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HomeMy WebLinkAboutLUA98-127 C CD DRAINAGE REPORT CD i� FOR et ill: CONCEPTUAL DRAINAGE PLAN CD °* C.iwim) t 44 5 rr* hWW V1 Longacres Office Park et Renton, Washington C September, 1998 Prepared By: Sverdrup Civil, Inc. Bellevue,Washington Prepared For: g)LIA17E/Arlir' • ) , DEVELOPMENT PLAri,.iNG CITY OF RENTON SEP 3 0 1998 RECEIVED DRAINAGE REPORT FOR CONCEPTUAL DRAINAGE REPORT The Boeing Company Surface Water Management Project Longacres Office Park Renton,Washington REPORT CERTIFICATION data included in this reportprepared The technical information and was by or under the direct supervision of the undersigned, whose seal as a registered professional engineer licensed to practice as such in the State of Washington is affixed below: 7 ..3A 1Ye g WAS � • w 1, , : ,01;• rir ,f• 4• I3 22 9' 11 SS%TER EXPIRES 06/05/ 'do Jeffrey J. Schutt, P.E. Project Manager Surface Wa er Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\222 \wp\dmrpt01.doc i September 1998 DRAINAGE REPORT FOR CONCEPTUAL DRAINAGE PLAN The Boeing Company Surface Water Management Project it Longacres Office Park Renton,Washington TABLE OF CONTENTS SECTION PAGE Report Certification i Table of Contents ii List of Figures iv Ap endices iv I PR JECT OVERVIEW I-1 A. Purpose I-1 B. Introduction I-1 C. Project Datum I-2 II P' LIMINARY iCONDITIONS SUMMARY II-1 A. Discussion of Core Requirements II-1 1. Core Requirement#1 -Discharge at the Natural Location II-1 2. Core Requirement#2 - Off-Site Analysis II-1 3. Core Requirement#3 -Runoff Control II-2 4. Core Requirement#4- Conveyance Systems II-2 5. Core Requirement#5 -Temporary Erosion/Sedimentation • Control II-3 B. Discussion of Special Requirements II-3 1. Special Requirement#1 - Critical Drainage Areas II-3 2. Special Requirement#2 - Compliance with an Existing Master rainage Plan II-3 3. Special Requirement#3 - Conditions Requiring Master Drainage Plan II-3 4. Special Requirement#4 -Adopted Basin or Community Plans 11-4 5. Special Requirement#5 - Special Water Quality Controls 11-4 6. Special Requirement#6 - Coalescing Plate Oil/Water Separators 11-4 7. Special Requirement#7 - Closed Depressions 11-4 8. Special Requirement#8 -Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control II-5 9. Special Requirement#9 -Delineation of 100 Year Floodplain 11-5 4 ' Surface Wat•r Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. Inc. 014002\2220\wp\dmrpt0l.doc ii September 1998 1 1 TABLE OF CONTENTS (continued) 10. Special Requirement#10-Flood Protection Facilities for ' Type 1 aInd 2 Streams II-6 11. Special Requirement#11 - Geotechnical Analysis and Report 11-6 12. Special Requirement#12 - Soils Analysis and Report II-7 i III OFF-SITE ANALYSIS III-1 A. Regional Overview III-1 1. Introduction III-1 2. Green River III-1 3. Springbrook Creek III-3 4. Black River III-4 , B. Task 1: Study Area Definition and Maps III-6 I C. Task 2: Resource Review III-7 D. Task 3: Field Inspection III-8 E. Drainage System Description and Problem Screening D1-8 F. Mitigation III-8 G. Previous Studies III-g IV RE 1TENTION/DETENTION ANALYSIS AND DESIGN IV-1 A. Existing Site Hydrology IV-1 1. Basin 3 -North Main Track Basin IV-1 2. Basin 4- South Main Track Basin IV-1 1 1 B. Developed Site Hydrology 1V-2 1. Basin A- CSTC Site Basin IV-2 2. Basin 131- South Main Track Basin IV-3 C. Hydrologic Analysis IV-3 1. Hydrograph Method IV-3 2. Compu ration Software IV-3 3. Design torm Precipitation Values IV-4 it • 1 D. Retention/Detention System IV-4 -` 1. Overview 1V-4 2. Hydrograph Routing IV-5 3. Summary of Hydrologic Analysis IV-6 I E. Water Quality System IV-6 V CONVEYANCE SYSTEM ANALYSIS AND DESIGN V-1 A. Proposed Conveyance System Overview V-1 B. Conveyance System Analysis and Design V-1 1. Uniform Flow Analysis Method V-1 2. Backwater Analysis Method V-1 3. System Materials V-1 Surface Wat r Management Proje I t-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\222 1wp\drnrpt01.doc iii September 1998 I I TABLE OF CONTENTS (continued) II VI FLOODPLAIN AND GROUNDWATER INFORMATION VI-1 A. Baseline Floodplain Conditions VI-1 B. Existing Floodplain Conditions VI-2 C. Proposed Floodplain Conditions VI-2 D. Groundwater Influence VI-2 VII TEMPORARY EROSION/SEDIMENTATION CONTROL VII-1 A. Temporary Erosion/Sedimentation Control (TESC) Plan VII-1 B. NPDES Requirements VII-1 LIST OF FIGURES Figure 1 TIR Worksheet Page 1 Figure 2 TIR Worksheet Page 2 Figure 3 Location Map Figure 4 Vicinity Map APPENDICES APPENDIX A Floodplain Information APPENDIX B Existing Site Hydrology APPENDIX C Developed Site Hydrology APPENDIX D R,etention/Detention Calculations APPENDIX E Water Quality Evaluations APPENDIX F Water Quality Design APPENDIX G C1onveyance System Design APPENDIX H Groundwater Information APPENDIX I Temporary Erosion/Sedimentation Control (TESC) Surface Wad1er Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. ' 014002\227\wp\dmrpt0l.doc iv September 1998 P OJECT OVERVIEW Purpose This report is written to fulfill the requirements of the City of Renton Drainage Report for Conceptual Drainage Plan Content List. The City requires submittal of a drainage report with several of its permits, including the SEPA,Wetland, and Grade and Fill permits. 1. Introduction The Boeing Surface Water Management Project Site is located in the City of Renton, Washington, on the Boeing Longacres Office Park property. Longacres Office Park ("LOP") is a corporate office complex developed by The Boeing Company on the site of the former Longacres Park Racetrackin Renton, Washington. The 1994 EIS prepared by the City of g Renton analyzed a preferred alternative Master Plan for LOP. This preferred alternative projected the construction of. approximately 15 buildings on the 164 acre site over 15-20 years. To date, property immediately north of the LOP site has been developed by Boeing for its Customer Services Training Center ("CSTC," 1993). Within the LOP campus itself, both the Boeing Commercial Airplane Group Headquarters Building and the Boeing-Renton Family Care Center (a day care facility for children of Boeing employees) are currently under construction. In addition an extension of Oakesdale Avenue SW, which will serve as a major access to LOP, is currently under construction by the City of Renton. The proposal includes enlargement of the existing CSTC wetland and detentio l pond, construction of a combined wetpond/detention pond and establishment of mitigation wetlands to compensate for wetland losses associated with LOP development. Later phases of the surface water management system will include installation of piping and other , infrastruIcture necessary for construction of individual buildings. The Technical Information . Report (TIR) Worksheets detailing site information and constraints to development are included as Figures 1 and 2. The site location and vicinity maps are detailed on Figures 3 and 4, respectively. All figures are located at the conclusion of the written portion lof the report, preceding the appendices. All tables are located in the appendices. This project is designed to integrate with the proposed Master Plan Development, the Drainage Report - BCAG Headquarters Building 25-20 Site Development, dated July, 1997, and the Drainage Report I— Boeing Family Center Building 25-10 Site Development, dated January 1998. Each of these documents were previously approved by the City of Renton. Surface W'ter Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\220\wp\dmrpt01.doc I-1 September 1998 C. Project Datum The current City of Renton vertical datum is NAVD 1988 according to the City's Drafting Standards. However, all previous mapping, design, reports and studies completed for the CSTC and Longacres Office Park Sites were based on NGVD 1929 Sea Level .datum, including the CSTC Site Development TIR, dated October, 1992, the Drainage Report - BCAG Headquarters Building 25-20 Site Development, dated July, 1997, and the Drainage Report — Boeing Family Center Building 25-10 Site Development, dated January 1998. Additionally, the Federal Emergency Management Agency (FEMA) continues to utilize the NGVD 1929 datum for their Flood Insurance Rate Maps. Boeing and the City reached an agreement at the Mapping and Survey Control Meeting held at the City's offices December 12, 1996 allowing projects at Longacres to be completed based on NGVD 1929 vertical datum as long as FEMA continues to utilize the NGVD 1929 datum. This Report is based on assumed NGVD 1929 vertical datum. The conversion equation is: NGVD 1929 =+3.21' NAVD 1988 I • Surface Water Management Pro ect-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Ina. 014002\2220\wp\dmrpt0l.doc I-2 September 1998 it II ' ' LIMINARY CONDITIONS SUMMARY his Section includes a discussion of Core Requirements 1 - 5 and all Special 'requirements from the King County Surface Water Design Manual (KCSWDM) a referenced in the City of Renton Drainage Report Content List (from the City's rafting Standads). The City of Renton Building Regulations §4-22-8 formally a.opt the current version of the KCSWDM, and amend them to include additional c iteria for proj acts located within Zones 1 and 2 of the Aquifer Protection Area. he Aquifer rotection Area Map produced by RH2 Engineers, dated March 21, 1995, confirms that this project does not fall within the Aquifer Protection Area. Discussion of Core Requirements 1. Core Requirement#1 -Discharge at the Natural Location The existing project site drains to Springbrook Creek, as shown in Figure B.1, and will continue to do so under post-development conditions, as shown in Figure C.1. For the purpose of engineering analysis, the Longacres Office Park Site is divided into five drainage basins which all flow to Springbrook Creek. Under existing conditions, the project site falls within two drainage basins. The northern basin drains through the CSTC site outfall and the southern basin drains through the former practice track outfall. As indicated in the Site Master Plan, upon full site l iuildout, .all surface water runoff from SW 16th Street south to SW 27th Street will be routed through the CSTC Main Pond and Delta system prior to discharge through the CSTC outfall (except +eas east of Oakesdale Ave SW, which will discharge through the Practice Track outfall. This project proposes to enlarge the CSTC Main Pond and construct an upstream combined wetpond/detention pond to collect r sItormwater runoff from the site west of Oakesdale Ave SW. Discharge from the wetpond will flow through the CSTC Main Pond, Delta system, and ultimately through the CSTC outfall to Springbrook Creek. 2. Core Requirement#2 - Off-Site Analysis The Level 1 off-site analysis for this project includes the Boeing CSTC site to the north, Springbrook Creek, the Black River and tine Green River. A report entitled "Surface Water Management Off-Site Analysis Report," Sverdrup Civil, Inc., August 1998, was Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt0l.doc II-1 September 1998 previously submitted to the City of Renton for this project. See Section III of this Report for more detail. 3. Core Requirement#3 -Runoff Control a. Peak rate runoff control The existing CSTC Main Pond will be enlarged and a combined wetpond/detention pond (Pond "D") will be constructed to provide peak rate runoff control for the Longacres Office Park site. This includes the Headquarters Building 25-20 site since Pond "B", which currently provides peak rate runoff for the 25-20 site, will be filled in and eliminated by this project. •. Biofiltration This project is not required to provide biofiltration because it will not create more than 5,000 square feet of impervious surface subject to vehicular use and storage. However, since runoff from the 25-20 site will be redirected to Pond "D", biofiltration will be required. According to City policy, when treatment pond volume and surface area exceed code requirements by a factor of 2, biofiltration is not required. Pond "D" will be sized to provide at least 2 times more surface area and volume than required by code to meet biofiltration requirements. Refer to Appendix F for more detail. c. Existing site conditions As defined within this Core Requirement, the existing site conditions are defined as those that existed prior to May 1979 since the specific project area never had an approved drainage system. Existing conditions are documented by aerial photography and field surveys. These sources indicate that existing conditions at this project site generally consisted of a horseracing track. • 4. Core Requirement#4 - Conveyance Systems The proposed conveyance system consists of a small pipeline system and culverts designed to convey the on-site peak rate runoff for the 100-year 24-hour design storm. Some surcharging may ccur during 100-year 24-hour design events, while the 25-year Surface Water Management Pr erect-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\dmrpt0l.doc 1I-2 September 1998 2 -hour event will be conveyed without surcharge. See Section V o this Report for more detailed information. 5. Core Requirement#5 -Temporary Erosion/Sedimentation Control Engineered drainage plans are required for this project, hence, temporary erosion/sedimentation control (TESC) measures in accordance with Core Requirement #5 are also required. The 1 1 minimum 'requirements, KCSWDM Standard Plan Notes and tlje City of Renton Standard Plan Notes are addressed by the Erosion/Sedimentation Control Construction Drawings which were submitted as part of the Schematic Design Package dated August 26, 1998. For more detail, refer to the Schematic Design Package a d Section VII of this Report. t. Discussion of Special Requirements 1. Special Requirement#1 - Critical Drainage Areas P The project site does not lie within a designated critical proposed drainage area as indicated within Reference 3 Critical Drainage Area Requirements of the KCSWDM, therefore this special requirement does not apply. 2. Special Requirement #2 - Compliance with an Existing Master P q P Drainage Plan A conceptual site Master Plan was previously transmitted to the City of Renton. The draft plan included enlarging the existing CSTC Main Pond and constructing additional facilities south of the I! enlarged CSTC Main Pond for stormwater conveyance, treatment, and detention. This project is in compliance with the Draft Master Drainage Plan by enlarging the CSTC Main Pond to provide wetland areas and detention for existing and future stormwater runoff. The combined wetpond/detention pond south of the enlarged CSTC Main Pond will also be constructed as part of this project. 3. Special Requirement #3 - Conditions Requiring Master Drainage ' ¶lan This special requirement does not apply, as the proposed project is stand-alone, and: i I Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Incl. 014002\22i0\wp\drnrpt01.doc II-3 September 1998 a. is not within a Master Planned Development (MPD) as —' described in an adopted Community Plan; OR b. is not a subdivision or Planned Unit Development (PUD) that will eventually have more than 100 single-family residential lots and encompass a contiguous drainage subbasin of more than 200 acres; OR c. is not a commercial development or Planned Unit Development (PUD) that will eventually construct more than 50 acres of impervious surface; OR d. will not clear an area of more than 500 acres within a us drainage a subbasin.g 4. Special Requirement#4-Adopted Basin or Community Plans No Adopted Basin or Community Plan exists for this area, therefore this special requirement does not apply. 1 5. Special Requirement#5 - Special Water Quality Controls Less than 1 acre of new impervious surface will be constructed for vehicular use and storage of chemicals, therefore this special requirement does not apply. I1 i 6. Special Requirement#6- Coalescing Plate Oil/Water Separators This site will not be subject to petroleum storage or transfer or heavy equipment use, storage or maintenance, and the estimated traffic due to this project will be less than 2,500 vehicle trips per day, therefore, this special requirement does not apply. 7. Special Requirement#7 - Closed Depressions R.W. Beck and Associates reviewed the adjacent CSTC Site IDevelopment design for conformance with City and FEMA equirements in a technical memorandum dated September 11, 1992. Within Section III(B)2d of that memorandum, it was stated that "it should be noted that although Springbrook Creek does have a restricted outlet (due to the [Green River Management Agreement] GRMA), such restrictions have occurred so infrequently that [the site] should not be considered a closed depression." Springbrook Creek can reach flood elevations which temporarily restrict drainage from the site. These high water Surface Water Management Pr ject-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\2220\wp\dmrpt0l.doc 11-4 September 1998 - I elevations on Springbrook Creek will be taken into account within conveyance system backwater analyses, which will be in the final drainage report. For more detailed information, see Section V(B)2 o this report. °I 8. Special Requirement #8 - Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control The CSTC Main Pond (also a wetland) will be enlarged along with tI a construction of a combined wetpond/detention pond (Pond "D") south of the CSTC Pond to provide peak rate runoff control fdr the CSTC Building 25-01 site and the Headquaters Building 2 -20 site, including all future developments west of Oakesdale Avenue SW. Runoff from the BCAG Headquarters Building 25-20 site will be redirected from Pond"B"to Pond"D" for water quality treatment and water quantity control. Following construction of PI nd "D", Pond `B" will no longer be required and will be filled . Pond "D" will drain into the enlarged CSTC Main Pond for additional water quantity control. The enlarged CSTC Main Pond will continue to drain into the CSTC Delta area, as it does under elsting conditions. The CSTC Delta area is a constructed wetland area designed to accept stormwater flows from the upstream site. The Delta forms the downstream end of a linear stream system to be constructed as the development of the Longacres Office Park site progresses. 9. Special Requirement#9 -Delineation of 100 Year Floodplain This project site is in the vicinity of Springbrook Creek, which has a1 associated floodplain based on Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panel 53033C0978F. This project is outside the limits of the floodway but is within the flood fringe, or that portion of the plain outside the floodway Which is covered by flood waters during the base flood. The dEMA floodplain and compensatory storage determination are iscussed in Section VI of this Report and more detailed information about the floodplain, including mapping, is included in Appendix A. I ' _ I Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2210\wp\dmrpt01.doc II-5 September 1998 10. Special Requirement #10 - Flood Protection Facilities for Type 1 and 2 Streams No existing flood protection facilities exist for the portion of Springbrook Creek adjacent to the project, therefore this special requirement does not apply. 11. Special Requirement#11 -Geotechnical Analysis and Report A geotechnical report for this project was prepared. It is titled "Report, Geotechnical Engineering and Hydrogeologic Services, CSTC Pond Excavation, Boeing Longacres Park, Renton Washington," dated April 23, 1998, and was completed by GeoEngineers, Inc. Other related geotechnical reports include: a. Geotechnical report, entitled "Report, Geotechnical Engineering Services, Boeing BCAG Family Center Building 25-10, Boeing Longacres Park, Renton Washington," dated October 3, 1997 by GeoEngineers, Inc. b. Geotechnical report, entitled "Geotechnical Engineering Services, Boeing BCAG Headquarters Building 25-20, Boeing Longacres Park, Renton, Washington", dated January 7, 1997 by GeoEngineers, Inc. c. Geotechnical report, entitled "Geotechnical Engineering Services, Boeing Customer Services Training Center Renton, Washington", dated February 11, 1992 by GeoEngineers, Inc. d. "Addendum No. 1 Geotechnical Design Recommendations Lateral Pile Design and Buoyancy Clarification Boeing CSTC Development, Renton, Washington", dated March 25, 1992 by GeoEngineers, Inc. e. "Addendum No. 2 Geotechnical Design Recommendations Lateral Pile Design (16 inch diameter) Boeing CSTC Development (UB 25-02, CB 25-03) Renton, Washington", dated March 27, 1992 by GeoEngineers,Inc. f. "Report of Supplemental Geotechnical Engineering and Hydrogeological Services, Boeing Longacres Park, Renton, Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Ina. 014002\2220\wp\dmrpt01.doc II-6 September 1998 Washington for Boeing Support Services", dated December 9, 1991 by GeoEngineers, Inc. g. "Geotechnical Consultation, Potential Lake Impacts, Boeing Longacres Park, Renton, Washington," dated April 29, 1991 by GeoEngineers, Inc. h. Geotechnical report, entitled "Geotechnical Engineering Services, Boeing Longacres Park, Renton, Washington", dated January 23, 1991 by GeoEngineers, Inc. 12. S ecial Requirement#12 - Soils Analysis and Report The existing mapping completed by King County in 1973 appears sufficient for the purposes of this project, therefore this special requirement does not apply. Surface WI ter Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\22 0\wp\dmrpt01.doc II-7 September 1998 III OFF-SITE ANALYSIS A. Regional Overview 1. Introduction There are two predominant waterways in the vicinity of the site. The Green River is the largest and is located in the City of Tukwila,Washington, about 1,200 feet west of Longacres and west of the West Valley Highway (State Highway Route 181). The Green River has a levee system along its banks protecting nearby property. The flow is partially regulated by the Corps of Engineers' Howard A. Hanson Reservoir near the headwaters of the River. Controlled flow releases, coupled with the levee system provides protection of the site from the Green River for at least a 100-year flood. In the vicinity of the project site, the West Valley Highway is higher than the levee system adjacent to the River providing additional flood protection. The second predominant waterway is Springbrook Creek (located to the east of the project site), a tributary of the Black River (which is tributary to the Green River). All stormwater from the Project site flows easterly to Springbrook Creek. The project site is within the watershed of Springbrook Creek, and portions of the site are also within the floodplain of the Creek according to Federal Emergency Management Agency (FEMA) mapping. The stream channel for Springbrook Creek was previously reconstructed downstream of the SW 16th Street Bridge, near the project site, by an excavated channel, also known as the P-1 Channel. Currently, the City of Renton is constructing P-1 Channel improvements south of the SW 16th Street Bridge, to a point upstream of the future Oakesdale Avenue SW crossing location. 2. Green River The watershed area of the Green River above Renton is 450 square iles. Above the Howard A. Hanson Dam the watershed area is 215 square miles. The Green River flow is controlled by the Corps of Engineers, Seattle District, which is responsible for the regulation of dam outflows from the Howard A. Hanson Dam at Eagle Gorge on the upper Green River. The regulation limits the flow at Auburn to less than 12,000 cfs for up to a 500-year storm frequency. This flow rate represents a 2-year recurrence flood event if the stream was not regulated. The flood profiles for the Green River in the vicinity of the Longacres site indicate the same Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\dmrpt0l.doc HI-1 September 1998 III flood elevation for both the 10-year and the 500-year flood frequency. FEMA flood profiles are presented in Appendix A. - Flood profiles of the Green River with. and without levees generally indicate the same elevation of 23.2 feet in the vicinity of the Longacres Park site, opposite S. 158th Street (Longacres Way). Elevation 23.2 is significantly below the West Valley Highway �I which is at approximately elevation 25 to 29 adjacent to the project site. Therefore, floodwater from the Green River will not enter the. site during a 500-year or lesser flood. On July 18, 1985, the Green River Management Agreement was entered into by King County and the.cities of Auburn, Kent, Renton, and Tukwila. This agreement was updated in 1992 and generally outlines and provides guidelines for improvements, n Ionitoring, operations, and financial responsibilities. Important operating procedures are presented for the P-1 pump station, i cluding maximum pumping rates from Springbrook Creek/Black River as follows: Black River (P-1)Pumping Operations Limits Measured Green River Black River (P-1) Flows at Auburn Maximum Allowable Pumping Gage (cfs) (cfs) Less than 9,000 cfs As required 9,000 cfs 2,945 cfs (1) 9,500 cfs 2,900 cfs 10,000 cfs 2,400 cfs 10,500 cfs 1,900 cfs 11,000 cfs 1,400 cfs 11,500 cfs 900 cfs 12,000 cfs See Note (2) Note 1: Assumes full installed capacity is available. Note 2: Maximum allowable pumping rate is 400 cfs to zero depending on levee monitoring by King County Director of Public Works or his designee. Further restrictions on P-1 pumping capacity may be required per the Pumping Operations Plan. Surface W ter Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\220\wp\dmrpt01.doc III-2 September 1998 I I 3. Springbrook Creek The confluence of Springbrook Creek with the Black River is established by FEMA as the upstream end of the P-1 storage bay of the Black River. This confluence point is 0.6 miles upstream of the Black River P-1 pumping station and 1 mile upstream of the confluence of the Black River with the Green River. The watershed area of Springbrook Creek is 21.9 square miles with the following peak discharges: Peak Discharges CFS at Confluence Design Storm Event Peak Discharge Rate (cfs) 10-year 590 50-year 930 100-year 1,100 500-year 1,550 In the area of the project site the 100-year flood elevation is indicated as 16.4 at SW 16th Street and 16.0 at SW 23rd Street. This is because the 1989 FEMA update for lower Springbrook Creek only extended up to SW 16th Street. The drop in flood _ elevation upstream of SW 16th Street is a discrepancy between the 1989 FEMA update and the previous study that was not resolved. The FEMA flood boundary map and the site contours as field (mapped are shown in Appendix A. The flooding elevation of 16.4 is obtained by using the 875 cfs capacity of the P-1 pump station in loperation at the time of the FEMA study assuming no pumping restrictions from flooding on the Green River when a 100-year flood occurs on Springbrook Creek. The highest elevation occurs �n the forebay when the flood flow is less than the peak of 1,110 cfs, during the downward leg of the hydrograph at a flow rate of approximately 785 cfs. This high water elevation in the forebay is 15.0. This elevation is used in a HEC-2 (Hydraulic Engineering Model for Floodway Water Surface Profiles) to generate upstream water levels to SW 16th Street. This results in an elevation of 16.42 at the SW 16th Street bridge. Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. Inc. 014002\2220\wp\dmrpt01.doc III-3 September 1998 The FEMA data does not include provisions for the SW 16th Street Bridge with a 60-foot span compared to the old span of 36 feet. It also does not include the multi-barrel box culvert:under Grady WI ay, the box culvert constructed under I-405 or the completed P-1 jl Channel cross section from the mouth of Springbrook Creek up to tile SW 16th Street bridge. The City of Renton authorized R.W. Beck and Associates, Inc. to complete the "East Side Green River Watershed Project Hydraulic u Analysis Report," dated December 1996. This report recognizes conditions beyond those of the FEMA studies, such as the current Black River Pump Station operation plan, Black River Pump Station capacity, P-1 channel improvements, future land use conditions, the proposed City of Kent Lagoons project, and other i frastructure improvements planned by the City of Kent and the V ashington State Department of Transportation. The result of these improvements and future development result in Springbrook Creek water surface elevations considerably lower than those reported by FEMA. In fact, the most extreme water surface elevation reported is approximately 13.2 at the practice track outfall under future 100-year, "storage" conditions assuming no further capacity improvements. This is 3.2 feet lower than that reported by FEMA. These elevations are summarized in Appendix G. As discussed in Section VI(C) of this report, the City of Renton now utilizes the results of it's latest modeling to determine flood elevations for the purpose of compensatory storage. She City of Renton is currently coordinating additional pringbrook Creek channel improvements from SW 16th Street upstream to a point south of the future Oakesdale Avenue SW bridge at Springbrook Creek. These improvements are being made ip the same time frame as the Oakesdale Avenue SW project to limit disturbance to the creek, wetland areas and adjacent property cfwners. The improvements will somewhat reduce flood elevations from those currently modeled, by improving channel capacity and i I storage volume. 4. Black River The Black River as it exists today is 1 mile in length and its confluence with the Green River is 11.0 miles upstream of Puget Sound. A pumping station is located on the Black River 0.3 miles upstream of its confluence with the Green River. The watershed area at the pump station is 24.8 square miles which includes the Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2210\wp\dmrpt01.doc II1-4 September 1998 ' 21.9 square miles of Springbrook Creek. The pumping station has no gravity flow provisions. All upstream flows must be pumped up to a gravity open channel which discharges to the Green River. The fully installed nominal rated pumping capacity of the station is 2,945 cfs. There are eight main pumps with one of the larger pumps currently off-line. There are five diesel pumps rated at 514 Ids, two diesel pumps at 150 cfs, and one automated electric pump rated at 75 cfs. The FEMA study. was based on the nominal , installed capacity at the time of 875 cfs as the pump station's firm capacity of maximum discharge.. The_pump station has a forebay (called the P-1 pond storage area) that was expanded by excavation in 1984. The pump station's current installed nominal operating capacity is 2,431 cfs. The 1989 FEMA study indicates that peak outflows from the pump station had not exceeded 525 cfs (November, 1986 event with nominal P-1 pond storage). On March 4, 1991, the pump station operator indicated he was pumping at a rate of 750 cfs. During the February 1996 event the pump station operator had to operate 1 large pump, the two medium pumps, and the small pump for a combined nominal capacity of 889 cfs. According to the pump station's operating plan, the first large pump is to be activated when the level in the forebay reaches elevation 4.0. According to FEMA, a Green River flow of 12,000 cfs equates to levation 19.0 downstream of the pump station. The pump room , oor elevation is 25.0 NGVD. Since all upstream flow must be umped the electric pumps are automated by float switches. The urger diesel pumps must be manually started and are used as required to pump out the storage pond. Trash racks are cleaned periodically depending on the debris build-up. There have been -, Some flap gate failures with the rocker arm breaking off. However, the pump bays can be isolated from backflow with stoplogs. II Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. Ina. 014002\2220\wp\dmrpt01.doc III-5 September 1998 An upstream fish ladder at the pump station is operated during the upstream migration period from mid-September through January. Between early April and mid-June the downstream migration is accommodated by an air lift system. A simplified fish counter consisting of a paddle in the upstream migration trough counts electronically the number of fish passing. Historical fish counts are as follows (H. Allmendinger, personal communication): Black River Fish Counts Season Number of Fish 83-84 155 84-85 119 85-86 47 86-87 82 87-88 166 88-89 95 89-90 77 90-91 70 91-92 107 92-93 291 93-94 120 94-95 268 95-96 355 96-97 206 B. Task 1: Study Area Definition and Maps The project site falls within Sections 24 and 25 of Township 23N., Range 4E., W.M.. The triblitary' drainage area to the proposed project site is shown in Figures B.1 and C.1. igure B.1 shows that under existing conditions, the proposed -project site falls within portions Drainageions of on-site Basins 3 and 4. Figure C.1 � I hows that construction of the proposed project will alter these on-site drainage pasins. Following construction, Sub-basins 4-1, 4-4, and 4-5, are combined with Basin 3 to create Basin A. The limits of Sub-basin 4-3 will not be altered by this roject. Following construction, this sub-basin becomes Sub-basin B-2. urrently, runol ff from the BCAG Headquarters Building site, located within asin 4, is collected in the building, landscape, and parking areas and routed to and "B", the former practice track swale, and ultimately to Springbrook Creek. s part of the Surface Water Management Project, Pond "B" will be filled in and noff from the BCAG Headquarters Building site will be re-routed to the combined wetpond/detention pond located at the south end of the project site. Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\dmrpt0l.doc 111-6 September 1998 i The combined the CSTC MainPond pond will drain to the CSTC Main Pond. Discharge from P nd will continue to flow over a weir to the CSTC Delta Area, through a large precast concrete vault structure housing a timber weir and fish screen, and finally, through a 36-inch ductile iron pipe with an elastomeric check valve to Springbrook Creek. ,- C. Task 2: Resource Review In accordance with the requirements of Task 2 of the Off-Site Analysis Section of the King County Surface Water Design Manual, the following table shows the resources reviewed regarding existing and potential flooding and erosion problems for t1ie project area: Resource Findings Basin Reconnaissance Summary Reports The City has extensively studied the East Side Green River Watershed and produced the Draft East Side Green River Watershed Project,Plan and ' Environmental Impact Statement,December 1996. This report includes information related to existing ' and proposed conditions within the basin,proposed improvements,and hydrologic and hydraulic analyses of these conditions. Critical Drainage ea Maps As described above,the project is within the East Side Green River Watershed. FEMA Floodplain Maps Flood Insurance Rate Map Panel 53033C0978F This project is outside the limits of the Springbrook Creek floodway but is within the flood fringe,or that portion of the plain outside the floodway which is covered by flood waters during the base flood. King County Sensitive Areas Folio Wetlands-No portions of the project area are listed as wetland areas in the folio, however, wetland mapping has been completed for this project area, identifying a number of small wetland areas which will be impacted or restored. Impacted wetlands will be mitigated by this project. Stream and Flood Hazard Areas-No portions of the project area are indicated to be within streams or 100-year floodplains,however,the project does drain to Springbrook Creek,which is a Class 2(with salmonids). Erosion Hazard Areas-No portions of the project area are classified as erosion hazard areas. Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. leo. 014002\2220\wp\dmrpt01.doc 111-7 September 1998 1 I 1 Resource Findings Landslide Hazard Areas-No portions of the project area are classified as landslide hazard areas. Seismic Hazard Areas- No portions of the project I area are considered seismic hazard areas. Coal Mine Hazard Areas-No portions of the project area are considered coal mine hazard areas. ` liienton SWM Division Drainage Services No problems are documented at this project site. All P oblem Database drainage,flooding or erosion problems within the Springbrook Creek main stem are being addressed by the City's channel improvement projects. SDA King County Soils Survey This information is shown in the drainage basin mapping of Appendix B and C. Most of the project site soils are classified as Urban Land. D. Task 3: Field I spection 1 Sverdrup completed a field visit May 28, 1998. The temperature was about 65°F and the sky was clear. According to National Weather Service (NWS) records for i t e Sea-Tac International Airport Station, total precipitation for the 6 days receding the May 28th field investigation was 1.00 inches. The investigation levealed that some portions of the existing Boeing drainage system (open iChannels) outside of the CSTC, Headquarters and Family Center sites were I covered by vegetation, but no evidence of flooding, erosion or plugging was 41pparent. It has also noted that each of the proposed project site discharge 1 locations at Springbrook Creek were operating correctly and showed no signs of • erosion. The northern discharge point consists of a 36-inch ductile iron pipe with an elastomeric check valve, and the southern discharge point is a 36-inch steel tide ate at the practice track outfall (at the east property line, just upstream of Springbrook Creek). E. Drainage System Description and Problem Screening Minor cleaning of the existing open channels outside of the CSTC, Headquarters and Family Center sites will ensure that flows are unrestricted. F. Mitigation Minor cleaning of the existing open will ensure that the existing system operates s intended. Surface W ter Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. Inca. 014002\22 0\wp\dmrpt01.doc III-8 September 1998 G. Previous Studies Numerous studies and reports have been written about the area in the vicinity of Longacres Office Park. In addition to those reports listed in Section 11(B)11, some of the more pertinent studies are as follows: 1. Soil Conservation Service P-1 and P-9 Channel studies. 2. FEMA Flood Insurance Study of Renton,May 20, 1996 3. U.S. Department of Army Corps of Engineers Green River Flood Reduction Study, 1984. 4. King County Department of Public Works Green River Management Agreement, July 18, 1985. 5. Kramer, Chin & Mayo, Inc., December, 1986, City of Tukwila, Nelson Place/Ilongacres Drive Basin Drainage Study. 6. Kramer, Chin & Mayo, Inc., June, 1988, City of Tukwila, Nelson Place/Longacres Way Storm Drainage System Preliminary Design. 7. King County, revised September 29, 1989, Washington FEMA Flood Insurance Study, Four Volumes. 8. Jones & Stokes Associates, Inc., May, 1990, City of Tukwila, Water Resource Rating and Buffer Recommendations. 9. Landau Associates, Inc., August 31, 1990, Environmental Site Assessment Broadacres Property Renton, Washington, Volume I. 10. L.C. Lee & Associates, Inc., January 3, 1991, An Analysis of the Distribution and Jurisdictional Status of Waters of the United States Including Wetlands, at Longacres Park, Renton, Washington. 11. Herrera Environmental Consultants, Inc., October 10, 1991, Water Quality Monitoring and Quality Assurance Project Plan for the Black River Water Quality Management. 12. Sverdrup Corporation, April 30, 1991, Draft Flood Plain and Storm Water Report for Longacres Park Site Development. 13. R.W. Beck & Associates, September 1992, City of Renton Surface Water Utility Technical Memorandum; Boeing CSTC Facility Floodplain Analysis Review. Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt0l.doc III-9 September 1998 I ' 1 4. Sverdrup Corporation, October, 1992, Technical Information Report on the Floodplain/Stormwater System for Customer Services Training Center Site Devll elopment, Support Facilities and SW 16th Street, Renton, Washington. 1•. Hammond, Collier & Wade-Livingstone Associates, Inc., December 29, 1992, City of Tukwila Nelson Place/McLeod/Boeing CSTC Storm Drainage Study Technical Report. 16. Sverdrup Civil, Inc., November, 1994, U.S. Army Corps of Engineers,404 Clean Wter Act Alternatives Analysis. 17. L.C. Lee & Associates, Inc., November 14, 1994, Manual for Monitoring & Maintenance of Water Quality in Stormwater Ponds & Wetlands at the Boeing CSTC. 18. Northwest Hydraulic Consultants Inc., March 1996, East Side Green River Watershed Hydrologic Analysis. 9. R. W. Beck, March 1996, East Side Green River Watershed Project Hydraulic Analysis Report, Existing Drainage System. .0. R. W. Beck, December 1996, City of Renton East Side Green River Watershed Project, Plan and Environmental Impact Statement (Draft). . 1. Sverdrup Civil, Inc., July, 1997, Drainage Report, BCAG Headquarters Building 25-20 Site Development, Renton, Washington. 2. Sverdru o Civil, Inc., January, 1998, Drainage Report, Boeing Family - Center Building 25 10 Site Development, Renton, Washington. I ' Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\22/0\wp\dmrpt01.doc III-10 September 1998 IV RETENTION/DETENTION ANALYSIS AND DESIGN A. Existing Site Hydrology The Surface Water Management Project site is located at Longacres Office Park in the City of Renton. The project site is located between the Green River hannel on the west and the Springbrook Creek Channel on the east. To the immediate north is the Boeing CSTC Site and to the south are the remnants of the main horseracing track. The 35 acre Surface Water • Management site development itself includes remnants of the previous horse racing facility, such as a portion of the main racing track, several trees, a portion of the practice track racing oval and existing utilities. The j majority of the Surface Water Management site is relatively level with elevations generally between 11 and 16. The pre-development drainage basins for the entire CSTC and Longacres Office Park sites are shown in Appendix B. Only two local basins are impacted by the Surface Water Management project; Basins 3 and 4. 1. Basin 3 -North Main Track Basin This basin is detailed in Figure B.1, Appendix B. This basin covers 73.9 acres and contains three study areas which drain to the Boeing CSTC Main Pond. The first area is the CSTC Site and the second is a portion of SW 16th Street. The CSTC site encompasses 48.2 acres to the south of SW 16th Street, and the SW 16th Street study area totals 3.1 acres. The remaining 22.6 acre area is made up of the northern portion of the previously demolished main racing oval and infield which drains overland to the CSTC Main Pond. Flow leaves the CSTC Pond (Sub-basin A- 2) and flows over a V-notch weir before entering the Delta Area (Sub-basin A-3) and flowing to the CSTC Site outfall. The CSTC Site outfall is made up of a large precast concrete vault structure housing a timber weir and fish screen which directs flow under a public pathway and vegetated bank through a 36-inch ductile iron pipe with an elastomeric check valve at a riprap-protected outfall. More detailed explanations of the CSTC Site and SW 16th Street conveyance systems can be found in Section V of the CSTC Site Development TIR. 2. Basin 4- South Main Track Basin This basin is detailed in Figure B.1, Appendix B. This basin includes 90.9 acres and has been divided into six subbasins. Subbasin 4-4 drains into Subbasin 4-1 through existing 12-inch storm drains south of the main track and outfalls into the main Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\2220\wp\dmrpt01.doc IV-1 September 1998 I,I tr ck swale. Subbasin 4-1 then enters an existing 12-inch storm II drain at the north end of the main track swale, draining the southern half of the main racing track, and flows to a recently constructed 24-inch RCP which also collects flows from Subbasin 4-15 (via the 25-20 site Pond `B"). Flow is then conveyed to an existing 36-inch CMP which discharges inside the north end of the foIrmer practice track within Subbasin 4-3. Subbasin 4-2 flows to it an existing 12-inch culvert under Oakesdale Avenue SW and discharges to a swale inside the former practice track. Subbasin 4- 6 drains through Pond "C", which collects runoff from the B ilding 25-10 site, to the swale inside the former practice track. Finally, all six subbasins join inside the practice track swale (within Subbasin 4-3) and enter an existing 36-inch CMP located under the practice track and protected from backwater events with a cast iron flap gate at the east Boeing property line. From this point, flow travels through an open channel and finally through a short 36-inch CMP which ultimately discharges to Springbrook eek. Hydrogr phs were developed for the pre-development Surface Water Managerrient Project site conditions for the Water Quality Event, the 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour. A summary of these hydrographs and site parameters used to generate them are detailed in Appendix B. Detailed information is also provided in Appendix B, including soil groups, hydrologic soil groups, runoff curve numbers, existing land use descriptions, areas of each particular land use, time of concentration P aramet rs and detailed basin (hydrograph) reports. B. Developed Site Hydrology The post-development Surface Water Management Project drainage basins are shown in,Appendix C. The areas of re-development Basin 4 which I PP P are located west of Oakesdale Avenue SW (70.1 acres) are combined with pre-development Basin 3 creating post-development Basin A. The remaining areas of pre-development Basin 4 which lie on the east side of Oakesdale Avenue SW create post-development Basin B. Both Basin A and Basin B continue to drain into Springbrook Creek at the same locations as pre-development conditions. 1. Basin A- CSTC Site Basin The boundaries of Basin A are the same as pre-developed conditions for Basin 3, except that pre-developed Subbasins 4-1, 4-4, and 4-5 are re-routed to Basin A due to the elimination of Pond"B". Basin A total area is increased to 144.0 acres. Surface W'ter Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. Inc. 014002\22.0\wp\drnrpt0l.doc IV-2 September 1998 1 I i 2. asin B - South Main Track Basin hree of the six subbasins in Basin B that were located west of Oakesdale Avenue SW have been combined with Basin A. The three remaining subbasins east of Oakesdale Avenue SW were Used to analyze runoff quantities, see Appendix C, Figure C.1. The subbasin boundaries are the same as pre-developed conditions for the subbasins located east of Oakesdale Avenue SW, except that area were renumbered as Subbasins B-1, B-2, and B-3. The total area of Basin B is reduced to 20.8 acres. Post-development hydrographs were developed for Basins A and B for the Water Quality Event, the 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour event. A summary of these hydrographs and site parameters used to generate them are detailed in Appendix C. Detailed information is also provided in Appendix C, including soil groups, hydrologic soil groups, runoff curve numbers, existing land use descriptions, areas of each particular land use, ' _ time of concentration parameters and detailed basin (hydrograph) reports. C. Hydrologic Analysis 1. Hydrograph Method In accordance with Chapter 3 "Hydrologic Analysis" of the KCSWDM, the hydrologic analyses in this Report are based on a Single-event SCS-type model known as the Santa Barbara Urban Hydrograph (SBUH) method along with the User 1 design storm rainfall distributions. This design storm hyetograph was interpolated by King County Surface Water Management Division staff, and resolved to 10-minute intervals. Discussions with King County staff indicate that the distribution shown on page 3.5.1-2 of the King County.Surface Water Design Manual (and termed Type 1A) is actually a slightly modified version of the SCS Type 1A, and they consider it the "User 1" distribution. All analyses in this report utilize the User 1 distribution, which is identical to the KCSWDM's definition of a Type lA distribution. 2. Computation Software All SCS runoff curve numbers are based on Table 3.5.2B of the KCSWDM, and are tabulated and combined for input into the lydrology software with a spreadsheet created by Sverdrup Civil, Inc. Time of concentration calculations are also computed by a spreadsheet, completed in accordance with page 3.5.2-5 of the Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\2220\wp\dmrpt01.doc IV-3 September 1998 KCSWDM. Hydrologic analyses were completed using WaterWorksTm hydrology software, Release 4.13c. 3. Design Storm Precipitation Values Total precipitation values for each design storm event were interpolated from isopluvial maps found in the KCSWDM, Tables 3.5.1C to 3.5.1H, as noted below: I Precipitation Design Values Design Storm Event Total Precipitation (inches) Water Quality 0.67 (P2/3) 2-year, 24-hour 2.00 5-year, 24-hour 2.40 10-year, 24-hour 2.90 25-year, 24-hour 3.40 50-year, 24-hour 3.45 100-year, 24-hour 3.90 100-year, 7-day 9.80 I. Retentio 1 etention System 1. Overview Following completion of the Surface Water Management Project, ' tie area west of Oakesdale Avenue SW drains to Pond "D" and the enlarged CSTC pond. Pond "D" is designed as a combination wetpond/detention facility. Pond"D" has a dead storage volume of 2i61,800 cubic feet from El 3 to 8.5, not including the bottom 1 foot '! of sediment storage, and a live detention storage volume of 302,900 cubic feet from El 8.5 to 12. The enlarged CSTC pond has a dead storage volume of 1,186,000 cubic feet from El 3 to 8.5, not including the bottom 1 foot of sediment storage, and a live detention storage volume of 1,400,000 cubic feet from El 8.5 to 12. Both ponds have a combined dead storage volume of 1,447,800 cubic feet and a live detention storage volume of 1,702,900 cubic feet. After completion of the Surface Water Management Project, al 100-year 24-hour storm event will require a detention volume of 743,200 cubic feet, corresponding with elevation 10.20. This is based on a future 2-year storage event tailwater influence at , pringbrook Creek of EL 8.60 (high tailwater impacts are addressed in Section V(B). The 2-year tailwater influence was alssumed for the following reasons: � I Surface Wa er Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil. leo. 014002\222t\wp\dmrpt01.doc IV-4 September 1998 - I 1) The conveyance event is the critical condition for flow velocities in Springbrook Creek. 2) City of Renton policy is for live storage to be above the 2-year elevation in Springbrook Creek, which is elevation 9.15. 3) Since this analysis does not use a model configured to simulate a changing tailwater, a single tailwater had to be selected. The 2-year elevation in Springbrook Creek at the outfall was selected as the design tailwater because of potential for non-coincidence with main stem Springbrook Creek peaks and the size of the pond is largely determined by the 2-year events (the lowest frequent event required to meet detention standards). In the future, Pond "D" and the enlarged CSTC pond will provide detention for buildout of the Longacres Office Park west of Oakesdale Avenue SW. Based on the current masterplan at full buildout, the required detention volume for a 100-year 24-hour storm event will be 761,156 cubic feet, corresponding with elevation 10.23 using the 2-year tailwater elevation of 8.60 in Springbrook Creek. Stage-storage table, stage-discharge tables, peak inflows, peak outflows and corresponding stages for Basins A and B are shown in Appendix D. 2. Hydrograph Routing The proposed Surface Water Management Project site lies within drainage basins 3 and 4 (also A and B). Drainage basin 3 (also A) was divided into two pre-developed (A-2 and A-3) and three post- developed (A-1, A-2, and A-3) subbasins. For pre-development, Subbasin A-2 was routed through the CSTC Pond and over a V- notch weir upstream of the Delta Area. The flow over the V-notch weir was combined with Subbasin A-3 and routed through the CSTC discharge vault and into Springbrook Creek. Basin 3/A was not divided into subbasins in previous reports. However, since Basin 3/A was divided into three post-development subbasins, the Post CSTC, Post Building 25-20, and Post Building 25-10 Basin 3's also had to be divided up and re-routed to allow a comparison. Refer to Appendix D for the routing calculations. Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drnrpt01.doc IV-5 September 1998 Post-development Subbasins A-1 and A-2 were routed through Pond "D", through the enlarged CSTC pond, and over the V-notch weir. Flow over the V-notch weir was then combined with Subbasin A-3 and routed through the CSTC discharge vault to jI Springbrook Creek. Drainage basin 4 (also B) was divided into six pre-developed (4-1 tl}rough 4-6) and three post-developed (B-1, B-2, and B-3) subbasins. For the pre-development Surface Water Management Project routings the hydrographs for Subbasins 4-1 and 4-4 were added together and routed through the main track swale. Subbasin 4-5 was routed through Pond "B" and combined with Subbasins 4- 1 and 4-4 in a 24" storm drain on the 25-20 Building site. Subbasins 4-1,4-4, and 4-5 were then routed through the 24" storm drain to the practice track. Subbasin 4-6 was routed through Pond "C" at the 25-20 Building site to the practice track. All six Subbasins were then combined at the practice track and routed t rough the practice track to Springbrook Creek. Post-development Subbasin B-3 was routed through Pond "C" and thl en combined with Subbasins B-1 and B-2 at the practice track. All three subbasins were then routed through the practice track to Springbrook Creek. The overall release rate from Basin 3/A to Springbrook Creek for a 1100-year 24-hour storm event,increased from 6.67 cfs to 17.85 cfs. The increase was caused from re-directing 70.1 acres from Basin 4B to Basin 3/A. The reduction in area for Basin 4B reduced the release rates from Basin 4/B to Springbrook Creek for a 100-year 4-hour storm event from 17.30 to 9.05 resulting in an increase of only 2.97 cfs in the overall release rate from the Longacres site to Springbrook Creek during a 100-year 24-hour storm event. The Overall release rate is still 15.26 cfs less than baseline conditions. efer to Appendix D,Table D.1 for details. 3. Summary of Hydrologic Analysis Avariety of tables and figures have been created to summarize the hydrologic and hydraulic analyses completed for this project. They re in Appendix D. E. Water Quality System The Surface Water Management Project does not add more than 5000 square feet of pollution generating impervious pavement. However, Pond u ' Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\22i0\wp\dmrpt01.doc IV-6 September 1998 "B" currently provides water quality treatment for the 25-20 Building site and wil be eliminated. Stormwater from the 25-20 Building site will be re-routed to Pond "D" and Pond "D" will provide water quality treatment. Pond "D" was designed as a combined wetpond/detention pond in accordance with the KCSWDM as adopted by the City of Renton. Water quality design calculations for Pond "D" are shown in Appendix F. Appendix E contains water quality data derived from samples taken from Springbrook Creek and the site prior to any Boeing development. This information shows the relatively poor water quality of the creek and some on-site locations. The on-site wetpond/detention system will improve the quality of runoff leaving the project site and will help improve the water quality of Springbrook Creek. Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Ina. 014002\2220\wp\drmpt01.doc N-7 September 1998 V ONVEYANCE SYSTEM ANALYSIS AND DESIGN A. Propose Conveyance System Overview Storm water runoff from the 25-20 site will be rerouted through a 24-inch reinforced concrete pipe to Pond "D", which is a combination wetpond%detention pond. From Pond "D", flow will pass through culverts to the enlarged CSTC pond. The CSTC pond drains through a narrow stream acid over a 120 degree V-notch weir to the CSTC Delta area. The , The CS''C Delta area drains through a large precast concrete vault structure housing a timber weir and fish screen, and through a 36-inch ductile iron pipe with an elastomeric check valve to Springbrook Creek. Conveyance System Analysis and Design: The proposed conveyance system for the project site is designed to conform with Chapter 4 of the KCSWDM which provides approved methods and criteria for hydraulic analysis and design of storm drainage facilities. 1. niform Flow Analysis Method The proposed storm drainage pipelines were preliminary sized using the Rational Method for Conveyance System Analysis and Sizing - Uniform Flow Condition table in Appendix G. This table is based upon Figure 4.3.3C of the KCSWDM. Footnotes at the Ind of the table explain the various information sources and assumptions. 2. Filackwater Analysis Method Selected storm drainage pipelines will be analyzed using King County Surface Water Management's "BW" computer model, •Version 4.22. The pipeline segments analyzed will include the ll�longest segments of the system and those which have the lowest iipstream grate elevations. Tailwater elevations for the analyses 'vill be based on the 2-year storm event elevation within Springbrook Creek as determined by the City's East Side Green River Watershed hydraulic modeling effort. { 3. System Materials The storm drainage system that will be constructed to reroute flows from the 25-20 site to the proposed wetpond/detention pond (Pond `I`D") will be reinforced concrete pipe. Culverts will be installed to � I Surface W ter Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\270\wp\drnrpt01.doc V-1 September 1998 II connect Pond "D" to the enlarged CSTC pond. Perforated PVC underdrain pipes will be placed in existing ditches that are to be filled as part of this project. Surface Water Management Pr4ect-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\dmrpt0l.doc V-2 September 1998 VI FLOODPLAIN AND GROUNDWATER INFORMATION A. Baseline Floodplain Conditions According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panel 53033C0978F and Flood Profile 45P for Springbrook Creek, the 100-year floodplain elevation in the vicinity of this project is 16.4 feet based on National Geodetic Vertical Datum (NGVD) of 1929. The.FEMA map showing existing floodplain at elevation 16.4 is detailed in Appendix A, Figure A.1. Some discrepancy with actual conditions exists,as shown in Figure A.5, which is a baseline topographic survey of the site shaded to depict actual-areas at or below elevation 16.4. Actual floodplain volume calculations utilize the FEMA 16.4 foot flood elevation and actual topographic surveys. Flood profiles of the Black River an Springbrook Creek are included in Appendix A, Figures A.2, A.3 and A.4.' For the purpose of backwater analysis of the proposed conveyance system, Springbrook Creek elevations (forming site tailwater) are based on the City of Renton East Side Green River Watershed Model rather than the FEMA flood profiles. This design assumption is based on review comments from city staff on the Building 25-20 Site Development Drainage)Report for Conceptual Drainage Plan, December 20, 1996. Prior to construction at the CSTC site, an existing outlet culvert with a tide gate prefented inflow to the site from Springbrook Creek. However, the site had kn existing bank, or sill, located approximately above the outlet culvert 4nd allowed flow into the site only when the Creek elevation exceeded elevation 15. The sill provided enough capacity to inundate the entire sitr, flooding all connected areas to elevation 16.4 even without any on-site sItorniwater storage at the time of flooding. Note that City of Renton review comments on the Drainage Report for Conceptual Drainage Plan for the 25-20 project required that detention facility live storage volume be excluded from the compensatory storage determination. This differed from the determination method used for the CSTC Site Development TIR, which did include the live storage volume. To account for this !difference in methodology, the floodplain volume for baseline conditions were recalculated. The revised calculation yielded a cumulatitve storage volume of 265 acre-feet at elevation 16.4 for the Longacres Office Park site under baseline conditions. The starting elevation for floodplain storage was assumed to be the pre-development peak stage elevation for each of 5 on-site basins. The peak stage of the various detention -facilities was determined based on free discharge conditions to,Springbrook Creek. Surface Water Management Proj�ct-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drmpt01.doc VI-1 September 1998 I . I The City of Renton made an Administrative Policy Determination, dated June 26, 1997, that allows the use of the City's model results for determining the volume of compensatory storage required for filling within the 100-year floodplain of Springbrook Creek. According to the policy determination this applies only to current and future projects and is -, not to be applied retroactively. However, according to the December 22, ; 1997 review comments on the Conceptual Drainage Report for the Family Center Building 25-10 site project, the retroactive provision of.the policy will not be applied to the Longacres Park Site. Furthermore, the City does i_-- not require recalculation of floodplain volumes since there will be no filling pelow the City's 100-year floodplain elevation of 13.2. For more detail, refer to Table 7-3 of the ESGRWP draft plans included in Appendix A,Figure A.9. B. Existing Floodplain Conditions Existing floodplain conditions for the Surface Water Management Project analysis are those that existed when Boeing purchased the Longacres Site, as since modified by construction of the CSTC, 25-20, and 25-10 projects. _ According to the City's model results, the project site floodplain elevation under future, "storage" event is elevation 13.2. The existing project site does not include areas subject to flooding by Springbrook Creek at or below elevation 13.2 due to check valves at both existing site outfalls and topography along the creek. C. Proposed Floodplain Conditions The floodplain as modified by the proposed project is detailed in Appendix A. D. Groundwater Influence A geotechnical report completed April 23, 1998 by GeoEngineers, Inc. provides specific information about the groundwater at this project site. Groundwater conditions were evaluated by measuring the water level in nine ml nitoring wells installed at depths of 8.5 to 9 feet and at depths of 16.5 feet. Groundwater levels were measured 3 times between April 9, 1998 and April 21, 1998, following publication of this report, the wells have b en measured at least monthly. Throu h September 1998, groundwater levels measured in the wells installed at depths of 8.5 to 9 feet ranged from Elevation 4.1 near the CSTC pond to an Elevation less than 7.5 near the central portion of the southern lobe. Groundwater levels measured in the wells installed at a Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt0l.doc VI-2 September 1998 II depth of 16.5 feet ranged from Elevation 6.1 near the CSTC pond to Elevation 7.2 near the central portion of the southern lobe. The report states that "The ground water measurements to date show that there is a downward flow gradient between the upper silt and underlying sand. Based on the previous ground water level measurements completed in 1991, we (GeoEngineers) expect that the ground water levels will fluctuate between 3.5 to 4.5 feet annually. This would result in an estimated high ground water level of about Elevation 10 in feet in April to it a low of about Elevation 2 feet in October." Groundwater levels will continue to be measured at least monthly through early 1999. I ' II li Surface Wa er Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt0l.doc VI-3 September 1998 VII EMPORARY EROSION/SEDIMENTATION CONTROL Temporary Erosion/Sedimentation Control (TESC) Plan The TE C plan is designed to comply with Chapter 5 of the King County Surface Water Design Manual (KCSWDM) as adopted by the City of Renton. The first detail sheet in the TESC plans lists the standard City of Renton Erosion Control Notes (from the Drafting Standards) as well as II applicable requirements from the KCSWDM Reference - 9 Standard Plan Notes. ce the notes are based on two independent sources and often have theara same intent, they are organized to match the recommended construcion sequence as shown at the end of Reference - 9. Detail sheets of the Erosion/Sedimentation Control Drawings are included in Appendix I. Complete TESC plans will be made part of the site development drawings for this project. NPDES Requirements I I Since this project will disturb more than five acres of total area, the applicant will file a Notice of Intent (NOI) for coverage of this project under the Baseline General Permit for Stormwater on or about October 16, 1998. Additionally, the applicant will prepare a Storm Water Pollution Prevention Plan to fulfill the requirements of the Federal Water Pollution Control Act (33 USC 307) and the State of Washington Water Pollution Control Law (Chapter 90.48 RCW), and regulations that address the control of storm water discharges (40 CFR, Parts 122, 123, 124; WAC 173-201AI , 216, 220 and 226). The Plan will be completed after this drainage(report is completed. I I it Surface Wat?r Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220'wp\dmrpt0l.doc VII- 1 September 1998 i I FIGURES • • Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt0l.doc Figures September 1998 I Page 1 of 2 • King I countyounty Building and Land Development Division 1 TETHNICAL INFORMATION REPORT (TIR) WORKSHE ET PART 1 . PROJECT OWNER AND PART 2 PROJECT LOCATION PROJECT ENGINEER AND DESCRIPTION I PIroectOwner The Boeing Company ProjectName Surface Water Management Proj:ct Address 1901 Oakesdale Ave SW Location Township 23 N Phone Renton WA 98055 1 Range 4 E Project Engineer Conrad Szymczak Section SZ Sec 24 NZ Sec 25 Company The Boeing Compatly Project Size 35 AC Address Phone t425) 477-0094 Upstream Drainage Basin Size Nelson P1 AC 93 I PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER PERMITS Management I I I Subdivision n DOF/G HPA = Shoreline Mana g i, I I I Short Subdivision I X I COE 404 n Rockery Grading ! = DOE Dam Safety 0 Structural Vaults Commercial n FEMA Floodplain ® Other 11 I� I Other I fl COE Wetlands 0 HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community City of Renton Drainage Basin Spri ngbrook Creek I PART 6 SITE CHARACTERISTICS • I River � I X I Floodplain Springbrook Creek, Zone AE 1 AlStream Spri ngbrook Creek I k I Wetlands Urban disturbed Critical Stre im Reach I I Seeps/Springs I I Depressions/Swales I 0 High Groundwater Table 1 I 1 Lake 1 = Groundwater Recharge I I Steep Slope ! 0 Other I Lakeside/Er sion Hazard I 1 PART 7 SOILS Soil Type I Slopes Er sjon Potential Erosive Velocities Urban Lnd 3:1 ,Maximum Low/Minimal 5.0 ft/s maximum i I . I I Additional Sheets Attatched I 1 1/90 I Figure 1 11 1 Page 2 of 2 King'County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET I•ART 8 DEVELOPMENT LIMITATIONS . REFERENCE I LIMITATION/SITE CONSTRAINT I X 1 Ch.4-Downstream Analysis l Black River (P.1) Pump Station* 1 fl I I. II I Additional Sheets Attatched 1 *No effect on Project. i PART 9 ESC REQUIREMENTS - • . MINIMUM 'ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING Cr NSTRUCTION FOLLOWING CONSTRUCTION X I Sedimenta ion Facilities 1 ® Stabilize Exposed Surface I Remove and Restore Temporary X I Stabilized Construction Entrance l X_ p ry ESC Facilities X Perimeter Funoff Control I X I Clean and Remove All Silt and Debris X 1 Clearing a d Grading Restrictions I X I Ensure Operation of Permanent Facilities X 1 Cover Practices ; 0 Flag Limits of NGPES X I Construction Sequence 0 Other Other 1 I ART 10 SURFACE WATER SYSTEM :- ` I I 1 Grass Lined Channel CI Tank fl Infiltration Method of Analysis I X I Pipe System I I Vault 0 Depression SBUH "User 1" I 1 Open Channel I I Energy Dissapator = Flow Dispersal Compensation/Mitigation I I Dry Pond CI Wetland [ Waiver of Eliminated Site Storage I X I Wet Pond Stream = Regional Detention 11 Brief Description of System Operation See Drainage Report, Sections IV and V. 1 Facility Related Site Limitations I I—I Additional Sheets Attatched Reference Facility Limitation 1 I 1 " • PART 11 STRUCTURAL ANALYSIS . PART 12 EASEMENTS/TRACTS • ' (May require special structural review) ' E, :: . = Drainage Easement O Cast in Place Vault 0 Other 0 Access Easement i 0 Retaining all 1 = Native Growth Protection Easement I I Rockery>4'High I—I Tract I I Structural oIn Steep Slope 1 El Other 1 •ART 14 SIGNATURE OF PROFESSIONAL ENGINEER ' S • S . I or a civil enginleer under my supervision have visited the site.Actual site conditions ads observed were incorporated into this worksheet and the 91e/ attatchments. 1)o the best of my knowledge the information provided 9,6Q,/i/441 8 here is accurate_ .ao.r. I Figure 2 i190 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT it, _ \ p g entl e ,.c 1 ♦ , POlna • •♦1 V 520 w,r,NE---JT7E1 Yeommr. . , O u Iversily S w \ 3 7■ 78A ■ Y ` ay•e ■go ao -,,.-.. 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LOCATION MAP Source: Washington Official State Highway Map, WSDOT FIGURE 3 Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drnrptOl.doc Figures-3 September 1998 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT $lack R fi j0i N, �� ,'` R *;' F Q 1 ,.. • r .. % • • —� Y Black -Riuef V 3 it- �i,�'� . .— B 3 -� 7, um ping Sta r-� r , i • l i ' C I I i Y. -en— -VI II if, *\� t u 1\ r.• pi I �I �1.� .. Power, . -•••- 6 PlantFr, NI ir 41 m * t! Sewage ,' ••s+ ♦.,r ..-- -a:-: - - m i � • s�,� lan$$$. • i:. � . �4". -7 ► 1 A_� 3.4' \N''••`77314. 77gr----01-- i ill I.:%: ... ".. -"a'. - ...w•- ----- - . , \ NAtillirr- - ' 'i-.lir 411•T,.."--- ii., --,44.. , %� ' 8 �4 "11 bsta• = 1 — 1 ) * - _.. .1-/...\c ioltil41,, 1 '10 /2 I1'l R PROJECT ,..i.Ilig5/v . ' y SITE f 1 t .� �, I , i � -- - - 7�:�e� `' of , , • _` I 1 $ : =1j ` * II t:::.._ ru %;•\.,ie I il . 1 04.. — _ 1 i 25 !I �j I I •, .. \ rW _ .� 1,Cs'� " ; Tukwila I • - as �' • li i*7---0 � I( ■� bt /I I f _ !di Greens ugg i I� . ' I w r ���i �� Os• •' , .