inc. RM335 28.34 A chiseled square on the highest point of a large rock on northerly side of bike path at the northwest of Christensen Green Belt Park in Tukwila, 120 feet south of the Strander Boulevard Bridge over Green River. Established by CH2M HILL, Inc. RM336 31.96 PK nail and shiner set in southwest corner of wood wingwall on the street railroad bridge over Green River, 0.30 mile south along the river from the Strander Boulevard Bridge over Green River. RM337 27.09 A 60-d spike in southwesterly face of 48-inch cottonwood tree on left bank of Green River 100 feet from northeasterly corner of large concrete building, 25 feet east of bike path north side of pond, 3,200 feet north along left bank from South 180th Street -SW 43rd Street. Established by CH2M HILL, Inc. RM338 12.30 Railroad spike 3.3 feet up south face 27th Street; first power pole on north side SW 27th Street; first power pole east of Springbrook Creek. Established by City of Renton Public Works Department. RM339 21.79 Chiseled square on top of concrete curb on east side of driveway to house number 1516 on SW 43rd Street, 51.5 feet south of north end of concrete curb and 29.5 feet south of south face of house. Established by City of Renton Public Works Department. RM340 32.49 A chiseled "+" in top southwesterly bolt at southwest corner of wood arch footbridge over Green River, 7.5 feet west of centerline bridge deck, 1,200 feet south of South 180th Street -SW 43rd Street, 600 feet west of SR 181. Established by CH2M HILL, Inc. RM347 22.24 The north bolt of the fire hydrant which is 50 feet east of Reliable Distributor, Inc., building and 100 feet south of South 180th Street. Established by U.S. Geological Survey. 12201 47028'07" 47026' 15' 122015'00" 'V^wre Ae JUINZ> t ANtL Uy25b .7.. 7028'07" 4 7026' 15" 122013'07" SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100—YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet Flow on sloping terrain); average depths determined. For areas of alluvial fan Flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal Flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year Flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year Flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which Flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS F \ \ Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary hl�� llilhl! Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. �— Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AD, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16,1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. 4 APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 978 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KENT, CITY OF 530080 0978 F RENTON, CITY OF 530088 0978 F TUKWILA, CITY OF 530091 0978 F MAP NUMBER 53033CO978 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency I-1 B C D E F LEGEND 0 1 3 0 122013'07" 47028'07" r r— m n 0 CD _I W Z Q 0- U) Z 0 405 w _ Z Lu w Z ZONE AE (EL 16) Z) Z w Q M Z w QI I/ CITY OF CITY 0 1s7 ZONE AH HEL 18) 4 7026' 15" 122°13'07" )NE AE (EL 24) , )N O u ZONE AE: (C 24) CU/Ve ZONE AH (EL 24) SOUTH SOUTH FLOODING EFFECTS FROM SPRINGBROOK 19 CREEK FLOODING EFFECTS ROM SPRINGBROOI CREEK 31 ti 30 ZONE A/ LIMIT OF 405 —DETAILED STUDY STREES Rolling I W .Hills a w = Z Creek a cc D W 0 O to w �S ¢ m _ F- 15TH 2 m STREET x F- O N Z w a U) O H _ O w D Z w Q U U _ Q x V) 7 O cc ti SOUTH 17TH STREET S 18TH STREET 19TH STREET JOINS PANEL 0977 CITY OF RENTON 530088 V) a J SOUTH 23RD STREET 515 CITY OF RENTON KING COUNTY CORPORATE LIMITS NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 