\_ :,,,,,■I°i,k., . -r�:Ii ,K _ --_• _- ��LOIØ[I1t CORD p •; • �tc,4,4, �11 •i14. ,/, r1�� ( pk"UII ' li�l y'n )1/// Ili i \\f VICINITY MAP Source: USGS Renton Quadrangle FIGURE 4 Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\drnrpt0l.doc Figures-4 September 1998 APPENDIX A .11! ,41 1, • 111 • ti Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. I; 014002\2220\wp\dmrpt01.doc Appendix A September 1998 APPEN IX A FLOODPLAIN INFORMATION This appendix contains floodway and floodplain information related to the project site. The information included,consists of FEMA mapping and floodway profiles as well as topographic survey of the site shaded to indicate areas at or below FEMA floodplain elevation 16.4. Also included are pre- and post-development floodplains delineated at elevation 13.0 to approximate the City's 13.2' floodplain. Portion of FEMA Flood Insurance Rate Map from Panel 978 of 1725, 5/16/95,Fig. A.1 FEMA Flood Profile: Black river,Fig. A.2 FEMA Flood Profile: Springbrook Creek, Fig. A.3 FEMA Flood Profile: Springbrook Creek, Fig. A.4 Pray-Development F1oodplain (16.4'), Surface Water Management Project ,Fig. A.5 , Pot-Development Floodplain (16.4'), SurfaceWater Management Project, Fig. A.6 Table 7-3 (13.2' Floodplain)from ESGRWP, R.W. Beck, dated Dec. 1996, Fig. A.7 Surface Water Management Project-Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\2220\wp\drnrpt0l.doc Appendix A-1 September 1998 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT t____ -7' Li SOUTHWEST 16TH ----'-:-;- ------r--------..--------.----..- —8 I( �• R 334 7 24 �jt O ZONE X r-ZONE X 16 V L. 'a r $_, k 0 z 4,. , 2 LONG ACRES RACE TRACK - $ SOUTH', i ZONE X M --ZONE X ZONE AE • fc-7- ..„ . \, ZON \_ 0 ZONE X �� ?p 2 4 \ BRIDGE ZONE X fillr O I / . - - FEMA FLOODPLAIN MAP Source: Federal Emergency Management Agency (FEMA) FIGURE A.1 Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drnrptO1 doc Appendix A-2 September 1998 .I 1 i 1 III I it • II g ELEVATION (FEET I NGVD) II' o o _ o a, o • cn N n>' • . „ , i , • f • I ' ' ( 1 I , rl : " I.! . ! I ' TLiTfT1Ti! fLrT iI • •••I1 , II • ; ! , i � ! ) . � II1 . , I• • . • I ! ! ! I . 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Ial ol—l. "'a 014002 awilt.fuuweG 5 lOritt CNL WS1ER BOOM LONGACRES OFFICE PARK 1 • i / �_... ` BOEING CSTC PROP-RTY E 1 I FLOODPLAIN AREAS BELOW i �_ `'� BOEING LONGACR +'►: ELEVATION 13.0 (REFER TO �, ��� PARK ((LOP) OFFICE -> �P RENTONTERM ADMINISTRATIVEIOFORCO POUCY o tso aoo eoo f PROPERTY UNE DETERMINATION COMPEN- ; SATORY STORAGE REQUIREMENTS, GRAPHIC SCALE r f � rrf s 2s .0414 ... G , ' \ 1 it i10.y ,..,.___,.. ---"_ N� `�. .., � 4 J/� 'r t.1 ;' A /,„,,......, '/ t,, ,^ �::P :-, v......___..., _. \ \ ') \�t 1 II _ T if/ Q�. ��� t_ 1 i PROPERTY OF f i 71� ` I' BOENG o IL i�i�'�12_ - __ \1i.^, �\ , � � ....� jj !� �'^�.... � � 'ty,♦r T�,"" yrt mnlurttsu i N ;I`on. ,,,... it,_ tolikt ?Se �` l� lR ° • "�_, wow 1 ; 7.I 1 yy. ir le"."—"--i tilla _ , ,_� j ice'! ( Csrc loam 1 1 PROPERTY fmom�i � �/� #. ;• if, N 1 - "'.' r — � • 1 UNE € 'l� "�T r eI I, 1, ' j �1rie i \ SOUTH 7111 i `rt j''�� rc. 25-01 4 i , :. ti N •' "___._._.�_.,,__.._._.._. _ , , ill litli -� �c' l (\ O Q tc G: 1 4, i , U' 1 i , ,,, , ,11- r ,.. 25-02 41 CSTC I? 1. -'•! c ,—� r---•*- BUIU)ING i„91110 Pt . l C .1�! `. _; a 1`�I�� 'il'.: .:. � _ ifiAllilit "mo •,t ;_ 1.- - A 4.; _........,..........,. .... ......, �� j t t.I 1 \ 41 \ i n 19_, ti PPP , ‘k \ 04' , 1, -.44 - '4V J\ / 1 � at } // 1 JII� t f i �'f- / i �/ ���,l 1\ ;\ - •,J i rawl 1 - - F /JJ/ t 1 tumeettetsm't / , ///// �. \: c\ -"' .` "' _ :11.: � 11 1 � ^ �t \ U ! `' /,�•✓-'. '1 iFn,Ii Itfe t / ! 1 . I , \ \ , / � !..,t ttm,..ruil 4 j t 1 ��� /7// t o 1 -...,� t 1 TTT ii, � / e _, t, II // i{ 1 t `l ! ` 1 , J/� �j �� �t11111 isilllltfNti� 'f f j r t [ !\ \ , Wilt t �. 1 - l l y,uuunnuau,etqy 1 / / 1 \`� �>: �"�'�L a~r- ,.....+ .ram f )1, +f '# @trnla+ttrunass4 I ` 'L^\�wi� _ r \\ l • ! (, illi sj ;\ \ �i {I71174elllt Pl llltll _ li: / / / _.. {�' .:,,1 i � `..--� J • {' // 1.. � j 1 3 moo .eYnt ,•e -�__ �_' ��-�. 13'---: 4 ` ; \ �nuynulnsrn� f�4r ............ t _ _ dP tII o / f,. 7 II} i t ill, , „. , ----.j It 1 nt +ran:1 I +1'� ki !f t ,, `� ems.' ., 1� :{1IfI ., f '!if;' r le J t: ; J` \ ' •` Jjp.,q,-HZww„tmn V �;�;;-� .: _ __ .. .� : ,.' O'%l :I e, 7, , , ,,,,\ ‘,..... . ,. .,..„-- . ..__ f 1) ) --•-__j- 7' * Nilkiti t- '-'7,---1.---..---f--;..;‘-,'.1-_, \ _. . , _,y ; i .4 ,l M ••.— _ ' `> �, t "" ONG PROPERTY UNE — --- PRNATE ROAD a4st . .�' , '" — e �..- BURUNGTON NORTHERN RAILROAD 'RACKS C'Ivt L. INC. all IBM a DE WIND a. IBM /MEI ME Ae °Sreie cn�uwnt "tea .�1 : .r s POST-DEVELOPMENT FLOODPLAIN MAP (1e.49 Q�BOI�//VQ "'"O• IIIPL I` °�"«gos 'SURFACE PROJECTREPORT FIG AG A•6km'ISsmunic O� CNL VASIEG BoaNG LacN S OFFICE PNAI"" i I I I I I I - I I TABLE 7-3 i Comparison of Peak Flows and Water Surface Elevation FEQ Computer Model and FEMA (1) !VG. = 13, 1 ; (Elevation Datum NGVD) a I I 1 !Road- 100-Yr Cur.Flow 100-Yr Fut.Flow 100-Yr Cur.Flow 100-Yr Fut.Flow FEMA(5) way Top Conveyance(6) Conveyance(6) Storage(6) Storage(6), - Elev. Location/Discription I 1 Flow Elev Flow Elev Flow Elev Flow Elev Flow Elev I I (efs) (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) ! Panther Creek u/s of IR-I67(2) ! 170 170 82 92 16.0 i Rolling Hills Creek a I Renton(2)(3) 1 1 167 21.8 174 21.8 87 20.7 99 20.9 130 i 4.0 • Shopping Center Culv.Outlet 1 ' Rolling Hills u/s I-405 132'culvert(2)(3) ! i 167 17.8 174 17.8 87 16.8 99 16.9 91 24.0 SR-167 North Crossicig 100 17.0 98 17.0 58 15.2 69 15.6 16.0 I Springbrook Creek BRPS outflow 1044 1223 1360 1700 BRPS inflow 1044 4.1 1223 4.1 734 8.4 1153 13.0 1230 15.0 Grady Way u/s I 935 7.2 1110 7.6 638 8.6 1045 13.0 1100 '16.0 SW 16th Street 934 7.7 1106 8.2 577 8.6 960 13.0 16.4 Confluence of Rolling Hills Creek 930 11.0 1088 11.6 571 9.7 898 13.1 1 15.8 Confluence of Sr 23rd St Channel 819 12.0 989 12.6 502 10.4 807 13.3 I,16.0 sw 27th u/s ' 17.9 825 14.2 989 15.6 492 11.4 775 14.3 16.3 SW 34th u/s 14.9 887 15.4 1219 16.1 490 12.4 845 15.2 16.8 oakesdaled/s i i 17.1 891 16.0 1227 16.9 489 12.9 846 15.8 17.3 Oakesdaleu/s ! 117.1 833 17.4 1167 17.9 463 13.6 792 17.3 17.4 1 SW 43rd d/s ! ; 22.9 830 17.7 1158 18.3 459 14.0 783 17.6 _ 17.8 SW 43rd u/s i ' 22.9 830 18.2 1158 19.5 459 14.2 783 18.0 1055 17.8 Notes I (1)FEMA uses current land use conditions and does not consider future ' . land 1 conditions. Elevations are from FEMA floodway data tables. (2)FEQ simu ated flows at these locations are based upon frequency analysis of Springbrook Creek i flows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC, 1996) for flows I • based u I on frequency analysis of Panther Creek and Rolling Hills Creek. (3)Flows are)based upon assumption that capacity restriction through Renton Shopping Center is improved such tha no attenuation from isutiface ponding occurs. (4)u/s=upstream,d/s =downstream •1 (5)Rise in F 3MA water surface elevation at SW 16th Street from the confluence of Rolling Hills Creek is due to unresolved discrepa cy at the upstream boundary of 1989 FEMA restudy(FEMA,1989). (6)Conveyance event reflects a severe local rainstorm without pumping restrictions at the BRPS due to high Green River flows. Storage event reflects a high Green River flow event in which the BRPS must restrict pumping rates in accordance with GRIA. I 1 I ' I ' j I . I I I I I ' FIGURE 7.7 I I C 1 1 ! APPENDIX B Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drnrpt01.doc Appendix B September 1998 I 1 it II APPENDIX B EXISTING SITE HYDROLOGY This appendix contai>is;information related to Section IV(A) "Existing Site Hydrology" and is organized as follows: 1. Basin 3 !,North Main Track Basin Figure 'll B.1 - Pre-Development Surface Water Management Drainage Basins.'' This figure indicates existing flow travel path information and existing' (conditions used to complete the Area Weighted Runoff Coefficient table,below. ji Table -,Area Weighted Runoff Coefficient. The table includes soil groups, . hydrologic soil groups, runoff curve numbers, existing land use descriptions, and areas of each particular land use. This information is combined to determine the pervious and impervious- area runoff curve numbers. Table 1 j Pre-Development Surface Water Management Time of Concentration or Travel Time. II Detailed) pre-development Surface Water Management hydrographs for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour events and the 100-year Ili day event. 2. Basin 4 L South Main Track Basin I 1 Figure 13.1 - Pre-Development Surface Water Management Drainage Basins. I This figure indicates existing flow travel path information and existing i conditionsi used to complete the Area Weighted Runoff Coefficient tables, below. Table - Area Weighted Runoff Coefficients for each subbasin. The tables include soil groups, hydrologic soil groups, runoff curve numbers, existing land use descriptions, and areas of each particular land use. This information is combined to determine the pervious and impervious area runoff curve numbers. I ! i Table - Pre-Development Surface Water Management Time of Concentration or Travel Times for each subbasin. 1l • Detailed pre-development Surface Water Management hydrographs for each subbasin for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour events and the 100-year 7-day event. 1 Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\2220\wp\drnrpt01.doc Appendix B-1 September 1998 I 'NM 5-BASIN 4-8 1 4.'',' ' Z % 'W.''Z4*., SCALE: NONE SPRINGBROOK CREEK �, ` ►a !(ji+f ãti: \4& ii,-' - PROJECT SITE . 4. - . l411., c.•• i I I'. •,..4(..4:4•...-•*•144, .4, ' 0 ,, ✓n... . a moo.:+-k t 1 lz 'Li__ -.,,, 4 _.. I.0‘,.. .,."..t.-'..t.,.., ii, Sit .E, 4 11 filoAli\i177 ,f-. .,1...„ .A.-,....-...1 e.,r.:Ittj, .."'-'7.-**74t---7-'---...77-_-_-- ,...'' • I '; IflPiPbb.fttitit 1 I t•'.' t a 0 i►l��at p a C 1-01-j _ ..1.i..,''..... A..I i'•••.: !Irk, ir ,r4000 ' ' 14i;',,-,----- 1, `...:"`' . -= I. ' .1 .......r..,.... , .., __ 43, , 4 hit/ . ,,,../zsr_ ---....----,ar.s. ., 11 111400i 1 f i • l\ '14fl€flt iitn • 7 �/7 , � �/ : ,.,iri....r.r ti,itt q /""awi __� tI ; isi SW 16th STD .y•. •.." !i 1 "/ 14 i{ i= -\ It r t ; I iii -• ! TLk '''4.:: -!''‘' 'k ,��� E„1 "ft.�! i[,• ,r....+ ., s+++�,_ •�'„ 8 .,:rmr.an � €_E iJ •+c.1} / 4'...41 SITE SOIL GROUPS r. ;i, ! /�� - ,• ¢T �__ uta UR - URBAN LAND , --._ _. , g \.. .. \) p 1 ' ti"`y.." :K C ^•p .a` � :..., ,+.Sy.: I � r 01 meg .Yr •ice 1 WO - WOODINVILLE SILT LOAM l\\\� __ • ___ - PY - PUYALLUP FINE SANDY LO ! ' BNRR- _ I NG - NEWBERG SILT LOAM z, -- -- , ,',-' -•` �' : I"x _ UPRR = rf ‘...„,..,. \ % .. 00.5011111114 NO gi ..:Ibi•- 01 ' 8 von. „.‘41:1 Slit , III , !,,cili a , - .:- ----• ; , 1 rai-Ap,, _ y k1 II ._ I •-- AS- AHIGW WAi ' ' _ EST V 4611 GREEN RIVER l G NM.. 1 �� IN A�•..,11L - era MOM Pi ns . . ..� . M Ifw.� flY ACCEPT M PRE-DEVELOPMENT DRAINAGE BASINS •••••-+• �_•••�• - - °' ""� ` °"' FIG. B.1 . _ SURFACE PRO ECT NA©E�AENT ,��0;t__AVAIEFACOr 01•002 ia:%son i OPAL)MASTER wMCArAES CAT ICE PARK I Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development Area Weighted Runoff Coefficient Post-Development CSTC Drainage Basin A (North Main Track Basin) Sub-Basin A-2 Soil Hydrologic Curve Land Use Area I Weight I Weighted Group Group Number Description (sO Curve Number Ur I D 98 Building Roofs 392,512 1 14% 13.56 Ur D 98 , Pavements 733,588 1 26% j 25.35 Ur 1 91 , Gravel Parking Lots 158,000 6% 5.07 Ur I 1 D 90 1 Landscaping(good) 1 980,705 35% ! 31.12 Ur 1 D 90 Lawns(good) 380,501 13% 12.07 Ur D 100 Water Surfaces 182,098 6% 6.42 Py ,B 80 Lawns(good) 8,978 0% 0.25 TOTALS I 2,836,382 I 100% 93.84 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2E Impervious area(curve number>=98) = 30.03 Acres Impervious area curve number = 98.28 Pervious area (curve number<98) = 35.08 Acres Pervious area curve number = 90.04 Basin Composite Curve Number = 93.84 BLsin Total Areal = 65.11 Acres 013747/2210/engr/-Kbcalc16.xls[Post CSTC A-2] 9/11/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project (SWMP) Post-Development CSTC Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-2 Sheet Flow(4pplicable to rc only) Surface description (see Table 3.5.2C) asphalt parking Ipt 's Manning's roughness coefficient, nSh 0 011 ' Flow length (Lk=300'), —'-sheet 70 feet: 2-year,24-hogr rainfall, P2 2A00indhei Land slope, Sheet 0•00titt 1 Tt sheet 0.02 hours 1 n Tt sheet 1.15 min Channel Flow, Section 1 Surface description (see Table 3.5.2C) concrete Pipe Flow length, Lch annel Watercourse ,lope, S channel 6,906 Factor, kc (see Table 3.5.2C) 42 Velocity, Vc,he1 3.0 f/s Tt channel 0.11 hours Tt channel 6.85 min Results:Basin A (Post-Development) Total Tc or Tt 0.13 hours Total Tc or Tt 8.00 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet!modified to conform with Section 3.5.2 of the King County Suiface Water Design Manual 013893/2220/engr-Kbcalc17.xls[Post-CSTC A-2] 9/11/98 Sverdrup Civil,Inc. ' 9/11/98 10 :43 :24 am " Sverdrup Civil Inc page 1 THE BOEING COMPANY ;, SURFACE WATER MANAGEMENT PROJECT POST CSTC, BASIN A-2 ' BASIN SUMMARY BASIN I : AA-2-10 j NAME: BASIN A-2 POST CSTC, 10YR SBUH ME HODOLOGY I • TOTAL EA • 65 . 11 Acres BASEFLOWS: 0 . 00 cfs ' RAINFAL TYPE KC24HR PERV IMP . PRECIPI'ATION • 2 . 90 inches AREA. . : 35 ..08 Acres 30 . 03 Acres TIME IN ERVAL • 10 . 00 min CN • 90 . 04 98 .28 TC • 8 . 00 min 8. 00hmin ABSTRAC ION COEFF:I 0 .20 i` PEAK RA E: 38 .22 cfs VOL: 12 .30 Ac-ft TIME: 480 min II BASIN I : AA-2-100Ii NAME: BASIN A-2 POST CSTC, 100YR SBUH ME HODOLOGY ' TOTAL EA 65 .11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIP#ATION • 3 . 90 inches AREA. . : 35 . 08 Acres 30 . 03 Acres TIME IN ERVAL • • 10 . 00 min CN • 90 . 04 98 .28 TC • • 8 . 00 min 8 . 006min ABSTRAC ION COEFF: 0 .20 PEAK RA E: 54 . 58 cfs VOL: 17. 52 Ac-ft TIME: 480 min BASIN I : AA-2-2 • NAME: BASIN A-2 POST CSTC, 2YR SBUH ME HODOLOGY TOTAL EA •' ; 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPI ATION • 2 . 00 inches AREA. . : . 35 . 08 Acres 30 . 03 Acres TIME IN ERVAL , •] 10 . 00 min CN • 90 . 04 98 . 28 TC • 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 23 . 74 cfs VOL: 7 . 72 Ac-ft TIME: 480 min BASIN I : AA-2-25i1 NAME: BASIN A-2 POST CSTC, 25YR SBUH ME HODOLOGY TOTAL EA • i65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPI ATION • j 3 .40 inches AREA. . : 35 . 08 Acres 30 . 03 Acres TIME IN ERVAL • I 10 . 00 min CN • 90 . 04 98 . 28 TC 8 . 00 min 8 . 006min ABSTRAC ION COEFF: 0 . 20 PEAK RA E: 46 .39 cfs VOL: 14 . 90 Ac-ft TIME: 480 min , 9/11/98 10 :43 :2 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST CSTC, BASIN A-2 BASIN SUMMARY BASIN ID: AA-2-5 NAME: BASIN A-2 POST CSTC, 5YR SBUH METHODOLOGY TOTAL AREA 65 .11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE L KC24HR PERV • IMP PRECIPITATION 2 .40 inches AREA. . : 35 . 08 Acres 30 . 03 Acres ' _ TIME INTERVAL 10 . 00 min CN • 90 . 04 98 .28 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF 0 .20 PEAK RATE: 30 . 12 cfs VOL: 9 . 74 Ac-ft TIME: 480 min BASIN ID: AA-2-50 NAME: BASIN A-2 POST CSTC, 50YR SBUH METHODOLOGY TOTAL AREA 65 . 11 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION: . . . : 3 .45 inches AREA. . : 35 . 08 Acres 30 . 03 Acres ,__. TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 28 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 47 .20 cfs VOL: 15 . 16 Ac-ft TIME: 480 min BASIN ID: AA-2-WQ NAME: BASIN A-2 POST CSTC, WQ SBUH METHODOLOGY TOTAL AREA • 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 0 . 67 inches AREA. . : 35 . 08 Acres 30 . 03 Acres ,_ , TIME INTERVAL. . . . :: 10 . 00 min CN '• 90 . 04 98 .28 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 4 .41 cfs VOL: 1 . 62 Ac-ft TIME: 480 min I , The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Post-Development CSTC Drainage Basin A (Delta Area Basin) Sub-Basin A-3 ' Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number . Description (sf) Curve Number Ur D ' 90 !Landscaping(good) 121,924 24% 21.37 Ur D 100 . !Water Surfaces 42,836 8% 8.34 _ Ur D 91 1 Gravel Parking Lots 5,500 1% 0.97 Ur I C 87 ' !Sand Racing Track(dirt road) I 59,753 12% 10.12 Ur D 92 ' Horse Walking Areas(fair) 16,739 3% 3.00 ' Py I B j 80 . Landscaping(good) 180,242 35% 28.08 Py B 85 ' Gravel Parking Lots 22,966 4% 3.80 Py B 78 , Meadow 41,250 8% 6.27 Py B 80 ;Lawns(good) 1,347 0% 0.21 Py 1 B 100' Water Surfaces 20,956 4% 4.08 TOTALS I 1 1 '! ! 513,513 100% 86.25 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. Hydrologic roups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>=98) = 1.46 Acres Impervious area curve number = 100.00 Pervious area(curve number<98) = 10.32 Acres Pervious area curve number = 84.29 Basin Composite Curve Number = 86.25 Basin Total Area' = 11.79 Acres 01 38 9 3/222 0/engr/-Kbcalcl6.xls[Post-CSTC A-3] 9/11/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project (SWMP) Post-Development CSTC Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-3 Sheet Flow(Applicable to T c only) Surface description (see Table 3.5.2C) lawn:,:: Manning's roughness coefficient, nsheet Flow length (L<=300), Lsneet 200,fee# 2-year, 24-hour rainfall, P2 2.00 inches"":'; Land slope, Ssheet Ttsheet 0.36 hours Ttsheet 21.6 min Shallow Concentrated Flow Surface description (see Table 3.5.2C) brushy ground..Witf7somitrees;.•`, Flow length, Lsheilow Watercourse slope, Sshanow 0.060 ft/ft ' ,,:.`` , Factor, ks (see Table 3.5.2C) Velocity, Vshanow i 1.2 f/s Ttshallow 0.07 hours Tt shallow 4.4 min Results:Basin A (Post-Development) Total To or Tt 0.43 hours Total To or Tt 1 126.0 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalc17.xls[Post-CSTC A-3] 9/11/98 Sverdrup Civil,Inc. I I ,1 9/11/98 10 :43 :37im Sverdrup Civil Inc page 1 THE BOEING COMPANY I SURFACE ATER MANAGEMENT PROJECT POST CST BASIN A�3 BASIN SUMMARY j , , BASIN ID: AA-3-10 NAME: BASIN A-3 ,POST CSTC, 10YR SBUH MET ODOLOGY - TOTAL AR A • 11.78 Acres BASEFLOWS: '0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP ! PRECIPITr•TION 2 . 90 inches AREA. . : 10 .32 Acres 1 .46� Acres TIME INT RVAL 10 . 00 min . CN • 84 .29 99 . 99 _ I TC • 26 . 00 min 26 . 00 'min ABSTRACT ON COEFF: 0 .20 i ' PEAK RAT : 3 .43 ifs VOL: 1 . 60 Ac-ft TIME: 480 min BASIN ID: AA-3-100 NAME: BASIN A-3 POST CSTC, 100YR 1 1 SBUH METHODOLOGY I TOTAL AT:A 11. 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 10 .32 Acres 1 .46 Acres TIME INTERVAL 10 . 00 .min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 001min ABSTRACTION COEFF: 0 .20 PEAK RAT : 5 . 55 cfs VOL: 2 .46 Ac-ft TIME: ' 480 min BASIN ID: AA-3-2 NAME: BASIN A-3 POST CSTC, 2YR SBUH METHODOLOGY TOTAL ARIA • 11. 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 10 . 32 Acres 1 .46 Acres TIME INTERVAL ' • 10 . 00 min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 00 ;min ABSTRACTION COEFF: 0 .20 PEAK RAT! : • 1 . 71 cfs VOL: 0 . 89 Ac-ft TIME: 480 min BASIN ID: AA-3-25 NAME: BASIN A-3 POST CSTC, 25YR SBUH MET ODOLOGY TOTAL ARIA • 11 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • I KC24HR PERV IMP i PRECIPITATION • I 3 .40 inches AREA. . : 10 . 32 Acres 1 .46 Acres 1 TIME INTERVAL 10 . 00 min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 00 .min ABSTRACTION COEFF: I 0 . 20 PEAK RAT! : 4 .47 cfs VOL: 2 . 02 Ac-ft TIME: 480 min , Civil Inc page 2 1 98 10 :43 :37 am • Sverdrupp g 9/1 / THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST CSTC, BASIN A-3 BASIN SUMMARY BASIN ID: AA-3-5 NAME : BASIN A-3 POST CSTC, 5YR SBUH METHODOLOGY TOTAL AREA 11 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2 .40 inches. . AREA. . : 10 .32 Acres 1 .46 Acres I ' TIME INTERVAL 10 . 00 min CN • 84 .29 99 . 99 TC • '26 . 00 min 26 . 00 min ABSTRACTION COEFF: 0 .20 ' I PEAK RATE: 2 .44 cfs VOL: 1.20 Ac-ft TIME: 480 min BASIN ID: AA-3-50 NAME: BASIN A-3 POST CSTC, 50YR SBUH METHODOLOGY TOTAL AREA 11 . 78 Acres • BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP I PRECIPITATION 3 .45 inches AREA. . : 10 . 32 Acres 1.46 Acres . _, TIME INTERVAL 10 . 00 min CN • 84 .29 99 . 99 TC • • 26 . 00 min ' 26 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 4 . 58 cfs VOL: 2 . 07 Ac-ft TIME: 480 min BASIN ID: AA-3-WQ NAME: BASIN A-3 POST CSTC, WQ SBUH METHODOLOGY TOTAL AREA 11 :78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE L KC24HR PERV IMP PRECIPITATION 0 . 67 inches AREA. . : 10 . 32 Acres 1 .46 Acres TIME INTERVAL 10 . 00 min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 18 cfs VOL: 0 . 12 Ac-ft TIME : 480 min I__ Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development Area Weighted Runoff Coefficient Post-Development Building 25-20 .Drainage Basin A (North Main Track Basin) Sub-Basin A-2 •Soil hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (sf) Curve Number Ur D 98 Building Roofs 392,512 14% 13.56 Ur D 98 Pavements 766,896 27% 26.50 Ur D 91 Gravel Parking Lots 158,000 6% 5.07' _ Ur j D 90 , Landscaping(good) 947,397 33% 30.06 Ur D 90 Lawns(good) 380,501 I 13% 12.07 Ur D 100 Water Surfaces 182,098 6% 6.42 Py B 80 Lawns(good) 8,978 0% 0.25, TOTALS 2,836,382 I 100% I 93.94 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>= 98) = 30.80 Acres Irrtpervious area lcuve number = 98.27 PI rvious area(curve number< 98) = 34.32 Acres P�rvious area curve number = 90.05 Basin Composite Curve Number = 93.94 Basin Total Area , = 65.11 Acres II i 4 I •13747/2210/engr/-Kbcalcl6.xls[Post-2520 A-2] 9/11/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project (SWMP) Post-Development Building 25-20 Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-2 Sheet Flow(Applicable to T, only) Surface description (see Table 3.5.2C) asphalt parking(ot ` Manning's roughness coefficient, nsheet 0.011; Flow length (L =300'), Lsheet 70 feet2. : 2-year, 24-hour rainfall, P2 2;04 inches; ". ; _ Land slope, Sslheet 0;020.ftlft Ttsheet 0.02 hours Ttsheet 1.15 min Channel Flow, Section 1 Surface description (see Table 3.5.2C) concrete.pipc.:, . Flow length, l-channel 1220 ft Watercourse slope, Schannel 0.00510t;': Factor, kc (see Table 3.5.2C) 42. : . ';` I Velocity, Vchannel 3.0 f/s Ttchannel 0.11 hours Tt channel 6.85 min Results:Basin A (Post-Development) - Total Tc or Tt 0.13 hours Total Tc or Tt 8.00 min Notes: 1. Worksheet'is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheetimodified to conform with Section 3.5.2 of the King County Su face Water Design Manual it 013893/2220/engr-Kbcalc17.xls[Post-2520 A-2] 9/11/98 Sverdrup Civil,Inc. 9/11/98 10 :44 :10 am Sverdrup Civil Inc page 1 THE BOEING COMPANY II SURFACE WATER MANAGEMENT PROJECT ,i POST BL G 25-20, BASIN A-2 , I. I I BASIN SUMMARY -- BASIN I : BA-2-10 NAME: BASIN A-2 POST 25-20, 10YR SBUH ME HODOLOGY TOTAL EA •' 65 .12 Acres BASEFLOWS : 0 . 00 cfs II RAINFAL TYPE •, i KC24HR PERV IMP PRECIPI ATION • 2 . 90 inches AREA. . : • 34 . 32 Acres 30 . 80 Acres TIME IN ERVAL •' 10 . 00 min CN • 90 . 05 98 . 27 TC • 8 . 00 min 8 . 00 ' min ABSTRACTION COEFF: 0 .20 PEAK RATE: 38 .38 cfs VOL: 12 .35 Ac-ft TIME: 480 min BASIN II : BA-2-100' NAME: BASIN A-2 POST 25-20, 100YR SBUH METHODOLOGY TOTAL A ',EA • 65 . 12 Acres • BASEFLOWS : ' 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPITATION 3 . 90 inches AREA. . :. 34 .32 Acres 30 . 80 Acres ' TIME IN ERVAL •' 10 . 00 min CN • 90 . 05 98 . 27 TC • 8 . 00 min 8 . 00ilmin .ABSTRAC ION COEFF:' 0 .20 PEAK RA E: 54 .73 cfs VOL: 17 .58 Ac-ft TIME: 480 min BASIN I : BA-2-2 NAME: BASIN A-2 POST 25-20, 2YR SBUH ME HODOLOGY TOTAL AlEA • 65 . 12 Acres BASEFLOWS: 0 . 00 cfs RAINFAL TYPE •, I KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 34 . 32 Acres 30 . 80 Acres TIME IN ERVAL 10 . 00 min CN • 90 . 05 98 .27 TC • ' 8 . 00 min 8 . 00 min ABSTRAC ION COEFF: 0 . 20 PEAK RA E: 23 . 89 cfs VOL: 7. 77 Ac-ft TIME: 480 min BASIN I ' : BA-2-25 i . NAME : BASIN A-2 POST 25-20, 25YR SBUH METHODOLOGY TOTAL AREA • 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP , , PRECIPI ATION •' 3 .40 inches AREA. . : 34 .32 Acres 30 . 80 Acres TIME IN ERVAL • j 10 . 00 min CN • 90 . 05 98 . 27 TC 8 . 00 min 8 . 00ifmin ABSTRACTION COEFF: 0 .20 PEAK RATE: 46 .55 rcfs VOL: 14 . 95 Ac-ft TIME : 480 min I , ' I_- j I' F . I it 1 s 9/11/98 10 :44 :10 am Sverdrup .Civil Inc page 2 THE BOEING COMPANY ii SURFACE WATER MANAGEMENT PROJECT POST BLDG 25-20, BASIN A-2 BASIN SUMMARY I BASIN ID: BA-2-5 NAME: BASIN A-2 POST 25-20, 5YR SBUH METHODOLOGY TOTAL AREA 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION �• 2 .40 inches AREA. . : 34 .32 Acres 30 . 80 Acres !_ TIME INTERVAL �• 10 . 00 min CN • 90 . 05 98 .27 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 30 .28 cfs VOL: 9 . 78 Ac-ft TIME: 480 min BASIN ID: BA-2-50 NAME: BASIN A-2 POST 25-20, 50YR SBUH METHODOLOGY TOTAL AREA 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 3 .45 inches AREA. . : 34 .32 Acres 30 . 80 Acres TIME INTERVAL 10 . 00 min CN • 90 . 05 98 .27 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF': 0 .20 PEAK RATE: 47. 36 cfs VOL: 15 .22 Ac-ft TIME: 480 min BASIN ID: BA-2-WQ NAME: BASIN A-2 POST 25-20, WQ SBUH METHODOLOGY TOTAL AREA i• 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE I• KC24HR PERV IMP PRECIPITATION I• 0 . 67 inches AREA. . : 34 .32 Acres 30 . 80 Acres TIME INTERVAL I• 10 . 00 min CN • 90 . 05 98 .27 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 4 . 50 cfs VOL: 1 . 65 Ac-ft TIME: 480 min l j . i - i • . The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Post-Development Building 25-20 Drainage Basin A (Delta Area Basin) . Sub-Basin A-3 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (sf) Curve Number Ur D 90 Landscaping(good) 121,924 24% 1 21.37 Ur D 10'0 Water Surfaces 42,836 8% 8.34 Ur j D I 91 ' 'Gravel Parking Lots 5,500 1% 0.97 Ur II C I 87 (Sand Racing Track(dirt road) ; 59,753 12% I 10.12 Ur 1 D 92 Horse Walking Areas(fair) 16,739 3% 3.00 Py B 80 Landscaping(good) 180,242 35% 28.08 Py B 85 I Gravel Parking Lots 22,966 4% 3.80 Py B 78 , Meadow 41,250 8% 6.27 Py B 80 Lawns(good) 1,347 0% 0.21 PY I 1 B I 100 Water Surfaces 20,956 4% 4.08 TOTALS i I I I 513,513 I 100% I 86.25 Notes: 1 . 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2E Impervious area(curve number>= 98) = 1.46 Acres I pervious area curve number = 100.00 Pervious area(curve number<98) = 10.32 Acres Pervious area curve number = 84.29 I Basin Composite Curve Number = 86.25 Basin Total Areal = 11.79 Acres ; I 0'3893/2220/engr/-Kbcalcl6.xls[Post-2520 A-3] 9/11/98 Sverdrup Civil,Inc. I - The Boeing Company Surface Water Management Project (SWMP) '. i Post-Development Building 25-20 Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-3 Sheet Flow(Applicable to T c only) Surface description (see Table 3.5.2C) lawn:,-- „ :'` ,:` . :.; Manning's roughness coefficient, sheet Flow length (L<=300'), Lsneet 200 feef, ;: 2-year, 24-hour rainfall, P2 2.00 inches: ,:,„°„„ Land slope, Ssheei 0:020 ftfft:„:;'' Tt sheet 0.36 hours Ttsheet 21.6 min Shallow Concentrated Flow Surface description (see Table 3.5.2C) brushy grourid;with sorrie trees"":_ — Flow length, Lshaliow 325 ft;;, Watercourse slope, Sshallow 0060 ; y°.:.` Factor, ks (see Table 3.5.2C) 5 ;:..: . Velocity, Vshallow 1.2 f/s Ttshallow 0.07 hours Ttshallow 4.4 min Results:Basin A (Post-Development) Total T,or Tt 0.43 hours Total T,or Tt 126.0 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual - ,1 013893/2220/engr-Kbcalcl7.xls[Post1,2520 A-3] 9/11/98 Sverdrup Civil,Inc. I - I 9/11/98 10 :44 :28am • Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST BLIG 25-20, BASIN A-3 ' BASIN SUMMARY BASIN I : BA-3-10 ! NAME: BASIN A-3 POST 25-20, 10YR SBUH METHODOLOGY TOTAL AEA 11 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2 . 90 inches AREA. . : 10 . 32 Acres 1 .46 Acres TIME IN7ERVAL 10 . 00 min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 00Imin ABSTRACTION COEFF 0 .20 PEAK RA E: 3 .43 licfs VOL: 1. 60 Ac-ft TIME: 480 min BASIN I4 : BA-3-100 , NAME: BASIN A-3 POST 25-20, 100YR SBUH METHODOLOGY TOTAL AREA •' 11 . 78 Acres BASEFLOWS: 0 . 00 cfs. RAINFALL TYPE KC24HR PERV IMP PRECIPI ATION •, , 3 . 90 inches AREA. . : 10 .32 Acres 1.46 Acres TIME IN ERVAL 10 . 00 min CN • 84 . 29 99 . 99 TC 26 . 00 min 99 . 99 26 . 00 ABSTRAC I ION COEFF:i 0 . 20 II PEAK RATjE: 5 . 55 cfs VOL: 2 .46 Ac-ft TIME: 480 min BASIN ID: BA-3-2 ! NAME: BASIN A-3 POST 25-20, 2YR I SBUH METHODOLOGY TOTAL AREA 111 . 78 Acres BASEFLOWS: 0 . 00 cfs I RAINFALL TYPE KC24HR PERV IMP PRECIPITATION! 2 . 00 inches AREA. . : 10 . 32 Acres 1 .46 Acres TIME INTERVAL •', ; 10 . 00 min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 00 min ABSTRACTION COEFF:i 0 .20 PEAK RA]'E: 1 . 71 ;cfs VOL: 0 . 89 Ac-ft TIME: 480 min BASIN ID: BA-3-25 ' , NAME: BASIN A-3 POST 25-20, 25YR I SBUH METHODOLOGY I TOTAL AREA 11 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALLL TYPE KC24HR PERV IMP PRECIPITATION 3 .40 inches AREA. . : 10 : 32 Acres 1 .46 Acres TIME INTERVAL 10 . 00 min CN • 84 . 29 99 . 99 TC • 26 . 00 min 26 . 00 min ABSTRACTION COEFF 0 .20 I PEAK RATE: 4 .47. Hcfs VOL: 2 . 02 Ac-ft TIME: 480 min i 1 I 9/11/98 10 :44 :28 -am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE' WATER MANAGEMENT PROJECT POST BLDG 25-20, BASIN A-3 BASIN SUMMARY ; i BASIN ID: BA-3-5 NAME: BASIN A-3 POST 25-20, 5YR iI SBUH METHODOLOGY TOTAL AREA - 11. 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV • IMP I ' PRECIPITATION • 2 .40 inches AREA. . : 10 .32 Acres 1 .46 AcresL. TIME INTERVAL 10 . 00 min CN • 84 .29 99 . 99 TC • 26 . 00 min 26 . 00 min ,- ABSTRACTION COEFF: 0 .20 • 'Ii, PEAK RATE: 2 .44 cfs VOL: 1 .20 Ac-ft TIME: 480 min BASIN ID: BA-3-50 NAME: BASIN A-3 POST 25-20, 50YR SBUH METHODOLOGY TOTAL AREA • 11. 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION i• 3 .45 inches AREA. . : 10 .32 Acres 1.46 Acres ` _' TIME INTERVAL 10 . 00 min CN • 84 .29 99 . 99 TC • 26 . 00 min 26 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 4 . 58icfs VOL: 2 . 07 Ac-ft TIME: 480 min I _ BASIN ID: BA-3-WQI NAME: BASIN A-3 POST 25-20, WQ SBUH METHODOLOGY 1 TOTAL AREA • 11 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP � ! • PRECIPITATION • 0 . 67 inches AREA. . : 10 .32 Acres 1 .46 Acres , ! TIME INTERVAL I• 10 . 00 min CN • 84 .29 99 . 99 TC • 26 . 00 min 26 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 18 cfs VOL: 0 . 12 Ac-ft TIME: 480 min • I � ' Boeing Commercial Airplane Group Boeing Family Center Building 25-10 Site Development _ Area Weighted Runoff Coefficient . Post-Development Building 25-10 Drainage Basin A (North Main Track Basin) • Sub-Basin A-2 ji . Soil lfydrologic Curve I Land Use Area Weight Weighted Group Group Number Description (s0 Curve Number Ur 1 D 98 I Building Roofs 392,512 14% I 13.561' Ur D 98 I Pavements 800,204 28% 27.651I Ur D 911 I Gravel Parking Lots 158,000 6% 5.07 I Ur D I 90 : I Landscaping(good) 947,397 33% 1 30.0611 Ur I D 90 Lawns(good) 347,193 12% 11.021 Ur I D 100 Water Surfaces 182,098 6% 6.42 Py B I 98 I Pavements 8,978 0% 0.31 TOTALS I I 1 1 2,836,382 1 100% 1 94.09 Notes: 1 ' 1. Soil group estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. HydrologiC groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Nu bers determined from King County Surface Water Design Manual,Table 3.5.2B I ' Impervious area(curve number>=98) = 31.77 Acres Impervious area curve number = 98.26 Pervious area (curve number<98) = 33.35 Acres Pervious area curve number = 90.11 Basin Composite Curve Number = 94.09 B sin Total Area = 65.11 Acres I j II I I , � I • — I ' 013893/2220/engr/-Kbcalc16.xls[Post-2510 A-2] 9/11/98 Sverdrup Civil,Inc. , I ii The Boeing Company Surface Water Management Project (SWMP) Pre-Development SWMP (Post-Development Building 25-10: Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-2 Sheet Flow(Applicable to T c only) Surface description (see Table 3.5.2C) asphalt"parking lot Manning's roughness coefficient, nsheet 0 011 -'" =,' ;= . _-,- Flow length (L<=300'), Lsheet 70 fleet i xF 2-year, 24-hour rainfall, P2 2:00 inches > , :` :> Land slope, Ssneet 0:020 ftlft Ttsheet 0.02 hours Tt sheet 1.15 min Channel Flow, Section 1 Surface description (see Table 3.5.2C) concrete Flow th len 1220 ft length, [-channel Watercourse slope, Schannel 0:005.ft/ft ..: Factor, kc(see Table 3.5.2C) Velocity, Vchannei 3.0 f/s Ttchannel 0.11 hours Ttchannel 6.85 min Results:Basin A (Post-Development) j Total Tc or Tt ! 0.13 hours Total Tc or Tt 8.00 min Notes: 1. Worksheets is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalcl7.xls[Post-2510 A-2] 9/11/98 Sverdrup Civil,Inc. 9/11/98 10 :44 :46 am Sverdrup Civil Inc page 1 THE BOEING COMPANY 1 SURFACE ATER MANAGEMENT PROJECT POST BLDG 25-10, BASIN A-2 LI I I BASIN SUMMARY 1 1 BASIN ID : CA-2-10 NAME: BASIN A-2 POST 25-10, 10YR SBUH ME HODOLOGY TOTAL "EA • 65 . 12 Acres BASEFLOWS: 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPI ATION • 2 . 90 inches AREA. . : 33 .35 Acres 31 . 77 Acres TIME IN ERVAL 10 . 00 min CN • 90 . 11 98 . 2E TC • • 8 . 00 min 8 . 00 min ABSTRAC ION COEFF: 0 .20 PEAK RA E: 38 . 62 cfs VOL: 12 .43 Ac-ft TIME: ' 480 min BASIN ID : CA-2-100 NAME: BASIN A-2 POST 25-10, 100YR 1 SBUH ME HODOLOGY TOTAL ,EA • 65 . 12 Acres BASEFLOWS: 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPI ATION • 3 . 90 inches AREA. . : 33 .35 Acres 31. 77 Acres TIME IN ERVAL 10 . 00 min CN • 90 . 11 98 .26 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 54 . 97 cfs VOL: 17. 66 Ac-ft TIME: • 480 min BASIN ID : CA-2-2 NAME: BASIN A-2 POST 25-10, 2YR SBUH ME HODOLOGY TOTAL EA • 65 . 12 Acres BASEFLOWS: 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPI ATION • 2 . 00 inches AREA. . : 33 . 35 Acres 31 . 77 Acres TIME IN ERVAL 10 . 00 min CN • 90 . 11 98 . 2 TC 8 . 00 min 8 . 00 min ABSTRAC ION COEFF: 0 .20 PEAK RA E : 24 . 12 cfs VOL: 7. 83 Ac-ft TIME: 480 min BASIN I : CA-2-25 NAME: BASIN A-2 POST 25-10, 25YR SBUH ME HODOLOGY TOTAL EA. . .. . . . . : 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPI ATION • 3 .40 inches AREA. . : 33 .35 Acres 31 . 77 Acres TIME IN ERVAL • • 10 . 00 min CN • 90 . 11 98 . 26 TC 8 . 00 min 8 . 00min ABSTRACTION COEFF: 0 . 20 PEAK RA E: 46 . 78 cfs VOL: 15 . 03 Ac-ft TIME: 480 min 1 1 II I 1 - 1 I 1 i 9./11/98 . 10 :44 :46 am Sverdrup Civil Inc page 2 ' : THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST BLDG 25-10, BASIN A-2 BASIN SUMMARY BASIN ID: CA-2-5 NAME: BASIN A-2 POST 25-10, 5YR , 1 SBUH METHODOLOGY ` ` TOTAL AREA 65 . 12 Acres ' BASEFLOWS: 0 . 00 ,cfs RAINFALL TYPE KC24HR PERV IMP j ' PRECIPITATION 2 .40 inches AREA. . : 33 .35 Acres 31 . 77 Acres Li TIME INTERVAL 10 . 00 min CN • 90 . 11 98 . 26 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 I . PEAK RATE: 30 .52icfs VOL: 9 . 86 Ac-ft TIME: 480 min BASIN ID: CA-2-50 NAME:' BASIN A-2 POST 25-10, 50YR SBUH METHODOLOGY ' J TOTAL AREA 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV ' IMP j PRECIPITATION 3 .45 inches AREA. . : 33 .35 Acres 31 . 77 Acres TIME INTERVAL 10 . 00 min CN • 90 . 11 98 .26 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 If PEAK RATE: 47 . 60 cfs VOL: 15 .30 Ac-ft TIME: 480 min BASIN ID: CA-2-WQ NAME: BASIN A-2 POST 25-10, WQ SBUH METHODOLOGY TOTAL AREA 65 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP j ! PRECIPITATION 0 . 67 inches AREA. . : 33 . 35 Acres 31 . 77 Acres TIME INTERVAL 10 . 00 min CN • 90 .11 98 . 26 TC 8 . 00 min 8 . 00 min , ABSTRACTION COEFF: 0 .20 PEAK RATE: 4 . 62 cfs VOL: 1 . 68 Ac-ft TIME: 480 min j , 1 1 1 ii The Boeing Company Surface Water Management Project(SWMP) - I Area Weighted Runoff Coefficient Post-Development Building 25-10 II II, Drainage Basin A (Delta Area Basin) Sub-Basin A-3 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (sf) Curve Number Ur D 90 Landscaping(good) 121,924 32% 28.83 Ur D 100 Water Surfaces 42,836 11% 11.25 Py B 98 Pavements 5,248 1% 1.35j' Py ! B 80 Landscaping(good) 189,678 50% 39.86 Py B I 10,0 Water Surfaces 20,956 6% 5.51 TOTALS I 380,642 I 100% ( 86.80 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2E Impervious area((curve number>=98) = 1.58 Acres l pervious area curve number = 99.85 Pervious area(curve number<98) = 7.15 Acres P rvious area curve number = 83.91 Basin Composite Curve Number = 86.80 Basin Total Areal ' = 8.74 Acres II i i II 013893/2220/engr/-Kbcalcl6.xls[Post-2510 A-3] 9/11/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project (SWMP) Post-Development Building 25-10 Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-3 Sheet Flow(Applicable to T c only) Surface description (see Table 3.5.2C) lawn:< ,. -£; Manning's roughn',ess coefficient, nsheet 0:15 Flow length (L<=300'), sheet 200:feet' 2-year, 24-hour rainfall, P2 2 00 inches .;; ;< '` - Land slope, Ssheet 0 020 ff/ft: .7 Ttsneet 10.36 hours Ttsheet 21.6 min Shallow Concentrated Flow Surface description (see Table 3.5.2C) brushy grounii}with•aonie trees` ~" Flow length, L hallow 125 ft"; { Watercourse slope, Sshallow 0060;ft/ft° ;'=. • Factor, ks (see Table 3.5.2C) Velocity, Vshallow 11.2 f/s Ttshallow 10.03 hours Tt shallow 11.7 min Results:Basin A (Post-Development) Total Te or Tt 10.39 hours Total Tc or Tt j 23.3 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet m edified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalc17.xls[Post-2510 A-3] 9/11/98 Sverdrup Civil,Inc. 9/11/98 10 :45 :3 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST BLDG 25-10, BASIN A-3 BASIN SUMMARY BASIN ID: CA-3-10 NAME: BASIN A-3 POST 25-10, 10YR SBUH METHODOLOGY TOTAL AREA • 8 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALLTYPE • KC24HR PERV IMP PRECIPIT TION • 2 . 90 inches AREA. . : 7 . 15 Acres 1 . 59 Acres TIME INTERVAL 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 .30 min 23 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RAT, : 2 . 75 cfs VOL: 1. 23 Ac-ft TIME: 480 min BASIN ID: CA-3-100; NAME: BASIN A-3 POST 25-10, 100YR SBUH METHODOLOGY TOTAL AREA • 8 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • I . 3 . 90 inches AREA. . : 7 . 15 Acres 1 . 59 Acres TIME INTERVAL • I 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 .30 min ABSTRACTION COEFF: 0 .20 PEAK RAT : 4 .39 cfs VOL: 1 . 87 Ac-ft TIME: 480 min BASIN ID: CA-3-2 I NAME: BASIN A-3 POST 25-10, 2YR SBUH METHODOLOGY TOTAL AREA • 8 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 2 . 00 inches AREA. . : 7 . 15 Acres 1 . 59 Acres TIME INTERVAL 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 1 .43 cfs VOL: 0 . 70 Ac-ft TIME: 480 min BASIN ID: CA-3-25 NAME : BASIN A-3 POST 25-10, 25YR SBUH METHODOLOGY TOTAL AREA • 8 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL1TYPE • KC24HR PERV IMP PRECIPITAATION 3 .40 inches AREA. . : 7 . 15 Acres 1 . 59 Acres TIME INTERVAL 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 .30 min 23 .30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 3 .56 cfs VOL: 1. 55 Ac-ft TIME: 480 min 9/11/98 10 :45 :3am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST BLDG 25-10, BASIN A-3 BASIN SUMMARY BASIN ID: CA-3-5 NAME: BASIN A-3 POST 25-10, •5YR SBUH METHODOLOGY TOTAL AREA 8 . 74 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE L KC24HR PERV IMP PRECIPITATION 2 .40 inches AREA. . : 7 . 15 Acres 1 . 59 Acres TIME INTERVAL 10 . 00 min CN- • 83 . 91 99 . 85 TC • 23 . 30 min 23 .30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1. 99 cfs VOL: 0 . 93 Ac-ft TIME: 480 min BASIN ID: CA-3-50 NAME: BASIN A-3 POST 25-10, 50YR SBUH METHODOLOGY TOTAL AREA • 8 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 3 .45 inches AREA. . : 7 . 15 Acres 1 . 59 Acres ! TIME INTERVAL. . . . : 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 .30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 3 . 64 cfs VOL: 1 .58 Ac-ft TIME: 480 min BASIN ID: CA-3-WQ NAME: BASIN A-3 POST 25-10, WQ SBUH METHODOLOGY TOTAL AREA • 8 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 7 . 15 Acres 1 . 59 Acres TIME INTERVAL • 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 .30 min 23 .30 min ABSTRACTION COEFFI: 0 .20 PEAK RATE: 0 . 21 cfs VOL: 0 . 11 Ac-ft TIME: 480 min • ' The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient 1 Pre-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin 4-1 Soil Hydrologic Curve j Land Use Area Weight ' Weighted Group i Group I Number 1 Description (sf) I Curve Number Ur D I 98 I Building Roofs 23,727 j 4% 3.92 Ur D I 98 ' Pavements 34,958 6% 5.78, Ur D 91 ' Gravel Parking Lots 85,727 14% 13.16 Ur I C 87 ,Sand Racing Track(dirt road) ; 54,723 9% 8.03 Ur 1 D 90 Lawns 287,313 48% j 43.60 Ur D 92 Horse Walking Areas(fair) 83,525 14% ; 12.96 Ur D 89 Meadow 23,041 4% 3.46 TOTALS I i ' I 593,014 I 100% 90.90 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. Hydrologiq groups determined from King County Surface Water Design Manual, Figure 3.5.2A 1 3. Curve NuTbers determined from King County Surface Water Design Manual,Table 3.5.2E Impervious area(curve number>= 98) = 1.35 Acres Impervious area curve number = 98.00 Pervious area(curve number<98) = 12.27 Acres Pervious area curve number = 90.12 Basin Composite Curve Number = 90.90 Basin Total Area = 13.61 Acres 1 I 1 0 3747/2210/engr/-Kbcalci 6.xls[Pre-Basin 4-1[1 9/10/96 Sverdrup Civil,Inc. � I • I The Boeing Company Surface Water Management Project(SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-1 Sheet Flow(Applicable to T, only) Surface description(see Table 3.5.2C) Bare Soils'•; Manning's roughness coefficient, nsheet 0.011 ; - Flow length(L<=300'), Lsheet 60 feet 2-year,24-hour rainfall, P2 12.00 inches Land slope,Ssheet 0:033ft/ft:_ Tt sheet 0.01 hours Tt sheet1 min Shallow Concentrated Flow ' I Surface description(see Table 3.5.2C) " Flow length,Lshallow 0 ft': Watercourse slope,S shallow 11000 ft/ft Factor, ks(see Table 3.5.2C) 0-:. Velocity, Vshallow 10.0 f/s Tt shallow 0.00 hours Tt shallow 10 min Channel Flow,Section 1 Surface description(see Table 3.5.2C) Concrete pipe"(n=0012) Flow length,jLchannel 1725 ft Watercourse slope, Schannel 0.004ft/ft. ` . : : . z. • Factor, kc(see Table 3.5.2C) Velocity,Vchannel 2.5 f/s Tt channel i 0.19 hours Tt channel 112 min Results:Basin B Sub-Basin B1(Post-Development) Total Tc or Tt 0.21 hours Total TcorTt 12min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 1 013893/2220/engr-Kbcalc17.xls[Pre-Basin,4-1] 9/3/98 Sverdrup Civil,Inc. 9/10/98 9 : 13 :39 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVEIIL,OPMENT BASIN- 4, SUB-BASIN 4-1 BASIN SUMMARY BASIN ID: P4-1-10 NAME: BASIN 4, SUB 4-1, PRE, 10YR 1 SBUH METHODOLOGY TOTAL AREA 13 . 62 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 12 .27 Acres 1 .35 Acres TIME INT RVAL 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 6 . 63 cfs VOL: 2 .25 Ac-ft TIME: 480 min I ; BASIN IDI: P4-1-100' NAME: BASIN 4 , SUB 4-1, PRE, 100YR SBUH METHODOLOGY TOTAL AREA 13 . 62 Acres BASEFLOWS: 0 . 00 cfs RAINFALL1TYPE • ' KC24HR PERV IMP PRECIPITiATION 3 . 90 inches AREA. . : 12 . 27 Acres 1 . 35 Acres TIME INTERVAL 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 9 . 92 cfs VOL: 3 .31 Ac-ft TIME: 480 min BASIN It : P4-1-2 NAME: BASIN 4, SUB 4-1, PRE, 2YR SBUH METHODOLOGY ' TOTAL AREA 13 . 62 Acres BASEFLOWS : 0 . 00 cfs RAINFALIJ TYPE KC24HR PERV IMP PRECIPITATION 2 . 00 inches AREA. . : 12 . 27 Acres 1 .35 Acres TIME INTERVAL 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 3 . 77 cfs VOL: 1 .33 Ac-ft TIME: 480 min BASIN ID: P4-1-25 NAME : BASIN 4, SUB 4-1, PRE, 25YR SBUH METHODOLOGY ' TOTAL AREA 13 . 62 Acres BASEFLOWS : 0 . 00 cfs RAINFALLi TYPE KC24HR PERV IMP PRECIPITATION • 3 .40 inches AREA. . : 12 .27 Acres 1 . 35 Acres TIME INTERVAL 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 8 .27 cfs VOL: 2 . 77 Ac-ft TIME: 480 min 9/10/98 9 :13 :39. am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT i ' PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-1 BASIN SUMMARY BASIN ID: P4-1-5 i NAME: BASIN 4, SUB 4-1, PRE, 5YR , ! SBUH METHODOLOGY TOTAL AREA 7 13 . 62 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 .40 inches AREA. . : 12 .27 Acres 1 . 35 Acres ' TIME INTERVAL 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min ABSTRACTION COEFF 0 . 20 i , PEAK RATE: 5 . 02 cfs VOL: 1 . 73 Ac-ft TIME: 480 min BASIN ID: P4-1-50 NAME: BASIN 4, SUB 4-1, PRE, 50YR , , SBUH METHODOLOGY TOTAL AREA 13 . 62 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 12 .27 Acres 1 .35 Acres H TIME INTERVAL 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 8 .44 cfs VOL: 2 . 83 Ac-ft TIME: 480 min BASIN ID: P4-1-WQ NAME: BASIN 4, SUB 4-1, PRE, WQ SBUH METHODOLOGY TOTAL AREA • 13 . 62 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 0 . 67 inches AREA. . : 12 .27 Acres 1 .35 Acres TIME INTERVAL • 10 . 00 min CN • 90 . 12 98 . 00 TC • 12 . 00 min 12 . 00 min - ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 30 cfs VOL: 0 . 19 Ac-ft TIME: 480 min ' i- I -- I - I I The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin 4-2 Soil b'ydrologic Curve! Land Use Area Weight Weighted Group Group Number Description (sf) Curve Number Ur D 98 Building Roofs 4,000 I 1% 1.08 Ur D 98 ' Pavements 5,000 1% 1.35 Ur D 91 Gravel Parking Lots 27,275 8% 6.861 Ur C 87 , 'Sand Racing Track(dirt road) 1 39,648 11% f 9.53 Ur D 90 ILawns 208,686 58% 51.91, Ur D 92 Horse Walking Areas(fair) 60,517 17% 15.39 Ur D I 89 ' MMeadow 16,694 5% 4.111 TOTALS I I I 361,820 100% 90.23 Notes: 1. Soil group estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologicgroups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Nunbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>=98) = 0.21 Acres Impervious area curve number = 98.00 P rvious area(curve number<98) = 8.10 Acres Pervious area curve number = 90.04 Basin Composite Curve Number = 90.23 Basin Total Area; = 8.31 Acres • li 013747/2210/engr/-Kbcalcl6.xls[Pre-Basin 4-2] 9/10/98 Sverdrup Civil,Inc. I • The Boeing Company Surface Water Management Project(SWMP) Pre-Development SWMP • Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-2 Sheet Flow(Applicable to T,only) Surface description(see Table 3.5.2C) Shortgressprarie: Manning's roughness coeftident,rtd,, 015 • Flow length(L<=300'),Lg,, 150 feet 2-year.24-hourrainfall,P2 2.00inches - •- •- - Land slope,Sd„d 0.003 Rift..: T,dw„; 0.59 hours T,d,,,,j 35 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) 8rushyr grelmd with some trees 0=0.060) Flow length,Ly ,,, 100ft _ Watercourse slope,Sd a,, 0,002ff/ft " Factor;k,(see Table 3.5.2C) 5. - - -• - _ Velocity,V,i„m„ 0.2 Us T,dww: 0.14 hours • T,d dw 9 min Channel Flow,Section 1 Surface description(see Table 3.5.2C) Earth lined Waterway(n�.025) Flow length,L,i,,,a 1050 fb.' Watercourse slope,Sd,,,,,, 0.017f1At Factor;k,(see Table 3.5.2C) Velocity,Vd,,,,,,d 2.6 f/s 0.11 hours T,d,„;I 7min Channel Flow,Section 2 ,Surface description(see Table 3.5.2C) Concrete pipe(n--0012), • - Flow length,Ld,,,,,d 127.0 ft Watercourse slope,Sd,,,,,,, 0.0061t/ft Factor!ke(see Table 3.5.2C) 42 '- Velocity,Vd,,,,,,, 3.3 Us Tr channel 0.01 hours T,d,,,,,e, 10.65 min 1 Channel Flow,Section 3 Surface description(see Table 3.5.2C) Grassed waterway(m-0.025) Flow length,ld,,,,,,, 540.0ft - .. Watercourse slope,Se..., 0.005 ft/ft Factor;k,(see Table 3.5.2C) 117 Velocity,Vd,,,,, 1.1 f/s d,a„it 0.13 hours T,d„nnt'm 7.89 min Channel Flow,Section 4 Surface description(see Table 3.5.2C) CMP pipe(n=0.024) , . .. Flow length,Ld,,,„N 60.0ft• Watercourse slope,Sd,,a 0.003 ft/ft Factor;ke(see Table 3.5.2C) 21 Velocity,Vd,,,,,,, 1.1 Ifs 0.01 hours T,d,,,,;, 0.90 min Results:Basin B Sub-Basin B2(Post-Development) Total T,or T, 11.00 hours Total Tc or T, 160 min Notes: 1.Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2.Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalc17.xrs:Pre-Basin 4-2i I 9/3/9B Sverdrup Civll,Inc. , i 9/10/98 9 : 13 : 54 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-2 BASIN SUMMARY 1 , BASIN ID: P4-2-10i NAME: BASIN 4, SUB 4-2, PRE, 10YR SBUH METHODOLOGY TOTAL AllEA 8 .31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 8 . 10 Acres 0 . 21 Acres TIME INTERVAL • 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF:: 0 . 20 PEAK RATE: 2 . 15 cfs VOL: 1.33 Ac-ft TIME: 490 min I I BASIN ID: P4-2-100 NAME: BASIN 4, SUB 4-2, PRE, 100YR SBUH METHODOLOGY ; TOTAL AREA 8 .31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 . 90 inches AREA. . : 8 . 10 Acres 0 .21 Acres TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 0CY min ABSTRACTION COEFF:' 0 .20 PEAK RATE: 3 . 30 cfs VOL: 1. 97 Ac-ft TIME: 490 min BASIN ID: P4-2-2 1 ' NAME: BASIN 4, SUB 4-2, PRE, 2YR SBUH METHODOLOGY TOTAL AREA 8 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2 . 00 inches AREA. . : 8 . 10 Acres 0 .21 Acres TIME INTERVAL • ' 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF:, 0 . 20 PEAK RATE: 1 . 16 cfs VOL: 0 . 77 Ac-ft TIME: 490 min i BASIN ID: P4-2-251 NAME: BASIN 4 , SUB 4-2, PRE, 25YR SBUH METHODOLOGY TOTAL AREA 8 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALLL TYPE KC24HR PERV IMP PRECIPITATION • 3 .40 inches AREA. . : 8 . 10 Acres 0 .21 Acres TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 72 'cfs VOL: 1. 65 Ac-ft TIME: 490 min • 9/10/98 9 :13 :54 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-2 BASIN SUMMARY BASIN ID: P4-2-5 NAME: BASIN 4, SUB 4-2, PRE, 5YR SBUH METHODOLOGY TOTAL AREA • 8 .31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 .40 inches AREA. . : 8 . 10 Acres 0 . 21 Acres TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 1 . 59Hfs VOL: 1 . 01 Ac-ft TIME: 490 min BASIN ID: P4-2-501 NAME: BASIN 4, SUB 4-2, PRE, 50YR SBUH METHODOLOGY I TOTAL AREA 8 . 31 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 8 . 10 Acres 0 .21 'Acres TIME -INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 781cfs VOL: 1 . 68 Ac-ft TIME: 490 min BASIN ID: P4-2-WQ1 NAME: BASIN 4, SUB 4-2, PRE, WQ SBUH METHODOLOGY TOTAL AREA • 8 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION L 0 . 67 inches AREA. . : 8 . 10 Acres 0 .21 Acres ; TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 08Icfs VOL: 0 . 10 Ac-ft TIME: 760 min 1 I The Boeing Company Surface Water Management Project(SWMP) , Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin 4-3 .Soil ' Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (sf) , Curve Number Ur D 98 . 1 Building Roofs 1 11,011 3% 2.98 Ur D 98 , Pavements 1 14,109 4% 3.82. Ur D 91 1 Gravel Parking Lots 60,755 17% 15.26 Ur C 87 ,Sand Racing Track(dirt road) 25,700 I 7% 6.17 Ur D 90 !Lawns 170,000 47% 1 42.23 Ur D 92 1 Horse Walking Areas(fair) 53,860 15% 13.68 Ur 1 1 D 89 !Meadow 1 26,859 1 7% 1 6.60 TOTALS I I I I I 362,294 100% I 90.73 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>=98) = 0.58 Acres Impervious area curve number = 98.00 Pervious area(curve number< 98) = 7.74 Acres Pervious area curve number = 90.19 Basin Composite Curve Number = 90.73 Basin Total Area = 8.32 Acres •13893/2220/en r/-Kbcalc16.xls[Pre-Basin 4-3] 9/3/98 Sverdrup Civil,Inc. 9 • The Boeing Company • Surface Water Management Project(SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) - Sub-Basin 4-3 f I Sheet Flow(Applicable to T,only) Surface description(see Table 3.5.2C) (Bale soli Manning's roughness coefficient,n,,,,d 10.011 • ;• - - Flow length(L<=300'),Ld,.,, 180 feet.:.:,-_ .' • 2-year,24-hour rainfall,P2 2.00 inches- • Land slope, T,a„e„ 10.02 hours T,dad 11 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length, Watercourse slope,Sd a, 44000,000 fUR, Factor,k,(see Table 3.5.2C) Velocity,Va„a,,, 12307.4 f/s T,d,a„o„ 0.00 hours T,shallow. 0 min Channel Flow,Section 1 • Surface description(see Table 3.5.2C) Grassed waterway-(nmo.025) Flow length,Le, 0 830 ft ; ' • Watercourse slope,Sd,,,,d 0.005 tuft, ,1 Factor,Ico(see Table 3.5.2C) 1Z • Velocity,Vd,,,,,,1 1.2 f/s TIcha,,,el 0.19 hours Ti channel 112 min I i I Channel Flow,Section 2 - Surface description(see Table 3.5.2C) (CMP pipe(rr0.024) 1 • Flow length,ld,,,- 17.0 R _ Watercourse slope, Factor,k,(see Table 3.5.2C) I21 •. - Velocity,Vda,,,,,, :2.5 f/s T,channel 10.00 hours T 10.11 min • U ennel Channel Flow,Section 3 -- Surface description(see Table 3.5.2C) Grassed waterway(n=0,025)- Flow length.1. ,,,„,r Watercourse slope,Sm„„,e, 0.005ft/tt'.• , Factor,k,(see Table 3.5.2C) 17,.,, ' Velocity,Vd,,,n„, 11.1 f/s T,channel 10.14 hours T,channel 18.26 min Channel Flow,Section 4 Surface description(see Table 3.5.2C) ICMP pipe(n ).024)• Flow length, 160.0 R : - - Watercourse slope,Sd,,,,,a, 10.003(flit Factor,ko(see Table 3.5.2C) j21. •• , Velocity,Vc„,,,, 11.1 f/s T,d,a,„,el 0.01 hours 7,m,,,1 10.90 min Results:Basin B Sub-Basin B3(Post-Development) 'Total To or T, 10.36 hours Total To or T, 122 min Notes: 1.Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2.Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013 8 9 3/222 0/engr-Kbcalcl7.:ls[Pre-Basin 4-31 9/3/98 Sverdrup CMI,Inc. 9/3/98 3 :32 : 13 pm , Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-3 BASIN SUMMARY BASIN ID: P4-3-10 NAME: BASIN 4, SUB 4-3 , PRE, 10YR SBUH METHODOLOGY TOTAL AREA • 8 .32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF:; ' 0 . 20 PEAK RATE: 3 . 39 ;cfs VOL: 1. 36 Ac-ft TIME : 480 min BASIN ID: P4-3-100 NAME : BASIN 4, SUB 4-3 , PRE, 100YR SBUH METHODOLOGY TOTAL AREA • 8 .32 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL • 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RA E: 5 . 11 'cfs VOL: 2 . 01 Ac-ft TIME: 480 min BASIN I : P4-3-2 NAME: BASIN 4 , SUB 4-3, PRE, 2YR SBUH METHODOLOGY TOTAL AREA • 8 .32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE •1 KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 .20 - PEAK RA E: 1 . 90 cfs VOL: 0 . 80 Ac-ft TIME: 480 min BASIN I : P4-3-25 ' NAME: BASIN 4, SUB 4-3 , PRE, 25YR SBUH METHODOLOGY TOTAL AREA 8 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 .40 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME IN ERVAL 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRAC'h'ION COEFF: 0 .20 , i PEAK RATE: 4 . 25 cfs VOL: 1 . 68 Ac-ft TIME : 480 min I. 1 9/3/9.8 3 :32 :13 pm Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-3 � I� BASIN SUMMARY BASIN ID: P4-3-5 NAME: BASIN 4, SUB 4-3 , PRE, 5YR 1 SBUH METHODOLOGY TOTAL AREA • 8 .32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP 1 , PRECIPITATION • 2 .40 inches . AREA. . : 7 . 74 Acres 0 . 58 Acres ,__ TIME INTERVAL 10 . 00 min CN. • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 2 . 551cfs VOL: 1 . 04 Ac-ft TIME: 480 min - I BASIN ID: P4-3-50 NAME: BASIN 4, SUB 4-3, PRE, 50YR SBUH METHODOLOGY TOTAL AREA • 8 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE i• KC24HR PERV IMP PRECIPITATION • 3 .45 inches AREA. . : 7 . 74 Acres . 0 . 58 Acres TIME INTERVAL. . . .: 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 .20 1 PEAK RATE : 4 .33 cfs VOL: 1 . 72 Ac-ft TIME: 480 min BASIN ID: P4-3-WQ NAME: BASIN 4, SUB 4-3, PRE, WQ SBUH METHODOLOGY TOTAL AREA • 8 . 32 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 0 . 67 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 13 cfs VOL: 0 . 11 Ac-ft TIME: 490 min , The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin 4-4 Soil Hydrologic Curve Land Use Area Weight ' Weighted Group Group Number ; . Description i (sf) Curve Number Ur I D I 98 I Building Roofs I 112,162 6% i 5.55! Ur D 98 ' Pavements 145,456 7% j 7.20 Ur D 91 , Gravel Parking Lots i 227,644 11% 10.46 Ur ' • C i 87 I Sand Racing Track(dirt road) 145,315 7% 6.38 Ur D 90 ' 'Lawns I 762,945 39% j 34.68 Ur D 92 I Horse Walking Areas(fair) 221,796 11% 10.30 Ur I D 89 Meadow 61,185 3% 2.75 Wo D 98 Pavements I 9,549 0% 0.0 Wo D 91 , IGravel Parking Lots 35,991 2% 1.65 Wo D 92 'Lawns 143,065 7% 6.65 Ng B 98 , Pavements 17,052 1% 0.84 Ng B 85 , I Gravel Parking Lots 9,447 0% 0.41 Ng B I 85 ;Lawns(fair) 88,534 j 4% 3.80 TOTALS 1 ; ; 1 1 1,980,141 ; 100% 91.15 Notes: i i 1. Soil groups estimated from 8oiliSurveyof King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>=98) = 6.52 Acres Impervious areal.curve number = 98.00 Plervious area(curve number<98) = 38.93 Acres Pervious area curve number = 90.00 asin Composite Curve Number = 91.15 :asin Total Area = 45.46 Acres v 13893/2220/engr/-Kb alcl6.xls[Pre-Basin 4-4] 9/3/98 Sverdrup Civil,Inc. The Boeing Company • Surface Water Management Project(SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-4 Sheet Flow(Applicable to T. only) • Surface description(see Table 3.5.2C) Short.grass prarie Manning's roughness coefficient,nsheet 0.15 Flow length(L<=300'),Lsheet 300 feet,. ',., 2-year,24-hour rainfall,P2 2.00'inches Land slope,Ssheet 0.017•ft/ft •• • Ttsheet 1 0.53 hours Tt sheet 1 132 min • Shallow Concentrated Flow Surface description(see Table 3.5.2C) Short grass'„, Flow length,Lshalbw 1000 it., Watercourse slope,Sshalbw 0.005 ftfft Factor,ks(see Table 3.5.2C) 11• • Velocity,Vshallow 0.8 f/s Tt shallow' 0.36 hours Tt shallow 21 min Channel Flow,Section 1 Surface description(see Table 3.5.2C) Concrete Pipe'(n=0.012) Flow length,Lchannet �710 ft , Watercourse slope,Sct,ennet 0.008 tuft Factor,!kc(see Table 3.5.2C) 42 Velocity,Vchannel 3.8 f/s _ Tt channel 0.05 hours Tt channel 3 min Channel Flow,Section 2 • Surface description(see Table 3.5.2C) !Concrete Pipe(n=0.012)•. • Flow length,Lchannel 40.0"ft; Watercourse slope,Schannel 0.014 ft/ft Factor,!kc(see Table 3.5.2C) 42" - Velocity,Vchannel 5.0 f/s Tt channel 0.00 hours Tt channel 10.13 min Results:Basin B Sub-Basin B4(Post-Development) Total Ti or Tt 0.95 hours Total Ti or Tt 57 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalcl7.xls[Pre-Basin 4-4] 9/3/98 Sverdrup Civil,Inc. 9/3/98 3 :34 :21 pm Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE �AIATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-4 BASIN SUMMARY BASIN ID: P4-4-10 , NAME: BASIN 4, SUB 4-4, PRE, 10YR SBUH METHODOLOGY ' TOTAL AREA • 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 38 . 93 Acres 6 . 52 Acres TIME INTERVAL 10 . 00 min CN • 90 . 00 98 . 00 TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RAT : 12 . 67 cfs VOL: 7 . 59 Ac-ft TIME: 490 min BASIN ID: P4-4-100 NAME: BASIN 4, SUB 4-4, PRE, 100YR SBUH MET ODOLOGY TOTAL AREA • 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 38 . 93 Acres 6 . 52 Acres TIME INTiERVAL • 10 . 00 min CN • 90 . 00 98 . 00 TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 19 . 09 cfs VOL: 11 . 15 Ac-ft TIME: 490 min BASIN ID: P4-4-2 NAME : BASIN 4, SUB 4-4, PRE, 2YR SBUH MET ODOLOGY TOTAL AR A 45 . 45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 38 . 93 Acres 6 . 52 Acres ' TIME INTERVAL 10 . 00 min CN 90 . 00 98 . 00 TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 7 . 13 cfs VOL: 4 . 51 Ac-ft TIME: 490 min BASIN ID: P4-4-25 I NAME: BASIN 4 , SUB 4-4, PRE, 25YR I SBUH METHODOLOGY TOTAL AkEA • 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALLfTYPE KC24HR PERV IMP PRECIPITATION • 3 .40 inches AREA. . : 38 . 93 Acres 6 . 52 Acres TIME INTERVAL 10 . 00 min CN 90 . 00 98 . 00 TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 15 . 86 cfs VOL: 9 . 36 Ac-ft TIME: 490 min 1 9/3/98 3 :34 :21 .pm Sverdrup Civil Inc page 2 1 THE BOEING COMPANY ! , SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-4 I BASIN SUMMARY 1 BASIN ID: P4-4-5 ' NAME: BASIN 4, SUB 4-4, PRE, 5YR SBUH METHODOLOGY 1 , TOTAL AREA 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE !• KC24HR PERV IMP PRECIPITATION. . . .;: 2 .40 inches AREA. . : 38 . 93 Acres 6 . 52 Acres TIME INTERVAL. . . . 1: 10 . 00 min CN • 90 . 00 98 . 00 j TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFFI: 0 . 20 , PEAK RATE: 9 .541cfs VOL: 5 . 86 Ac-ft TIME: 490 min _ BASIN ID: P4-4-501 NAME : BASIN 4, SUB 4-4, PRE, 50YR , SBUH METHODOLOGY TOTAL AREA 1• 45 .45 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . .,: KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 38 . 93 Acres 6 . 52 Acres ' TIME INTERVAL !• 10 . 00 min CN • 90 . 00 98 . 00 1 TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 16 .181cfs VOL: 9 . 54 Ac-ft TIME: 490 min 1 BASIN ID: P4-4-WQj NAME : BASIN 4, SUB 4-4, PRE, WQ SBUH METHODOLOGY 1 TOTAL AREA 1• 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE r KC24HR PERV IMP PRECIPITATION 0 . 67 inches AREA. . : 38 . 93 Acres 6 . 52 Acres TIME INTERVAL 10 . 00 min CN • 90 . 00 98 . 00 TC • 57 . 00 min 57 . 00 min ABSTRACTION COEFF,: 0 . 20 PEAK RATE: 0 . 63 cfs VOL: 0 . 68 Ac-ft TIME: 520 min , I I I ' The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin 4-5 Soil Hydrologic Curare; Land Use Area Weight Weighted Group Group Number , Description (sfl I Curve Number Ur D I 98 1Building Roofs I 67,900 14% 13.84 Ur D 98 . Pavements 314,271 65% 64.07 Ur D 90 , Landscaping(good) 98,495 20% 18.44 ' TOTALS ; I ! 480,666 1 100% 1 96.36 Notes: I , 1. Soil groups estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. Hydrologic(groups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2E Impervious area(curve number>=98) = 8.77 Acres It ipervious area curve number = 98.00 Pervious area(curve number<98) = 2.26 Acres Pervious area curve number = 90.00 B sin Composite Curve Number = 96.36 B1•sin Total Area = 11.03 Acres I . . I ' I , I i I f I I i , a 13747/2210/engr/-Kb alcl6.xls[Pre-Basin 4-5,j 9/10/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project(SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-5 Sheet Flow(Applicable to T o only) Surface description(see Table 3.5.2C) lAsphalt • Manning's roughness coefficient, nsheet 0.011 Flow length(L<=300'), Lsheet 75 feet 2-year,24-hour rainfall, P2 2.00'inches ; I Land slope,Ssheet 0.005 ft/ft . Tt sheet 0.04 hours Tt sheet 2 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length,-shallow Oft Watercourse slope,S shallow 0.000 Mt: Factor, ks(see Table 3.5.2C) Velocity,Vshellow 0.0 f/s Tt shallow 0.00 hours Ttshallow 0 min , Channel Flow, Section 1 Surface description(see Table 3.5.2C) Concrete pipe.(n=0012), Flow length,,Lchw,nel 1575 ft. ..• Watercourse;slope, S channel 10.004ft/ft'•` Factor, kc(see Table 3.5.2C) �42 Velocity,Vchannel 2.5 f/s _ Tt channel j 0.18 hours Ttchannel j 11 min Results:Basin B Sub-Basin B2520(Post-Development) Total Tc or T{ 0.21 hours Total To or T, 113 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual i - 013893/2220/engr-Kbcalcl7.xls[Pre-Basin 4-51 9/3/98 Sverdrup Civil,Inc. i 9/10/98 9 :25 :15 am Sverdrup Civil Inc page 1 II THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVDLOPMENT BASIN 4,, SUB-BASIN 4-5 BASIN SUMMARY I I BASIN ID : P4-5-10 'NAME: BASIN 4, SUB 4-5, PRE, 10YR SBUH METHODOLOGY TOTAL EA • 11. 03 Acres BASEFLOWS : 0 . 00 cfs II RAINFAL TYPE • j . KC24HR - PERV IMP PRECIPI'IfATION • 2 . 90 inches AREA. . : 2 .26 Acres 8 . 77 Acres TIME INTERVAL 10 . 00 min CN • 90 . 00 98 . 00 ABSTRAC ION COEFF: 0 .20 TC • 13 . 00 min 13 . 00Imin i PEAK RA E: 6 . 68 cfs VOL: 2 .31 Ac-ft TIME: 480 min BASIN I : P4-5-100 NAME: BASIN 4, SUB .4-5, PRE, 100YR Id, SBUH METHODOLOGY j TOTAL AREA • 11 . 03 Acres BASEFLOWS : 0 :00 cfs 1 RAINFALL TYPE • VI KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 2 .26 Acres 8 . 77 Acres TIME IN ERVAL • 10 . 00 min CN • 90 . 00 98.. 00 ' TC • 13 . 00 min 13 . 00 'min ABSTRAC ION COEFF: 0 .20 PEAK RA E: 9 .25 cfs VOL: 3 . 21 Ac-ft TIME: 480 min BASIN I : P4-5-2 NAME: BASIN 4, SUB 4-5, PRE, •2YR SBUH ME HODOLOGY TOTAL EA • 11. 03 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE KC24HR PERV • IMP • PRECIPI ATION • 2 . 00 inches AREA. . : 2 .26 Acres 8 . 77 Acres TIME IN ERVAL • 10 . 00 min CN • 90 . 00 98 . 00 TC • 13 . 00 min 13 . 00 min ABSTRACTION COEFF:,I 0 .20 PEAK RA E: 4 . 37Icfs VOL: 1 . 50 Ac-ft TIME: 480 min BASIN I : P4-5-25 NAME: BASIN 4, SUB 4-5, PRE, .25YR I SBUH ME HODOLOGY I . TOTAL EA • 11 . 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 3 .40 inches AREA. . : 2 .26 Acres 8 . 77 Acres TIME IN ERVAL •I ; 10 . 00 min CN • 90 . 00 98 . 00 _ TC • 13 . 00 min 13 . 00 min ABSTRAC ION COEFF: i 0 .20 PEAK RA E: 7 . 96 cfs VOL: 2 . 76 Ac-ft TIME : 480 min I I I , it 1 9/10/98. 9 :25 :15 am Sverdrup Civil Inc page 2 ___ THE BOEING COMPANY ' , SURFACE WATER MANAGEMENT PROJECT iI . PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-5 BASIN SUMMARY , I BASIN ID: P4-5-5 I NAME: BASIN 4, SUB 4-5, PRE, 5YR jf SBUH METHODOLOGY TOTAL AREA • 11 . 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP ", PRECIPITATION 2 .40 inches AREA. . : 2 .26 Acres 8 . 77 Acres ' _! TIME INTERVAL 10 . 00 min CN • 90 . 00 98 . 00 1 TC • 13 . 00 min 13 . 00 min ABSTRACTION COEFF 0 .20 . 1 PEAK RATE: 5 .40icfs VOL: 1 . 86 Ac-ft TIME: 480 min BASIN ID: P4-5-50 NAME: BASIN 4, SUB 4-5, PRE, 50YR ! SBUH METHODOLOGY ! i ' TOTAL AREA 7 11. 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE 1. KC24HR PERV IMP ; I PRECIPITATION - 3 .45 inches AREA. . : 2 .26 Acres 8 . 77 Acres , TIME INTERVAL 10 . 00 min CN 90 . 00 98 . 00 i TC • 13 . 00 min 13 . 00 min -i ABSTRACTION COEFF1: 0 .20 ! ! PEAK RATE: 8 . 09Icfs VOL: 2 . 80 Ac-ft TIME: 480 min BASIN ID: P4-5-WQ1 NAME: BASIN 4, SUB 4-5, PRE, .WQ fl SBUH METHODOLOGY i _ ,- TOTAL AREA 1• 11 . 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . I: KC24HR PERV IMP PRECIPITATION I: 0 . 67 inches AREA. . : 2 . 26 Acres 8 . 77 Acres } ; TIME INTERVAL ;: 10 . 00 min CN • 90 . 00 98 . 00 j TC • 13 . 00 min 13 . 00 min , , ABSTRACTION COEFFI: 0 . 20 PEAK RATE: 1 . 051cfs VOL: 0 . 37 Ac-ft TIME: 480 min i ! , 1 j 1 I ! I , j Ii I I , I . 1 1 ' 1 I d I The Boeing Company !Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin B (South Main Track Basin) . Sub-Basin 4-6 . • Soil ydrologic Curve Land Use Area Weight Weighted Group Group Number Description (sf) Curve Number Py B 98 ; ' Building Roofs 22,000 12% I 11.78 Py B 98 j Pavements 59,633 33% i 31.94 Py B 90 Lawns 35,369 19% 17.40 Py I B 80 Landscaping(good) 47,464 26% j 20.75 Py B 100 Water Surfaces 5,860 3% 3.20' Py 1 B i 78 Meadow I 12,662 7% 5.40 TOTALS I 1 I 182,988 I 100% 90.46 Notes: , 1. Soil groups estimated from SoilSurvey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined rot King County Surface Water Design Manual,Table 3.5.2E ; Impervious area(curve number>= 98) = 2.01 Acres Impervious area curve number = 98.13 PI rvious area(ciurve number<98) = 2.19 Acres Pervious area curve number = 83.44 asin Composite Curve Number = 90.46 ' Basin Total Area = 4.20 Acres I 1 I � I I , 1 013893/2220/engr/-Kbcalc16.xls[Pre-Basin 4-6] ' 9/3/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project(SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-6 Sheet Flow(Applicable to Tc only) Surface description(see Table 3.5.2C) Short-grass prarie Manning's roughness coefficient,nsheet 0.15., Flow length(L<=300'),Lsheet 25 feet '. 2-year,24-hour rainfall,P2 2.00 inches• • Land slope,Ssheet 0.030"ft/ft'' Tt sheet j 10.06 hours I I Tt sheet 1 13 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length,Lshallow 0 ft Watercourse slope,Sshatbw 44000.000 ft/ft Factor,ks(see Table 3.5.2C) 11 " Velocity,Vshaibw 12307.4 f/s Tt shallow) 0.00 hours -- - Ttshatbwj 0 min - t i I Channel Flow,Section 1 Surface description(see Table 3.5.2C) Concrete pipe' Flow length,L channel 575 ft Watercourse slope,Schannei 0.005 ft/ft Factor,Ikc(see Table 3.5.2C) 42' Velocity,Vchannei 13.0 f/s Ttchannei 10.05 hours Tt channel 13 min Channel Flow,Section 2 Surface description(see Table 3.5.2C) CMP pipe(n=0.024) Flow length,I-channel 55.0 ft„ Watercourse slope,Schannei 0.002 Mt Factor,jkc(see Table 3.5.2C) 21 Velocity,Vchannei 10.9 f/s Tt channel10.02 hours Tt channel 0.98 min Results:Basin B Sub-Basin B3(Post-Development) Total TL or Tt 0.13 hours Total Tic or Tt 18 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalc17.xls[Pre-Basin 4-6] 9/3/98 SverdrupCivil,Inc. I 1 II a 9/3/98 3 :37 : 54 pml Sverdrup Civil Inc page, 1 I THE BOEING COMPANY SURFACE ATER MANAGEMENT PROJECT I PRE-DEVE OPMENT BASIN 4, SUB-BASIN 4-6 BASIN SUMMARY \ BASIN ID: P4-6-10 1 NAME: BASIN 4, SUB 4-6, PRE, 10YR II SBUH MET ODOLOGY I TOTAL ARIA , 4 .20 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • li KC24HR PERV IMP PRECIPITATION • i 2 . 90 inches AREA. . : 2 . 19 Acres 2. 0i Acres TIME INTERVAL • j 10 . 00 min CN • 83 .44 98 . 13 TC • 8 . 00 min 8 . 00 °min ABSTRAC ION COEFF: 0 .20 PEAK RA E: 2 . 12 cfs VOL: 0 . 70 Ac-ft TIME: 480 min BASIN II : P4-6-100 NAME: BASIN 4, SUB 4-6, PRE, 100YR SBUH ME HODOLOGY i . TOTAL £ 'EA • i 4 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE •II KC24HR PERV IMP PRECIPI ATION • '3 . 90 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME IN ERVAL • 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRAC ION COEFF: 0 . 20 PEAK RA E: 3 . 13 'cfs VOL: 1. 02 Ac-ft TIME: 480 min BASIN ID : P4-6-2 NAME: BASIN 4, SUB 4-6, PRE, 2YR SBUH ME HODOLOGY TOTAL £ 'EA • i 4 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE •I KC24HR PERV IMP 1 PRECIPITATION •I 2 . 00 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME IN ERVAL • j 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 , min ABSTRAC ION COEFF: 0 . 20 PEAK RAZE: 1 . 26 cfs VOL: 0 .43 Ac-ft TIME: 480 min BASIN ID : P4-6-25 1 NAME : BASIN 4, SUB 4-6, PRE, 25YR SBUH ME I HODOLOGY TOTAL L "EA • 4 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFAL TYPE KC24HR PERV IMP PRECIPITATION • 3 .40 inches AREA. . : 2 . 19 Acres 2 . 01 Acres I TIME INTERVAL •. I 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRAC I ION COEFF: 0 . 20 PEAK RA E: 2 . 62 cfs VOL: 0 . 86 Ac-ft TIME: 480 min I - ' I II' I I ` 1 9/3/98 3 : 37 :54 pm. Sverdrup Civil Inc page 2 , THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4-6 - BASIN SUMMARY BASIN ID: P4-6-5 NAME: BASIN 4, SUB 4-6, PRE, 5YR I SBUH METHODOLOGY TOTAL AREA • 4 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2 .40 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL 10 . 00 min CN - • 83 .44 98 .13 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF;: 0 .20 PEAK RATE: 1 . 64icfs VOL: 0 . 55 Ac-ft TIME: 480 min BASIN ID: P4-6-50, NAME: BASIN 4, SUB 4-6, PRE, 50YR SBUH METHODOLOGY TOTAL AREA I: 4 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 1 3 .45 inches AREA. . : 2 . 19 Acres 2 . 01 Acres , , TIME INTERVAL I: 10 . 00 min CN • 83 .44 98 . 13 TC • 8 .,00 min 8 . 00 min ABSTRACTION COEFFi: 0 . 20 PEAK RATE: 2 . 67: cfs VOL: 0 . 88 Ac-ft TIME: 480 min BASIN ID: P4-6-WQ NAME: BASIN 4, SUB 4-6, PRE, WQ SBUH METHODOLOGY '- TOTAL AREA ': 4 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE : KC24HR PERV IMP PRECIPITATION • 0 . 67 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN • 83 .44 98 . 13 TC • 8 . 00 min 8 . 00 min -, ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 26 cfs VOL: 0 . 09 Ac-ft TIME: 480 min I I � I I ' 1 APPENDIX C I ' 1 Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\dmrpt01.doc Appendix C September 1998 APPEN IX C DEVELOPED SITE HYDROLOGY This app ndix contains information related to Section IV(B) "Developed Site Hydrology" and is organized as follows: 1. Basin A CSTC Site Basin I ' Figure C.1' - Post-Development Surface Water Management Drainage Basins. This figure indicates proposed flow travel path information and existing conditions used to complete Area Weighted Runoff Coefficient table, below. Table-Area Weighted Runoff Coefficient. The table includes soil groups, hydrologic soil groups, runoff curve numbers, proposed land use descriptions, and areas of each particular land use. This information is combined to determine the pervious and impervious area runoff curve numbers. Table - Post-Development Surface Water Management Time of Concentration or Travel Time. Detailed post-development Surface Water Management hydrographs for • Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour events and the 100-year 7-day event. 