23 NORTH, RANGE 5 EAST. KING COUNTY UNINCORPORATED AREAS SoUT" 36TH 530071 Q " SOUTH 377-H STREET x 0 0 CITY OF KENT 530080 Q FLOODING EFFECTS FROM SPRINGBROOK CREEK ZONE AE (EL 23) SOUT N 177 STREET H �� s S 1181H 7Z vrl / 2 STREET ZG NO hZ J y m h0 N 5� CITY OF RENTON 530088 STREET ZONE X JOINS PANEL 0987 r4�1 ZONE X U) 0 w _ Z Lu o 29 N 0 w w Fx = Z 0 > � a w = U F 5 0 a x 1" 32 rn F_- Iw Q CC O a Cr- 0 U _ CITY OF RENTON_ KING COUNTY SOUTHEAST 164TH STREET � 166SH SOUjHEPS CITY OF RENTON 530088 STREET W W w F- 0 � F- 0 0 N fn V) = S 5 Lu > a a Q o 122011' 15" 47028'07" ro 0 J W Z Q o_ rn Z 0 —' 47026'15" 1220I I' 15" SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base Flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS F771\ \ Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. D D Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISIONS) TO THIS PANEL: Revised May 16,1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (8001638-6620. & APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 979 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KENT, CITY OF 530080 0979 F KING COUNTY, UNINCORPORATED AREAS 530071 0979 F RENTON, CITY OF 530088 0979 F MAP NUMBER 53033CO979 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency A C C E F G I C! 4 5 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM282 61.86 State Highway brass cap set in concrete guardrail and retaining wall on State Route 169, approximately 0.85 mile south of intersection with Interstate Highway 405. Established by the City of Renton Public Works Department. RM286 68.47 Railroad spike painted yellow, 1 foot up northeast face of power pole on south side of State Route 169 (Maple Valley Road) south of railroad, second pole east of west end of Maple Wood Golf Course. Established by City of Renton Public Works Department. RM287 69.57 Post Number 4.2 on the left bank between highway bridge and railroad bridge near south end of Maplewood Golf Course. Bross cap in base of staff gage. 122011' 15" 47030'Q^" 4702s'07" 1220 LEGEND .. ��.....;�: SPECIAL FLOOD HAZARD AREAS INUND •a BY 100—YEAR FLOOD ZONE A No base flood elevations determined. 9'22" ZONE AE Base flood elevations determined. 47030'00" ZONE AH Flood depths of 1 to 3 feet (usually of ponding); base flood ele determined. ZONE AO Flood depths of 1 to 3 feet (usually flow on sloping terrain); average determined. For areas of alluvial fan fir velocities also determined. ZONE A99 To be protected from 100-year floc Federal flood protection system construction; no base elevations deter ZONE V Coastal flood with velocity hazard action); no base flood elevations deterr ZONE VE Coastal flood with velocity hazard action); base flood elevations deterr FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 10( flood with average depths of less 1 foot or with drainage areas less 1 square mile; and areas protecte levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500 floodplain. ZONE D Areas in which flood hazards undetermined. UNDEVELOPED COASTAL BARRIERS Identified Identified Otherm 1983 1990 Protected Coastal barrier areas are normally located within or adjacent to SpE Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary ( Boundary Dividing Special Flc Hazard Zones, and Bound. Dividing Areas of Differ( Coastal Base Flood Elevati( Within Special Flood Haz; Zones. Base Flood Elevation Li -513 Elevation in Feet. See Map In, for Elevation Datum. Cross Section Line Base Flood Elevation in F (EL 987) Where Uniform Within Zc See Map Index for Elevation Dati RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on IN 97007'30". 