2. Basin B I South Main Track Basin Figure C.1 - Post-Development Surface Water Management Drainage Basins. This figure indicates proposed flow travel path information and existing conditions used to complete the Area Weighted Runoff Tables, below. Table - Area Weighted Runoff Coefficients for each subbasin. The tables include soil groups, hydrologic soil groups, runoff curve numbers, proposed land use descriptions, and areas of each particular land use. This information is combined to determine the pervious and impervious area runoff curve numbers. , Table - Post-Development Surface Water Management Time of Concentration or Travel Times for each subbasin. Detailed pre-development Surface Water Management hydrographs for each subbasin for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour events and the 100-year 7-day event. - I Surface Watr Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220 wp\drnrpt0l.doc I Appendix C-1 September 1998 / - UB , 7A7..2....11. 1 1tb B.-3 ....„r,..t..k0 ,.. , . V PROJECT SITE SCALE: NONE SPRINGB ••K CREEK \ •1,',,1;..,, ..A._•__ii-_,,,,,1 _.:_:N:=.-.-A-wmo-‘u---w•v-:i'ee-"n,l.f.''.'--.'!'14'0ri4-0‘-L1 I 1'12 1 11'1•-''1..,,''.,,,,,*i.,)` - n11rp."4• m.v-.-4.••a 1tk:•i„,r=.., 47...k..-.,1L..4.6'4:..14-:),-44-:•.-.*',:.b.*i*-VNt0N .,-..0_"__,,.__e._'-_a__•.c_"c_a5_-2.m-..i1..3. i1e11:rlf;.7*l.se4'2-; BASIN 5- 4 %'- / . P _ 7ar.1.r‘..1.—t.: t11t'1T.711.1111-111.i1 0r167t`,v1*_.; 1'11:7i ,. , 4Iiillm_.! , i ii - : - -a,... - a --"-•-- -- -- ----'- Ih"---...111"41- 16ZA.----11,,t:, i."1-itEril.1 \,,-...-,.,,2. . ,. . 774 -- I 1 .. , \ --'1,= * ' ' .--•-•-•- '''' A ...All*L VII t ' '--. '"lik, •-,---,--- - '., . ,\,.,,.. , i "1"1". 16:1' ( ' _2 :IT s 1%2* '•,,..:::4z.... .----- ,047r/-,,,i- 1 6 ', - 1 . 1,t•i \'! v ', • \ 1 f ill .1.... 10 i.17 l' • 1 1 s........L,„.m., , .1 4 A i. f . , 1 ii I -111........-..=......-••.1, .\.,411141$100I 1, Al1471t9". -7j--- 14t tlitt. ' ....4 .••7---\..., sw 16th ST ...._ '-1 2_ -• -!ii 0 \Ilk ,,,T,,,....i., ,..,,,,, , .... ---_,:•----___ -----1,1 .,, _ _ , • tifi ,, Jo i ';41: " l' ii r i 41, s ... - - DI\adffr --_____ ..,,, ...i.7,77---.....:....--_,...-....,1,0:-,-,..--:.4.,,,,,,1„0:,- r,... .:.._,....,... •_,..11 __. /1 r-1, obi: ,,,'..,';',4; :41' Iiiii - I;T 11:--. "111111111111111g: I , , -,i.al , _....iiima......_.....--,_-,-- --5...................."'"-- ---=-----'7- -......-,..:•07.0' \."2„..,sihi.,___I 1,4 jj ; 1 -_-_--. , • 1, 1 iv,.4.0„;,,,,, -.,•;.....sap,- f r...."--.-.-....-4,•------ -•- ---,-- I -- if 14 - ,r" IT 41 \ \ 4, 'Tail NLARGEMINT OF CSTC -imi'rniiii__ . # jika".$1 SITE SOIL GROUPS \ vii TLAND AND DETENTION'1/4. . .mm0. ,„_,,..„ 1 f f 1.COMBINED WE TPOND/ j '' ' DETENTION POND ,, --- -. i • -,...-..-4.-_,..m.,........ . -ki• 1„..,,,,..-rid1111...' ----.0a, c.',,,,------ i \ -, - 'in ' -......-r---- .---- ..-.......-....... -.4...... - gti ' al —r- 2'.- , UR - URBAN LAND \ . \ - - ir''.t.--+-1-'17,7: •,,..,•,, _._ .. ....P_ C‘_ ..‘ "Iv 11"."111'....".-1 1 . 71 WO - WOODINVILLE SILT LOAM \ __: _ __ . __ . _ I- - A PY - PUYALLUP FINE SANDY LOA` '1 : -:----- .1 ___ , V' II -- _ ip NG - NEWBERG SILT LOAM • ,- , 71',• .T.-- , , 0 glormi0*W ..r.,, - _, - ._- :,,,,,,i -- UPRR - e II --- - ----1 i ..., \ ' s \\ ...._._ kVD ------ i f .111111r--"-"-*/ • ' -' 1 ,--, — ilM• VI;A U R „.. go 1 II Jul k , ,--.e.,,'-"' .2•01,..„IA 1r aci , linagrill Dc3i i ---i, ..... Joy— 7 ---,4 `.IP ii ili II , '01-11 g . '. .11 am En t _-, .1-'"----,, „...ad •6,.. L.+. 00 MB lit MIM:I4 4"'.:;,'•,4 M'.::...•!,E,,4 1l117 MUM NSea i-rt-5r.. i- c-1n1t95f1 Y141G Ag ''N GREEN RIVER . _- - Aculurr iMSCIIN IvNI/m1e1-er.md INrCmuo.m sitravaL walim .1m1P05T-CIEVELOPIABIT DRAINAGE BASINS - gaire3Z• Mt lag EPP=AMISS REPORT .FIG. C.1 - ei_AmerirAvar• IMMO VI INIPL re sass 'Nan SURFACE WATER MANAGEMENT ROM PROJECT mai. 014002 . 'IllIsinums 1 _ - imo OSIER ROM Loam of=PA - ! ' I I 1 I. The Boeing Company II Surface Water Management Project(SWMP) 11 Area Weighted Runoff Coefficient Post-Development SWMP l 1 1 Drainage Basin A (South Main Track Basin) , Sub-Basin A-1 Soil � II Hydrologic Curve Land Use Area Weight Weighted Group I Hydro Group Number 1 Description Curve N (st) umber Ur I C I 187 (Sand Racing Track(dirt road) 200,038 7% I 5.70 Ur I D 198 I Building Roofs 203,789 7% 6.54 Ur I D ,98 I Pavements 494,685 j 16% 15.87 • Ur II D T 92 Horse Walking Areas(fair) 1 305,321 j 10% 9.20 Ur 1 I D 91 Gravel Parking Lots I 313,371 1 10% 9.34 Ur D 90 Lawns 1,050,258 j 34% 30.95 Ur D 90 Landscaping(good) 98,495 3% 2.90 Ur I D 89. Meadow 84,226 3% 2.45 Wo I D 98 •Pavements 9,549 0% 0.31 Wo 1 D 92 Lawns 143,065 5% 4.31 I Wo I D Ng 9,1 Gravel Parking Lots 35,991 1% 1 1.07II B 98 Pavements 17,052 1% 0.55, 1 Ng j I B I 85 'Gravel Parking Lots 9,447 I 0% 1 0.26', Ng I I B I 85 I Lawns(fair) I 88,534 I 3% 1 2.461 TOTALS 1 1 i 1 1 3,053,821 1 100% i 86.22 I Notes: I1. Soil groups estimated from Sail Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic\groups determined from King County Surface Water Design Manual, Figure 3.5.2A 1 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B 11 Impervious area(!curve number>=98) = 16.65 Acres 1 Impervious area curve number = 98.00 i Peril ious area(curve number<98) = 53.46 Acres Pervious area curve number = 90.03 1 Basin Composite Curve Number = 86.22 Basin Total Area = 70.11 Acres f I 1 1 I 1, I I 01389 /2220/engr/-Kbcalcl6.xls[Post-Basin A-1] 9/10/98 Sverdrup Civil,Inc. I I I 1 � I The Boeing Company --- Surface Water Management Project (SWMP) Post-Development SWMP Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-1 Sheet Flow(Applicable to T e only) Surface description (see Table 3.5.2C) Manning's roughness coefficient, nsheet 015° . .` "`; `;: . = -- Flow length (L<=300'), Ltheet 50<feet- ,. .H;.; 2-year, 24-houri rainfall, P2 2.00inches Land slope, Ssheet 0.040 ft/ft-='; Ttsheet 0.09 hours Ttsheet 5.4 min Channel Flow, Section 1 Surface description (see Table 3.5.2C) concrete.pipe -- Flow length, II =1900 ft -channel Watercourse slope, Schannel 0 005 ft/ft ;;" ' . :. ' Factor, ke (see Table 3.5.2C) 42 . _, Velocity,Vchannei 3.0 f/S Ttchannel 0.18 hours Tt channel 10.7 min • Results:Basin A (Post-Development) Total Tc or Tt 0.27 hours Total Tc or Tt 16.1 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalc17.xls[Post-Basin A-1] 9/9/98 Sverdrup Civil,Inc. ' I 9/10/ I8 10 :7 :48 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN A-1 BASIN SUMMARY BASIN ID: DA-1-10 NAME: BASIN A, SUB A-1, POST, 1OYR SBUH METHODOLOGY\ TOTAL (AREA 70 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IiMP PRECIPITATION • 2 . 90 inches AREA. . : 53 .46 Acres 16 . 65 Acres TIME ITERVAL 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 .20 PEAK R TE: 33 .40', cfs VOL: 12 . 15 Ac-ft TIME: 480 min BASIN ]D: DA-1-100 NAME: BASIN A, SUB A-1, POST, 100YR SBUH METHODOLOGY li TOTAL AREA • 70 . 11 Acres BASEFLOWS: 0 . 00 cfs RAINFALIL TYPE '• KC24HR PERV IMP PRECIPITATION 3 . 90 inches AREA. . : 53 .46 Acres 16 . 65 Acres TIME INTERVAL 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min ABSTRACTION COEFF 0 .20 PEAK RATE: 49 . 21 \\cfs VOL: 17 . 68 Ac-ft TIME: 480 min BASIN I : DA-1-2 I NAME : BASIN A, SUB A-1, POST, 2YR SBUH METHODOLOGY TOTAL AREA •1 70 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 53 .46 Acres 16 . 65 Acres TIME INTERVAL • I 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min ABSTRACTON COEFF: ', 0 . 20 PEAK RATE: 19 . 57 cfs VOL: 7 .34 Ac-ft TIME : 480 min BASIN ID: DA-i-25 NAME : BASIN A, SUB A-1, POST, 25YR SBUH METI'pDOLOGY TOTAL AREA • 70 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL \TYPE li KC24HR PERV IMP PRECIPITATION • I 3 .40 inches AREA. . : 53 .46 Acres 16 . 65 Acres TIME INTERVAL 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 41 . 27 cfs VOL: 14 . 90 Ac-ft TIME : 480 min I . 1 9/10/98. 10 :7 :48 am Sverdrup Civil Inc page 2 THE BOEING COMPANY i ' SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN A-1 BASIN SUMMARY BASIN ID: DA-1-5 NAME: BASIN A, SUB A-1, POST, 5YR SBUH METHODOLOGY TOTAL AREA 70 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 .40 inches AREA. . : 53 .46 Acres 16 . 65 Acres TIME INTERVAL • 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min ABSTRACTION COEFF: . 0 .20 PEAK RATE: 25 . 63 cfs VOL: 9 .45 Ac-ft TIME: 480 min BASIN ID: DA-1-50 NAME: BASIN A, SUB A-1, POST, 50YR SBUH METHODOLOGY ' TOTAL AREA • 70 . 11 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 53 .46 Acres 16 . 65 Acres ' _' TIME INTERVAL • 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 42 . 07 'cfs VOL: 15 . 17 Ac-ft TIME: 480 min • U. BASIN ID: DA-1-WQ' NAME: BASIN A, SUB A-1, POST, WQ SBUH METHODOLOGY ' TOTAL AREA 70 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . .: KC24HR PERV IMP PRECIPITATION • 0 . 67 inches AREA. . : 53 .46 Acres 16 . 65 Acres TIME INTERVAL. . . .;: 10 . 00 min CN • 90 . 03 98 . 00 TC • 16 . 10 min 16 . 10 min , ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 32 cfs VOL: 1 . 24 Ac-ft TIME: 480 min • ( ; 1 I I I The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Post-Development SWMP I .Drainage Basin A (CSTC Basin) Sub-Basin A-2 Soil Hydrologic Curve Land Use Area Weight Weighted Group ,I Group Number Description (sf) I Curve Number Ur i D I 98 1 Building Roofs 1 278,260 10% 1 9.61 Ur D 98 Pavements 788,620 28% 27.25 Ur D 90 Landscaping(good) 1,548,103 I 55% 49.12 Ur D I 100 1 Water Surfaces 212,421 7% 7.49 Py I B 98 1 Pavements 8,978 0% 0.31 TOTALS I 2,836,382 I 100% 93.78 I Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 i 2. Hydrologic groups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B = Impervious area(curve number>=98) 29.57 Acres Impervious area curve number = 98.33 Pervious area(curve number< 98) = 35.54 Acres Pervious area curve number = 90.00 1 Basin Composite Curve Number = 93.78 Basin Total Area ! = 65.11 Acres ' I, I I I I I 013893 2220/engr/-Kbcalc16.i s[Post-Basin A-2] , 9/9/98 Sverdrup Civil,Inc. 1 The Boeing Company Surface Water Management Project (SWMP) Post-Development SWMP Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-2 Sheet Flow(Applicable to T, only) Surface description (see Table 3.5.2C) asphalt-parking lot Manning's roughness coefficient, nsheet 0:01;1 Flow length (L<=300'), 4neet 70 feet.; 2-year,24-hour rainfall, P2 2.00 inches Land slope, Ssheet 0:020Yftfft ;; Ttsheet I 0.02 hours Ttsheet 1.2 min Channel Flow, Section 1 Surface description (see Table 3.5.2C) concrete pipe Flow length, channel 1220 ft' Watercourse slope, Schannel 0.005-0 Factor, ks (see Table 3.5.2C) 42 , Velocity, Vchannel 3.0 f/s Tt channel 0.11 hours Ttchannel 16.8 min Results:Basin A (Post-Development) Total Ts or Tt 10.13 hours Total Tc or Tt j 8.0 min Notes: F 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalcl7.xls[Post-Basin A-2] 9/9/98 Sverdrup Civil,Inc. ! 9/9/98 11 : 3 :3 am Sverdrup Civil Inc page 1 li I I THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN A-2 I BASIN SUMMARY BASIN ID: DA-2-10 NAME: BASIN A, SUB A-2, POST, 10YR SBUH ETHODOLOGY I TOTAL !AREA L : 65 . 11 Acres KC24HR BASEFLOWS : 0 . 00 cfs RAINFAhL TYPE PERV IMP PRECIPITATION 2 . 90 inches AREA. . : 35 . 54 Acres 29 . 57 Acres TIME INTERVAL h 10 . 00 min CN • 90 . 00 98 .33 I TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 38 . 1i cfs VOL: 12 . 27 Ac-ft TIME: 480 min I BASIN ID: DA-2-1010 NAME : BASIN A, SUB A-2, POST, 100YR SBUH METHODOLOGY1 TOTAL AREA '• 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE i• TIME INIERVAL. . . . I KC24HR PERV IMP PRECIPITATION i• 3 . 90 inches AREA. . : 35 . 54 Acres 29 . 57 Acres 10 . 00 min CN • 90 . 00 98 .33 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF 0 . 20 PEAK RATE: 54 .47kkcfs VOL: 17 .49 Ac-ft TIME: 480 min BASIN ID: DA-2-2 SBUH METHODOLOGY j NAME: BASIN A, SUB A-2, POST, 2YR ITOTAL AREA •I1 65 . 11 Acres BASEFLOWS: 0 . 00 cfs RAINFALII, TYPE •'! KC24HR PERV IMP PRECIPITATIONTIME I7ERVAL2 . 00 inches AREA. . : 35 . 54 Acres 29 . 57 Acres •I 10 . 00 min CN • 90 . 00 98 . 33 TC 8 . 00 min 8 . 00 min ABSTRAC !ION COEFF: ; 0 .20 PEAK RAT : 23 . 64 cfs VOL: 7 . 70 Ac-ft TIME: 480 min I BASIN ID: DA-2-25 I NAME : BASIN A, SUB A-2 , POST, 25YR SBUH MET ODOLOGY TOTAL AREA • 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE I KC24HR PERV IMP PRECIPITATION I 3 .40 inches AREA. . : 35 . 54 Acres 29 . 57 Acres TIME INTERVAL • I 10 . 00 min CN • 90 . 00 98 .33 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: I 0 . 20 PEAK RATE : 46 . 28 cfs VOL: 14 . 87 Ac-ft TIME : 480 min 11 I . I 1 I ' I 9/9/9.8 11 :3 :32 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN A-2 BASIN SUMMARY BASIN ID: DA-2-5 NAME: BASIN A, SUB A-2 , POST, 5YR SBUH METHODOLOGY TOTAL AREA • 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 2 .40 inches AREA. . : 35 . 54 Acres 29 . 57 Acres TIME INTERVAL 10 . 00 min CN- • 90 . 00 98 . 33 TC • 8 . 00 min 8 . 00 min ABSTRACTION COEFF: , 0 . 20 PEAK RATE: 30 . 02 cfs VOL: 9 . 71 Ac-ft TIME: 480 min BASIN ID: DA-2-50 ; NAME: BASIN A, SUB A-2, POST, 50YR SBUH METHODOLOGY , 1 TOTAL AREA 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 35 . 54 Acres 29 . 57 Acres ; , TIME INTERVAL 10 . 00 min CN • 90 . 00 98 . 33 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFFi 0 . 20 PEAK RATE: 47 . 09: cfs VOL: 15 . 13 Ac-ft TIME: 480 min BASIN ID: DA-2-WQ NAME: BASIN A, SUB A-2, POST, WQ SBUH METHODOLOGY TOTAL AREA 65 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 0 . 67 inches AREA. . : 35 . 54 Acres 29 . 57 Acres ' 1 TIME INTERVAL • 10 . 00 min CN • 90 . 00 98 . 33 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 4 .38 cfs VOL: 1 . 62 Ac-ft TIME: 480 min 1 1 • , I ' The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient • Post-Development SWMP I Drainage Basin A • (Delta Area Basin) • Sub-Basin A-3 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number I Description Of) Curve Number Ur 1 D 190 'Landscaping(good) 121,924 32% I 26.83 Ur 1 D , 1100 'Water Surfaces 42,836 11% 1125 Py I B I 198 Pavements 5,248 1% 1.35 Py B 1 80 ,Landscaping(good) ' 189,678 50% I 39 i86 Py B 100 Water Surfaces 20,956 6% 1 5.51 TOTALS I I I I 1 380,642 100% 1 86.80 Notes: I 1. Soil gro ps estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrolo is groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve N k tubers determined Ifro,m King County Surface Water Design Manual,Table 3.5.2B II pervious area(curve number>=98) = 1.58 Acres Impervious area curve number = 99.85 Pervious area(curve number<98) = 7.15 Acres P rvious area curve number = 83.91 • Basin Composite Curve Number = 86.80 Basin Total Area 8.74 Acres i_ I I 0138.3/2220/engr/-Kbcalc16.xls[Post-Basin A-3] 9/9/98 Sverdrup Civil,Inc. I I l - I The Boeing Company Surface Water Management Project (SWMP) Post-Development SWMP Time of Concentration or Travel Time Drainage Basin A (CSTC Site Basin) Sub-Basin A-3 Sheet Flow(Applicable to T, only) Surface description'(see Table 3.5.2C) lawn ' -.= :_; :- Manning's roughness coefficient, nsheet Flow length (L<=300'), I-sheet 200 feet:: 2-year, 24-hour rainfall, P2 2.00 inches.~ : .'' Land slope, Ssheet ; 0:020 ft/ft_', Ttsheet 0.36 hours Ttsheet 21.6 min Shallow Concentrated Flow Surface description (see Table 3.5.2C) brushy ground;rivith:some;tree5".';:;, Flow length, Lshallow 125ft; Watercourse slope, Sshallow 0.060 ft/ft Factor, ks (see Table 3.5.2C) 5. Velocity, Vshallow 1.2 f/s Ttshallow 0.03 hours Ttshallow 1.7 min Results:Basin A (Post-Development) Total To or Tt 0.39 hours Total Ts or Tt ; j 23.3 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds, 2nd Edition (Technical Release Number 55), US SCS, 1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual 013893/2220/engr-Kbcalc17.xls[Post-Basin A-3] 9/9/98 Sverdrup Civil,Inc. {I ! 9/9/98 11 :3 :48 am Sverdrup Civil Inc page 1 I THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-6EVELOPMENTBASIN A, SUB-BASIN A-3 I BASIN SUMMARY II I BASIN ID: DA-3-10 NAME: BASIN A, SUB A-3 , POST, 10YR SBUH METHODOLOGY�k, TOTAL AREA • 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE I • KC24HR PERV IMP PRECIPITATION ! • 2 . 90 inches AREA. . : 7 . 15 Acres 1 .158 Acres TIME INTERVAL. . . . : 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 2 . 75! cfs VOL: 1 .23 Ac-ft TIME: 480 min BASIN IID: DA-3-100 NAME: BASIN A, SUB A-3 , POST, 100YR SBUH METHODOLOGY TOTAL AREA 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 . 90 inches AREA. . : 7 . 15 Acres 1 . 58 Acres TIME INTERVAL 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 .30 min 23 . 30 min ABSTRACITION COEFF 0 . 20 0 . 20 PEAK RATE: 4 . 38 ;cfs VOL: 1 . 87 Ac-ft TIME: 480 min BASIN ID: DA-3-2 NAME : BASIN A, SUB A-3 , POST, 2YR SBUH METHODOLOGY TOTAL AREA :! 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 7 . 15 Acres 1 . 58 Acres TIME INTERVAL I 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 .30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 .42 cfs VOL: 0 . 70 Ac-ft TIME: 480 min II I. BASIN IDI. DA-3-25 ! NAME: BASIN A, SUB A-3 , POST, 25YR SBUH METHODOLOGY II TOTAL AREA • 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL \TYPE : I KC24HR PERV IMP PRECIPITATION • 3 .40 inches AREA. . : 7 . 15 Acres 1 . 58 Acres TIME INTERVAL • 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 .30 min ABSTRACTION COEFF: 10 . 20 PEAK RATE: 3 . 55 cfs VOL: 1 . 54 Ac-ft TIME: 480 min I � , 9/9/98 11 :3 :48 am./ Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN A-3 BASIN SUMMARY BASIN ID: DA-3-5 NAME: BASIN A, SUB A-3 , POST, 5YR SBUH METHODOLOGY TOTAL AREA • , 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • j KC24HR PERV IMP PRECIPITATION 2 .40 inches AREA. . : 7 . 15 Acres 1 . 58 Acres , ! TIME INTERVAL 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 1 0 . 20 PEAK RATE: 1 . 99 cfs VOL: 0 . 93 Ac-ft TIME: 480 min BASIN ID: DA-3-50 , NAME: BASIN A, SUB A-3 , POST, 50YR SBUH METHODOLOGY TOTAL AREA 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 7 . 15 Acres 1 . 58 Acres TIME INTERVAL 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 .30 min 23 . 30 min - , ABSTRACTION COEFF? 0 . 20 PEAK RATE: 3 . 63 , cfs VOL: 1 . 58 Ac-ft TIME : 480 min BASIN ID: DA-3-WQ; NAME: BASIN A, SUB A-3 , POST, WQ SBUH METHODOLOGY TOTAL AREA 8 . 73 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 0 . 67 inches AREA. . : 7 . 15 Acres 1 . 58 Acres TIME INTERVAL. . . .i : 10 . 00 min CN • 83 . 91 99 . 85 TC • 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 .21 cfs VOL: 0 . 11 Ac-ft TIME: 480 min I The Boeing Company Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient Post-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin B-1 Soil Hydrologic Curve Land Use Area Weight Weighted Group I Group Number Description (sfl Curve Number Ur �j D I98 Building Roofs 4,000 1% 1.08 1.35 Ur I D I ,98, !Pavements 5,000 1% Ur D 91 Gravel Parking Lots 27,275 8% 6.86 Ur 87 ;Sand Racing Track(dirt road) 39,648 11% 9.53 Ur j I C D 90 Lawns 208,686 58% 51.91 Ur ! D 92 Horse Walking Areas(fair) 60,517 17% 15.39 Ur ! D 89 (Meadow 16,694 5% 4.11 TOTALS I I I I 361,820 I 100% 90.23 1 i Notes: I 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2E ', Impervious area(curve number>=98) = 0.21 Acres Impervious area curve number = 98.00 Pervious area(curve number< 98) = 8.10 Acres Pervious area curve number = 90.04 I Basin CompositelCurve Number = 90.23 Basin Total Area II = 8.31 Acres I I � I j I I I II- I I I I 01389 2220/engr/-Kbcalcl6.xls[Post-Basin B-1] 9/10/98 Sverdrup Civil,Inc. I , • • I The Boeing Company Surface Water Management Project(SWMP) Post-Development SWMP Time of Concentration or Travel Time Drainage Basin B (South Main Track Basin) -- Sub-Basin B-1 I Sheet Flow(Applicable to T,only) Surface description(see Table 3.5.2C) Short grass grade-' - " • Manning's roughness coefficient,ne,,a Row length(L<=300'), 2-year,24-hour rainfall,P2 2.00 Inches,'"-' Land slope,S„„„ 0.003 ft/It 0.59 hours _ 135 min � I Shallow'Concentrated Flow Surface description(see Table 3.5.2C) Brushy ground with Some trees(lit=0.060). Row length,La„a,,, t00ft;':•`:;' ,,, Watercourse slope, Factor,k,(see Table 3.5.2C) 5, Velocity:V„„„ 02 Us T,„„ao„ 0.14 hours T,emir; 9 min Channel Flow,Section 1 Surface description(see Table 3.5.2C) Earth lined waterway(neo.0251• Flow length,La.„w Watercourse slope,Sow, 0.017 f/It, Factor,k„(see Table 3.5.2C) Velocity,Vd„,,,,,, 12.6 f/s T,„,a„„l 0.11 hours 7min Channel Flow,Section 2 - Surface description(see Table 3.5.2C) Concrete pipe(n=0012) Row,length,Ld„„„, 127.0ft Watercourse slope,S„„,,,„, 0.006ift/ft. Factor,k,(see Table 3.5.2C) 42 , Velocity,Vd„„,„ 13.3 f/s T,channel 10.01 hours 10.65 min • Channel Flow,Section 3 Surface description(see Table 3.5.2C) !Grassed waterway(1t_0.025) Row length,Ldw„„, 540:0 ft - _ Watercourse slope,Sc,„„„„, 0.005 ttflt - „ - , Factor,k,(see Table 3.5.2C) Velocity,V„„„,„ 11.1 f/s T„r„„,„ 10.13 hours T,„„„n„ 17.89 min Channel Flow,Section 4 Surface description(see Table 3.5.2C) CMP pipe"(n=0.024)'= Flow length,Ld„„„ Watercourse slope,S„„„,„ 0.003 ftlft - Factor,k,(see Table 3.5.2C) Velocity,Vd„„,„ 1.1 f/s Tr channel 0.01 hours Tr dunned 0.90 min 'Results:Basin B Sub-Basin B2(Post-Development) Total T,or T, 11.00 hours Total T,or T, 160 min Notes: -- 1.Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2. Worksheet modified to conform with Section 3.5.2 of the Ming ' County Surface Water Design Manual 013993/2220/engr•Kbcalc17.els(Post-Basin B-1) 9/8/98 Sverdrup OW,Inc. I 9/10/98 10 : 9 : 1!1 am Sverdrup-Civil Inc page 1 _, THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT I POST-DIEVELOPMENTiBASIN B, SUB-BASIN B-1 BASIN SUMMARY BASIN ID: DB-1-10 NAME: BASIN B, SUB B-1, POST, 10YR SBUH METHODOLOGY ; TOTAL AREA i . 8 .31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . :, :' KC24HR PERV I'4P PRECIPITATION 2 . 90 inches AREA.. : 8 . 1004 Acres 0 .21 Acres TIME INTERVAL. . . .'I : 10 . 00 min CN 90 . . 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFFI: 0 .20 PEAK RATE: 2 . 15 cfs VOL: 1 .33 Ac-ft TIME: 490 min I BASIN ID: DB-1-100 NAME : BASIN B, SUB B-1, POST, 100YR SBUH METHODOLOGY TOTAL AREA 8 .31 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP • PRECIPITATION i 3 . 90 inches AREA. . : 8 . 10 Acres 0 . 21 Acres TIME INTERVAL 10 . 00 min CN 90 . 04 98 . 00 I i TC 60 . 00 min 60 . 00 min ABSTRACTION COEFF:I 0 . 20 PEAK RA' E: 3 . 301.cfs VOL: 1. 97 Ac-ft TIME: 490 min I BASIN ID: DB-1-2 INAME: BASIN B, SUB B-1, POST, 2YR SBUH METHODOLOGY TOTAL AI EA II1 8 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE PRECIPITATION 'I PERV IMP 2 . 00 inches AREA. . : 8 . 10 Acres 0 . 21 Acres TIME INTERVAL 'I 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min , , 1 ABSTRACTION COEFF: 'I 0 . 20 PEAK RATE: 1 . 16 cfs VOL: 0 . 77 Ac-ft TIME : 490 min II BASIN ID: DB-1-25 II NAME: BASIN B, SUB B-1, POST, 25YR II SBUH METHODOLOGY i TOTAL AREA 8 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL \TYPE I KC24HR PERV IMP li PRECIPITATION i 3 .40 inches AREA. . : 8 . 10 Acres 0 . 21 Acres II TIME INTERVAL • l 10 . 00 min CN • 90 . 04 98 . 00 TC 60 . 00 min 60 . 00 min ! \ ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 72 cfs VOL: 1 . 65 Ac-ft TIME: 490 min I Y ' I I I, __ I I I I } i I 9/10/98 10 : 9 :11 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN B-1 BASIN SUMMARY BASIN ID: DB-1-5 NAME: BASIN B, SUB B-1, POST, 5YR SBUH METHODOLOGY TOTAL AREA • 8 . 31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION 2 .40 inches AREA. . : 8 . 10 Acres 0 .21 Acres TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 59 cfs VOL: 1 . 01 Ac-ft TIME: 490 min BASIN ID: DB-1-50 . NAME: BASIN B, SUB B-1, POST, 50YR SBUH METHODOLOGY TOTAL AREA • 8 .31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3 .45 inches AREA. . : 8 . 10 Acres 0 . 21 Acres TIME INTERVAL •J 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF 0 . 20 PEAK RATE: 2 . 78 !cfs VOL: 1 . 68 Ac-ft TIME: 490 min BASIN ID: DB-1-WQr NAME: BASIN B, SUB B-1, POST, WQ SBUH METHODOLOGY TOTAL AREA 8 .31 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP I PRECIPITATION • 0 . 67 inches AREA. . : 8 . 10 Acres 0 .21 Acres ! ' TIME INTERVAL 10 . 00 min CN • 90 . 04 98 . 00 TC • 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 08 cfs VOL: 0 . 10 Ac-ft TIME: 760 min I I- I 1 The Boeing Company I Surface Water Management Project(SWMP) • I Area Weighted Runoff Coefficient Post-Development SWMP 1I I 1 Drainage Basin B (South Main Track Basin) I Sub-Basin B-2 - Soil Hydrologic I Curve Land Use Area Weight Weighted Group I Group Number Description (sf) Curve Number Ur H D Ur 98 Building Roofs 11,011 3% 2.98 D 98 Pavements 14,109 ; 4% 3.82 Ur j Ur ; D 91 Gravel Parking Lots 60,755 j 17% 15.26 C 87 Sand Racing Track(dirt road) 25,700 j 7% 6.1p Ur D 90, Lawns 170,000 47% 42.23 Ur D 92 Horse Walking Areas(fair) 53,860 15% 13.68 Ur D 89 Meadow 26,859 I 7% 6.6b TOTALS 1 I , 1 1 362,294 I 100% I 90.73 I Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 I2. Hydrologic groups determined from King County Surface Water Design Manual, Figure 3.5.2A I 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>= 98) = 0.58 Acres Impervious area curve number = 98.00 Pervious area(curve number<98) = 7.74 Acres I Pervious area curve number = 90.19 Bain Composite\Curve Number = 90.73 I Basin Total Area I; = 8.32 Acres I I ; I ; I I I 1 I 1 ; I 1 0 - I 13893(2220/engr/-Kbcalcl6.\Is[Post-Basin B-2] 9/9/98 Sverdrup Civil,Inc. I • • The Boeing Company ' Surface Water Management Project(SWMP) • Post-Development SWMP Time of Concentration or Travel Time Drainage Basin B (South Main Track Basin) • Sub-Basin B-2 Sheet Flow(Applicable to T a only) Surface description(see Table 3.5.2C) Bars soil• Manning's roughness coefficient,r ge„ 0.011, ; , • Flow length(L<=300'),L 80 feet;.-:_. 2-year,24-hour rainfall,P2 200 inches;.' Land slope, 10.02 hours 11 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length, . rO ft. Watercourse slope,Se,,,a„ 44000.000 ft/ft Factor,k,(see Table 3.5.2C) 11 Velocity,Va„d,,, 2307.4 Us ,T,e,,,,,e, 0.00 hours j T,a eaa 0 min Channel Flow,Section 1 Surface description(see Table 3.5.2C) Grassed waterway(n=0.025) Flow length,Ld.ma 830 ft - rr rr, Watercourse slope,Sdun 0.005 tVft . . ' Factor,k,(see Table 3.5.2C) 17 Velocity,Vdv,v,,, 11.2 f/s Menne 10.19 hours Ti channel 112 min Channel Flow,Section 2 Surface description(see Table 3.5.2C) 4CMP pipe(n 0.024) r Flow length,Ld,,a 117.0 ft Watercourse slope,Sc„.,,, Factor,ke(see Table 3.5.2C) Velocity,Vd,,,a,,, 12.5 f/s T,Ma,.,.! 1 0.00 hours dannel 10.11 min Channel Flow,Section 3 , Surface description(see Table 3.5.2C) (Grassed waterway-(rt=0.025) I Flow length, Watercourse slope,Sd,,,,ei Factor,ka(see Table 3.5.2C) 17 ... , • Velocity;vd,,,,,,,i 1.1 f/s T,channel 0.14 hours T,d,„,aai 18.26 min Channel Flow,Section 4 Surface description(see Table 3.5.2C) ICMP pipe(n=0.024) Flow length,h„naei I60.0 ft • ' ' Watercourse slope,Sd,a,a,e, 0.003 ft/ft, • • , Factor,k,(see Table 3.5.2C) 21 Velocity,Vd,,,a,N 11.1 Us T,d,a,eI r0.01 hours T,d,anel 10.90 min Results:Basin B Sub-Basin B3(Post-Development) Total T,or T, 10.36 hours Total T,or T, 122 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2. Worksheet modified to conform with Section 3.5.2 of the!Ong County Surface Water Design Manual 013893/2220/engr-Kbcak17.,ds lPost•Basin 9.21 e/W913 Svordrup Civil,Inc. 9/9/98 11 :4 :27 am Sverdrup Civil Inc age 1 I THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN B-2 BASIN SUMMARY , BASIN ID: DB-2-10 NAME: BASIN B, SUB B-2, POST, 10YR SBUH METHODOLOGY, TOTAL �AREA. . . . . . \. : 8 .32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE l • KC24HR PERV IMP PRECIPITATION 2 . 90 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL ' • 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RFLTE: 3 . 39 cfs VOL: 1 .36 Ac-ft TIME: 480 min I BASIN ID: DB-2-160 NAME: BASIN B, SUB B-2, POST, 100YR SBUH METHODOLOGY ; TOTAL AREA 1. 8 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE 1• KC24HR PERV IMP PRECIPITATION I. 3 . 90 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF 0 . 20 PEAK RATE: 5 . 11cfs VOL: 2 . 01 Ac-ft TIME: 480 min BASIN ID: DB-2-2 \ NAME: BASIN B, SUB B-2, POST, 2YR SBUH METHODOLOGY TOTAL AREA I 8 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE •I KC24HR PERV IMP PRECIPITATION •! 2 . 00 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL •�I ' 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF:'I 0 .20 PEAK RATS : 1 . 90 cfs VOL: 0 . 80 Ac-ft TIME : 480 min II BASIN ID: DB-2-25 ', NAME: BASIN B, SUB B-2 , POST, 25YR SBUH METHODOLOGY TOTAL AREA RAINFALLITYPE • ', 8 . 32 Acres BASEFLOWS : 0 . 00_ cfs • Ii KC24HR PERV IMP PRECIPITATION • { 3 .40 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL • II 10 . 00 min CN 90 . 19 98 . 00 1,-- 1-:-, TC 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 4 . 25 cfs VOL: 1 . 68 Ac-ft TIME: 480 min , ' I 9/9/9.8 11 :4 :27 am , Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN B-2 BASIN SUMMARY BASIN ID: DB-2-5 NAME: BASIN B, SUB B-2, POST, 5YR SBUH METHODOLOGY TOTAL AREA 8 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP [ ' PRECIPITATION 2 .40 inches AREA. . : 7 . 74 Acres 0 . 58 Acres TIME INTERVAL • 10 . 00 min CN- • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min r-I ABSTRACTION COEFF: 0 .20 PEAK RATE: 2 . 55 cfs VOL: 1. 04 Ac-ft TIME: 480 min BASIN ID: DB-2-50 NAME: BASIN B, SUB B-2, POST, 50YR I SBUH METHODOLOGY TOTAL AREA •, 8 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 3 .45 inches AREA. . : 7 . 74 Acres 0 . 58 Acres : TIME INTERVAL 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF 0 . 20 PEAK RATE : 4 . 33 : cfs VOL: 1 . 72 Ac-ft TIME: 480 min BASIN ID: DB-2-WQ NAME: BASIN B, SUB B-2 , POST, WQ I ,� SBUH METHODOLOGY ' TOTAL AREA • 8 .32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 0 . 67 inches AREA. . : 7 . 74 Acres 0 . 58 Acres ; TIME INTERVAL 10 . 00 min CN • 90 . 19 98 . 00 TC • 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 13 cfs VOL: 0 . 11 Ac-ft TIME: 490 min • • The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Post-Development SWMP • Drainage Basin B (South Main Track Basin) Sub-Basin B-3 • Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (sf) Curve Number Py B I '98 'Buildin Roofs 22,000 12% 11178 Py _ B I 98 I Pavements 59,633 33% 31194 Py B j 90 Lawns rI 35,369 19% 17140 Py , B '80 Landscaping(good) r 47,464 26% 20.75 Py B 100 Water Surfaces 5,860 3% 3.20 Py B I 78 Meadow 12,662 7% 5.40 TOTALS I I I I I 182,988 I 100% 90!46 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington, Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual,Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>=98) = 2.01 Acres • Impervious area curve number = 98.13 Pervious area(cL1rve number<98) = 2.19 Acres • Pervious area curve number = 83.44 i ' Basin Composites Curve Number = 90.46 Basin Total Area = 4.20 Acres • • 013893/2220/engr/-Kbcalcl6.xls[Post-Basin B-3] 9/9/98 Sverdrup Civil,Inc. i I • The Boeing Company • Surface Water Management Project(SWMP) Post-Development SWMP • ' Time of Concentration or Travel Time • Drainage Basin B (South Main Track Basin) Sub-Basin B-3 Sheet Flow(Applicable to Tc only) Surface description(see Table 3.5.2C) Short grass pride': Manning's roughness coefficient,nsheet OJ5 Flow length(L<=300'),Lsheet 25 feet.:.: 2-year,24-hour rainfall,P2 2.00 inches. • Land slope,Ssheet 0A30 ft/ft Tt sheet 1 10.06 hours Tt sheet I 3 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length,4halow 0 ft Watercourse slope,Sstanow 44000.000ftfft':•,:_" Factor,ksl(see Table 3.5.2C) 11; Velocity,Vshafbw 1 2307.4 f/s Ttshattow 0.00 hours Ttshataw 10 min Channel'Flow,Section 1 Surface description(see Table 3.5.2C) Concrete.pipe' Flow length,l-channel 575 ft, Watercourse slope,Schannei 0.0954t/ft . Factor, (see Table 3.5.2C) 42 Velocity,Vchannel 13.0 f/s _ Tt channel I 10.05 hours Tt channel 13 min I Channel,Flow,Section 2 • Surface description(see Table 3_5.2C) JCMPpipe(n=0.024)- Flow length,'-channel 155A ft.: Watercourse slope,Schannel 0.002 ft/ft Factor,kt(see Table 3.5.2C) Velocity,.Vchannel 0.9 f/s Ttchannel 1 0.02 hours Tt channel • 0.98 min Results:Basin B Sub-Basin B3(Post-Development) Total Te or Tt 0.13 hours Total Tc or Tt 18 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,1986 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Design Manual I _ 013893/2220/engr-Kbcalc17.xls[Post-Basin B-3] 9/8/98 Sverdrup Civil,Inc. l i 9/9/98 11 :4 :44 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN B-3 , BASIN SUMMARY BASIN ID: DB-3-10 NAME: BASIN B, SUB B-3 , POST, 10YR SBUH METHODOLOGY TOTAL AREA • 4 .20 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 90 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: ! 0 . 20 PEAK RATE: 2 . 12 cfs VOL: 0 . 70 Ac-ft TIME: 480 min BASIN ID: DB-3-100 NAME: BASIN B, SUB B-3 , POST, 100YR SBUH METHODOLOGY TOTAL AREA 4 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL ;TYPE KC24HR PERV IMP PRECIPITATION • 3 . 90 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 3 . 13 cfs VOL: 1 . 02 Ac-ft TIME : 480 min BASIN ID: DB-3-2 NAME: BASIN B, SUB B-3 , POST, 2YR SBUH METHODOLOGY TOTAL AR A • 4 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION • 2 . 00 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 26 cfs VOL: 0 .43 Ac-ft TIME: 480 min BASIN ID: DB-3-25 NAME: BASIN B, SUB B-3 , POST, 25YR SBUH MET4ODOLOGY TOTAL AREA • 4 . 20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION • ! 3 .40 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL • I 10 . 00 min CN • 83 . 44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 2 . 62 cfs VOL: 0 . 86 Ac-ft TIME : 480 min • • 9/9/98 11 :4 :44 am . Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN B-3 BASIN SUMMARY BASIN ID: DB-3-5, NAME: BASIN B, SUB B-3 , POST, 5YR SBUH METHODOLOGY TOTAL AREA ! • 4 .20 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE KC24HR PERV . IMP PRECIPITATION • 2 .40 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL. . ... : 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFIF: 0 .20 PEAK RATE: 1 . 64 cfs VOL: 0 . 55 Ac-ft TIME: 480 min BASIN ID: DB-3-50 NAME: BASIN B, SUB B-3 , POST, 50YR SBUH METHODOLOGY TOTAL AREA • 4 .20 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE . • KC24HR PERV IMP PRECIPITATION • 3 .45 inches AREA. . : 2 . 19 Acres 2 . 01 Acres TIME INTERVAL 1 • 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 ' I PEAK RATE: 2 . 67 cfs VOL: 0 . 88 Ac-ft TIME: 480 min BASIN ID: DB-3-WQ NAME: BASIN B, SUB B-3, POST, WQ SBUH METHODOLOGY TOTAL AREA • 4 .20 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 2 . 19 Acres 2 . 01 Acres : ' TIME INTERVAL 10 . 00 min CN • 83 .44 98 . 13 TC 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 26 cfs VOL: 0 . 09 Ac-ft TIME : 480 min j I ' APPENDIX D I , I . I ' • , I Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Ine. 014002\2220\wp\dmrpt0l.doc Appendix D September 1998 APPENDIX D RETENTION/DETENTION CALCULATIONS This appendix contains' all project retention/detention calculations mentioned in Section IV(D) of this Report. The appendix contains the following summary information: . Table D.1 is a'icomparison of hydrologic values as described in Section IV(D). The last column in the table is the combined outflow to Springbrook Creek. Comparison iof the data in the last column, among the five scenarios (baseline, post-CSTC, post-25-20, post 25-10, and post SWMP projects) indicates that • even after completion of this project, the total outfall to Springbrook Creek is less than when'Boeing purchased the property. Such a baseline can be utilized should additional work be proposed at the site. . Figure D.1 is a chart of the last column in Table D.1 graphically indicating the decrease in peak outflows to Springbrook Creek. . Table D.2 summarizes the pre- and post SWMP Basin A, Sub-Basins A-1 and A-2 peak inflow and outflow runoff rates. . Figure D.2 is a chart of Table D.2 graphically indicating the decrease in peak outflows from Basin A, Sub-Basins A-1 and A-2. . Table D.3 summarizes pre- and post SWMP Basin A peak inflow and outflow runoff rates. I . Figure D.3 is a chart of Table D.3 graphically indicating the decrease in peak outflows froth Basin A. . Table D.4 summarizes pre- and post SWMP Basin B peak inflow and outflow runoff rates. . Figure D.4 is a chart of Table D.4 graphically indicating the decrease in peak outflows from Basin B. This appendix also contain's the following detailed information: 1. Post-Development CSTC project Basin 3 - CSTC Site Basin a. Sub-Basins A-1 and A-2 Routed Level Pool Table Summary b. Basin 3 Release Rates to Springbrook Creek Level Pool Table Summary 2. Post-Development 25-20 project Basin 3 - CSTC Site Basin a. Sub-Basins A-1 and A-2 Routed Level Pool Table Summary Surface Wate i Management Project Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\tp\dmrpt01.doc Appendix D-.1 September 1998 b. Basin 3 Release Rates to Springbrook Creek Level Pool Table Summary 3. Pre-Development SWMP project (Post-Development 25-10 project) Basin 3—CSTC Site Basin .. a. ISub-Basins A-1 and A-2 Routed Routing Comparison Table Stage - Storage Table Stage-Discharge Table I Detailed Discharge:Structure Analysis !Level Pool Table Summary b. Basin 3 Release Rates to Springbrook Creek Routing Comparison Table I Stage - Storage Table Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary 4. Pre-Development SWMP project (Post-Development 25-10 project) Basin4—CSTC Site Basin a. Sub-Basins 4-1 and 4-4 Routed Through Main Track Swale Routing Comparison Table Stage - Storage Table Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary b. Sub-Basin 4-5 Routed Through Pond "B" Routing Comparison Table Stage - Storage Table Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary c. Sub-Basins 4-1, 4-4,and 4-5 Routed to Practice Track Routing Comparison Table Stage - Storage Table Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt01.doc Appendix D-2 September 1998 d. Sub-Basin 4-6 Routed Through Pond "C" • Routing Comparison Table Stage - Storage Table Stage -Discharge Table • Detailed Discharge Structure Analysis Level Pool Table Summary e. Basin 4 Release Rates to Springbrook Creek Routing Comparison Table Stage - Storage Table Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary 5. Post-Development SWMP Basin A—CSTC Site Basin a. Sub-Basins A-1 and A-2 Routed Through CSTC Pond to Delta Routing Comparison Table Stage- Storage Table Stage-Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary b. Basin A Release Rates to Springbrook Creek Routing Comparison Table Stage - Storage Table Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary 6. Post-Development SWMP Basin B—CSTC Site Basin a. Sub-Basin B-3 Routed Through Pond "C" Routing Comparison Table Stage - Storage Table _ Stage-Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary b. Basin B Release Rates to Springbrook Creek Routing Comparison Table Stage - Storage Table Stage - Discharge Table. Detailed Discharge Structure Analysis Level Pool Table Summary Surface Witter Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt01.doc Appendix D-3 September 1998 , _ _ - i i The Boeing Company • Surface Water Management Project Site Development II TABLE D.1-COMPARISON OF HYDROLOGIC VALUES Pre-Development,CSTC,Building 25-20,Building 25-10,and SWMP p 111 Pre-Development Baseline Peak Flows and Elevations 1 Combined Outflow ' I STORM Peak Runoff Uncontrolled 1 to Spdngbrook FREQUENCY 1 (without routing through detention storage) 2 3 4 5 16 Creek 2 13(c(s) I 4(c(s) 5 6 Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. (cfs) till,' (cis) 1 12 31 Total 1 2 13 4 2520 6 1 Total (els) (cis) (els) (NGVD) (cis) (NGVD) (cis) (NGVD) (c(s) (NGVD) (cis) (NGVD) II 5-Year 1.42 23.59 Na Na 2.08 0.46 0.20 0.14 0.63 Na Na 1.45 0.59 ;0.38 0.63 '8.45� 18.55035 7.7H 9.17 54 • 13.95 3.49 /161 3L98 !� Water Qualm 0.20 2.08 Na_ N - _ 9.15 2-Year 24-Hour 1.12 17.83 il/a Na 17.83 4.83 2.07 2.08 7.13 rile Na 1 16.11 4.50 7.61 0.50 9.35 15.14 10.13 _ 6.19 9.17_ 1.17 13.84 2.70 11.54 25.70 1 e 23.59. 6.37 2.76 '2.80 9.54 _ Na - Na '21.47 5.86 - a 10-Year 24-Hour 1.80 31.02 ri/a Na 31.02 8.36 3.66 3.74 12.67 Na Na I 28.43 7.60 13.99 0.78 9.51 22.16 10.57 9.86 9.17 2.02 14.05 4.54 1 11.71 39.36 25-Year 24-Hour 2.18 38.62 Na Na 38.62 10.37 4.57 4.70 15.86 rileNa 35.50 9.36 17.70 0.92 9.53 25.33 10.76 11.73 9.18 2.52 14.12 5.65 11.82 46.15 II' 50•Year24-Hour .222 39.39 rile Na 39.39 10.57 4.66 -4,79 16.18 rile' Na 36.20.-- 9.53' •18.07 , '.0.93 9,53 : 25.63 10.78. 12.05 . 9.18 2.57- 14.13 -5.76 ; "11.83 46.94 Ii 100-Year 24-Hour 2.56 46.31 r}/a N3 46.31 12.39 5.49 5.66 19.09 Na Na 42.63 11.13 21.45 1.05 9.55 28.30 10.94 13.85 9.18 3.03 14.20 6.80 11.92 53.03 11 I Poost-Development CSTC Peak Flows and Elevations II I Combined Outflow I STORM Peak Runoff Uncontrolled to Springbrook FREQUENCY (without routing through detention storage) 2 A B 5 1 6 Creek 2 I A(cfs)I I B(c(s) 5 6 Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. Outfloel Elev. (c(s) (cis) 1 12 Total 1 2 13 4 2520 6 I Total (cfs) (cis) (cis) (NGVD) (cfs) (NGVD) (c(s) (NGVD) (cis) (NGVD) (els) I (NGVD) il Water Quality 0.21 Na 4.41 0.8 4.59 0.53 0.22 �b.14 0.63 Na Na I 1.52 0.59 0.42 0.09 9.10 0.00 __ 7.60 _ 1.01 9.15 0.15 13.54 0.27_- 11.06 __ 1.52 __ 2-Year 24-Hour 1.13 Na 23.74 1. 1 25.45 5.30 2.32 2.08 7.13 Na Na 16.83 _4.50 7.61 0.49 9.35 1.89 8.64 6.45 9.17 1.17 13.84 2.70.1_ 11.54 12.70 r 1_...- �-_...954 ' _ _._.._._.-..._........._.........._..... ,, -.. ' ._.._.. ___ __,_....._- .....,, 5•Yeer 24-Hour 1.43 Na 50,t2 2.4 32.56 7.00 3.10 2.80 9.54 Na. Na 22.44 5.86 10.36 0.63' 9.45 2.95 8.88 '8.13�.,_ � 9.17 1,54 13.95 3.49_i__ 11.61 16,74 ! 10-Year 24-Hour 1.82 Na 38.22 3.I3 41.65 9.17 4.10 3.74 12.67 Na Na 29.68 7.60 13.99 0.78 9.51 4.22 8.69 10.32 9.18 2.02 14.05 _ 4.54 L 11.71 21.88 , 25-Year 24-Hour 2.20 Na 46.39 4.47 50.86 11.38 5.12 ;4.0 15.86 n/a Na 7 I 37.06 9.36 17.70 0.91 9.53 5.53 8.71 12.41 9.18 2.52 14.12 5.65 1 11.82 27.02 50-Year 24-Hour 2.24Na 47.20 4_58 51.78 11.60 5.23 '4,79 16J 8 Na �Na'-: 37;80 9.53„ 18.07" 0,92 • 9,53 68 '-.8,72 12,62 9.18 '2;57 14.13 5.76 L 11.83 27,53. -------- - .. -. ---,-5' : _ 11 I 100-Year24-Hour 2.59 Na 54.58 5.55 60.13 13.60 6.16 5.66 19.09 Na N 1 a 44.51 11.13 21.45 1.04 9.55 6.84 8.74 14.44 9.19 3.03 14.20 6.80- 11.92 32.15 i I Post-Development Building 25-20 Peak Flows and Elevations Combined Outfioxi STORM Peak RJnolt Uncontrolled to Springbrook i FREQUENCY (without routing through detention storage) 2 A B 5 16 Creek 2 I A(ci)4 B(cfs) I 5 6 Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. (e(s) (cfs) 1 1 2 A Total 1 2 13 4 2520 6 1 Total (c(s) (cis) (cis) (NGVD) (cis) (NGVD) (cis) (NGVD) (cis) (NGVD) Ws)! (NGVD) I'II Water Quality 0.21 Na 4.50 0.18 4.68 0.30 0.08 10.14 0.63 1.05 Na 2.20 0.59 0.42 0.09 - 9.10 0.00 7.60 0.86 9.15 _ 0.15 13.54 0.27 11.06 _ 1.37 _ 2-Year 24-Hour 1.13 Na 23.89 1 71 25.60 3.77 1.16 2.08 7.13 4.37 Na _18.51 4.50 7.61 0.49 9.35 1.93 8.64 9.75 9.17 1.17 13.84 - 2.70 11.54 16.04 I 5-Year 24-Hour 1.43' Na 30.28____,2 44 32.72 5.02 1.59 2.80' 9.54 5.40 Na '24.35 5.86 10.38., 0.63.' 9.45 2.97 '8.66 11.29, 9.18 1.54 .13.95- 3.49`' 11.61 19.92 10-Year 24-Hour 1.82 Na 38.38 3143 41.81 6.63 2.15 3.74 12.67 6.68 Na 31.87 7.60 13.99 0.78 9.51 4.24 8.69 12.91 9.18 2.02 14.05 4.54 11.71 24.49 _ ! 25-Year24-Hour 2.20 Na 46.55 447 51.02 8.27 2.72 4.70 15.86 7.96 Na a 39.51 9.36 17.70 0.91 9.53 5.55 8.72 14.76 9.19 2.52 14.12 5.65 11.82 29.39 50-Year 24-Hour 224 Na 47.36 4 58 51.94 8.44 2.78 4.79 16.18 8.09 Na 40.28 . 9.53,_ 18.07. 0.92. . 9.53 5.88 •8.72 15.01 ' , 9.19 2.57 ' 14.13 .5.76 i 11.83 29.94 ,I 100-Year 24-Hour 2.59 Na 54.73 5,55 60.28 9.92 3.30 5.66 19.09 9.25 Na 47.22 11.13 21.45 1.04 9.55 6.87 8.74 17.11 9.19 3.03 14.20 _ 6.80 11.92 34.85 I Post-Development Building 25-10 Peak Flows and Elevations(Pre-Development SWMP, 1 II Combined Outlier),I STORM Peak R Ir notf Uncontrolled to Springbrook i FREQUENCY (without routing through detention storage) ' , 2 A B 5 16 Creek ',1 2 I A(cfs) I B(cis) _ 5 6 Outflow Elev. Outflow Elev. Outflow Elev.. Outflow Elev. Outflow Elev. (efs) (c(s) 1 2 3 Total 1 2 1 3 4 5 6 Total (cis) (cfs) (cis) (NGVD) (cis) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (els)II (NGVD) Water Quality 0.21 rile /4.62 021 4.83 0.30 0.08 0.13 0.63 1.05 0.03 2.22 0.59 0.42 0.09 9.10 0.00 7.60 1.02 9.11 0.15 13.54 0.27 11.06 _ 1.53 2-Year 24-Hour 1.13 Na 24.12 1 43 25.55 3.77 1.16 1.90 7.13 4.37 1.26 19.59 4.50 7.61 0.49 9.35 1.64 8.63 10.06 9.21 1.17 13.84 2.70 11.54 16.06 li 6-Year 24-Hour 1.43 • Na ' 30.52 1 99 32.51 5.02 1.59 12.55 '9.54 5.40' 1.54, 25.74 '• -5.86 ��10.38 0.63 � 9.45 2.86, 8.66 11.63 9.22 1.54 13.95 3.49 1 L61• 20.15-. 10•Year24-Hour 1.82 rife 38.62 2.75 41.37 6.63 2.15 3.39 12.67 6.68 2.12 33.64 7.60 13.99 0.78 9.51 4.10 8.69 13.41 9.23 2.02 14.05 4.54 11.71 24.85 _25-Year24-Hour 50-Year24.Hour 2.24 '2.20 Na 46.78 3.56 50.34 8.27 2.72 4.25 15.86 7.96 2.62 Na 47.60 3i64 51.24 ••8.44 2.78 4.33 16.18 8.09. 2.67 TT�42.49 99.53 1807 0.92 mm 9.53 5.49 8.71 15.22 , 924 ' 2.57 14.13 5.761- 11.83 29.96, "i4I' 100-Year 24•Hour 2.59 Na 54.97 4139 59.36 9.92 13.30 5.11 19.09 9.25 3.13 i 49.80 11.13 21.45 1.04 9.55 6.63 8.74 17.30 9.26 3.03 14.20 6.80 11.92 34.80 ! Post-Development Surface Water Management Project Peak Flows and Elevation: !i Combined Outflo v, STORM Peak fjunoft Uncontrolled I to Springbrook, FREQUENCY (without routing'through detention storage) 1 2 ' A B 5 II 6 Creek !I I 2 I A -1 B(c(s) 5 6 Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. Outflow Elev. (cfs) ' (cfs) 1 1 2 3 Total 1 2 I 3 4 5 6 I 'Total (cfs) (els) (cis) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cis) (NGVD) (c(ss (NGVD) Water Quality 0.21 2.32 4.38 -0.21 6.91 0.08 0.13 0.26 Na_ Na Na 1 0.47 0.59 0.42 0.09 9.10 0,00 7.80 - 0.00 7.27 0.15 13.54 0.2 I 11.06 0.51 2-Year 24-Hour 1.13 19.57 23.64 '.42 44.63 1.16 1.90 1.26 Na Na_ Na 4.32 4.50 7.61 0.49 9.35 5.29 8.71 1.59 9.12 1.17 13.84 2.70 11.54 11.24 8-Year 24-Hour 1.43 25.63 '30.02 9 2,55 9 57.64 1.69 I 1.00 Na Na Na 5_14. 5_86 10.38 0,63, _9.45 9.45 7.31_ 8.75 : 2.90 , 9,14 _' 1.54 13.95 - 3.46 11.81 - 15.87', I Iiiipf 10-Year 24-Hour 1.82 33.40 '38.11 t.75 74.26 2.15 3.39 11.64 Na ala Na 7.18 7.60 13.99 0.78 9.51 10.32 8.81 4.52 9.16 2.02 14.05 4.54 11.71 22.18 1 a 25-Year 24-Hour 2.20 41.27 46.28 1.55 91.10 2.72 4.25 I 2.62 Na Na Na 2 8 9.59 9.36 17.70 0.91 9.53 13.72 8.89 7.48 9.20 2.52 14.12 5.65 11. 30.28 50-Year24•Hour 2.24 42,07 :47.09 :1.63 92,79 2,78 4,33 i 2.67 Na' ,Na '' MI, , 9.78 9.53 18.07 0.92_,__ 9.53 14,05 8.89 7.63 9,19 - 2.57 14,13 5.76 11.83 30,93 _ 100-Year 24-Hour 2.59 49.21 154.47 .38 108.06 3.30 5.11 13.13 Na Na Na 1 11.54 11.13 21.45 1.04 9.55 17.85 8.97 9.05 9.21 3.03 14.20 6.80 11.92 _ 37.77- 1 1 111 I I I , / I 1 I 1 II 1 1 ' • P:f)ob/013747/2210/engr-I<bcalc20 xls[Table D.1] I Drainage Report-Table D.1 9/14/98 Sverdrup Civi I Inc. I • 1 1 • Combined Outflow to Springbrook Creek . Discharge vs Recurrence Event 60.00 --- ----Baseline •• • —0—Post CSTC Development i • —e—Post 25-20 Development i "n —x--Post 25-10 Development —x—Post SWMP Development • -- .o---- -- --------�' — — 40.00 ,e'' • 100-Year Event U • • • • 03 a 20.00 • • • ■viii" -- i ■ • Water Quality Event • 0.00 - i 1 2 5 10 25 5 100 Recurrence Interval for 24-Hour Storms (years) 013747/2210/engr-Kbcalc20.xls[Chart D.1] Drainage Report- Figure D.1 9/14/98 Sverdrup Civil,Inc. • The Boeing Company Surface Water Management Project • Pre-Development SWMP Basin A (Post-Development Building 25-10) Sub-Basin A-2 Routed Through CSTC Pond to Delta Area Existing Site Outflow Under Existing Conditions Storm Peak Inflow .Peak Outflow Decrease In Release;Rate Outflow/Inflow.;:,' ;-' ,Peak Stage', '-i 'Frequency- - - - (cfs),- ---__ _ -(cfs)-,- - .: ._..;--,,_-- -:(cfs) _-_ ,-- -. ;.-(percent) --., , s..._(elevation) Water Quality 4.62 0.00 4.62 0% 8.69 2-Year 24-Hour 24.12 1.69 22.43 7% 9.20 5-Year 24-Hour 30.52 2.51 28.01 8% 9.31 10-Year 24-Hour 38.62 3.62 35.00 9/0 9.43 25-Year 24-Hour 46.78 4.77 42.01 10% 9.54 50-Year 24-Hour 47.60 4.88 42.72 10% 9.55 100-Year 24-Hour 54.97 5.90 49.07 11% 9.63 Post-Development SWMP Basin A Sub-Basin A-1 & A-2 Routed Through CSTC Pond to Delta Area Developed Site Outflow Under Proposed Conditions Storm ; PeakInflow :Peak:Outflow s Decrease.In Release Rate: Outflow/Inflow Peak Stage :,Frequency (cfs)< " : - (cfs) (cfs)": . ;.:..': :, (percent)" " : : ,(elevation);" ;: . Water Quality 6.70 0.18 6.52 3% 8.82 2-Year 24-Hour 43.21 5.02 38.19 12% 9.56 5-Year 24-Hour 55.65 6.93 48.72 12% 9.71 10-Year 24-Hour 71.51 9.79 61.72 14% 9.89 25-Year 24-Hour 87.55 12.98 74.57 15% 10.05 50-Year 24-Hour 89.16 13.29 75.87 15% 10.07 100-Year 24-Hour 103.67 17.15 86.52 17% 10.20 013747\2210\engr\Kbcalc2l.xls-Table D.2 Drainage Report-Table D.2 9/14/98 Sverdrup Civil, Inc. J Basin A-1 &A-2 Discharge my Recurrence Event for Pre-and t SINWP �2�OO - --� -' '---- - ' -- -,- ` [-' -�- ' i ! 2O8O -��- GVV�P � ruu�u�,�/vpm�n� --0-'Pre-Development SVVMP � ! � | 18.00 - | | ' | | 18l0 ' ! / 14.OD - -�� - ---- - ---- F- �| ---- � 5� / | | ' i 12I0 - ( � � | �10.00 10O'YmarEventCU o' 8.00 �-----' - �---.- -- --� ---� --- ---i --'i' ---- ---- - - - -� --- -- -�- ' '' [-� | ' � 61X0 | ' � 41]O VVober{3mddvEvent 2.00 - | . . . / O]}O ° 1 2 5 10 25 5 100 Recurrence Interval for 24'Hour Storms kx*orsA o1n747/2o1meng,'nboovo1.xIs[Chart o.2] Drainage Report' Figure O.2 9/14/e8 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project Pre-Development SWMP Basin A (Post-Development Building 25-10) Basin A Routed Through Delta Area to Springbrook Creek Existing Site Outflow Under Existing Conditions Storm Peak Inflow Peak Outflow;• •DecreaSe In ReleASe Rate ;OutflOW/Inflow- ::: -,Peak Stage:: -Frequency- - (cfs) (cfs)- - - -' -: -(Cfs) '" - . .. '(percent): ; ., -- ,(elevatIOn) -. Water Quality 0.21 0.00 0.21 0% 7.60 2-Year 24-Hour 2.00 1.64 0.36 82% 8.63 5-Year 24-Hour 2.90 2.86 0.04 990/0 8.66 10-Year 24-Hour 4.13 4.10 0.03 99% 8.69 25-Year 24-Hour 5.39 5.37 0.02 100% 8.71 50-Year 24-Hour 5.51 5.49 0.02 100% 8.71 100-Year 24-Hour 6.67 6.63 0.04 99% 8.74 Post-Development SWMP Basin A Basin A Routed Through Delta Area to Springbrook Creek. Developed Site Outflow Under Proposed Conditions Storm . - , 'Peak Inflow , s Peak Outflaw r : Decrease In Release Rate '': OutflowfinfloW.„ ,, : -::Peak Stage : Frequency• : .. .: : (cfs) ' ;: (cfs) . --. - . : ' (cfs) : ''' r : . • .- (percent) ': ; ."(elevation) - Water Quality 0.22 0.00 0.22 0% 7.80 2-Year 24-Hour 5.33 5.29 0.04 99% 8.71 5-Year 24-Hour 7.33 7.31 0.02 100% 8.75 10-Year 24-Hour 10.36 10.32 0.04 100% 8.81 25-Year 24-Hour 13.73 13.72 0.01 100% 8.89 50-Year 24-Hour 14.08 14.05 0.03 100% 8.89 100-Year 24-Hour 18.13 17.85 0.28 98% 8.97 013747\2210\engr\Kbcalc21.xls-Table D.3 Drainage Report-Table D.3 9/14/98 Sverdrup Civil,Inc. • Basin A Discharge vs Recurrence Event for Pre-and Post-Development SWMP . 20.00 - • • 18.00 '�'Pre-Development SWMP ;..... ... . ... .. .... --Post-Development SWMP 16.00 .. i 14.00 • • - . 12.00 • 100-Year Event 10.00 -. ... . .. . .. . . . . . Water Quality Event co i 8.00 - • • • • • 6.00 - • . S • • • 4.00 .. .. . 1 2.00 . • • 0.00 1 2 5 10 25 50 100 Recurrence Interval for 24-Hour Storms (years) 013747/2210/engr-Kbcalc2l.xls[Chart D.3] Drainage Report- Figure D.3 9/14/98 Sverdrup Civil,Inc. The Boeing Company Surface Water Management Project Pre-Development SWMP Basin B All Sub-Basins Routed Through Practice Track to Springbrook Creek Existing Site Outflow Under Existing Conditions . Storm ' :. Peak Inflow ' Peak Outflow , : Decrease In:Release Rate . Outflow/Inflow • -,Peak Stage Frequency-* • -(Cfs)- : (cfs) , - , - .-(elevatiOn)-, --•-- - -- Water Quality 1.27 1.02 0.25 80% 9.11 2-Year 24-Hour 10.06 10.06 0.00 100% 9.21 5-Year 24-Hour 11.63 11.63 0.00 100% 9.22 10-Year 24-Hour 13.41 13.41 0.00 100% 9.23 25-Year 24-Hour 14.99 14.99 0.00 100% 9.24 50-Year 24-Hour 15.22 15.22 0.00 100% 9.24 100-Year 24-Hour 17.30 17.30 0.00 1.00% 9.26 Post-Development SWMP Basin B All Sub-Basins Routed Through Practice Track to Springbrook Creek Developed Site Outflow Under Proposed Conditions Storm -' Peak Inflow Peak Outflow .: Decrease In Release Pate OUfflOW/Inflow. • : peak Stage . . - . Frequency .: ': (cis), ' ' ' : (cfs) : - ,;1 -:: ,;(cfs) ;. : ' ,•(percent) , : "elevation) Water Quality 0.44 0.00 0.44 0% 7.27 2-Year 24-Hour 3.37 1.59 1.78 47% 9.12 5-Year 24-Hour 4.45 2.90 1.55 65% 9.14 10-Year 24-Hour 5.87 4.52 1.35 77% 9.16 25-Year 24-Hour 7.48 7.48 0.00 100% 9.20 50-Year 24-Hour 7.64 7.63 0.01 100% 9.19 100-Year 24-Hour 9.05 9.05 0.00 100% 9.21 • 013747\2210\engr\Kbcalc21.xls-Table D.4 Drainage Report-Table D.4 9/14/98 Sverdrup Civil, Inc. , . ' , --� r-- ' -_ --- __ ---__-- Basin B Release Rates &mSprimgbrook Creak Dischargeps Recurrence Event for Pre-and Post—Development SWMP 18.00 ' ' - --- --- - -..............' - ------- - ... -- --o-Poat-Deve|opn�ontSVVMP | | 1GlX} - '-�-- -«�-P�-Oaveopn�er� SVV�P | ' � 12lD0 C� | 10J00 * � ! --- ' --- ----'�- ----' '� - ��-----� -- - 10U'Yemr Event ' | as � . . [5 ' 8l0 ------' — - - - 03 m / | u- | � ' / | GJ)O - -...... - - - ' '-' WaterQuality ^^~^^ | � 4lD) | � i ! 2l]D | ' ' | | | CiO0 1 2 5 10 26 50 100 Recurrence Interval for 24-HourStorms (years) . 013747/221u/eng,'Kbcalc21As[ChartDAJ Drainage Report' Figure O.4 9/14/98 Sverdrup Civil,Inc. 9/11/98 10 : 58 :31 am Sverdrup Civil Inc page 1 • THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST CSTC, BSN A-2 ROUTED TO DELTA LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 1 WQ, POST CSTC A-2 0.00 4.41 CSTC V-WEIR 8.68 8 0.00 70757.20 cf 2YR, POST CSTC A-2 0.00 23.74 CSTC V-WEIR 9.19 9 1.66 6 ac-ft 5YR, POST CSTC A-2 0.00 30.12 CSTC V-WEIR 9.30 10 2.46 8 ac-ft 10YR, POST CSTC A-2 0.00 38.22 CSTC V-WEIR 9.43 11 3.57 9 ac-ft 25YR, POST CSTC A-2 0.00 46.39 CSTC V-WEIR 9.54 12 4.72 10 ac-ft 50YR, POST CSTC A-2 0.00 47.20 CSTC V-WEIR 9.55 13 4.83 10 ac-ft 100YR, POST CSTC A-2 0.00 54.58 CSTC V-WEIR 9.63 14 5.86 11 ac-ft ?oS-t CS1-Cr 13Aspnj 'A-a Rou-TED 'CNRuvvH CSTTL POND W E1�1 1 o DELTA pv£R �^No'Cc1a ' I 9/11/98 10 : 56 :34iam Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST CSTC, BSN A ROUTED TO SPRINGBROOK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, POST CSTC A 0.00 0.18 DELTA PSTA 7.60 1 0.00 6984.20 cf 2YR, POST CSTC A 0.00 2.07 DELTA PSTA 8.64 2 1.89 91699.78 cf 5YR, POST CSTC A 0.00 2.99 DELTA PSTA 8.66 3 2.95 93659.95 cf 10YR, POST CSTC A 0.00 4.26 DELTA PSTA 8.69 4 4.22 96005.13 cf 25YR, POST CSTC A 0.00 5.56 DELTA PSTA 8.71 5 5.53 98422.64 cf 50YR, POST CSTC A 0.00 5.69 DELTA PSTA 8.72 3 5.66 98665.19 cf 100YR, POST STC A 0.00 6.89 DELTA PSTA 8.74 7 6.84 2 ac-ft ppg ( - OEVLOC,McnY CS TC. BASIN) A- ; A-3 R v-rEo "THAo coo fl p15G HARG E VAvLT 1'1) 5P IfoG ?Root. GKEsK �E_ (EAR -tA,L�.r1 a, = g. 60 I i I 9/11/98 11 : 0 :18 am Sverdrup Civil Inc page 1 . THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST 2520, BSN A2 ROUTED TO DELTA LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) I � WQ, POST 2520 A-2 0.00 4.50 CSTC V-WEIR 8.69 8 0.00 71726.18 cf _ 2YR, POST 2520 A-2 0.00 23.89 CSTC V-WEIR 9.19 9 1.67 6 ac-ft 5YR, POST 2520 A-2 0.00 30.28 CSTC V-WEIR 9.31 10 2.48 8 ac-ft 10YR, POST 2520 A-2 0.00 38.38 CSTC V-WEIR 9.43 11 3.59 9 ac-ft 25YR, POST 2520 A-2 0.00 46.55 CSTC V-WEIR 9.54 12 4.74 10 ac-ft 50YR, POST 2520 A-2 0.00 47.36 CSTC V-WEIR 9.55 13 4.85 10 ac-ft 100YR, POST 2520 A-2 0.00 54.73 CSTC V-WEIR 9.63 14 5.88 11 ac-ft p65-7 -oevE'LoPt'taN1 emLOrn)G g25-Q0 QASrti A-3 Rov-rro T14aooG4L Cs-cc. PO^ip nvark V— NoTL.N J IR. To DEL,TA AREA 9/11/98 11 : 6 :58 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST 25210, BSN A ROUTED TO SPRINGBROOK ===================================================================== j LEVEL POOL TABLE SUMMARY I ' I i MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION > ,(cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 1 I WQ, POST 2520 A 0.00 0.18 DELTA PSTA 7.60 1 0.00 6984.20 cf 2YR, POST 2520 A 0.00 2.08 DELTA PSTA 8.64 2 1.93 91772.36 cf 5YR, POST 2520 A 0.00 3.01 DELTA PSTA 8.66 3 2.97 93695.80 cf 10YR, POST 2520 A 0.00 4.28 DELTA PSTA 8.69 4 4.24 96044.24 cf 25YR, POST 2120 A 0.00 5.58 DELTA PSTA 8.72 5 5.55 98460.73 cf 50YR, POST 2520 A 0.00 5.71 DELTA PSTA 8.72 6 5.68 98702.82 cf 100YR, POST 2520 A 0.00 6.93 DELTA PSTA 8.74 7 6.87 2 ac-ft i I 9Dy- OE LO?M E,J1 Q -a a t3A5tN A-a 4 A 3 ftov-rEQ c►-kftvv614 v 5C.HAi.GE. VAVL'T -rD Sf(kifoGd(Lootc- c.12.E14. II i I 1 ID File Input Hydrograph Storage Discharge LPool Proj : SWMP IeeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ;, o MATCH INFLOW STO DIS PEAK PEAK OUT 0 o . DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° o o- °WQ, PRE SWMP A-2 0 . 00 4 . 62 CSTC V-WEIR 8 . 69 0 . 00 1 °„ °2YR, PRE SWMP A-2 0 . 00 24 . 12 CSTC V-WEIR 9 .20 1 . 69 2 ° °5YR, PRE SWMP A-2 0 . 00 30 .52 CSTC V-WEIR 9 .31 2 . 51 3 0 °10YR, PRE SWMP A-2 0 . 00 38 . 62 CSTC V-WEIR 9 .43 3 . 62 • 4 °j °25YR, PRE SWMP A-2 0 . 00 46 . 78 CSTC V-WEIR 9 . 54 4 . 77 5 0 °50YR, PRE SWMP A-2 0 . 00 47. 60 CSTC V-WEIR 9 . 55 4 . 88 6 0 °100YR, PRE SWMP A-2 0 . 00 54 . 97 CSTC V-WEIR 9 . 63 5 . 90 7 o c o • 0 o a o O >Done< Press any key to exit ° aeeeeeeeeeeeeeeeeeeeeeeee'eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Menu: Perform Level pool computations using input table instructions I -, , ?R5 - O LO PiAgArr St7RFA.ce WPtiEN t'IP0"EKEPI- ?O SEcr C Pos-c -o..et.oP MEI.� ���9„�� as���� 1 QASin/ Pci^ RA v T EO i t tp.o�6N CS'SC P oNp Ov E!t v^Nkc.4t WEtI� To DGL'CA AR.tA . 9/14/98 7 :32 :34 at Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BSN A-2 ROUTED TO DELTA STAGE STORAGE TABLE CUSTOM STORAGE ID No. CSTC Description: CSTC STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (fl) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8.50 0.0000 0.0000 9170 502749 11.542 10.90 1116440 25.630 12.10 1865645 42.829 8.60 38363 0.8807 9.80 547168 12.561 11.00 1169821 26.855 12.20 1936568 44.457 8.70 76726 1.7614 9.90 591587 13.581 11.10 1232311 28.290 12.30 2007492 46.086 8.80 115089 2.6421 10100 636006 14.601 11.20 1294801 29.725 12.40 2078415 47.714 8.90 15352 3.5228 10110 689388 15.826 11.30 1357291 31.159 12.50 2149339 49.342 9.00 191315 4.4035 10120 742769 17.052 11.40 1419781 32.594 12.60 2220262 50.970 9.10 236234 5.4232 10130 796151 18.277 11.50 1482271 34.028 12.70 2291186 52.598 9.20 280653 6.4429 10140 849532 19.503 11.60 1544761 35.463 12.80 2362109 54.227 9.30 325072 7.4626 10.50 902914 20.728 11.70 1607251 36.897 12.90 2433033 55.855 9.40 369491 8.4824 10.60 956295 21.954 11.80 1669741 38.332 0.00 2503956 57.483 9.50 413911 9.5021 10.70 1009677 23.179 11.90 1732231 39.767 9.60 458330 10.522 10�180 1063058 24.404 12.00 1794721 41.201 J i I i1 9/14/98 7 :32 :34 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BSN A-2jROUTED TO DELTA STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. V-WEIR Description: V-WEIR STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs I 8.70 0.0000 i9.50 4.2774 10.30 122.54 11.10 201.82 8.80 0.1450 I9.60 5.4425 10.40 131.57 11.20 212.82 8.90 0.3801 19.70 6.7779 10.50 140.86 11.30 224.04 9.00 0.7102 9.80 8.2911 10.60 150.41 11.40 235.49 9.10 1.1534 ,9.90 9.9894 10.70 160.21 11.50 246.33 9.20 1.7218 10.00 11.880 10.80 170.25 9.30 2.4256 10.10 13.969 10.90 180.54 9.40 3.2746 10.20 16.264 11.00 191.06 • I I I I 1 � i I { ' I f _' I. a FROM IFROILITIES TO a 06 822 3300 1SsS.06-02 07sSSRM #877 P.01/02 4.571/171i fgif/J 1/4.....; 6 Gr. 0,aliagnirsj %Ia.% , +UP MT 10 3S Van -sk goon 1 Matuttle, dear ?Atm.& Elba. ,, i It 0 , • t liii • . - .1 Iry 1 � Sisvoi • mac " nil • I - k i. 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Inc page 3 _ THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BSN A-2; ROUTED TO DELTA LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, PRE SWMP A-2 0.00 4.62 CSTC V-WEIR 8.69 1 0.00 73087.41 cf 2YR, PRE SWMP A-2 0.00 24.12 CSTC V-WEIR 9.20 2 1.69 6 ac-ft 5YR, PRE SWMP A-2 0.00 30.52 CSTC V-WEIR 9.31 3 2.51 8 ac-ft 10YR, PRE SWMP A-2 0.00 38.62 CSTC V-WEIR 9.43 4 3.62 9 ac-ft , 25YR, PRE SWMP A-2 0.00 46.78 CSTC V-WEIR 9.54 5 4.77 10 ac-ft 50YR, PRE SWMP A-2 0.00 47.60 CSTC V-WEIR 9.55 6 4.88 10 ac-ft 100YR, PRE SWMP A-2 0.00 54.97 CSTC V-WEIR 9.63 7 5.90 11 ac-ft 1 I I ' I 1 III I? File Input Hydrograph Storage . Discharge LPool Proj . SWMP 5eee"eeeeeeeeeeeeeeeeeee0eeRouing Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; MATCH INFLOW STO DIS PEAK PEAK OUT , ° ESCRIPTION PEAK PEAK N o. - N o_ S T G OUT UT HYD YD ° ========= =========-=================--===---======---=============== 0 . 46, •RE SWMP A 0 . 00 0 . 21 DELTA .PSTA 7 . 60 0 . 00 8 ° °2YR, PRE SWMP 'A 0 . 00 2 . 00 DELTA PSTA 8 . 63 1 . 64 9 0 °SYR, PRE SWMP A 0 .,00 • 2 . 90 DELTA PSTA 8 . 66 2 . 86 10 0 10YR, PRE SWMP A 0 . 00 4 . 13 DELTA PSTA 8 . 69 4 . 10 11 0 25YR, PRE SWMP A 0 . 00 5 . 39 DELTA PSTA 8 . 71 5 .37 12 0 °50YR, PRE SWMP A 0 . 00 5 . 51 DELTA PSTA 8 . 71 5 .49 13 ° 100Y' , PRE SWMP A 0 . 00 6 . 67 DELTA PSTA 8 . 74 6 . 63 14 0 0 0 0 0 0 >Done< .Press any key to exit ; 0 Apeee=eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee-eeeeeef '"enu: Perform Level pool computations using input table instructions ?RE_ pCvCL-O9 fr T SutiFacC tivA-Ten- M,AiVACE' t .pdT Pl&cyEcj CQoS1 - 06vELovr'1EtdV l3v«owG aS^��' C3ftSIN) (kovi. D �Vi 614 DCLca 01 C.1414.1tG VP% . -To • SP(twvBilook '-(' L T A%L,WPs'Z62 = e, coo _ I 9/14/98 7 :39 :14am Sverdrup Civil Inc page 1 • THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BSN A ROUTED TO SPRINGBROOK CR STAGE STORAGE TABLE CUSTOM STORAGE ID No. DELTA Description: DELTA STAGE c----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- • 7.50 0.0000 0.0000 8.40 70453 1.6174 9.30 157876 3.6243 10.20 265457 6.0940 7.60 6984 0.1603 8.50 79336 1.8213 9.40 169251 3.8855 10.30 279434 6.4149 7.70 13968 0.3207 8.60 88218 2.0252 9.50 180626 4.1466 10.40 293411 6.7358 7.80 20953 0.4810 8.70 97101 2.2291 9.60 192001 4.4077 10.50 307389 7..0567 7.90 27937 0.6413 8.80 105984 2.4331 9.70 203376 4.6689 10.60 321366 7.3775 8.00 34921 0.8017 8.90 114867 2.6370 9.80 214752 4.9300 10.70 335343 7.6984 8.10 43804 1.0056 9.00 123750 2.8409 9.90 226127 5.1912 10.80 349320 8.0193 ' 8.20 52687 1.2095 9.10 135125 3.1020 10.00 237502 5.4523 10.90 363298 8.3402 8.30 61570 1.4134 9.20 146500 3.3632 10.10 251479 5.7732 I • i 9/14/.98 7 :39 : 14 'lam Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BSN A ROUTED TO SPRINGBROOK CR I STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. PSTA Description: CSTC-OUT I STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) cfi (ft) ---cfs (ft) ---cfs (ft) ---cfs 8.60 0.0000 10i00 41.370 11.40 81.054 12.80 128.54 8.70 4.8150 101110 44.000 11.50 84.120 12.90 132.17 I 8.80 9.6300 10.20 46.630 11.60 87.378 13.00 135.80 8.90 14.445 10130 49.260 11.70 90.636 13.10 139.61 I I 9.00 19.260 10.40 51.890 11.80 93.894 13.20 143.42 9.10 21.378 10150 54.520 11.90 97.152 13.30 147.23 9.20 23.496 10160 57.374 12.00 100.41 13.40 151.04 9.30 25.614 10170 60.228 12.10 103.86 13.50 154.85 I ' 9.40 27.732 10.80 63.082 12.20 107.31 13.60 158.83 I 9.50 29.850 10190 65.936 12.30 110.76 13.70 162.81 9.60 32.154 11100 68.790 12.40 114.21 13.80 166.80 9.70 34.458 11.10 71.856 12.50 117.66 13.90 170.78 1 9.80 36.762 11.20 74.922 12.60 121.29 14.00 174.76 9.90 39.066 11.30 77.988 12.70 124.92 I I I I II I I I CSTC Delta Area Discharge Vault Summary (Basin 3 Discharge Structure to Springbrook Creek) Stage Vault Inlet Capacity Vault Interior Capacity Vault Outlet Capacity Actual Vault (ft)(1) Contracted Broad- 18°RCP Total Inlet Broad-Crested Weir 36°DIP Outlet Release Rate Crested Weir(cfs)(2) Inlet(cfs)(3) Capacity(cfs)(4) (Stoplogs)(cfs)(5) (cfs)(6) (cfs) (7) 8.60 0 0 0 0 0 0 9:00 0 -19 --- - 19 --67 80 19- - --- - - 9.50 0 30 30 125 124 30 10.00 3 38 41 188 157 41 10.50 10 45 55 259 185 55 11.00 18 51 69 337 210 69 11.50 28 56 84 422 233 84 12.00 39 61 100 514 254 100 12.50 52 66 118 - 612 273 118 13.00 65 70 136 717 291 136 13.50 80 75 155 828 309 155 14.00 96 79 175 946 325 175 Notes: (1) 2-year tailwater in Springbrook Creek=8.60 (Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) Refer to CSTC Delta Area Discharge Vault Element 1 for details. (3) Refer to CSTC Delta Area Discharge Vault Element 2 for details. (4) Total vault inlet capacity is sum of contracted broad-crested weir(2)capacity and 18" RCP(3)capacity (5) Refer to CSTC Delta Area Discharge Vault Element 3 for details. (6) Refer to CSTC Delta Area Discharge Vault Element 4 for details. (7) Vault inlet capacity, internal capacity and outlet capacity were compared to determine the actual release rate from the vault. 0 1 3747122 1 0\engr\Kbcalc18.xls[Summary] • 16'-0 - I 4•-a. IAH OPENING IMHSTEPTYP .. • ` f -L3x3x3/8 • . I ,- GAL TTYYPP 6'-0'x8'-IT l I • BILCO 000R POINT OF IDENTIFYING • `STOP• I r 1 COORDINATES•� • I LOOS•--� I I • 3r DIP CL 53 FLOE J. I TO SPRINGBROOK CREEK I /` Iy b 1 I - 0 b r .. I1 � /1 I• 1 I I Q ^ 1 I •10E4 o)a 11(0) 1Is CONC-/ I •' • BOLTED FLANGED JOINT L J CYUNDRICAL WATER INTAKE SCREEN OVERFLOW-' •, I / r• T-60 WITH 1/If SCREEN BY rL'• JOHNSON SCREENS OR APPROVED EQUALOPENMG b:. b NOTE: FOR DETAILS NOT SHOWN € �•1t. I SEE 1 S80(D) • r PVC DRAIN I I• ' • • •.- . DIP CAST INTO , • PVC UNION CONCRETE ••Z YA2 fvrv/e ,sr� I;c ACCESS COVER 2�-� I . PVC BALL VALVE E� ON ,Spe/NGBAa•00/4. OUTLET STRUOOK CREEK C/�E/c •eL a• , OUTLET STRUCTURE SCALE NONE 1C1 e • ') • b MH OPENING ��%W%4. 6•-0'x8•-d BIL • • ?�\�\; '-j �' I • (%-.\% \.�\" -''\� • I DOOR OPCNING \.N\.ti .�/// • .0VIOE REMOVABLE CRA • . �— • •- • • NOTE: W/ 1 •M00TH CALV STEEL BARS AT G OC VERTICAL EL 12.0 EL 15.2. STOP LOG, ANCHOR TO ORIENTA . - - CONSIST OR 578 0 BOLTS, STOP LOG ANGLE GUI') . •. NUTS AND WASHERS'PASSING • �' •r THROUGH BOTH STOP LOG • ANGLE GUIDES ON BOTH 2'-0'z3'-0�' • SIDES WILLOW • 3/IC GALV•WEB -r SEE ANC NPW1 OPENINGRW STIFFENER 0 12} OC FOR SP CIES AND ,/ TYP II I r SPACING , EL 9:5 �3C0 OUTLET STOP LOG MACH• 18' SO BEVEL TO . I� ...AA. i�• �+ I' • •• —_ •❖.••❖❖❖:• ••ri . . LE EL 6.• I.E. EL-5.9 q `iii • iii•i i• ••i iO�i I.E./ EL-5.40 LE. 0. 4 0.42X ••••••••• 60• .;DIA •••••••• . -- ' •} / ••• •• •i V PVC •�•• •i•+:•••r 0.80% DRAM LEEL • • •• ••••••••••••••••3/4 0 EPOxY ANCHOR BOLTS, e. r NUTS AND WASHERS • 4, " • •• ' OO• 12'B O C EHT ' • CrIP) 4 . — 4 •'� ` 6%12" TIMBER • • STOP LOGS • •a • I' r • r • • Q A .•• • • r • . • . ., .•• :•. SPRINGBROOK CREEK SECTION OUTLET STRUCTURE SCALE: NONE 1,• ,' • 0) Sou .cE : GSTL S, G Dci‘rEL.DPMENT Sot("\ 0RAINA(E DETA%L.S -SHEET 5 ' DRA�I1N6 �c.159C6) r 1 i CSTC-Delta Area Discharge Vault Element 1 (2' x 3' Overflow Contracted Broad-Crested Weir) 1 j Stage Hydraulic Weir Coefficient Actual No.of sides Effective Flowrate (ft) Head Height C1 (1) Width contracted Width 0(cfs)(3) H(ft) Y(ft) bactuat(ft) N beff.(ft)(2) 9.5 0.0 18.5 0.000 3.0 2 3.00 0 10.0 0.5 8.5 0.615 3.0 2 2.99 3 _ 10.5 1.0 j8.5 0.616 3.0 2 2.98 10 1 11.0 1.5 I8.5 0.620 3.0 2 2.97 18 11.5 2.0 ! 8.5 0.624 3.0 2 2.96 28 12.0 2.5 18.5 0.629 3.0 2 2.95 39 12.5 3.0 18.5 0.633 3.0 2 2.94 52 13.0 3.5 ! 8.5 0.638 3.0 2 2.93 65 13.5 4.0 I8.5 0.643 3.0 2 2.92 80 14.0 4.5 8.5 0.647 3.0 2 2.91 96 ; , Notes: I (1) C1=[0.6035+0.0813(H/)+(0.000295/Y)]*[1+(0.00361/H)J3/2 (Rehbock) (2) beff=bactual-(0.1)(N)(H) (3) Q=2/3(C1)(beff)(2g)1i2(H)312 CSTC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir, Stoplogs) Stage Hyd. Head Hyd. Head Weir Coefficient Actual Flowrate Flowrate i (ft)(1) Upstream Downstream Height C1 (2) Width Free Flow Submerged - Hup(ft) Hdown(ft) Y(ft) ',actual(ft) Qtree(cfs)(3) ()sub.(cfs)(4) 8.60 1.1 I1.10 6.5 0.620 16.0 61 0 , j 9.00 1.5 , 1.10 6.5 0.625 16.0 98 67 9.5 2.0 I1.10 6.5 0.630 16.0 153 125 10.0 2.5 ; 1.10 6.5 0.636 16.0 215 188 10.5 3.0 11.10 6.5 0.642 16.0 286 259 11.0 3.5 ! 1.10 6.5 0.648 16.0 363 337 11.5 4.0 I1.10 6.5 0.654 16.0 448 422 12.0 4.5 11.10 6.5 0.661 16.0 540 514 12.5 5.0 11.10 6.5 0.667 16.0 638 612 13.0 5.5 i 1.10 6.5 0.673 16.0 743 717 13.5 6.0 11.10 6.5 0.679 16.0 854 828 14.0 6.5 : 1.10 6.5 0.685 16.0 972 946 Notes: 1 (1) 2-year tailwater in Spririgbrook Creek=8.60(Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) C1=[0.6035+0.0813(H/Y)+(0.000295/Y)]11+(0.00361/H)]312 (Rehbock) (3) ()free=2/3(C1)(bactuai)(29)V2(Hup)312 (4) °sub=Qfree[1 -(Hdowr/Hup)31 .385 1 013893\2220\engr\Xbcalcl8.xls[E1andE3] Page 1 of 3 Pressure Pipe Analysis & Design Circular Pipe orksheet Name: basin 3 pre-dev Description: Basin 3 Outlet 18" RCP Solve For Discharge Given Constant Data; Pressure @ 1 0 . 00 Elevation @ 2 8 .60 — 2.NR. TW At SPRaNQUi4ol� c2EEK Pressure @ 1 0 .00 Discharge -45326 .53 Diameter 18 .00 Length 24 .00 Hazen-Williams C 140 . 0000 variaole Input Data Minimum Maximum Increment By Elevation @ 1 8 .60 16 .00 0 .10 BASI(Q "h : 18" RCP INLET -Co CoNTR,ot... STRVc.T\) . CS le.... ck,AN ELErAIQI. I- I Open Channel Flow Module, Version 3 . 11 (c) Haesta Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 i Page 2 of 3 1 VARIABLE COMPUTED Elev. Pressure Elev'. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2; @ 2 gpm in ft 1 ft psi ft 1 psi Unable to compute this instance. 8.70 0 .00 8 .60 0 . 00 4090 .00 18 .00 24 .00 140 .00 8 .80 0 . 00 8 .60. 0. 00 5946 .75 18 .00 24 . 00 . 140 .00 • 8.90 0 .00 8 . 60 0 .00 7402 .34 18 .00 24 . 00 140 . 00 9. 00 0 .00 8 .60 • 0 .00 8646 .41 18 .00 24 . 00 140 .00 9 .10 0 . 00 8.60 0. 00 9753 .65 18 . 00 24 . 00 140 .00 9.20 0 .00 8 . 60 0 .00 10762.79 18 . 00 24 . 00 140. 00 9.30 0 .00 8 .60 0 .00 11697. 05 18 . 00 24 .00 140 . 00 9.40 0 . 00 8 .69 0.00 12571.64 18 . 00 24.00 140 . 00 9.50 0 . 00 8 .610 0 .00 13397.21 18 .00 24.00 140 .00 9.60 0 . 00 8 .60 0 .00 14181.54 18 .00 24 .00 140.00 i 9.70 0 .00 8 .60 0 .00 14930 .54 18 . 00 24 .00 140 .00 9.80 0 . 00 8 .60 0 .00 15648.81 18 .00 24. 00 140 .00 9. 90 0 .00 8.6,0 0.00 16340 . 03 18 .00 24 .00 140.00 10.00 0 .00 8 .60 0.00 17007.19 18 . 00 24. 00 140 . 00 10.10 0 .00 8.60 0 .00 17652 .76 18 . 00 24 .00 140 .00 10.20 0 . 00 8 .60 0 .00 18278 . 82 18 . 00 24.00 140 .00 10.30 0 .00 8.60 0.00 18887 .12 18 . 00 24.00 140 .00 1.0.40 0 . 00 8.60 0 .00 19479 .17 18 .00 24 .00 140 .00 ).50 0 .00 8 .60 0 .00 20056 .28 18 . 00 24 .00 140 .00 ..0.60 0 . 00 8 .60 0. 00 20619 .57 18 . 00 24 .00 140 .00 10 .70 0 . 00 8 .60 0. 00 21170 .04 18 . 00 24 .00 140 .00 10.80 0 .00 8 . 60 0 .00 21708 .59 18 . 00 24 .00 140 . 00 10. 90 0 . 00 8 .60 0 .00 22235 .99 18 . 00 24 .00 140 . 00 11.00 0 . 00 8 .60 0 . 00 22752 . 93 18 .00 24 .00 140 . 00 11. 10 0 . 00 8 . 60 0 .00 23260 . 07 18 .00 24 .00 140 . 00 11.20 0 . 00 8 .60 0 . 00 23757.95 18 . 00 24 .00 140 . 00 11.30 0 .00 8.60 0 . 00 24247.10 18 . 00 24 .00 140 .00 j 11.40 0. 00 8 .60 0 .00 24727.98 18 .00 24.00 140 . 00 11.50 0 . 00 8 .60 0 .00 25201.03 18 .00 24 .00 140.00 11.60 0 .00 8 .60 0.00 25666 .63 18 . 00 24.00 140 . 00 11.70 0 .00 8.60 0.00 26125 .14 18 .00 24.00 140 .00 11.80 0 .00 8 .60 0 .00 26576 . 90 18 . 00 24 .00 140.00 11. 90 0 .00 8 .60 0. 00 27022 .21 18 . 00 24 .00 140 . 00 12.00 0 . 00 8 . 60 0 . 00 27461.36 18 .00 24 .00 140.00 • 12 .10 0 . 00 8 .60 0 .00 27894 . 60 18 . 00 24 . 00 140 . 00 12 .20 0 . 00 8 .60 0 . 00 28322 .18 18 . 00 24 .00 140 . 00 12 .30 0 . 00 8 .60 0 .00 28744 .34 18 . 00 24 .00 140.00 12 .40 0 .00 8 . 60 0 . 00 29161.27 18 . 00 24 . 00 140 . 00 12 .50 0 . 00 8 .60 0 .00 29573 . 19 18 . 00 24 .00 140 . 