32022'30" American Datum of 1927 INAD Projection. NOTES This map is for use in administering the National Flood Insurance Progn it does not necessarily identify all areas subject to flooding, particularly fr local drainage sources of small size, or all planimetric features outs Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and incl the effects of wave action; these elevations may also differ significa from those developed by the National Weather Service for hurric evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH„ A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected flood control structures. Boundaries of the floodways were computed at cross sections interpolated between cross sections. The floodways were based hydraulic considerations with regard to requirements of the Fed( Emergency Management Agency. Floodway widths in some areas may be too narrow to show to sc( Floodway widths are provided in the Flood Insurance Study Rep This map may incorporate approximate boundaries of Coastal Bar Resource System Units and /or Otherwise Protected Areas establiM r under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The w should contact appropriate community officials to determine if corpor< ! limits have changed subsequent to the issuance of this m� For community map revision history prior to countywide mapping, s Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately print Map Index. r �2a'o711 122009'22" MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent i call the National Flood Insurance Program at (800) 638-6620. Q APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROM FIRM FLOOD INSURANCE RATE MA KING COUNTY, WASHINGTON AND INCORPORATED AREI PANEL 981 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINT! CONTAINS: COMMUNITY NUMBER PANEL SUF KING COUNTY, UNINCORPORATED AREAS 530071 0981 RENTON, CITY OF 530088 0981 MAP NUMBS 53033CO981 MAP REVISEI MAY 16,19c, Federal Emergency Management Ager A g C D 122011' 15" 47028'07" ELEVATION REFERENCE MARKS REFERENCE ELEVATION OR�VE MARK (FEET NGVD) DESCRIPTION OF LOCATION z YOUNGS RM283 387.21 Railroad spike in the west face of LAKE COURT �9 5 �F 999 1 a power pole at the southwest SOUTHEAST �y0 corner of intersection Street 122nd of SE 1 7 6 t h BEACON ` O �O and Place SE. WAY SOUTH GLCS AVENUE �— QOJQ� ROYAL HILLS DRIVE SOUTHEAST AVENUE JEFFERSON COURT DRIVE SE � ,Qw SOUTHEAST F S Opp N Ff STREET OG wAY KIRSOUTDHE QJL'� GTyyos 9 qSV �Gy m F 16�� SO SOUTHEAS y - 5 G' LTS Fgyo y�0 9s� ° Fo 9C �� q�Fy ZONE X OGOs /Z9� `cs0G S0 20 s SE EDMONDS 9 ~ rOL yF9 S� S T fi9� y J, F9�j COURT F ti0 qsT F� 118TH AVENUE �� SOUTHEAST Q SOOTHEF SOUTHEAST 157TH STREET 21 F 19TH STREET al s = OG SOUT > 20TH m 0 ° x p.� T D 5� S� m SE 158TH �c�P 93T BEACON N wAV Z m m zo PLACE SOJ� m / SOUTH EAST co �P ' cn J� CI T)' OF m Z �' 0 SE 21ST ° ` �S''y RENTON P°O�T STREET P��� KI N� O SSE 21ST STREET ax �00N73 o�c SOUTH, $�� J���P� 11 -i 5O SE z ` L m > SOl O > m NO w SE F jN z z mLU �G G� �2 160TH °' STREET Q = N� N 3 4 5 6 0 W z Q a z z 0 29 119TH AVENUE SOUTHEAST r0 s0 G� �- C/) N F-i Gay yFgS = = w SOUTHEAST 1697H STREET F9 T W O ? H �� o�yA 7S Z 0jy 0 NO ��F >> PEACE z > > > > a > a z z cc m = N 119TH S_ R EEj UjNEAgZ � N f SOUTHEAST 171S .P _ SO k:TRCCT 118TH LANE SOUTHEAST SE 172ND STREET S E 1�gRD SPREES O SOUTHEAST 1j5TH STREET c��Q� m cP O SOUTHEAST ^^171ST LANE m y� SOUTHEAST172ND LANE Q F- _ O <n j Z 0 Q SOUTHEAST SE PETROVITSKY I SOUTHEAST I 120TH AVENUE SOUTHEAST � v. w N _ SE 173RD N PLACE m = SOUTHEAST cw /174TH LANE O O ,/ _ z W m W > N 175T g 122ND AVENUE _ H LANE SOUTHEAST N ROAD RM283 11E LIMIT OF DETAILED STUDY SO L SOUTHEAST W ZONE AE ugh D z LU Q �O SOUTHEAST 168TH 4 PLACE 41 122ND PLACE SOUTHEAST SSREES SOUTHEAST 178TH ZONE X = SOUTHEAST 780TH STREET BO N O co x a m 181ST STREET 32 q ° SOUTHEAST O Q W j > Z > > > W z W _ >a W 70 — D z LU SOUTHEAST 184TH STREET o - N SOL STR 47026'15" I-- 122011' 15" A B C D E F G ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM283 387.21 Railroad spike in the west face of a power pole at the southwest corner of intersection of SE 176th Street and 1 2 2 n d Place SE. 2 3 4 5 122011' 15" 47028'07" r-- rn O J z a a Co Z O OUNGS LAKE COURT OTHEBEACON /0ROYAL WAY ,SOUTH HILLS DRIVE UTHEAST DRIVE SE - \7 STREET a O ti 2!°SOS �qy s 20 �q" OGTy s SE EDMONDS COURT q`ST JOINS PANEL 0981 DR/VE SOUTHEAST SOUTHEAST 16TH PLACE --- A VEtV UE SOUTHEAST JEFFERSON COURT O O /SOUTHEAST = o O �, m KIRKLAND COURT p v� SOUTHEAST n OTHERS GZ m 1HE U / Gm„ 501 SOUTHEAST ZONE X 17TH COURT 118TH AVENUE �v ST T EA SOUTHEAS`'��Q� SOUTH COURT 1gTH SOUTHEAST 157TF STREET 21 SOUTHEAST s° 20TH COURT 19TH STREET QI -+ L m m W = Ty Z 2 D 0 m SE 158TH ���PO qs� BEACON W m Si—Z O z PLACE OJ AY SOUTH (n r=n a ' m / F`' CITY OF EAST m 1 N SE 21ST OC PJ��J 1 KING RENTON C aQ O STREET = �Pc' A OUNT SOOTHE NSF ST STREET x �1 �c Y AST 1 2158T 1��v �OJ SE F H STREET Q SOUTHEAST 18TH /COURT 19TH COURT �?9rN CITY OF RENTON 530088 G OC p Q w W m D O SOOT HEAST ti 124TH PLACE z N D m U �G �� SOUTHEAST / O w Z O G� F2 �La Co SOUTHEAST 160TH STREET Z SE z m S�Gm LU 160TH m STREET Q 160TH IY STREET 128TH PLACE -� F= 123RD PLACE SOUTHEAST SOUTHEAST SOUTHEAST 761ST SOUTHEAST 161ST STREET J 119TH AVENUE 28 29 SOUTHEAST POGO Q Q a s° G h<c W w w N Q Lu 169TH STREET 9sT �6 W O0O N O �' SOUTHEAST >> �Ty wry Z UP SOUTHEAST 169TH PLACE A!9 Q > Z > Z > w G �y< PLACF LU > > > w cF a a a a as ys� s J, °G� 170TH C14 CoTREET Lp q 119'H SOUTH EAST 1ST ��u Lu SOUTHEAST TREET N SOUTHEAST 171ST A PLACE Z W w :D � r i2 z > 118TH LANE �Q R cO SOUTHEAST N o 172ND 0 Q STREET SOUTHEAST _ SOUTHEAST ^`0j 171ST LANE yr 120TH AVENUE SOUTHEAST SE 172ND STREET vN w w SOUTHEAST172ND LANE O rn = SCPEEI Q = O SE 10 gR0 co m SE 173RD Li Q w j Q PLACE Lu > _ n w SOUTHEAST Q i- u,' R N = 174TH LANE Lu Z N = ! Z) Z w 2 00 Lu m Sk m W SOOTNFgS w Q = o T ST 1j5TH > SOUTHEAST I Z g 122ND AVENUE N SOUTHER > 175TH LANE SOUTHEAST N STREET 4 � `r d m ROAD SE PETROVITSKY RM283 LIMIT OF 118TH AVENUE DETAILED STUDY BQ SOUTHEAST am ZONE AE Z Li Q SOUTHEAST 168TH 47026'15" L- 122011' 15" Q 32 s O U) Z) Z JJ SOUTHEAST ' m 122ND PLACE SOUTHEAST SOUTHEAST ZONE X 180TH STREET w Z Z Lu N 184TH STREET JOINS PANEL 0991 ►fit! CORPORATE LIMITS UTHEAST 158TH PLACE KGOKO SOUTHEAST 159TH ISTR KING COUNTY UNINCORPORATED AREAS 530071 STREET F- w _ H O w w Z > a _ m N STREET 22 130TH PLACE SOUTHEAST 166TH PLACE 00 2 v Q AVENUE SE 122009'22" 47028'07" w a 27 0 STREET a 2 sOG v m 9 O rn SF 170TH STREET SE 171ST pLpCE 137TH AVENUE v 2N SOUTHEASTJD -PVACwSEO --t ROAD NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 23 NORTH, RANGE 5 EAST. SOUTHEAST 180TH STREET SOUTHEAST ZONE X 34 0 182ND STREET D D � m BN C SOUTHEAST 182ND STREET m 5� W 133RD AVENUE O g SOUTHEAST 377 SOUTHEAST 182ND STREET 0 Z N SOUTHEAST 183RD STREET 134TH AVENUE SOUTHEAST SOUTHEAST 184TH PJ��U S� STREET 13C�H, pv�NSP s C J z a rL z C 47026'15" 122009'22" LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED s r:w` a•3 BY 100—YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outride 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. D D Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISIONS) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at 