00 i Open Channel Flow Module, Version 3 .11 (c) Haestad Methods,: Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Page 3 of 3 VA 2IABLE COMPUTED Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @1 @1 @2 , @2 gpm in ft ft psi 4. ft psi . 12 . 0 0 .00 8 . 69 0.00 29980.28 18 . 00 24 .00 140 . 00 12 . 0 0 .00 8 .60 0 . 00 30382 .72 18 .00 24 . 00 140 .00 12 . 0 0 . 09 8 .69 0 .00 30780 .66 18 . 00 24 . 00 140 . 0 12. 0 0 .010 8 .60 0 . 00 31174 .27 18 . 00 24 .00 140 .00 13 . 0 0.00 8 .60 0.00 31563 .69 18 .00 24 .00 140 .00 13 . 0 0 .01i0 8 .60 0 . 00 31949 .06 18 .00 24. 00 140 .00 i 13 . '0 0 .00 8 .60 , 0 .00 32330 .51 18 . 00 24 .00 140 . 00 13 . co 0 .00 8 .60 0 .00 32708 .17 18 .00 24 .00 140 .00 113 . 0 0 .0�0 8 .60 0. 00 33082 .14 18 . 00 24 .00 140 . 00 13 . .0 0.0�0 8 .60 , 0 .00 33452 .55 18 .00 24.00 140.00 13 . .0 0 ..010 8 .60 0.00 33819 .50 18 .00 24 .00 140 .00 13 . 0 0.00 8 .60 0 . 00 34183 .08 18 .00 24 .00 140 .00 13 . :0 0 .00 8.60 : 0.00 34543 .41 18 .00 24 .00 140 . 00 13.:0 0 .00 8 .60 0 .00 34900 .55 18 .00 24.00 140.00 14. 10 0 .00 8 .60 0 .00 35254 .62 18 . 00 24.00 140 .00 14.10 0 .00 8 .69 0 . 00 35605 .67 18 .00 24.00 140.00 14.+0 0.00 8 .60 0 .00 35953 .81 18 .00 24.00 140 .00 14.c0 0 .00 8.60 0. 00 36299 .09 18 .00 24 .00 140 . 00 14. , 0 0.00 8 .60 0 .00 36641.60 18 .00 24.00 140 .00 1.50 0 .00 8 .60 0 .00 36981.41 18 .00 24 .00 140 .00 14.60 0 .00 8 .60 0.00 37318 .57 18 . 00 24 .00 140.00 14.70 0 .00 8 .69 0 .00 37653 .16 18 . 00 24.00 140 .00 14 .80 0 . 00 8 .6�0 0 .00 37985.24 18 .00 24 .00 140 .09 14 . 90 0 .00 8 .60 0 . 00 38314 .86 18 .00 24.00 140 . 0 15.00 0 .00 8 .60 0 .00 38642 .08 18 . 00 24 .00 140 .00 15 .10 0 .0I0 8 . 6i0 , 0 .00 38966 . 96 18 . 00 24 . 00 140 .00 15 .20 0 .00 8 .60 : 0 .00 39289 .55 18 . 00 24.00 140 . 00 15 .30 0 .00 8 .610 ' 0 .00 39609. 90 18 .00 24 .00 140.09 15 .40 0 .00 8 .610 0.00 39928 .06 18 .00 24.00 140. 0 15 .50 0.00 8.60i 0 .00 40244 .07 18 .00 24.00 140 .09 15.60 0.00 8 .60 0 .00 40557.98 18 .00 24.00 140 .09 15 .70 0 .00 8 .60 0 .00 40869 .83 18 .00 24 .00 140.00 - 15.80 0. 00 8 .60 0.00 41179.67 18 . 00 24 .00 140 .09 15. 90 0 .00 8 .60 0 .00 41487.54 18 .00 24.00 140. 00 16 .00 0 . 00 8 .60 0 .00 41793 .47 18 . 00 24 .00 140 .00 • 16 . 10 0 . 00 8 .60 0 .00 42097 .51 18 . 00 24 . 00 140 .00 II - Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 , iI I Page 1 of 3 Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: basin 3 pre-dev 36" - • Description: Basin 3 Outlet 36" DIP Solve For Discharge Given Constant Data; Pressure @I1 0 . 00 Elevation @ 2 8 . 60 Pressure @; 1 0 . 00 Discharge -46869 .55 Diameter 36 . 00 Length 44 .00 Hazen-Williams C 130 .0000 Variable Input Data Minimum Maximum Increment By Elevation @ 1 8 .60 16 . 00 0.10 tJa51N - : 3;(:: DIP OvTLET FROM C.o;NTRou SiRocr vtka, 01su4ARGE To SPRir\K,cRoo►S cPEEl<, CC51- Oe\\-0.. Nreo, v v` J Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 • Page 2 of 3 JAR ABLE ! COMPUTED Ele . Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ @ 1 @ 2 @ 2 gpm in ft ft psi ft psi Un ble to compute this instance. 8.70 0 .00 8.60 ; 0. 00 16947.17 36 .00 44 . 00 130 . 00 8 .80 0 .00 8.60 ; 0 .00 24640 .72 36 .00 44 .00 130 . 00 , 8 .90 0 .00I ' 8 .60 0 .00 30672 . 04 36 .00 44 .00 130 . 00 ' 9 .00 0 .001 8 .60; 0 .00 35826 . 93 36 . 00 44 .00 130 . 00 9 .10 0 .00 8 .60; 0 .00 40414 . 85 36 . 00 44 . 00 130 .00 9.20 0 .00 8 .60 0 .00 44596 .30 36 . 00 44 . 00 130 . 00 9.30 0 .00 8 .60 0 . 00 48467 .44 36 .00 44 .00 130 .00 ; 9.40 0 .00 8.60 0 . 00 52091.37 36 . 00 44 . 00 130 . 00 9 .50 0.00 8.60 0 .00 55512 .16 36 .00 44 .00 130 . 00 9 . 0 0.00 8.60 0 .00 58762 .08 36.00 44 .00 130 .00 9 . 0 0 .00 8 .60 0.00 61865 .60 36.00 44 .00 130 . 00 9. 0 0 .00 8.60 ; 0.00 64841.80 36.00 44.00 130 . 00 9 . 0 0 .00 8 .60I 0 .00 67705 . 91 36.00 44 . 00 130 . 00 10. 0 0.00 8.60 0 .00 70470.33 36 .00 44 . 00 130 .00 10. 0 0 .00 8.60i 0 .00 73145.31 36.00 44 . 00 130 .00 1 10. 0 0 .00 8 .60 0.00 75739 .42 36 .00 44 .00 130 . 00 10 . 0 0 .00 8 .60 0 .00 78259 . 96 36 . 00 44.00 130 . 00, 1O. 0 0 .00 8.60 0 .00 80713 .16 36 . 00 44 .00 130. 00E .). 0 0.00 8.69 ' 0 .00 83104 .42 36 .00 44 .00 130 .00 .0 . 0 0 .00 8.60 0 .00 85438.45 36 .00 44 . 00 130 . 00 10. 0 0 .00 8.60 0 .00 87719 .39 36 .00 44 .00 130 .00 10. 0 0 .00 8 .60 0 . 00 89950 .88 36 .00 44 . 00 130 . 00 10 . 0 0 .00 8 .60 0 . 00 92136 .18 36 .00 44 . 00 130 . 001 - 11. 0 0 .00 8 .60 0.00 94278.19 36 .00 44 . 00 130 . 00 11. 0 0 .00 8.60 0 .00 96379 . 53 36 .00 44 . 00 130 . 00' 11. :0 0 . 00 8.60 0 .00 98442 . 54 36 .00 44 . 00 130 . 00 11. 0 0 .00 8.60 0 .00 100469.36 36 . 00 44 .00 130 . 00 11. , 0 0 .00 8 .60 ' 0 .00 102461.93 36 .00 44 .00 130 . 00 il. ' 0 0 .00 8.66 0.00 104422 .02 36 .00 44.00 130 . 90 11. :.0 0 .00 8 .60 0 .00 106351.26 36 .00 44 .00 130 .00 11. '0 0 .00 8.601 0.00 108251.14 36 .00 44 .00 130 .00 - 11. 0 0 .09 8 .60 0 .00 110123 .03 36 .00 44 .00 130 .90 11. 10 0 . 00 8 .601 0 .00 111968 .20 36 .00 44 .00 130 . 00 12 . 10 0 . 00 8 .60 0. 00 113787.83 36 . 00 44 .00 130 . 00 • 12 . , 0 0 . 00 8 .60 0 . 00 115582 . 99 36 . 00 44. 00 130 . 00 j 12 . 0 0 . 00 8 .60 0 .00 117354 .71 36 . 00 44 . 00 130 . 00 12 . : 0 0 . 00 8 .60 0 . 00 119103 . 94 36 . 00 44 . 00 130 . 90 12 . - 0 0 . 00 8 .60 0 .00 120831. 54 36 .00 44 .00 130 . 00 I ; 12 . .0 0 .0I0 8 .60 0 .00 122538 .36 36 . 00 44 .00 130 . 00 Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inca * 37 Brookside Rd *. Waterbury, Ct 06708 i 1 Page 3 of 3 H._H i , JI VARIABLE COMPUTED Elev. Pressure Elevl. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 21 @ 2 gpm in ft I ft psi ft 1 psi 12 .60 0 . 00 8 . 60 0 .00 124225 .16 36 .00 44.00 130 .00 12.70 0.00 8 .60 0 .00 125892 . 68 36 .00 44 . 00 130 .00 12 . 80 0 . 00 8 . 60 0 .00 127541.58 36 . 00 44 . 00 130 .00 12 . 90 0 . 00 8 . 60 0 .00 129172 .52 36 . 00 44 . 00 130 . 00 13 .00 0 .00 8 .60 0 .00 130786 .11 36 . 00 44 .00 . 130 . 00 13 .10 0 . 00 8 . 60 0 . 00 132382 . 91 36 . 00 44 .00 130 .00 13 .20 0 .00 8 .60 0 .00 133963 .48 36 . 00 44 .00 130 . 00 13 .30 0 .00 8 .60 0 .00 135528 .31 36 . 00 44 .00 130 .00 _H 13 .40 0 . 00 8 .60 0 .00 137077 . 90 36 . 00 44 .00 130 . 00 13 .50 0 .00 8 .60 0.00 138612 .71 36 .00 44 .00 130 .00 ," 13 .60 0. 00 8 .60 0 .00 140133 .18 36 .00 44 .00 130 .00 13 .70 0 .00 8 .60 0.00 141639 .73 36 . 00 44 .00 130 .00 13 .80 0 .00 8 . 60 0 .00 143132 .74 36 . 00 44 . 00 130 .00 13 . 90 0 .00 8 .60 0 .00 144612 . 61 36 . 00 44 .00 130 . 00 14.00 0 .00 8 .60 0 .00 146079 . 68 36 . 00 44 . 00 130 .00 14.10 0 .00 8 . 60 0.00 147534 .31 36 .00 44 .00 130 .00 14.20 0 .00 8 .60 0 .00 148976 . 83 36 . 00 44 .00 130 .00 1 , 14.30 0 . 00 8 .60 0.00 150407.54 36 . 00 44 .00 130 .00 14.40 0 . 00 8 . 60 0 .00 151826 . 75 36 . 00 44 .00 130 . 00 1.50 0 .00 8 .60 0 .00 153234 .75 36 .00 44 . 00 130 .00 .4 .60 0 . 00 8 .60 0.00 154631. 82 36 . 00 44.00 130 .00 14 .70 0 . 00 8 . 60 0 .00 156018 .21 36 . 00 44 .00 130 . 00 14 . 80 0 . 00 8 .60 0 . 00 157394 .19 36 .00 44 . 00 130 .00 14 . 90 0 . 00 8 .60 0 . 00 158760 . 00 36 . 00 44 . 00 130 .00 15 .00 0 . 00 8 .60 0. 00 160115. 87 36 . 00 44 . 00 130 .00 15.10 0 . 00 8 . 60 0 .00 161462 . 02 36 . 00 44 .00 130 . 00 15.20 0 .00 8 .60 0 . 00 162798 . 69 36 . 00 44 .00 130 . 00 15 .30 0 . 00 8 . 60 0 .00 164126 . 07 36 . 00 44 .00 130 .00 i 15 .40 0 . 00 8 .60 0 .00 165444 .37 36 .00 44.00 130 .00 15.50 0 .00 8 .60 0 .00 166753 .78 36 .00 44 .00 130 .00 15.60 0 .00 8 .60 0 . 00 168054 .49 36 .00 44 .00 130 . 00 15.70 0 . 00 8 .60 0 .00 169346 . 68 36 . 00 44 .00 130 .00 15 .80 0 . 00 8 .60 0 .00 170630 .53 36 .00 44 .00 130 .00 15 . 90 0 . 00 8 . 60 0 . 00 171906 .19 36 . 00 44 . 00 130 . 00 16 .00 0 . 00 8 . 60 0 . 00 173173 . 85 36 . 00 44 .00 130 .00 • 16 .10 0 . 00 8 .60 0 .00 174433 . 65 36 . 00 44 . 00 130 . 00 I ! 1 1 Open Channel Flow Module, Version 3 .11 (c) -. Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 i ' 9/14/98 7 :39 : 15 am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BSN A ROUTED TO SPRINGBROOK CR LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- c-PEAK-> OUTFLOW STORAGE c DESICRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, PRE SWMP A 0.00 0.21 DELTA PSTA 7.60 8 0.00 6984.20 cf 2YR, PRE SWMP A 0.00 2.00 DELTA PSTA 8.63 9 1.64 91244.70 cf 5YR, PRE SWMP A 0.00 2.90 DELTA PSTA 8.66 10 2.86 93500.70 cf 10YR, PRE SWMP A 0.00 4.13 DELTA PSTA 8.69 11 4.10 95776.42 cf 25YR, PRE SWMP A 0.00 5.39 DELTA PSTA 8.71 12 5.37 98119.36 cf 50YR, PRE SWMP A 0.00 5.51 DELTA PSTA 8.71 13 5.49 98353.65 cf 100YR, PRE SWMP A 0.00 6.67 DELTA PSTA 8.74 14 6.63 2 ac-ft II' II I � D • File . Input Hydrograph Storage Discharge LPool Proj : SWMP 1eeeeeeeeeeeeeee6eeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeeei' o MATCH INFLOW STO DIS PEAK PEAK OUT °'1 ' o . DESCRIPTION PEAK PEAK No. No. STG OUT HYD 0 O ° °WQ, PRE BSN 4-1&4-4 0 . 00 0. 88 4A PRE1&4 9 .22 0 . 88 8 • ° °2YR, PRE BSN 4-1&4-4 0 : 00 10 . 70 4A PRE1&4 11 . 05 7 . 08 9 ° °5YR, PRE BSN 4-1&4-4 *0 14 .35 4A PRE1&4 11 .46 7 . 87 10 0 °10YR,PRE BSN 4-1&4-4 0 . 00 19 . 07 4A PRE1&4 12 . 06 8 . 91 11 0 I °25YR,PRE BSN 4-1&4-4 0 . 00 23 . 90 4A • PRE1&4 12 .44 9 .53 12 °'- °50YR, PRE BSN 4-1&4-4 0 '. 00 24 .38 4A PRE1&4 12 .49 9 . 59 13 0 °100YR, PRE BSN4-1&4-4 0L00 28 . 77 4A PRE1&4 12 . 89 10 .21 14 0° 0 O { °. O 0 O >Done< Press any key to exit 0 aeeeeeee6eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee6eeeeeeef- Menu: Perform Level pool computations using input table instructions I I RE. - 40 E:\) OP Iv\N T 5V) AC.E WA-cER 6 ANAGE. MEN T MI ELT 6ASNS ;H-' d y-y R0h'SE0 THR,OV GN M Nit.) RNLI- Sw(aL.F, Z - `(EA& = °I.‘J i 1 I 9/10/98 11 : 8 :59 am Sverdrup Civil Inc page 1 THE BOEING COMPANY �r SURFACE WATER MANAGEMENT PROJECT PRE-DEV BSN 4-1&4-4 ROUTED THRU MAIN TRK STAGE STORAGE TABLE CUSTOM STORAGE ID No. 4A Description: POND4A I 1 STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (f ) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 9.00 0.0000 0.0000 10.80 9487 0.2178 12.60 89682 2.0588 14.40 388057 8.9086 9.10 218.63 0.0050 10.90 10400 0.2388 12.70 97533 2.2391 14.50 414726 9.5208 9.20 437.26 0.0100 11!00 11313 0.2597 12.80 105384 2.4193 14.60 441394 10.133 9.30 655.88 0.0151 ii1110 14439 0.3315 12.90 113236 2.5995 14.70 468063 10.745 9.40 874151 0.0201 11J20 17565 0.4032 13.00 121087 2.7798 14.80 494732 11.357 I 9.50 1093 0.0251 11130 20691 0.4750 13.10 137117 3.1478 14.90 521401 11.970 9.60 1312 0.0301 11.40 23817 0.5468 13.20 153146 3.5158 15.00 548069 12.582 I I 9.70 1530 0.0351 11150 26943 0.6185 13.30 169176 3.8837 15.10 10493262 240.89 9.80 1749 0.0402 11'60 30069 0.6903 13.40 185205 4.2517 15.20 20438456 469.20 I 9.90 1968 0.0452 11170 33195 0.7621 13.50 201235 4.6197 15.30 30383649 697.51 10.00 2186 0.0502 11.80 36322 0.8338 13.60 217264 4.9877 15.40 40328842 925.82 10.10 3099 0.0711 11.90 39448 0.9056 13.70 233294 5.3557 15.50 50274035 1154 10.20 4012 0.0921 12.00 42574 0.9774 13.80 249323 5.7237 15.60 60219228 1382 10.30 4924 0.1130 12i10 50425 1.1576 13.90 265353 6.0917 15.70 70164421 1611 10.40 5837 0.1340 12.20 58276 1.3378 14.00 281382 6.4596 15.80 80109614 1839 10.50 6749 0.1549 121.30 66128 1.5181 14.10 308051 7.0719 15.90 90054807 2067 I 10.60 7662 0.1759 12.40 73979 1.6983 14.20 334719 7.6841 10.70 8575 0.1968 12i50 81830 1.8786 14.30 361388 8.2963 I I • • 9/10/98 11 : 8 : 54, .am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BSN 4-1&4-4 ROUTED THRU MAIN TRK STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. PRE1&4 Description: POND1&4 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 9.15 0.0000 10.95 6.8760 12.75 9.9980 14.55 12.446 9.25 1.3950 11.05 7.0795 12.85 10.147 14.65 12.570 9.35 2.0825 11.15 7.2785 12.95 10.295 14.75 12.693 9.45 2.6040 11.25 7.4730 13.05 10.440 14.85 12.815 9.55 3.0465 11.35 7.6630 13.15 10.584 14.95 12.936 9.65 3.4390 11.45 7.8495 13.25 10.726 15.05 13.056 9.75 3.7960 11.55 8.0320 13.35 10.866 15.15 13.175 9.85 4.1265 11.65 8.2110 13.45 11.005 15.25 13.293 9.95 4.4360 11.75 8.3870 13.55 11.143 15.35 13.410 10.05 4.7280 11.85 8.5595 13.65 11.279 15.45 13.526 • 10.15 5.0050 11.95 8.7290 13.75 11.413 15.55 13.642 10.25 5.2695 12.05 8.8960 13.85 11.547 15.65 13.756 10.35 5.5235 12.15 9.0605 13.95 11.679 15.75 13.870 � I 10.45 5.7675 12.25 9.2225 14.05 11.810 15.85 13.984 10.55 6.0030 12.35 9.3820 14.15 11.940 15.95 14.096 10.65 6.2310 12.45 9.5390 14.25 12.068 16.05 14.208 10.75 6.4520 12.55 9.6940 14.35 12.195 16.15 14.263 10.85 6.6670 12.65 9.8470 14.45 12.321 i I I Page 1 of 3 Pressure Pipe Analysis & Design Circular Pipe ' orksheet Name: Bl&B4 ROUTED escription: BASIN B. SUB-BASIN B1&B4 ROUTED (MAIN TRACK) olve For Discharge iven Constant Data; , Pressure @ 1 0 . 00 Elevation @ 2 9 . 15 2',R -CfkIL`vA-rE1 sealfoC I ooK CP EK, Pi-essure @ 1 0 . 00 Discharge -806 . 63 Diameter 12 . 00 Length 101. 00 Hazen-Williams C 140 . 0000 Varia•le Input Data Minimum Maximum Increment By Elev-tion @ 1 9 . 00 16 . 00 0 . 10 I BASIN y'. DI5c14rtil6E: Ritz-cii..)Cv CkAvg CALCu..P VIo, S Fats 5v(3-- (Msi)5 4--1 -V LI—y Rourrga 74Ko�6H ►sA►N i RAck SwPa.E • pRE— DEveLoPMEN'C SURFPcGE I./A--0k Miscn.)itGE M.E.VT PRcs-Eri I Q -YENE, -TPo.L\J TE1 = cl,kS i Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 I 1 ' i 1 Page 2 of 3 VARIABLE COMPUTED i Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2 @ 2 gpm in ft ft psi ft psi 9 . 00 0 . 00 9 .15 0 . 00 -806 .63 12 . 00 101. 00 - 140 . 00 9 . 10 0 . 00 9 . 15 0 . 00 -445 .68 12 . 00 101. 00 140 . 00 9 .20 0 . 00 9 .15 0 . 00 445 .68 12 . 00 101. 00 140 . 00 ' 9.30 0 . 00 9 .15 0 . 00 806 .63 12 . 00 101 . 00 .140 . 00. - 9 .40 0 . 00 9 . 15 0 . 00 1062 . 85 � 12 . 00 101 . 00 140 . 00 9 .50 0 . 00 9 .15 0 . 00 1274 .62 12 . 00 101 . 00 140 . 00 1 , 9 .60 0 . 00 9 . 15 0 . 00 1459 .88 12 . 00 101. 00 140 . 00 H1 9 .70 0 . 00 9 .15 0 . 00 1626 .97 12 . 00 101. 00 140 . 00 9 . 80 0 . 00 9 .15 0 . 00 1780 .56 12 . 00 101 . 00 140 . 00 9 . 90 0 . 00 9 . 15 0 . 00 1923 .61 12 . 00 101 . 00 140 . 00 I 10 . 00 0 . 00 9 . 15 0 . 00 2058 .12 12 . 00 101 . 00 140 . 00 10 . 10 0 . 00 9 . 15 0 . 00 2185 .52 12 . 00 101 . 00 140 . 00 10 .20 0 . 00 9 .15 0 . 00 2306 .89 12 . 00 101 . 00 140 . 00 10 .30 0 . 00 9 . 15 0 . 00 2423 . 04 12 . 00 101. 00 140 . 00 10 .40 0 . 00 9 . 15 0 . 00 2534 .63 12 . 00 101. 00 140 . 00 10 .50 0 . 00 9 .15 0 . 00 2642 .19 12 . 00 101. 00 140 . 00 1 10 . 60 0 . 00 9 . 15 0 . 00 2746 .14 12 . 00 101. 00 140 . 00 10 . 70 0 . 00 9 .15 0 . 00 2846 .84 12 . 00 101 . 00 140 . 00 ' 0 . 80 0 . 00 9 . 15 0 . 00 2944 .59 12 . 00 101. 00 140 . 00 _0 . 90 0 . 00 9 . 15 0 . 00 3039 .66 12 . 00 101. 00 140 . 00 11. 00 0 . 00 9 . 15 0 . 00 3132 .25 12 . 00 101 . 00 140 . 00 11.10 0 . 00 9 . 15 0 . 00 3222 .57 12 . 00 101 . 00 140 . 00 11 .20 0 . 00 9 . 15 0 . 00 3310 .78 12 . 00 101 . 00 140 . 00 i 11 .30 0 . 00 9 . 15 0 . 00 3397 . 04 . 12 . 00 101 . 00 140 . 00 11.40 0 . 00 9 . 15 0 . 00 3481 .47 12 . 00 101 . 00 140 . 00 11 . 50 0 . 00 9 .15 0 . 00 3564 . 19 12 . 00 101 . 00 140 . 00 11. 60 0 . 00 9 . 15 0 . 00 3645 .30 12 . 00 101 . 00 140 . 00 , 11 . 70 0 . 00 9 . 15 0 . 00 3724 . 91 12 . 00 101. 00 140 . 00 11 . 80 0 . 00 9 . 115 0 . 00 3803 .09 12 . 00 101. 00 140 . 00 11 . 90 0 . 00 9 . 15 0 . 00 3879 . 93 12 . 00 101 . 00 140 . 00 12 . 00 0 . 00 9 . 15 0 . 00 3955 .49 12 . 00 101 . 00 140 . 00 12 . 10 0 . 00 9 . 15 0 . 00 4029 .84 12 . 00 101 . 00 140 . 00 12 . 20 0 . 00 9 . 15 0 . 00 4103 . 04 12 . 00 101 . 00 140 . 00 12 . 30 0 . 00 9 . 15 0 . 00 4175 .15 12 . 00 101 . 00 140 . 00 12 .40 0 . 00 9 . 15 0 . 00 4246 .20 12 . 00 101 . 00 140 . 00 12 . 50 0 . 00 9 . 15 0 . 00 4316 .26 12 . 00 101 . 00 140 . 00 12 . 60 0 . 00 9 . 15 0 . 00 4385 .37 12 . 00 101 . 00 140 . 00 12 .70 0 . 00 9 . 15 0 . 00 4453 .56 12 . 00 101 . 00 140 . 00 12 . 80 0 . 00 9 . 15 0 . 00 4520 . 87 12 . 00 101 . 00 140 . 00 12 . 90 0 . 00 9 . 15 0 . 00 4587 .34 12 . 00 101 . 00 140 . 00 Open Channel Flow', Module, Version 3 . 11 (c) Haestad Methods, ;Inc. * 37 Brookside Rd * Waterbury, Ct 06708 _I i Page 3 of 3 • V IABLE COMPUTED El v. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @1 @1 @2 @2 . gpm in ft f psi ft psi 1 13 . 0 0 . 00 9 . 15 0 . 00 4653 . 00 12 . 00 101. 00 140 . 00 13 . 10 0 . 00 9 .15 0 . 00 4717 . 87 12 . 00 101 . 00 140 . 00 13 .20 0 . 00 9 .15 0 . 00 4782 . 00 12 . 00 101. 00 140 .00 13 . 0 0 . 00 9 . 15 0 . 00 4845 .40 12 . 00 101. 00 140 . 00 13 . 40 0 . 00 9 .15 0 . 00 4908 .11 12 . 00 101 . 00 140 . 00 13 . %0 0 . 00 9 . 15 0 . 00 4970 . 13 12 . 00 101 . 00 140 . 00 13 . 1.0 0 . 00 9 .15 0 . 00 5031 . 51 12 . 00 101 . 00 140 . 00 13 . 70 0 . 09 9 .15 0 . 00 5092 . 25 12 . 00 101. 00 140 . 00 13 . :0 0 . 00 9 . 15 0 . 00 5152 .39 12 . 00 101 . 00 140 . 00 13 . "0 0 . 00 . 9 . 15 0 . 00 5211. 93 12 . 00 101. 00 140 . 00 14 . )0 0 . 00 9 . 15 0 . 00 5270 . 90 12 . 00. 101 . 00 140 . 00 14 . 0 0 . 00 9 .15 0 . 00 5329 .31 12 . 00 101. 00 140 . 00 14 . 0 0 . 00 9 .15 0 . 00 5387 . 18 12 . 00 101. 00 140 . 00 14 . : 0 0 . 00 9 . 15 0 . 00 5444 .52 12 . 00 101 . 00 140 . 00 14 . 40 0 . 00 9 .15 0 . 00 5501 . 36 12 . 00 101. 00 140 . 00 14 . .0 0 . 00 9 . 15 0 . 00 5557 . 70 12 . 00 .101 . 00 140 . 00 14 . .0 0 . 00 9 . 15 0 . 00 5613 .55 12 . 00 101. 00 140 . 00 14 . 0 0 . 0�0 9 .15 0 . 00 5668 . 94 12 . 00 101 . 00 140 . 00 ' 4 . :0 0 . 00 9 . 15 0 . 00 5723 . 87 12 . 00 101 . 00 140 . 00 _4 . s0 0 . 00 9 . 15 0 . 00 5778 .36 12 . 00 101. 00 140 . 00 15 . .0 0 . 00 9 . 15 0 . 00 5832 .41 12 . 00 101 . 00 140 . 00 15 . 10 0 . 00 9 . 15 0 . 00 5886 . 04 12 . 00 101. 00 140 . 00 , 15 .'0 0 . 00 9 .15 ' 0 . 00 5939 .25 12 . 00 101. 00 140 . 00 15 . 0 0 . 00 9 . 15 . 0 . 00 5992 . 06 12 . 00 101 . 00 140 . 00 15 . 40 0 . 00 9 . 15 0 . 00 6044 .48 12 . 00 101 . 00 140 . 00 15 . 50 0 . 00 9 .15 ' 0 . 00 6096 . 52 12 . 00 101 . 00 140 . 00 15 . 60 0 . 00 9 . 15 0 . 00 6148 . 17 12 . 00 101. 00 140 . 00 15 . 70 0 . 00 9 . 15 ; 0 . 00 6199 .46 12 . 00 101. 00 140 . 00 15 . 80 0 . 00 9 . 15 0 . 00 6250 .40 12 . 00 101 . 00 140 . 00 ' 15 . 90 0 . 00 9 . 15 , 0 . 00 6300 . 98 12 . 00 101 . 00 140 . 00 16 . 00 0 . 00 9 .15 0 . 00 6351 .21 12 . 00 101. 00 140 . 00 , 16 . 10 0 . i0 9 . 15 0 . 00 6401 . 12 12 . 00 101 . 00 140 . 00 Open Clannel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 9/10/98 11 : 9 : 0 am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT • PRE-DEV BSN 4-1&4 '-4 ROUTED THRU MAIN TRK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESCRIPTION ,> (cfs) (cfs) --id- --id- c-STAGE> id (cfs) VOL (cf) WQ, PRE BSN 4-1&4-4 0.00 0.88 4A PRE1&4 9.22 8 0.88 470.09 cf I ' 2YR, PRE BSN 4-1&4-4 0.00 10.70 4A PRE1&4 11.05 9 7.08 12951.22 cf 5YR, PRE BSN 4-1&4-4 0.00 14.35 4A PRE1&4 11.46 10 7.87 25775.48 cf 10YR,PRE BSN 4-1&4-4 0.00 19.07 4A PRE1&4 12.06 11 8.91 47010.13 cf 25YR,PRE BSN 4-1&4-4 0.00 23.90 4A PRE1&4 12.44 12 9.53 77283.00 cf i 50YR,PRE BSN 4-1&4-4 0.00 24.38 4A PRE1&4 12.49 13 9.59 80662.15 cf 100YR,PRE BSN4-1&4-4 0.00 28.77 4A PRE1&4 12.89 14 10.21 3 ac-ft D • ile Input Hydrogaph Storage Discharge LPool Proj : SWMP eeee 'eeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee; MATCH INFLOW STO DIS PEAK PEAK OUT ° o DESCRIPTION PEAK ! PEAK No. No. STG OUT . HYD ° o IQ, P•E BASIN 4H 0 . 00 1 . 05 PONDB POND"B" 9 . 18 0 .40 1 ° °2YR, 'RE BASIN 4-5 0 . 00 4 .37 PONDB POND"B" 9 .53 1 . 93 2 ° 'RE BASIN 4-5 0 . 00 5 .40 PONDB POND"B" 9 . 66 2 .23 3 ° L0R, PRE BASIN 4-5 0 . 00 . 6 . 68 PONDB POND"B" - 9 . 83 2 . 59 4 ° -25YR, PRE BASIN 4-5 0 . 00 7 . 96 PONDB POND"B" 10 . 01 3 . 09 5 0 °-50YR, PRE BASIN 4-5 0 . 00 8 . 09 PONDB POND"B" 10 . 03 3 . 16 6 0 - 00YR, PRE BASIN 4-5 0 . 00 9 .25 PONDB POND"B" 10 . 16 3 . 70 -7 ° 0 O - 0 • 0 O >Done< Press any key to exit 0 eeee=eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef I - 1 � gnu: Perform Level pool computations using input table instructions I f RE - OE v;E LoP n EN 1 SV(kfokce tiJ/'t•tER PiftnJA(.ENIEN l PR.ciSECT BAsiN Lt-5 Roar-rao Tn-muo(caN #'oNQ "a " a . FINK. �����✓���rz = 61.15 9/10/98 11 :19 :44 am Sverdrup Civil Inc page 1 -I • THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRELDEV BASIN 4-5', ROUTED THRU POND "B" STAGE STORAGE TABLE CUSTOM STORAGE ID No. PONDB Description: POND "B" STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (;ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 9.00 0.0000 0.0000 10.60 38566 0.8853 12.20 83763 1.9229 13.80 135034 3.0999 9.10 2297 0.0527 10.70 41165 0.9450 12.30 86850 1.9938 13.90 138355 3.1762 9.20 4594 0.1055 10.80 43764 1.0047 12.40 89938 2.0647 14.00 141676 3.2524 9.30 6891 0.1582 10.90 46363 1.0643 12.50 93026 2.1356 14.10 145238 3.3342 9.40 9188 0.2109 11.00 48962 1.1240 12.60 96114 2.2065 14.20 148801 3.4160 9.50 11486 0.2637 11.10 51825 1.1897 12.70 99202 2.2774 14.30 152363 3.4978 9.60 13783 0.3164 11.20 54687 1.2554 12.80 102289 2.3482 14.40 155925 3.5796 9.70 16080 0.3691 11.30 57550 1.3212 12.90 105377 2.4191 14.50 159488 3.6613 9.80 18377 0.4219 11.40 60412 1.3869 13.00 108465 2.4900 14.60 163050 3.7431 9.90 20674 0.4746 11.50 63275 1.4526 13.10 111786 2.5663 14.70 166612 3.8249 10.00 22971 0.5273 11.60 66137 1.5183 13.20 115107 2.6425 14.80 170174 3.9067 10.10 25570 0.5870 11.70 69000 1.5840 13.30 118428 2.7187 14.90 173737 3.9884 10.20 28169 0.6467 11.80 71862 1.6497 13.40 121749 2.7950 15.00 177299 4.0702 10.30 30768 0.7063 11.90 74725 1.7154 13.50 125071 2.8712 I ' 10.40 33367 0.7660 12.00 77587 1.7812 13.60 128392 2.9475 10.50 35967 0.8257 12.10 80675 1.8520 13.70 131713 3.0237 I I • I I I 9/10/98 . 11 :19 :44iam Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-5, ROUTED THRU POND "B" STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. POND"B" Description: PONDB! I I STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfi (ft) ---cfs (ft) ---cfs (ft) ---cfs 9.15 0.0000 10.45 4.2750 11.75 6.0465 13.05 22.903 I 9.25 0.9585 10'.55 4.4365 11.85 6.1620 13.15 23.719 9.35 1.3920 101.65 4.5925 11.95 6.2750 13.25 24.504 9.45 1.7125 10,.75 4.7430 12.05 6.6940 13.35 25.260 9.55 1.9805 101.85 4.8890 12.15 7.6740 13.45 25.990 9.65 2.2L60 101.95 5.0310 12.25 9.0735 13.55 26.698 9.75 2.4285 11.05 5.1690 12.35 10.772 13.65 27.385 9.85 2.6235 11.15 5.3030 12.45 12.719 13.75 28.054 9.95 2.80501 .8i050 11.25 5.4340 12.55 14.884 13.85 28.704 10.05 3.2740 11'.35 5.5620 12.65 17.246 13.95 29.339 10.15 3.7490 111.45 5.6870 12.75 19.584 14.05 29.653 10.25 3.9320 11.55 5.8095 12.85 21.155 10.35 4.11070 11L65 5.9290 12.95 22.050 I I j ' I I I 1-- The Boeing Company Surface Water Management Project Pond"B"Control Structure with Springbrook Creek 2-Year Tailwater EL 9.15 Orifice 1,dia= 8.75 in. at EL 5.75(structure outlet pipe I.E.=9.00) Orifice 2,dia= 6.25 in. at EL 9.50(on 6°elbow) Orifice 3,dia= 4.75 in. at EL 9.80(on 6'elbow) Riser,dia= 24.00 in. at EL 12.00 Stage Area Area Area Area Tailwater Dif.Head Orifice Flowrate Flowrate Flowrate Flowrate- Total (ft)(1) of Orifice 1 of Orifice 2 of Orifice 3 of Riser Elevation at Orifice Coefficient, Orifice 1 Orifice 2 Orifice 3 Riser Flowrate (ft2) (ft2) (tt2) ( ) lib(It) C (cfs)(2) (cfs)(2) (cfs)(2) (cfs)(3) (cfs)(1) 9.15 0.42 0.21 0.12 3.14 9.15 0.00 0.62 0.00 0.00 0.00 0.00 0.00 9.20 0.42 0.21 0.12 0.79 9.15 0.05 . 0.62 0.46 0.24 0.00 • 0.00 0.70 9.3 0.42 0.21 0.12 0.79 9.15 0.15 0.62 0.80 0.41 0.00 0.00 1.22 9.4 0.42 0.21 0.12 0.79 9.15 0.25 0.62 1.04 0.53 0.00 0.00 1.57 9.5 0.42 0.21 0.12 0.79 9.15 0.35 0.62 1.23 0.63 0.00 0.00 1.86 9.6 0.42 0.21 0.12 0.79 9.15 0.45 0.62 1.39 0.71 0.00 0.00 2.10 9.7 0.42 0.21 0.12 0.79 9.15 0.55 0.62 1.54 0.79 0.00 0.00 2.33 9.8 0.42 0.21 0.12 0.79 9.15 0.65 0.62 1.68 0.85 0.00 0.00 2.53 9.9 0.42 0.21 0.12 0.79 9.15 0.75 0.62 1.80 0.92 0.00 0.00 2.72 I 10.0 0.42 0.21 0.12 0.79 9.15 0.85 0.62 1.92 0.98 0.00 0.00 2.89 , 10.1 0.42 0.21 0.12 0.79 9.15 0.95 0.62 2.03 1.03 0.60 0.00 3.66 10.2 0.42 0.21 0.12 0.79 9.15 1.05 0.62 2.13 1.09 0.63 0.00 3.84 10.3 0.42 0.21 0.12 0.79 9.15 1.15 0.62 2.23 1.14 0.66 0.00 4.02 10.4 0.42 0.21 0.12 0.79 9.15 125 0.62 2.32 1.19 0.68 0.00 4.19 10.5 0.42 0.21 0.12 0.79 9.15 1.35 0.62 2.41 1.23 0.71 0.00 4.36 10.6 0.42 0.21 0.12 0.79 9.15 1.45 0.62 2.50 1.28 0.74 0.00 4.52 10.7 0.42 0.21 0.12 0.79 9.15 1.55 0.62 2.59 1.32 0.76 0.00 4.67 10.8 0.42 0.21 0112 0.79 9.15 1.65 0.62 2.67 1.36 0.79 0.00 4.82 10.9 0.42 0.21 0112 0.79 9.15 1.75 0.62 2.75 1.40 0.81 0.00 4.96 11.0 0.42 0.21 0:12 0.79 9.15 1.85 0.62 2.83 1.44 0.83 0.00 5.10 11.1 0.42 0.21 0112 0.79 9.15 1.95 0.62 2.90 1.48 0.86 0.00 5.24 11.2 0.42 0.21 0:12 0.79 9.15 2.05 0.62 2.97 1.52 0.88 0.00 5.37 11.3 0.42 0.21 0:12 0.79 9.15 2.15 0.62 3.05 1.55 0.90 0.00 5.50 11.4 0.42 0.21 0112 0.79 9.15 2.25 0.62 3.12 1.59 0.92 0.00 5.62 11.5 0.42 0.21 0112 0.79 9.15 2.35 0.62 3.19 1.63 0.94 0.00 5.75 11.6 0.42 0.21 0:12 0.79 9.15 2.45 0.62 3.25 1.66 0.96 0.00 5.87 11.7 0.42 0.21 0.12 0.79 9.15 2.55 0.62 3.32 1.69 0.98 0.00 5.99 , 11.8 0.42 0.21 0.12 0.79 9.15 2.65 0.62 3.38 1.73 1.00 0.00 6.10 I 11.9 0.42 0.21 0:12 0.79 9.15 2.75 0.62 3.45 1.76 1.02 0.00 6.22 12.0 0.42 0.21 0:12 0.79 9.15 2.85 0.62 3.51 1.79 1.03 0.00 6.33 12.1 0.42 0.21 0112 0.79 9.15 2.95 0.62 3.57 1.82 1.05 0.62 7.06 12.2 0.42 0.21 0.12 0.79 9.15 3.05 0.62 3.63 1.85 1.07 1.74 8.29 , , 12.3 0.42 0.21 0:12 0.79 9.15 3.15 0.62 3.69 1.88 1.09 320 9.86 _12.4 0.42 0.21 0:12 0.79 9.15 3.25 0.62 3.75 1.91 1.10 4.93 11.69 12.5 0.42 0.21 0:12 0.79 9.15 3.35 0.62 3.80 1.94 1.12 6.89 13.75 12.6 0.42 0.21 0.12 0.79 9.15 3.45 0.62 3.86 1.97 1.14 9.05 16.02 12.7 0.42 0.21 0.12 0.79 9.15 3.55 0.62 3.91 2.00 1.15 11.41 18.47 , 12.8 0.42 0.21 0:12 0.79 9.15 3.65 0.62 3.97 2.03 1.17 13.53 20.70 1 12.9 0.42 0.21 0!12 0.79 9.15 3.75 0.62 4.02 2.05 1.19 14.35 21.61 - 13.0 0.42 0.21 0.12 0.79 9.15 3.85 0.62 4.08 2.08 1.20 15.13 22.49 13.1 0.42 0.21 0:12 0.79 9.15 3.95 0.62 4.13 2.11 1.22 15.87 23.32 13.2 0.42 0.21 0.12 0.79 9.15 4.05 0.62 4.18 2.13 1.23 16.57 24.12 13.3 0.42 0.21 0:12 0.79 9.15 4.15 0.62 4.23 2.16 1.25 17.25 24.89 13.4 0.42 0.21 0:12 0.79 9.15 4.25 0.62 4.28 2.19 1.26 17.90 25.63 13.5 0.42 0.21 0:12 0.79 9.15 4.35 0.62 4.33 2.21 1.28 18.53 26.35 13.6 0.42 0.21 0.12 0.79 9.15 4.45 0.62 4.38 2.24 1.29 19.14 27.05 13.7 0.42 0.21 0.12 0.79 9.15 4.55 0.62 4.43 2.26 1.31 19.72 27.72 13.8 0.42 0.21 0.12 0.79 9.15 4.65 0.62 4.48 2.29 1.32 20.30 28.38 13.9 0.42 0.21 0.12 0.79 9.15 4.75 0.62 4.53 2.31 1.33 20.85 29.03 14.0 0.42 0.21 0.12 0.79 9.15 4.85 0.62 4.58 2.33 1.35 21.39 29.65 Notes: ' (1) Pond"B"cannot discharge flow below EL 9.0 due to design elevation of structure A22. Above EL 14.5,flow leaves Pond"B'via emergency overflow spillway. (2) Q=(C)(Area)(29H0112 (3) Q=9.739(D)(H)3/2,wm`Fbw Q=3.782(D 2)(H)1/2.Orifice Flow Flow transitions from weir to orifice flow at 0.80 feet of head. 013E193\2220\engr Kbcalc19.xis[2-Year Tailwater] I 1 9/10/98 11 :19 :451am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-5, ROUTED THRU POND "B" LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, PRE BASIN 4-5 0.00 1.05 PONDS POND"B" 9.18 1 0.40 4220.08 cf 2YR, PRE BASIN 4-5 0.00 4.37 PONDB POND"B" 9.53 2 1.93 12252.94 cf 5YR, PRE BASIN 4-5 0.00 5.40 PONDS POND"B" 9.66 3 2.23 15174.64 cf 10YR, PRE BASIN 4-5 0.00 6.68 PONDB POND"B" 9.83 4 2.59 19155.36 cf 25YR, PRE BASIN 4-5 0.00 7.96 PONDB POND"B" 10.01 5 3.09 23245.32 cf 50YR, PRE BASIN 4-5 0.00 8.09 PONDB POND"B" 10.03 6 3.16 23626.45 cf 100YR, PRE BASIN 4-5 0.00 9.25 PONDS POND"B" 10.16 7 3.70 27098.40 cf I � i I h File Input Hydrograph Storage Discharge LPool Proj : SWMP Ieeeeeeeeeeeeeeeeeeeeeeee'eeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeeei o MATCH INFLOW STO DIS PEAK PEAK OUT °, _ °. DESCRIPTION PEAK PEAK No. No. STG OUT HYD 0 O 0, °WQ, PRE BASIN 4 0 . 00 1 .24 P1&P4&P5 P1&P4&P5 9 . 17 1. 06 8 °, °2YR, PRE BASIN 4 Oi. 00 9 . 00 P1&P4&P5 P1&P4&P5 9 . 78 8 .31 9 0 °5YR, PRE BASIN 4 0 . 00 10 . 03 P1&P4&P5 P1&P4&P5 9 . 95 9 .48 10 ° °10YR, PRE BASIN 4 0.. 00 11 .39 Pl&P4&P5 P1&P4&P5 10 . 16 10 . 76 11 °, °25YR, PRE BASIN 4 OLOO 12 . 29 Pl&P4&P5 P1&P4&P5 10 . 32 11. 65 12 ° °50YR, PRE BASIN 4 0 . 00 12 .40 P1&P4&P5 Pl&P4&P5 10 . 34 11 . 74 13 ° °100YR, PRE BASIN 4 0 . 00 13 .37 P1&P4&P5 P1&P4&P5 10 . 50 12 . 55 14 ° O ° o 0 O °- o 0 O >Done< Press any key to exit 0 aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Menu: Perform Level pool computations using input table instructions ?Re _ OEVEL.oc MEN j - svRFA(.e. bJASE(k t4p,n1A(°stiaikrT 4Ro ec.11 gfas)rvs 9-1 y-4 d 9 ..5 Rov►GD ;o • PRAc.1 TR.A C. W P( ER = 9.15 9/10/98 11 :34 :56 am Sverdrup Civil Inc page 1 • THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-1, 4-4, & 4-5 ROUTED STAGE STORAGE TABLE CUS TOM STORAGE ID No. Pl&P4&P5 Description: 24PI;PE STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf-f-- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf:-- --Ac-Ft- (ft) ---cf--- --Ac-Ft- I I , 9.00 0.0000 0.0000 101.50 42716 0.9806 12.00 120161 2.7585 13.50 326305 7.4909 9.10 2516 0.0578 10.60 46228 1.0612 12.10 131100 3.0097 13.60 345656 7.9352 9.20 5032 0.1155 10I.70 49740 1.1419 12.20 142039 3.2608 13.70 365006 8.3794 I � 9.30 7547 0.1733 10.80 53251 1.2225 12.30 152979 3.5119 13.80 384357 8.8236 9.40 , 10063 0.2310 10.90 56763 1.3031 12.40 163918 3.7630 13.90 403708 9.2679 9.50 12579 0.2888 11,.00 60275 1.3837 12.50 174857 4.0142 14.00 423058 9.7121 9.60 15!095 0.3465 111.10 66263 1.5212 12.60 185796 4.2653 14.10 453289 10.406 9.70 17610 0.4043 11.20 72252 1.6587 12.70 196735 4.5164 14.20 483520 11.100 9.80 20126 0.4620 11.30 78241 1.7962 12.80 207674 4.7675 14.30 513751 11.794 9.90 22642 0.5198 111.40 84229 1.9336 12.90 218613 5.0187 14.40 543982 12.488 10.00 251158 0.5775 111.50 90218 2.0711 13.00 229552 5.2698 14.50 574214 13.182 10.10 28669 0.6582 111.60 96207 2.2086 13.10 248903 5.7140 14.60 604445 13.876 10.20 32181 0.7388 11.70 102195 2.3461 13.20 268253 6.1582 14.70 634676 14.570 10.30 35693 0.8194 11.80 108184 2.4836 13.30 287604 6.6025 14.80 664907 15.264 10.40 39204 0.9000 11.90 114173 2.6210 13.40 306955 7.0467 14.90 695138 15.958 • I I I I 1 I I I 9/10/98 11 :34 :56 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-1:,4-4, & 4-5 ROUTED STAGE DISCHARGE TABLE II CUSTOM DISCHARGE ID No. Pl&P4&P5 Description: PND1&4&B ' ' 1 1 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs I 9.15 0.0000 10.95 14.690 12.75 21.365 14.55 26.595 9.25 2.9800 11.05 15.125 12.85 21.685 14.65 26.860 9.35 4.4500 11.15 15.550 12.95 21.995 14.75 27.120 9.45 5.5650 11.25 15.965 13.05 22.305 14.85 27.380 9.55 6.5100 11.35 16.375 13.15 22.615 14.95 27.640 9.65 7.3500 11.45 16.775 13.25 22.920 15.05 27.900 9.75 8.1150 11.55 17.165 13.35 23.220 15.15 28.155 9.85 8.8200 11.65 17.550 13.45 23.515 15.25 28.405 9.95 9.4800 11.75 17.925 13.55 23.810 15.35 28.655 10.05 10.105 11.85 18.290 13.65 24.105 15.45 28.905 10.15 10.695 11.95 18.650 13.75 24.390 15.55 29.150 10.25 11.260 12.05 19.010 13.85 24.675 15.65 29.395 10.35 11.805 12.15 19.365 13.95 24.960 15.75 29.640 10.45 12.325 12.25 19.710 14.05 25.235 15.85 29.880 10.55 12.830 12.35 20.050 14.15 25.510 15.95 30.120 10.65 13.315 12.45 20.385 14.25 25.785 16.05 30.360 10.75 13.785 12.55 20.715 14.35 26.055 16.15 30.480 1 10.85 14.245 12.65 21.040 14.45 26.325 I I--1 _ I Page 1 of 3 Pressure Pipe Analysis & Design ' Circular Pipe orksheet Name: B1&B4&B2520 Description: BASIN B, SUB-BASIN B1 & B4 & B2520 ROUTED solve For Discharge iven Constant Data; Pressure @ 0 . 00 Elevation @ 2 9 . 15 k— 2%1R TAIL JATCR h'[ 5MA) RoDY. CAME S pressure @ 1 0 . 00 Discharge -1723 . 68 Diameter 24 . 00 Length 724 . 00 Hazen-Williams C 140 . 0000 Varia.le Input Data Minimum Maximum Increment By ' 'Elev-tion @ 1 9 . 00 16 . 00 0 . 10 BASIN y ,DISOHaI.GE R,v i to 6 CvRvE 'CALCv LA-Ti 6/ J5 PoA 5ve ..8ASuNS t _1 Jut-9 4L .5 Rov'CE0 -�►-�Ru��i� Dy" SccM' ib -CH E -vfLptcZ ic.E TR.ALY, PRE— Oev G'L oPMl iG&I 5u0.FkcE wfONM. NANJAGE P'1,E, C PLO j e c.j Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Page 2 of 3 I , VARIABLE COMPUTED Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C I , @ 1 @ 1 @ 2 @ 2 gpm in ft ft psi ft : psi , 9 . 00 0 . 00 9 . 15 0 . 00 -1723 . 68 24 . 00 724 . 00 140 . 00 9 . 10 0 . 00 9 . 15 0 . 00 -952 .38 24 . 00 724 . 00 140 . 00 9 . 20 0 . 00 9 . 15 0 . 00 952 . 38 24 . 00 724 . 00 140 . 00 9 .30 0 . 00 9 .15 0 . 00 1723 . 68 24 . 00 724 . 00 140 . 00 9 .40 0 . 00 9 . 15 0 . 00 2271 .20 ' 24 . 00 724 . 00 140 . 00 9 . 50 0 . 00 9 . 15 0 . 00 2723 .73 24 . 00 724 . 00 140 . 00 9 . 60 0 . 00 9 . 15 0 . 00 3119 . 62 24 . 00 724 . 00 140 . 00 9 . 70 0 . 00 9 . 15 0 . 00 3476 . 67 24 . 00 724 . 00 140 . 00 9 . 80 0 . 00 9 . 15 0 . 00 3804 . 88 24 . 00 724 . 00 140 . 00 9 . 90 0 . 00 9 . 15 0 . 00 4110 .56 24 . 00 724 . 00 140 . 00 10 . 00 0 . 00 9 . 15 0 . 00 4397. 98 24 . 00 724 . 00 140 . 00 10 . 10 0 . 00 9 .15 0 . 00 4670 .23 24 . 00 724 . 00 140 . 00 10 .20 0 . 00 9 . 15 0 . 00 4929 . 58 24 . 00 724 . 00 140 . 00 ' I 10 .30 0 . 00 9 . 15 0 . 00 5177 . 79 24 . 00 724 . 00 140 . 00 10 .40 0 . 00 9 . 15 0 . 00 5416 .25 24 . 00 724 . 00 140 . 00 10 . 50 0 . 00 9 . 15 0 . 00 5646 . 09 24 . 00 724 . 00 140 . 00 10 . 60 0 . 00 9 . 15 0 . 00 5868 . 22 24 . 00 724 . 00 140 . 00 10 . 70 0 . 00 9 . 15 0 . 00 6083 .40 24 . 00 724 . 00 140 . 00 ' 0 . 80 0 . 00 9 . 15 0 . 00 6292 . 29 24 . 00 724 . 00 140 . 00 _0 . 90 0 . 00 9 . 15 0 . 00 6495 .43 24 . 00 724 . 00 140 . 00 11 . 00 0 . 00 9 . 15 0 . 00 6693 .30 24 . 00 724 . 00 140 . 00 11 . 10 0 . 00 9 . 15 0 . 00 6886 .30 24 . 00 724 . 00 140 . 00 11 . 20 0 . 00 9 . 15 0 . 00 7074 . 81 24 . 00 724 . 00 140. 00 11 . 30 0 . 00 9 . 15 0 . 00 7259 . 12 24 . 00 724 . 00 140 . 00 11 .40 0 . 00 9 . 15 0 . 00 7439 . 54 24 . 00 724 . 00 140 . 00 11 . 50 0 . 00 9 . 15 0 . 00 7616 . 30 24 . 00 724 . 00 140 . 00 11 . 60 0 . 00 9 . 15 0 . 00 7789 . 64 24 . 00 724 . 00 140 . 00 11 . 70 0 . 00 9 . 15 , 0 . 00 7959 . 75 24 . 00 724 . 00 140 . 00 11 . 80 0 . 00 9 . 15 0 . 00 8126 . 81 24 . 00 724 . 00 140 . 00 _ 11 . 90 0 . 00 9 . 15 0 . 00 8291 . 00 24 . 00 724 . 00 140 . 00 1 12 . 00 0 . 00 9 . 15 0 . 00 8452 .47 24 . 00 724 . 00 140 . 00 12 . 10 0 . 00 9 . 15 0 . 00 8611 .35 24 . 00 724 . 00 140 . 00 12 . 20 0 . 00 9 . 15 0 . 00 8767 . 77 24 . 00 724 . 00 140 . 00 12 . 30 0 . 00 9 . 15 0 . 00 8921 . 86 24 . 00 724 . 00 140 . 00 12 .40 0 . 00 9 . 15 0 . 00 9073 .70 24 . 00 724 . 00 140 . 00 12 . 50 0 . 00 9 . 15 0 . 00 9223 .41 24 . 00 724 . 00 140 . 00 12 . 60 0 . 00 9 . 15 0 . 00 9371 . 08 24 . 00 724 . 00 140 . 00 12 . 70 0 . 00 9 . 15 0 . 00 9516 . 80 24 . 00 724 . 00 140 . 00 I , 12 . 80 0 . 00 9 . 15 0 . 00 9660 .63 24 . 00 724 . 00 140 . 00 12 . 90 0 . 00 9 . 15 0 . 00 9802 .67 24 . 00 724 . 00 140 . 00 Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Page 3 of 3 i • V IABLE COMPUTED E1 v. Pressure Elev.i Pressure Discharge Diameter Length Hazen-W C @ 1 @1 @ 2 @ 2 gpm in ft fl psi ft psi 13 . 00 0 . 00 9 . 15 0 . 00 9942 . 97 24 . 00 724 . 00 140 . 00 1310 0 . 00 9 . 15 0 . 00 10081 . 61 24 . 00 724 . 00 140 . 001 13 . 0 0 . 00 9 .15 0 . 00 10218 . 64 24 . 00 724 . 00 140 . 001 13 .30 0 . 00 9 . 15 0 . 00 10354 . 13 24 . 00 724 . 00 140 . 001 13 .0 0 . 00 9 . 15 0 . 00 10488 . 12 24 . 00 724 . 00 140 . 09 13 . 0 0 . 09 9 .15 0 . 00 10620 . 66 24 . 00 724 . 00 140 . 00 11 13 . 0 0 . 00 9 .15 0 . 00 10751 . 82 24 . 00 724 . 00 140 . 00 13 . 0 0 . 00 9 . 15 0 . 00 10881. 62 24 . 00 724 . 00 140 . 00 13 . 0 0 . 00 9 . 15 0 . 00 11010 . 12 24 . 00 724 . 00 140 . 00 . .130 0 . 00 9 . 15 0 . 00 11137 .35 24 . 00 724 . 00 140 . 00 14 . 00 0 . 00 9 .15 0 . 00 11263 .36 24 . 00 724 . 00 140 . 00 14 . 10 0 . 00 9 .15 0 . 00 11388 . 18 24 . 00 724 . 00 140 . 00 14 . 0 0 . 00 9 . 15 0 . 00 11511. 84 24 . 00 724 . 00 140 . 00 14 .30 0 . 00 9 . 15 0 . 00 11634 . 38 24 . 00 724 . 00 140 . 00 14 . 0 0 . 00 9 . 15 0 . 00 11755 . 84 24 . 00 724 . 00 140 . 00 14 . 0 0 . 00 9 . 15 0 . 00 11876 . 