1800) 638-6620. Q APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 983 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KING COUNTY, UNINCORPORATED AREAS 530071 0983 F RENTON, CITY OF 530088 0983 F MAP NUMBER 53033C0983 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency n e C D E F G LEGEND 1 2 3 F17 5 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM267 107.08 Post Number 6.1 on the right bank, across from entrance to Camp Freeman. Brass cap in base of staff gage. 122009'22" 47028'07" r� c c c SOUTHEAST 182ND 47026'15" 122009'22" w Z) Z > Q ZONE X 1 `lTy OP RFNTo' ; •KIND „_ N 27 JOINS PANEL 0982 � .j ZONE X 1 Q LRENTON RONGTON NORTHERN AND CHICAGO w — MILWAUKEE ST. PAUL AND PACIFIC Q w MgpLE ZONE X ° VALLEY w j — W a > w F U ROAD a 0 o Q CO o 22 Q 23 W co D 7 soOT Q = o NEA TUE w SOUTHEAST w156TH Q j STREET m � SOUTHEAST 162ND PLACE Cn SOUTHEAST 177TH STREET W t_ 7 O Lu Z w Q 2 0 0 v SE 179TH PLACE FAO SOUTH178T� SOUTHEAST 183RD STREET 165TH w Z) Z w a A 2 m G m Z m r= m KING COUNTY UNINCORPORATED AREAS 530071 NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 23 NORTH AND RANGE 5 EAST. ARD SOUTHEAST 172ND PLACE JVnVJ rrArvrL vast ZONE X 09 SE 175TH PLACE SE 176TH N Z 0 SE m m 7lTy 35 DRIVE SE 168TH STREET SOUTHEAST ZONE X SOUTHEAST 160TH PLACE SOUTHEAST 167TH PLACE SOUTHEAST S n SE 171ST PLACE 122007'30" 47028'07" w 0 U a 0 0 SOUTHEAST 172ND PLACE 0 i D L C yC m rn Sit!/�. 176TH PLACE SOUTHEAST 182ND PLACE 184TH STREET —� 47026'15" 122007'30" SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100—YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. C UNDEVELOPED COASTAL BARRIERS Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood Hazard Zones, and Boundary - Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark • M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. Q APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 984 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KING COUNTY, UNINCORPORATED AREAS 530071 0984 F RENTON, CITY OF 530088 0984 F MAP NUMBER 53033CO984 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency I1 B C u t r S I 2 3 4 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET NGVD) DESCRIPTION OF LOCATION RM348 23.57 The southeast bolt of the fire hydrant on the east side of Both Avenue South and approximately 125 feet north of South 188th Street. Established by U.S. Geological Survey. RM349 25.79 The north bolt of the fire hydrant west of East Valley Road southeast of Green River Cheese and Dairy Products Company. Established by U.S. Geological Survey. RM350 26.45 The east bolt of the fire hydrant on the west side of East Valley Road across from Gal -Gas. Established by U.S. Geological Survey. RM351 23.72 The east bolt on the fire hydrant on the west side of East Valley Road in front of Rainier Pallet & Lumber Sales. Established by U.S. Geological Survey. RM352 24.55 An "X" on the south bolt of the fire hydrant east of West Valley Road in front of Pacific Northwest Bell Building. Established by U.S. Geological Survey. RM353 25.45 An "X" on south bolt of the fire hydrant east of West Valley Road, 150 feet plus south of Boeing north entrance of parking lot. Established by U.S. Geological Survey. RM354 24.31 U.S. Geological Survey marker H460, 1975, located on top of northwest wingwall of the first bridge north of entrance to Boeing Space Center. Established by U.S. Geological Survey. RM355 26.82 An "+" on the west bolt of the fire hydrant east of West Valley Road and at the east end of Boeing Middle Access Road. Established by U.S. Geological Survey. RM356 28.79 A brass cop at point of intersection of South 208th Street and East Valley Road. Established by U.S. Geological Survey. RM357 33.44 An "X" on the northeast bolt of fire hydrant on the south side of South 212th Street, approximately 150 feet west of Chicago, Milwaukee, St. Paul & Pacific Railroad tracks. Established by U.S. Geological Survey. RM364 33.74 An "X" on center of fire hydrant cap on the west side of East Valley Road in front of house numbered 21703. Established by U.S. Geological Survey. 122°15'00" 4 7°26' 15" 47°24'22' 122°15'00" JOINS PANEL 0978 JUnva YHNCL Uy60 122013*07" 11 026' 15" LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary C Boundary Dividing Special Flood ( Hazard Zones, and Boundary p Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513 Elevation in Feet. See Map Index for Elevation Datum. D D Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate J u limits have changed subsequent to the issuance of this map. L For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. 47°24'22" 12!2013'07" MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16,1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. Q APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL ROOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 986 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY KENT, CITY OF RENTON, CITY OF TUKWILA, CITY OF NUMBER PANEL SUFFIX 530080 0986 F 530088 0986 F 530091 0986 F MAP NUMBER 53033CO986 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency A I C C E r I 2 3 4 5 122017 ^ 4 7026' 15" i ( L i 47024'22' 122013'07" 1-1- DAn(ci nn�n U(.uva YHNCL UaDa 122011' 15" "702615" 47024'22" 122011' 15" LEGEND SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100—YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500 year flood; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100-year flood. OTHER AREAS ZONE X Areas determined to be outside 500-year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS l771 Identified Identified Otherwise 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Flood I! Hazard Zones, and Boundary I''Il loll iv jfj41 Ili'11l�'9Ih1'',,',?`I Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; 513^""^^^^' Elevation in Feet. See Map Index for Elevation Datum. Cross Section Line Base Flood Elevation in Feet (EL 987) Where Uniform Within Zone. See Map Index for Elevation Datum. RM7 X Elevation Reference Mark M2 River Mile Horizontal Coordinates Based on North 97007'30". 32022'30" American Datum of 1927 (NAD 27) Projection. NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size, or all planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly from those developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100-year flood) include Zones A, AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Floodway widths are provided in the Flood Insurance Study Report. This map may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under the Coastal Barrier Improvement Act of 1990 (PL 101-591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping, see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Index. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATES) OF REVISIONS) TO THIS PANEL: Revised May 16, 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638-6620. 4 APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 9810F 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX KENT, CITY OF 530080 0987 F KING COUNTY, UNINCORPORATED AREAS 530071 0987 F RENTON, CITY OF 530088 0987 F MAP NUMBER 53033CO987 F MAP REVISED: MAY 16,1995 Federal Emergency Management Agency