23 24 . 00 724 . 00 140 . 00 14 . 0 0 . 0�0 9 . 15 0 . 00 11995 . 59 24 . 00 724 . 00 140 . 00 14 . 0 0 . 00 9 .15 0 . 00 12113 . 95 24 . 00 724 . 00 140 . 00 '4 . 80 0 . 00 9 . 15 0 . 00 12231 . 33 24 . 00 724 . 00 140 . 00 -4 . 90 0 . 00 9 . 15 0 . 00 12347 . 76 24 . 00 724 . 00 140 . 00 15 . 00 0 . 00 9 . 15 0 . 00 12463 .26 24 . 00 724 . 00 140 . 00 15 . 10 0 . 00 9 . 15 0 . 00 12577 . 86 24 . 00 724 . 00 140 . 00 15 .20 0 . 00 9 . 15 0 . 00 12691 . 57 24 . 00 724 . 00 140 . 00 15 .30 0 . 00 9 . 15 0 . 00 12804 .42 24 . 00 724 . 00 140 . 00 15 .40 0 . 00 9 . 15 0 . 00 12916 .44 24 . 00 724 . 00 140 . 00 15 . 50 0 . 00 9 . 15 0 . 00 13027 . 63 24 . 00 724 . 00 140 . 00 15 . 60 0 . 00 9 . 15 0 . 00 13138 . 01 24 . 00 724 . 00 140 . 00 15 . 70 0 . 00 9 . 15 0 . 00 13247 . 62 24 . 00 724 . 00 140 . 00 15 . 80 0 . 00 9 . 15 0 . 00 13356 .45 24 . 00 724 . 00 140 . 00 15 . 90 0 . 00 9 . 15 0 . 00 13464 . 54 24 . 00 724 . 00 140 . 00 16 . 00 0 . 00 9 . 15 0 . 00 13571 . 89 24 . 00 724 . 00 140 . 00 16 . 10 0 . 00 9 . 15 0 . 00 13678 . 52 24 . 00 724 . 00 140 . 00 I 1 II i Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, IInc. * 37 Brookside Rd * Waterbury, Ct 06708 i r 9/10/98 . 11 :34 :57 am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-1, 4-4, & 4-5 ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION . > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) -- WQ, PRE BASIN 4 0.00 1.24 P1&P4&P5 P1&P4&P5 9.17 8 1.06 4301.92 cf 2YR, PRE BASIN 4 0.00 9.00 P1&P4&P5 P1&P4&P5 9.78 9 8.31 19599.96 cf 5YR, PRE BASIN 4 0.00 10.03 P1&P4&P5 P1&P4&P5 9.95 10 9.48 23921.97 cf 10YR, PRE BASIN 4 0.00 11.39 P1&P4&P5 P1&P4&P5 10.16 11 10.76 30873.53 cf 25YR, PRE BASIN 4 0.00 12.29 Pl&P4&P5 P1&P4&P5 10.32 12 11.65 36478.54 cf SOYR, PRE BASIN 4 0.00 12.40 Pl&P4&P5 P1&P4&P5 10.34 13 11.74 37066.44 cf 100YR, PRE BASIN 4 0.00 13.37 Pl&P4&P5 P1&P4&P5 10.50 14 12.55 42542.46 cf • II I I D ile Input Hydrograph Storage Discharge LPool Proj : SWMP eeee=eeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee; MATCH INFLOW STO DIS PEAK PEAK OUT ° o DISCRIPTION PEAK PEAK No. No. STG OUT HYD 0 1 0 ad, P'E BASIN 4-61 0 . 00 0 .26 PONDC COMB02 10 . 00 0 . 26 1 0 °2YR, PRE BASIN 4-6 0 . 00 1.26 PONDC COMB02 11. 31 0 . 38 2 0 -SYR, PRE BASIN 4-6 0 . 00 1. 64 PONDC COMB02 11 .47 0 . 52 3 0 L YR, PRE BASIN 4-6 0 .100 2 . 12 PONDC COMB02 11 . 66 0 . 68 4 0 -25YR, PRE BASIN 4-6 0 . 00 2 . 62 PONDC COMB02 11 . 88 0 . 87 5 0 °50YR, PRE BASIN 4-6 040 2 . 67 PONDC COMB02 11 . 90 0 . 90 6 ° 100Y* , PRE BASIN 4-6 0 . 00 3 . 13 PONDC COMB02 12 . 10 1. 04 7 0 0 o 1 0 I 0 1 0 O _ -f >Don!e< Press any key to exit 0 4Qeee=eeeeeeeeeeeeeeeeeeee'eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef —enu: Perform Level pool computations using input table instructions PRE _ OEveLo4ME01' 5L lLr ac-v. wA1 SK V%FvNA GE MS nJT PR oSG.:C i r+Li, SirJ �—(� 1,od-rap TH•RoJC,+4 Pon�o 'dA - `CFRk bA«.WA'(FiC = 9.15 9/10/98 11 :45 :18 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-6, ROUTED THROUGH POND"C" STAGE STORAGE TABLE CUSTOM STORAGE -ID No. PONDC Description: POND, "C" STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 11.00 0.0000 0.0000 11.80 5293 0.1215 12.60 11559 0.2654 13.40 18761 0.4307 11.10 629.19 0.0144 11.90 6009 0.1379 12.70 12424 0.2852 13.50 19697 0.4522 11.20 1258 0.0289 12.00 6724 0.1544 12.80 13288 0.3051 13.60 20707 0.4754 11.30 1888 0.0433 12.10 7518 0.1726 12.90 14152 0.3249 13.70 21716 0.4985 11.40 2517 0.0578 12.20 8313 0.1908 13.00 15017 0.3447 13.80 22725 0.5217 11.50 3146 0.0722 12.30 9107 0.2091 13.10 15953 0.3662 13.90 23735 0.5449 11.60 3862 0.0887 12.40 9901 0.2273 13.20 16889 0.3877 14.00 24744 0.5680 11.70 4577 0.1051 12.50 10695 0.2455 13.30 17825 0.4092 1 i I I i I -I I • 9/10/98 . 1 11 :45 :18, am Sverdrup Civil Inc page 2 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-6 ROUTED THROUGH POND"C" 1 STAGE DISCHARGE TABLE 1 I COMBINATION DISCHARGE ID No. COMBO2 Description: POND I"C" COMBO STRUCTURE Structure: PONDC2 Structure: Structure: RISER . Structure : Structure: 1 STAGE <--DISCHARGE---> STAG E <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) cfi (ft) ---cfs (ft) ---cfs (ft) ---cfs 10.00 0.0000 10L80 0.2995 11.60 0.6469 12.40 1.2161 1 10.10 0.1059 101.90 0.3177 11.70 0.7101 12.50 1.2671 10.20 0.1498 11I.00 0.3349 11.80 0.7650 12.60 1.6236 10.30 0.1834 11'.10 0.3512 11.90 0.8955 12.70 2.2332 10.40 0.2118 111.20 0.3669 12.00 0.9747 12.75 2.6021 10.50 0.2368 11.30 0.3818 12.10 1.0431 10.60 0.2594 111.40 0.3963 12.20 1.1050 10.70 0.2802 11.50 0.5680 12.30 1.1623 I ' . I ' I i 9/10/98 11 :45 :18 am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-6 ROUTED THROUGH POND"C" STAGE DISCHARGE TABLE 1 MULTIPLE ORIFICE j ID No. PONDC2 Description: POND, "C" DISCHARGE STRUCTURE Outlet Elev: 10 . 00 Elev: 8 . 25 ft, Orifice Diameter: 3 . 5130 in. Elev: 11.40 fti Orifice 2 Diameter: 4 . 2890 in. Elev: 11. 80 ft: Orifice 3 Diameter: 3 . 0700 in. STAGE <--DISCHARGE---> STAGE c--DISCHARGE---> STAGE c--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 10.00 0.0000 10.00 0.0000 .10.00 0.0000 10.00 0.0000 9/10/98 11 :45 : 18. am Sverdrup Civil Inc page 4 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4-61ROUTED THROUGH POND"C" STAGE DISCHARGE TABLE RISER DISCHARGE ID No. RISER • Description: POND ] "C" RISER Riser Diameter (in) : 12 . 00 elev: 12 . 50 ft Weir Coefficient . . . : 9 . 739 height : 12 . 75 ft Orif Coefficient . . : 3 . 782 increm: 0 . 10 ft STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> � I (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 12.50 0.0000 12.60 0.3080 12.75 1.2174 12.75 1.2174 12.50 0.01000 12.70 0.8711 • . i I I i i - I - • 9/10/98 11 :45 :19 am Sverdrup Civil Inc page 5 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT • PRE-DEV BASIN 4-6 'ROUTED THROUGH POND"C" LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, PRE BASIN 4-6 0.00 0.26 PONDC COMB02 10.00 1 0.26 0.00 cf 2YR, PRE BASIN 4-6 0.00 1.26 PONDC COMB02 11.31 2 0.38 1946.03 cf 5YR, PRE BASIN 4-6 0.00 1.64 PONDC COMB02 11.47 3 0.52 2983.94 cf 10YR, PRE BASIN 4-6 0.00 2.12 PONDC COMB02 11.66 4 0.68 4281.20 cf 25YR, PRE BASIN 4-6 0.00 2.62 PONDC COMB02 11.88 5 0.87 5858.61 cf 50YR, PRE BASIN 4-6 0.00 2.67 PONDC COMB02 11.90 6 0.90 6007.94 cf 100YR, PRE BASIN 4-6 0.00 3.13 PONDC COMB02 12.10 7 1.04 7484.70 cf 1 � l D File Input Hydrograph Storage Discharge LPool Proj : SWMP .eeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee; MATCH INFLOW STO DIS PEAK PEAK OUT 0 o DESCRIPTION PEAK PEAK No. No. STG OUT HYD o ft112, RE BASIN 4 0 . 00 1.27 4C 4C 9 . 11 1. 02 8 ° °2YR, PRE BASIN 4 0 . 00 10 . 06 4C 4C 9 . 21 10 . 06 9 0 -iYR, PRE BASIN4 0 .100 11 . 63 4C 4C 9 . 22 11 . 63 10 0 .OYR, PRE BASIN 4 0 . 00 13 .41 4C 4C 9 . 23 13 .41 11 ° -25YR, PRE BASIN 4 0 . 00 14 . 99 4C 4C 9 .24 14 . 99 12 0 °SOYR, PRE BASIN 4 0 . 00 15 .22 4C 4C 9 . 24 15 . 22 13 ° LOGY , PRE BASIN 4 0 . 00 17 .30 4C 4C 9 . 26 17.30 14 - ° 0 o 0 0 0 o - >Done< Press any key to exit ° ` aeee=eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef i � I anu: Perform Level pool computations using input table instructions PRe -0EvE IILoPMfiN i 5v9,FAc.E WrztlE, N1PwAGE meArr Peo5t LT SAS in.) 9 ,Ns y I y-� Li--3 1-!-41 ,-k-5 A 4-‘ 1 5 u Q-ate i i i . i i OLE/NSE 2A1 5 �c o 5P21,06 4RouK. CAFE .SEAR. IAAL.wPTF_2 = 9,L5 9/10/98 12 :5 : 8 am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4, ROUTED TO SPRINGBROOK STAGE STORAGE TABLE CUSTOM STORAGE ID No. 4C Description: POND4C 1 STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 6.00 0.0000 0.0000 8.30 25325 0.5814 10.60 63992 1.4691 12.90 150929 3.4649 6.10 952.40 0.0219 8.40 26627 0.6113 10.70 66270 1.5214 13.00 155909 3.5792 6.20 1905 0.0437 8.50 27929 0.6412 10.80 68549 1.5737 13.10 164079 3.7667 6.30 2857 0.0656 8.60 29231 0.6711 10.90 70827 1.6260 13.20 172248 3.9543 6.40 3810 0.0875 8.70 30533 0.7010 11.00 73105 1.6783 13.30 180418 4.1418 6.50 4762 0.1093 8.80 31836 0.7308 11.10 76405 1.7540 13.40 188588 4.3294 6.60 5714 0.1312 8.90 33138 0.7607 11.20 79706 1.8298 13.50 196758 4.5169 6.70 6667 0.1530 9.00 34440 0.7906 11.30 83006 1.9056 13.60 204927 4.7045 __' 6.80 7619 0.1749 9.10 36028 0.8271 11.40 86307 1.9813 13.70 213097 4.8920 6.90 8572 0.1968 9.20 37617 0.8636 11.50 89607 2.0571 13.80 221267 5.0796 I 7.00 9524 0.2186 9.30 39205 0.9000 11.60 92907 2.1329 13.90 229436 5.2671 7.10 10713 0.2459 9.40 40793 0.9365 11.70 96208 2.2086 14.00 237606 5.4547 7.20 11903 0.2733 9.50 42382 0.9729 11.80 99508 2.2844 14.10 252061 5.7865 7.30 13092 0.3006 9.60 43970 1.0094 11.90 102809 2.3602 14.20 266517 6.1184 7.40 14282 0.3279 9.70 45558 1.0459 12.00 106109 2.4359 14.30 280972 6.4502 7.50 15471 0.3552 9.80 47146 1.0823 12.10 111089 2.5503 14.40 295427 6.7821 7.60 16660 0.3825 9.90 48735 1.1188 12.20 116069 2.6646 14.50 309883 7.1139 7.70 17850 0.4098 10.00 50323 1.1553 12.30 121049 2.7789 14.60 324338 7.4458 7.80 19039 0.4371 10.10 52601 1.2076 12.40 126029 2.8932 14.70 338793 7.7776 7.90 20229 0.4644 10.20 54879 1.2599 12.50 131009 3.0076 14.80 353248 8.1095 8.00 21418 0.4917 10.30 57158 1.3122 12.60 135989 3.1219 14.90 367704 8.4413 8.10 22720 0.5216 110.40 59436 1.3645 12.70 140969 3.2362 8.20 24022 0.5515 10.50 61714 1.4168 12.80 145949 3.3505 - I _ I I - I 1 � • 9/10/98 12 :5 : 8 am Sverdrup Civil Inc pag 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT • PRE-DEV BASIN 4, ROUTED TO SPRINGBROOK STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 4C Description: POND4C STAGE <--DILSCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> I I (ft) -cfs (ft) -cfs (ft) -cfs (ft) cfs 1 9.15 0.0000 10.95 136.53 12.75 198.59 14.55 247.32 9.25 16.126 11,.05 140.61 12.85 201.57 14.65 249.75 9.35 32.251 11.15 144.44 12.95 204.55 14.75 252.18 9.45 48.377 11.25 148.27 13.05 207.44 14.85 254.61 9.55 59.I910 11.35 152.09 13.15 210.25 14.95 257.04 9.65 66.850 11L45 155.92 13.25 213.06 15.05 259.43 9.75 73.790 11',.55 159.56 13.35 215.87 15.15 261.77 9.85 80.730 111.65 163.03 13.45 218.68 15.25 264.11 9.95 87.670 1111.75 166.49 13.55 221.41 15.35 266.45 10.05 93.726 111.85 169.95 13.65 224.08 15.45 268.79 10.15 98.898 11,.95 173.42 13.75 226.74 15.55 271.09 10.25 104.07 12.05 176.75 13.85 229.40 15.65 273.34 10.35 109.24 121.15 179.94 13.95 232.07 15.75 275.60 10.45 114.41 12.25 183.14 14.05 234.67 15.85 277.86 I 10.55 119.17 12.35 186.34 14.15 237.21 15.95 280.11 10.65 123.51 121.45 189.53 14.25 239.75 16.05 281.24 10.75 127.85 121.55 192.62 14.35 242.29 10.85 132.19 12..65 195.60 14.45 244.83 1 j I i I I � I • Page 1 of 3 Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: Practice Track Description: Practice Track Outlet Solve For Discharge Given Constant Data; Pressure @ 1 0 . 00 Elevation @ 2 9 . 15e— 2`((' TA11-waTER At SPRINJG[iRoolc. CRGE1. Pressure @ 1 0 . 00 Discharge 0 . 00 Diameter 36 . 00 Length 45 . 00 Hazen-Williams C 100 . 0000 Variable Input Data Minimum Maximum Increment By Elevation @ 1 9 . 00 16 . 00 0 . 10 BA51N y D►Sc.v4aRGE R TING GvrtvF CALCoLA►►oNS Fo( 5uB-6AsiNS `i—1 1.4-2/ ��-3 y-�! '-{-5/ d. y-4, R 60 i NtioUGN MAC(' tc.E ►RAcK 7ti 5PR,INGc32OC . GKEEK ARE—Q'V ELoPmErj i 5 v 0.FAc.E w p.'(ER, !'lfjn)A6 E M.EN T Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 i I Page 2 of 3 • V IABLE COMPUTED El v. Pressure Elev. ' Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1_ @ 2 @ 2 gpm in ft f ps . ft psi 9 . 00 0 . 00 9 . 15 ' 0 . 00 -16031.45 36 . 00 45 . 00 100 . 00 9 .10 0 . 00 9 . 15 0 . 00 -8857 . 83 36 . 00 45 . 00 100 . 00 9 . 0 0 . 00 9 . 15 ; 0 . 00 8857. 83 36 . 00 45 . 00 100 . 00 9 . 0 0 . 00 9 . 15 0 . 00 16031 .45 36 . 00 45 . 00 100 . 00 _ 9 . 0 0 . 00 9 . 15 0 . 00 21123 . 76 36 . 00 45 . 00 100 . 00 9 . 0 o . od 9 .15 0 . 00 25332 . 63 36 . 00 45 . 00 100 . 00 9 . 0 0 . 00 9 . 15 0 . 00 29014 .71 36 . 00 45 . 00 100 . 00, 9 . 0 0 . 00 9 . 15 0 . 00 32335 .48 36 . 00 45 . 00 100 . 00 9 . 0 0 . 00 9 .15 0 . 00 35388 . 06 36 . 00 45 . 00 100 . 00, 9 . 0 0 . 00 9 . 15 0 . 00 38231. 08 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 . 15 0 . 00 40904 .37 36 . 00 45 . 00 100 . 00 10. 0 0 . 00 9 .15 0 . 00 43436 .44 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 .15 ; 0 . 00 45848 .56 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 . 15 0 . 00 48157 . 10 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 . 15 , 0 . 00 50374 . 98 36 . 00 45 . 00 100 . 00 1 10 . 0 0 . 00 9 . 15 0 . 00 52512 .63 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 .15 0 . 00 54578 . 58 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 .15 . 0 . 00 56579 .96 36 . 00 45 . 00 100 . 00 ' 0 . :0 0 . 00 9 . 151 0 . 00 58522 . 77 36 . 00 45 . 00 100 . 00 _0 . •0 0 . 00 9 . 15 0 . 00 60412 . 12 36 . 00 45 . 00 100 . 00' 11. .0 0 . 00 9 . 15 . 0 . 00 62252 .42 36 . 00 45 . 00 100 .001 11. 0 0 . 00 9 . 15 0 . 00 64047.50 36 . 00 45 . 00 100 . 00 11. .0 0 . 00 9 . 15' 0 . 00 65800 . 71 36 . 00 45 . 00 100 . 00 11 . 0 6 . 66 9. 151, 0 . 00 67515 . 00 36 . 00 45 . 00 100 . 00 11. ,.0 0 . 00 9 . 15 0 . 00 69192 . 99 36 . 00 45 . 00 100 . 00 11. ^0 6 . 66 9 .15 0 . 00 70837 . 00 36 . 00 45 . 00 100 .00' ' 11 . :0 0 . 00 9 . 15 0 . 00 72449 . 13 36 . 00 45 . 00 100 . 00 11 . 0 0 . 00 9 . 15 0 . 00 74031.27 36 .00 45 . 00 100 . 00I 11. :0 0 . 00 9 . 15 , 0 . 00 75585 .12 36 . 00 45 . 00 100 . 00 1 11 . •0 o . od 9 . 15 ' . 0 . 00 77112 .21 36 . 00 45 . 00 100 . 001 12 . 00 6 . 00 9 .15 0 . 00 78613 . 97 36 . 00 45 . 00 100 . 00 12 . 10 0 . 00 9 . 15 0 . 00 80091. 68 36 . 00 45 . 00 100 . 00 ' 12 .20 0 . 00 9 . 15 0 . 00 81546 . 52 36 . 00 45 . 00 100 . 00 12 .30 0 . 00 9 . 15 . 0 . 00 82979 .58 36 . 00 45 . 00 100 . 00 12 .40 0 . 00 9 .15 0 . 00 84391. 85 36 . 00 45 . 00 100 . 00 12 .50 0 . 00 9 . 15 , 0 . 00 85784 .28 36 . 00 45 . 00 100 . 00 ! 12 . 60 0 . 00 9 .15 0 . 00 87157 . 71 36 . 00 45 . 00 100 . 00 12 . 70 0 . 00 9 . 15 0 . 00 88512 . 95 36 . 00 . 45 . 00 100 . 00 12 . 80 0 . 00 9 . 15 0 . 00 89850 .74 36 .00 45 . 00 100 . 00 12 . 90 0 . 00 9 . 15 0 . 00 91171. 77 36 . 00 45 . 00 100 . 00 Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I Page 3 of 3 VARIABLE COMPUTED Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2 @ 2 gpm in ft ft psi ft psi 13 . 00 0 . 00 9 .15 0 . 00 92476 . 70 36 . 00 45 . 00 100 . 00 13 .10 0 . 00 9 .15 0 . 00 93766.12 36 . 00 45 . 00 100 . 00 13 .20 0 . 00 9 .15 0 . 00 95040. 61 36 . 00 45 . 00 100 . 00 13 .30 0 . 00 9 . 15 0 . 00 96300 . 71 36 . 00 45 . 00 100 . 00 13 .40 0 . 00 9 .15 0 . 00 97546 . 92 36 . 00 45 . 00 100 . 00 13 .50 0 . 00 9. 15 0 . 00 98779. 70 36 . 00 45 . 00 100 . 00 13 . 60 0 . 00 9 .15 0 . 00 99999 . 52 36 . 00 45 . 00 100 . 00 13 .70 0 . 00 9 .15 0 . 00 101206 .79 36 . 00 45 . 00 100 . 00 13 . 80 0 . 00 9 .15 0 . 00 102401 . 92 36 . 00 45 . 00 100 . 00 11 13 . 90 0 . 00 9 . 15 0 . 00 103585.29 36 . 00 45 . 00 100 . 00 1 14 . 00 0 . 00 9 .15 0 . 00 104757.24 36 . 00 45 . 00 100 . 00 14 .10 0 . 00 9 .15 0 . 00 105918 . 13 36 . 00 45 . 00 100 . 00 14 .20 0 . 00 9 . 15 0 . 00 107068 .29 36 . 00 45 . 00 100 . 00 14 .30 0 . 00 9 .15 0 . 00 108208 . 01 36 . 00 45 . 00 100 . 00 14 .40 0 . 00 9.15 0 . 00 109337 . 60 36 . 00 45 . 00 100 . 00 14 .50 0 . 00 9 . 15 0 . 00 110457.33 36 . 00 45 . 00 100 . 00 14 . 60 0 . 00 9 .1,5 0 . 00 111567 .48 36 . 00 45 . 00 100 . 00 14 . 70 0 . 00 9 .15 0 . 00 112668 .30 36 . 00 45 . 00 100. 00 ' 4 . 80 0 . 00 9 . 1,5 0 . 00 113760 . 03 36 . 00 45 . 00 100 .00 _4 . 90 0 . 00 9 . 15 0 . 00 114842 . 90 36 . 00 45 . 00 100 . 00 15 . 00 0 . 00 9 . 15 0 . 00 115917 . 15 36 . 00 ' 45 . 00 .100 . 00 15 . 10 0 . 00 9 .15 0 . 00 116982 . 98 36 . 00 45 . 00 100 . 00 15 . 20 0 . 00 9 . 15 0 . 00 118040 . 60 36 . 00 45 . 00 100 . 00 15 .30 0 . 00 9 . 15 0 . 00 119090 .22 36 . 00 45 . 00 100 . 00 15 .40 0 . 00 9 . 15 0 . 00 120132 . 01 36 . 00 45 . 00 100 . 00 15 . 50 0 . 00 9 .15 0 . 00 121166 .16 36 . 00 45 . 00 100 . 00 15 . 60 0 . 00 9 .15 0 . 00 122192 . 84 36 . 00 45 . 00 100 . 00 15 . 70 0 . 00 9 . 15 0 . 00 123212 .23 36 . 00 45 . 00 100 . 00 15 . 80 0 . 00 9 . 15 0 . 00 124224 .49 36 . 00 45 . 00 100 . 00 1 15 . 90 0 . 00 9 .15 0 . 00 125229 . 76 36 . 00 45 . 00 100 . 00 16 . 00 0 . 00 9 .15 0 . 00 126228 .21 36 . 00 45 . 00 100 . 00 - 16 . 10 0 . 00 9 . 15 0 . 00 127219 . 98 36 . 00 45 . 00 100 . 00 Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, 1Inc . * 37 Brookside Rd * Waterbury, Ct 06708 1 1 12 : 5 : 9 am Sverdrupa e 3 9/10/98 Civil Inc p 9 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT PRE-DEV BASIN 4, ROUTED TO SPRINGBROOK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION > (cfs) (cfs) --id- --id- c-STAGE> id (cfs) VOL (cf) WQ, PRE BASIN 4 0.00 1.27 4C 4C 9.11 8 1.02 36228.57 cf 2YR, PRE BASIN 4 0.00 10.06 4C 4C 9.21 9 10.06 37813.24 cf 5YR, PRE BASIN 4 0.00 11.63 4C 4C 9:22 10 11.63 37968.31 cf 10YR, PRE BASIN 4 0.00 13.41 4C 4C 9.23 11 13.41 38143.14 cf 25YR, PRE BASIN 4 0.00 14.99 4C 4C 9.24 12 14.99 38298.56 cf 50YR, PRE B IN 4 j 0.00 15.22 4C 4C 9.24 13 15.22 38321.41 cf 100YR, PRE BASIN 4 0.00 17.30 4C 4C 9.26 14 17.30 38526.08 cf ' I I I I � III t I I I I I I I . D File. Input Hydrograph .Storage . Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee o - MATCH INFLOW STO DIS PEAK PEAK OUT ° o DESCRIPTION PEAK .PEAK No. No. STG OUT HYD 0 o 0 °WQ, POST A-1 & A-2 0 . 00 6 . 70 CSTC V-WEIR 8 . 82 0 . 18 8 0 1 °2YR, POST A-1 7 A-2 0 . 00 43 .21 CSTC V-WEIR 9 . 56 -5 . 02 9 0 - °5YR, POST A-1 & A-2 0 . 00 55 . 65 CSTC V-WEIR 9 . 71 6 . 93 10 ° °10YR, POST A-1 & A-2 0 , 00 71 . 51 CSTC V-WEIR 9 . 89 9 . 79 11 °' °25YR, POST A-1 & A-2 0 . 00 87 . 55 CSTC V-WEIR 10 . 05 12 . 98 12 O1 °50YR, POST A-1 & A-2 0 . 00 89 . 16 CSTC V-WEIR 10 . 07 13 .29 13 0 °100YR, POST A-1 & A-2 0 , 00 103 . 67 CSTC V-WEIR 10 . 20 17. 15 •14 °' o o o o o o --- 1 o >Done< Press any key to exit aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Menu: Perform Level pool computations using input table instructions eoS'C - OEvE>~oPMEVI SuckFPoLE ' WA'CER MAn)AGEMan,T PRoSEc T 6AsiNS A-\ a A-2 RoeVEQ 4-4Ro0 GN E FO.c.F0 CSt C PonJD OVER V^Na'Cc.N ►R _ -Cv Pt REP% EAti 7A«wP%-veR IN CS-cc, 4)61v0 IS APPRoX. 6.15 (See 8AsiN5 p,--\ ,A-D, .i A=3 Roo-rED `f hk R o oco4 'D c=LZA I 9/10/98 10 :18 :54 am Sverdrup Civil Inc p ge 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BSN A1&A2, CSTC ROUTED TO DELTA 1 STAGE STORAGE TABLE CUSTOM STORAGE ID No. CSTC Descripion: CSTC STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> I ' (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- I 8.50 0.01000 0.0000 9.70 502749 11.542 10.90 1116440 25.630 12.10 1865645 42.829 8.60 38363 0.8807 9.80 547168 12.561 11.00 1169821 26.855 12.20 1936568 44.457 8.70 76726 1.7614 9.90 591587 13.581 11.10 1232311 28.290 12.30 2007492 46.086 8.80 115089 2.6421 10.00 636006 14.601 11.20 1294801 29.725 12.40 2078415 47.714 8.90 1531452 3.5228 10,.10 689388 15.826 11.30 1357291 31.159 12.50 2149339 49.342 9.00 1911815 4.4035 10;.20 742769 17.052 11.40 1419781 32.594 12.60 2220262 50.970 9.10 236234 5.4232 101.30 796151 18.277 11.50 1482271 34.028 12.70 2291186 52.598 9.20 2801653 6.4429 10.40 849532 19.503 11.60 1544761 35.463 12.80 2362109 54.227 9.30 325072 7.4626 101.50 902914 20.728 11.70 1607251 36.897 12.90 2433033 55.855 9.40 369491 8.4824 10.60 956295 21.954 11.80 1669741 38.332 0.00 2503956 57.483 9.50 413911 9.5021 101.70 1009677 23.179 11.90 1732231 39.767 9.60 45830 10.522 10.80 1063058 24.404 12.00 1794721 41.201 • II I I I - If 9/10/98 10 : 18 :54 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BSN A1&A2, CSTC ROUTED TO DELTA • STAGE DISCHARGE TABLE CUSTOM DISCHARGE , ID No. V-WEIR Description: V-WEIR STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 8.70 0.0000 9.50 4.2774 10.30 122.54 11.10 201.82 8.80 0.1450 9.60 5.4425 10.40 131.57 11.20 212.82 8.90 0.3801 9.70 6.7779 10.50 140.86 11.30 224.04 9.00 0.7102 9.80 8.2911 10.60 150.41 11.40 235.49 9.10 1.1534 9.90 9.9894 10.70 160.21 11.50 246.33 9.20 1.7218 10.00 11.880 10.80 170.25 9.30 2.4256 10.10 13.969 10.90 180.54 9.40 3.2746 10.20 16.264 11.00 191.06 I ' • • • CSTC Discharge Structure to Delta Area (120°V-Notch Weir) Tailwater Elev.= 8.75 Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Added Flow Total (ft) Upstream Downstream Height C1(1) Width contracted Width Flowrate Flowrate from V-Notch Flowrate Hup(ft) Hdo.(ft) Y(ft) banaat(ft) N ball.(ft)(2) Q(cfs)(3) Q(cfs)(4) Q(cfs)(5) Q(cfs) 8.5 0.0 0.3 8.5 0.00 0 0.00 8.6 0.1 0.3 8.5 0.01 0 0.00 8.7 0.2 0.3 8.5 0.08 0 0.00 8.8 0.3 0.3 8.5 1 0.21 0 0.14 8.9 0.4 0.3 8.5 0.44 0 0.38, 9.0 0.5 I 0.3 8.5 0.77 1 0.71: 9.1 0.6 0.3 8.5 1.21 1 1.15 9.2 0.7 I 0.3 8.5 1.78 2 1.72 9.3 0.8 0.3 8.5 2.48 2 2.43, 9.4 0.9 0.3 8.5 I 3.33 3 3.27 9.5 1.0 0.3 8.5 4.33 4 4.28 9.6 1.1 0.3 8.5 5.50 5 5.44! 9.7 1.2 0.3 8.5 6.83 7 6.78 9.8 1.3 0.3 8.5 8.34 8 8.29, 9.9 1.4 0.3 8.5 10.04 10 9.99,. 10.0 1.5 0.3 8.5 I 11.93 12 11.88 10.1. 1.6 0.3 8.5 I 14.02 14 13.97 10.2 1.7 0.3 8.5 I 16.32 16 16.26 10.3 1.8 0.3 8.5 0.623 13.1 2 13.06 105 105 18 122.54 10.4 1.9 I 0.3 8.5 0.623 13.1 2 13.06 114 114 18 131.57 10.5 2.0 j 0.3 8.5 0.624 13.1 2 13.06 123 123 18 140.86 10.6 2.1 0.3 8.5 0.625 13.1 2 13.06 133 133 18 150.41 - 10.7 2.2 0.3 8.5 0.626 13.1 2 13.06 143 142 18 160.2',1 10.8 2.3 0.3 8.5 I 0.627 13.1 2 13.05 153 153 18 170.2;5 10.9 2.4 0.3 8.5 0.628 13.1 2 13.05 163 163 18 180.54 11.0 2.5 0.3 8.5 0.629 13.1 2 13.05 174 173 18 191.06 11.1 2.6 0.3 8.5 0.630 13.1 2 13.05 184 184 18 201.82 11.2 2.7 0.3 8.5 0.631 13.1 2 13.05 195 195 18 212.82 11.3 2.8 0.3 8.5 0.632 13.1 2 13.04 206 206 18 224.04 11.4 2.9 0.3 8.5 0.632 13.1 2 13.04 218 218 18 235.4:9 11.5 3.0 0.5 8.5 0.633 13.1 2 13.04 230 229 18 246.33 , Weir transitions from V-Notch to Contracted Sharp-Crested Weir at a Stage of 10.26 For V-Notch Weir: (3) Q=2.5 tan(0/2) IH52 (Brater&King,Handbook of Hydraulics,eq.5-45) (3) If 0=120°,Q=4J33 H5'2(Brater&King,Hiandbook of Hydraulics,eq.5-48b) I ' 1 For Contracted SharpCrested Weir: I 1 (1) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]32 (Rehbock) (2) berc=bactuai-(0.1)(N)(H) (3) Q=2/3(C,)(bex)(2g)--(H)3'2 1 52 0 385 (4) %„b=Qo-ee[1-(Hdom✓Hup) ] (5) Flow from V-Notch Weir is added to flow from rectangular weir. • 1• 1 014002\2220\engr XBCALC12.XLS[V-Notch Weir(Submerged)] i , ......- 46e tioN .....yr.vivaxit, oix-p6T-.- _ .4, :04, POO" elit Z y' r ' i1Y0 OI>>NI __ •r.Th rra, It [rya fr, L'a'u 'r('d - r+o u�adwvp °t tu ri"t to v"witlz flu --. i '• £ ,_ ref . t't \\...... /L'1 + t{ -..... .r H:'..-.. ,Mo • , 1 . 410 ws 14 190-"is .,. , , r.,„ .2.w , ,,, iim s. qhl% tr. sw HZ Z' 9'4 �y ! 4 .1610 11 *44 V/ '4% •7 i Lid 1 i •• '5 lig priiin ,,,,.„, ACT ti ;J ' 5 1 ,;� r1� I .i; 0-1 il 4 . . ..„D1t p� ''� w " N I 1 vArlD cope A-- WA a tl, ILA C1104' •— .,.....,,, r f� %'i Mph'' . A-t,3 ry ( oulA . pt Ll. ** q Za/T0'd LLSq Mki9911.0 Z0-90'96ST 00££ We 90 t 01 SEI1I1I s WOZld +' • 9/10/98 10 : 18 :55 am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BSN A1&A2i CSTC ROUTED TO DELTA LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE DESCRIPTION > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, POST A-1 & A-2 0.00 6.70 CSTC V-WEIR 8.82 8 0.18 3 ac-ft 2YR, POST A-1 7 A-2 0.00 43.21 CSTC V-WEIR 9.56 9 5.02 10 ac-ft 5YR, POST A-1 & A-2 0.00 55.65 CSTC V-WEIR 9.71 10 6.93 12 ac-ft 10YR, POST A- & A-2 0.00 71.51 CSTC V-WEIR 9.89 11 9.79 13 ac-ft 25YR, POST A-1 & A-2 0.00 87.55 CSTC V-WEIR 10.05 12 12.98 15 ac-ft 50YR, POST A-L1 & A-2 0.00 89.16 CSTC V-WEIR 10.07 13 13.29 15 ac-ft 100YR,POST A-1 & A-2 0.00 103.67 CSTC V-WEIR 10.20 14 17.15 17 ac-ft D File Input Hydrdgraph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee; o MATCH INFLOW STO DIS PEAK PEAK OUT ° o DESCRIPTION PEAK PEAK No. No. STG OUT HYD 0 o ° °WQ, POST BASIN A 0. 00 0 . 22 DELTA PSTA 7 . 80 0 . 00 1 ° °2YR, POST BASIN A 0. 00 5 . 33 DELTA PSTA 8 . 71 5 .29 2 ° °5YR, POST BASIN A 0. 00 7 . 33 DELTA PSTA 8 . 75 7 . 31 3 ° °10YR, POST BASIN A 0. 00 10 . 36 DELTA PSTA 8 . 81 10 .32 4 °' °25YR, POST BASIN A 0�. 00 13 . 73 DELTA PSTA 8 . 89 13 . 72 5 0 °50YR, POST BASIN A 0 . 00 14 . 08. DELTA PSTA 8 . 89 14 . 05 6 0 °100YR, POST BASIN A 0i. 00 18 . 13 DELTA PSTA 8 . 97 17 . 85 7 ° O 0 o 0 0 0." o 1 ° o >Done< Press any key to exit 0 aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef I Menu: Perform Level pool computations using input table instructions 1 Qb5"T - DEvEL.OPr\VNT 1 5v(kF P.cE y,;ick-c GR U\kr.AG /A'ENT QR,ole c.'t' - ov-tav "V4R.o0C '4 tjAS�NS A-1� A�a, 4- A 3 � 1s OEL.TA 0150HP.R,DE VAVL.T co SQ .v'J 13(LotA C(1.6o. D- ' 6PI "TpoL t.IA1Fk s i?:). Go , i I I -- 9/10/98 10 :23 :301am Sverdrup Civil Inc page 1 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BSN A,DELTA ROUTED TO SPRINGBRK STAGE STORAGE TABLE I � I I CUSTOM STORAGE ID No. DELTA Description: DELTA 1 I I STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf-i- --Ac-Ft- (f ) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 1 7.50 0.0000 0.0000 840 70453 1.6174 9.30 157876 3.6243 10.20 265457 6.0940 7.60 6984 0.1603 8:50 79336 1.8213 9.40 169251 3.8855 10.30 279434 6.4149 7.70 13968 0.3207 860 88218 2.0252 9.50 180626 4.1466 10.40 293411 6.7358 7.80 20953 0.4810 870 97101 2.2291 9.60 192001 4.4077 10.50 307389 7.0567 7.90 27937 0.6413 8!80 105984 2.4331 9.70 203376 4.6689 10.60 321366 7.3775 8.00 34921 0.8017 8.90 114867 2.6370 9.80 214752 4.9300 10.70 335343 7.6984 I 1 8.10 43804 1.0056 9.00 123750 2.8409 9.90 226127 5.1912 10.80 349320 8.0193 , 8.20 52687 1.2095 9.10 135125 3.1020 10.00 237502 5.4523 10.90 363298 8.3402 ' 8.30 61570 1.4134 9J20 146500 3.3632 10.10 251479 5.7732 1 i 9/10/98 10 :23 :30 am Sverdrup .Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BSN A,DELTA ROUTED TO SPRINGBRK STAGE DISCHARGE TABLE CUSTOM DISCHARGE I ID No. PSTA Description: CSTC=OUT STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 8.60 0.0000 10.00 41.370 11.40 81.054 12.80 128.54 8.70 4.8150 10.10 44.000 11.50 84.120 12.90 132.17 8.80 9.6300 10.20 46.630 11.60 87.378 13.00 135.80 8.90 14.445 1I0.30 49.260 11.70 90.636 13.10 139.61 9.00 19.260 10.40 51.890 11.80 93.894 13.20 143.42 9.10 21.378 10.50 54.520 11.90 97.152 13.30 147.23 9.20 23.496 10.60 57.374 12.00 100.41 13.40 151.04 9.30 25.614 10.70 60.228 12.10 103.86 13.50 154.85 9.40 27.732 10.80 63.082 12.20 107.31 13.60 158.83 9.50 29.850 1I0.90 65.936 12.30 110.76 13.70 162.81 9.60 32.154 11.00 68.790 12.40 114.21 13.80 166.80 9.70 34.458 11.10 71.856 12.50 117.66 13.90 170.78 9.80 36.762 11.20 74.922 12.60 121.29 14.00 174.76 9.90 39.066 11.30 77.988 12.70 124.92 1 I � i CSTC Delta Area Discharge Vault Summary (Basin A Discharge Structure to Springbrook Creek) Stage Vault Inlet Capacity Vault Interior Capacity Vault Outlet Capacity Actual Vault (ft)(1) Contracted Broad- 18"RCP Total Inlet Broad-Crested Weir 36"DIP Outlet Release Rate • Crested Weir(cfs)(2) Inlet(cfs)(3) Capacity(cfs)(4) (Stoplogs)(cfs)(5) (cfs)(6) (cfs)(7) 8.60 0 0 0 0 0 0 9:00 0 19 19 — - 67 80- 19 9.50 0 30 30 125 124 30 10.00 3 38 41 188 157 41 10.50 10 45 55 259 185 55 11.00 18 51 69 337 210 69 11.50 28 56 84 422 233 ' 84 12.00 39 61 100 514 254 100 12.50 52 66 118 612 273 118 13.00 65 70 136 717 291 136 • 13.50 80 75 155 828 309 155 14.00 96 79 175 946 325 _- 175 Notes: (1) 2-year tailwater in Springbrook Creek= 8.60 (Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) Refer to CSTC Delta Area Discharge Vault Element 1 for details. (3) Refer to CSTC Delta Area Discharge Vault Element 2 for details. (4) Total vault inlet capacity is sum of contracted broad-crested weir(2)capacity and 18" RCP(3)capacity (5) Refer to CSTC Delta Area Discharge Vault Element 3 for details. (6) Refer to CSTC Delta Area Discharge Vault Element 4 for details. (7) Vault inlet capacity, internal capacity and outlet capacity were compared to determine the actual release rate from the vault. 013747\2210\engr\KBCALC15.XLS[Summary] 16•-0" 1 4-- NH OPENING MH STEP TVP "�`/•'' ,1\-L.3x3 6 3x �•_/ GALV•TYP • BILCO DOOR • • POINT OF TIMBER ' IDENTIFYING •, STOP• I I r 1 COORDINATES LOGS-N1 1 • 3r DIP CL 53 FLxPE II 1 1_0/ TO SPRINGBROOK CREEK , 1 b N— • n I ICe4 01 81(o) ter CONC-/ I i ( I• BOLTED FLANGED JOINT SD Ili L J CYLINDRICAL A. EENEBY SCREEN OVERFLOW 1 , I T-60 WITH _ OPENING GW „•;,-----1------1- r JOHNSON SCREENS OR APPROVED EQUAL _s •.;:; b • •'` b NOTE: FOR DETAILS NOT SHOWN I SEE 1580(D) L f - . I • .• If PVC DRAIN • DIP CAST INTO , ' er ACCES•SCOVER � CONCRETE Z YR FL?v,ze .S`r� 4.`r PVC BALL VALVE EVEArr ON 5P,C[N(Blfoo/'- SPRINGBROOK CREEK • DETAIL OUTLET STRUCTURE C_/lEC/< -EL S. fp CA SLE:!NONE 1C1Q I)) / r • a•-or tO NH OPENING </\\• •1 ;,•: �\/\ • , • � \.\".‘ .\J, ..\: • �, DOOR OPENING L+// i_ .OVIDE REMOVABLE GRAT •-. I -- NOTE: W/ 1•• SMOOTH GALV STEEL BARS AT 6' OC VERTICAL _ EL. 12.0 EL.15.2 STOP LOG ANCHOR TO ORIENTATION - CONSIST OR 5%8•4 BOOT'LOG • ANGLE GUIO ,, NUTS AND WASHERS PAS_ 1 • THROUGH BOTH STOP L0 • .' ' ANGLE GUIDES ON BOTH WILLOW PLANTINGS ` . /ov .ow Cr - SIDES '_ �/ • I 4 • - 36'6 OUTLET SPACING 1 E 9: ' STOP LOG ANCH• A��♦`:_; v • 16• SO BEVEL TO / • ram. EL 7.5 • MATCtt *LOPE. i*••i i••♦i•••• • I L•EL: 6. 1 I.E. EI- 5.9 P • �•i i:•`i i i i •%4•:• • I.E. EL5.40 1 1 I.E. EL 5.4 "0.42% •••••• ♦ ♦♦•••! I I' Y\ a I • .• PVC I i •♦•` �'�� ••••• ••••• '••• DRAIN LEVEL •. 1 • ♦•••••••••••♦•♦•♦, • . 3/4•0 EPDXY ANCHOR BOLTS. r• • • r • NUTS AND WASHERS : • 6"•EMBEDMENT •,•4• • O 12' O.C. 4 . • I 4 '• • 6•x12• TIMBER •• • EL 1.0 • ,." STOP LOGS • . • r'• ` 4 • v /. • •N1 • ...I" • • • • • • Y .• • • • r I I . a • •, %• . N. -- SPRINGBROOK CREEK I SECTION OUTLET STRUCTURE ' SCALE: NONE I:0 0) SouKE : CSTc Sure:.r_ O►?vELoPMENT STott1"\ ORAINM(E DETAILS -SHEET 5 DRA9W6 1C0yCW) i ' CSTC Delta Area Discharge Vault Element 1 -_ (2' x 3' Overflow Contracted Broad-Crested Weir) Stage Hydraulic Weir Coefficient Actual No.of sides Effective Flowrate (1) (3) - (ft) Head Height C1 Width contracted Width Q(cfs) H(ft) Y',(ft) bactual(ft) N belt.(ft)(2) 9.5 0.0 18.5 0.000 3.0 2 3.00 0 10.0 0.5 18.5 0.615 3.0 2 2.99 3 10.5 1.0 8.5 0.616 3.0 2 2.98 10 11.0 1.5 8.5 0.620 3.0 2 2.97 18 11.5 2.0 8.5 0.624 3.0 2 2.96 28 12.0 2.5 I 8.5 0.629 3.0 2 2.95 39 12.5 3.0 18.5 0.633 3.0 2 2.94 52 13.0 3.5 18.5 0.638 3.0 2 2.93 65 13.5 4.0 18.5 0.643 3.0 2 2.92 80 j 1 14.0 4.5 18.5 0.647 3.0 2 2.91 96 1 Notes: (1) C1=[0.6035+0.0813(H/Y)+(0.000295/Y)]*(1+(0.00361/H)] (Rehbock) (2) beff=bactuai-(0.1)(N)(H) (3) Q=2/3(C1)(beff)(2g)1t2(H)F2 . CS,TC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir, Stoplogs) Stage Hyd.Head Hyd Head Weir Coefficient Actual Flowrate Flowrate (1) (2) (ft) Upstream Downstream Height C1 Width Free Flow Submerged Hup(ft) Hdown(ft) Y(ft) bactual(ft) Qfree(cfs)(3) Qsub.(cfs)(4) 8.60 1.1 1.10 6.5 0.620 16.0 61 0 1 9.00 I 1.5 1.10 6.5 0.625 16.0 98 67 9.5 I 2.0 1.10 6.5 0.630 16.0 153 125 10.0 2.5 1.10 6.5 0.636 16.0 215 188 10.5 3.0 1.10 6.5 0.642 16.0 286 259 11.0 3.5 1.10 6.5 0.648 16.0 363 337 11.5 4.0 1.10 6.5 0.654 16.0 448 422 12.0 I 4.5 1.10 6.5 0.661 16.0 540 514 12.5 I 5.0 1.10 6.5 0.667 16.0 638 612 13.0 5.5 1.10 6.5 0.673 16.0 . 743 717 13.5 6.0 1.10 6.5 0.679 16.0 854 828 14.0 I 6.5 1.10 6.5 0.685 16.0 972 946 Notes: (1) 2-year tailwater in Springbrook Creek=8.60(Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) C1 1 [0.6035+0.0813(li/Y)+(0.000295m]*[1+(0.00361/H)] (Rehbock) (3) Qtre le=2/3(C1)(bactual)(29)1�(Hup) (4) Qsub=()free[1 -(Hdown/Hup)3n]osas 013893122201engr\KBCALC15.XLS[E1andE3) Page 1 of 3 Pressure Pipe Analysis & Design - Circular Pipe Worksheet Name: basin 3 pre-dev Description: Basin 3 Outlet 18" RCP Solve For Discharge ' Given Constant Data; Pressure @1 0 . 00 Elevation @ 2 8 . 60 — Z.iR "NJ Al SPAANCBMolc. cr ecy-• Pressure @, 1 0 .00 Discharge ; -45326 .53 Diameter 18 . 00 Length 24 . 00 Hazen-Williams C 140 . 0000 Variable Input Data Minimum Maximum Increment By Elevation @ 1 8 . 60 16 . 00 0 .10 , I BAS1r� "� : 18 RCP INLET -co C.or.rnto STRV c-r RE. w (z.\ka, Ac�.Q (� , s �1f\olt. cw1'c FLEW N V Open Channel Flow Module, Version 3 .11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Page 2 of 3 J IABLE COMPUTED i_ El v. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2 @ 2 gpm in ft f1 psi ft psi U able to compute this instance. 8. 0 0 .00 8.60 0.00 4090 . 00 18 .00 24 . 00 140 . 00 8 . 0 0 .00 8 .60 0 . 00 5946 .75 18 . 00 24 . 00 , 140 . 00 8 . 0 0 . 00 8 .60 0 .00 7402 .34 18 . 00 24 .00 140 . 00 9 .00 0 . 00 8 . 60 0 .00 8646 .41 18 .00 24 . 00 140 . 00 9 . 0 0 .00 8 .60 0 . 00 9753 . 6.5 18 . 00 24 . 00 140 . 00 9 . ' 0 0 . 00 8.60 , 0 . 00 10762 .79 18 . 00 24 .00 140 . 00 9 . ' 0 0 . 00 8 .60 , 0 . 00 11697. 05 18 . 00 24 .00 140 . 001 9 . ' 0 0 . 00 8.60 ' 0 .00 12571. 64 18 . 00 24 . 00 140 . 00', 9. ' 0 0 .00 8 . 69 0 .00 13397.21 18 . 00 24 . 00 140 .00 9. .0 0 .00 8 .69 0 .00 14181.54 18 .00 24 .00 140.00 9. 0 0 . 00 8 .60 0.00 14930 .54 18 . 00 24 .00 140 . 00 9 . :0 0 . 00 8 .60 ' 0 . 00 15648 .81 18 . 00 24 . 00 140 . 00 9 . 10 0 .00 8 . 60 0 .00 16340 .03 18 . 00 24 . 00 140 . 001 10 . 60 0 . 00 8 .60 0 .00 17007.19 18 . 00 24 .00 140 . 001 10. 0 0 . 00 8 .60 0. 00 17652 .76 18 . 00 24. 00 140 . 00 10. ,0 0 .00 8 .60 0.00 18278 . 82 18 .00 24 .00 140 . 00 10 . : 0 0 . 00 8 .60 0 .00 18887.12 18 . 00 24 .00 140 .00 I.0. . 0 0 . 00 8 .60 0 .00 19479 .17 18 . 00 24 . 00 140 . 00 ] . •0 0 . 00 8 .60 0 . 00 20056 .28 18 .00 24 . 00 140 .00 .0. •0 0 .00 8 .60 0 .00 20619 .57 18 . 00 24 .00 140 . 00 10 . 0 0 . 00 8 .60 , 0 .00 21170 .04 18 . 00 24 . 00 140 .00 10 . :0 0 . 00 8 .60 , 0 . 00 21708 .59 18 . 00 24 . 00 140 .00 10. :0 0 .00 8 .60 0 .00 22235. 99 18 . 00 24 . 00 140 . 0 11. 60 0 . 010 8 .60 0 . 00 22752 . 93 18 . 00 24 .00 140 .0 11. 10 0 . 0I0 8 . 60 , 0. 00 23260 . 07 18 . 00 24 . 00 140 . 00 11 . ' 0 0 . 00 8 .60 0 . 00 23757. 95 18 . 00 24 . 00 140 . 00 11 . :0 0 . 0I0 8 .60i 0 .00 24247.10 18 . 00 24 .00 140 . 0 11. . 0 0 . 00 8 .60 0. 00 24727 .98 18 . 00 24 .00 140 .0 1 11. .0 0 .00 8 .60 , 0 .00 25201. 03 18 .00 24 .00 140 .00 11. .0 0 . 00 8.60 0 .00 25666 .63 18 . 00 24 .00 140 .00 11. 0 0 .00 8 . 60 0. 00 26125 .14 18 .00 24 . 00 140 .00 11. :0 0 . 00 8 .60 0 .00 26576 . 90 18 . 00. 24 . 00 140 . 00 1 11. :0 0 . 00 8 . 60 0 .00 27022 .21 18 . 00 24 .00 140 .0 12 . 10 0 .00 8 .60 ' 0 . 00 27461.36 18 . 00 24 . 00 140 . 0 _ 12 .60 0 . 00 8 .6b 0 . 00 27894 .60 18 . 00 24 .00 140 . 00 12 .+0 0 . 00 8 . 60 0 . 00 28322 . 18 18 . 00 24 . 00 140 .00 12 .c0 0 . 00 8 .610 0. 00 28744 .34 18 . 00 24 . 00 140 . 00 12 . . 0 0 . 00 8 . 6I0 140 . 00 0 .00 29161 .27 18 . 00 24 . 00 12 . 50 0 . 00 8 .610 0 .00 29573 . 19 18 . 00 24 . 00 140 .00 Open Channel FlovJ Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I 1I i Page 3 of 3 VARIABLE COMPUTED Elev. Pressure E1evl. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2; @ 2 gpm in ft ft psi ft psi 12 . 60 0 . 00 8 . 60 0 . 00 29980 .28 18 . 00 24 . 00 140 . 00 12.70 0 .00 8 .60 0 .00 30382 .72 18 . 00 24 . 00 140 .00 12 .80 0 . 00 8 .60 0 . 00 30780 .66 18 .00 24 .00 140 .00 12 .90 0 . 00 8 .60 0 .00 31174 .27 18 .00 24 . 00 140 . 00 13 .00 0 .00 8 . 60 0 .00 31563 .69 18 . 00 24 . 00 140 .00 13 .10 0 .00 8 .6';0 0 . 00 31949 . 06 18 . 00 24 . 00 140 . 00 13 .20 0 . 00 8 . 60 0 . 00 32330 .51 18 . 00 24 . 00 140 . 00 13 .30 0 .00 8 .60 0 . 00 32708 .17 18 . 00 24 . 00 140 . 00 13 .40 0 . 00 8 .60 0. 00 33082 .14 18 . 00 24 .00 140 . 00 13 .50 0 .00 8 .6,0 0 . 00 33452 .55 18 .00 24 . 00 140 .00 13 .60 0 . 00 8 . 60 0.00 33819 .50 18 .00 24.00 140 .00 13 .70 0 .00 8 .60 0 . 00 34183 .08 18 . 00 24 .00 140 .00 13 .80 0 . 00 8 . 60 0 . 00 34543 .41 18 .00 24 . 00 140 . 00 13 .90 0 .00 8 .60 0 . 00 34900 .55 18 . 00 24 .00 140 .00 14.00 0 . 00 8 . 60 0 .00 35254 .62 18 .00 24 . 00 140 .00 14 .10 0 .00 8 .60 0 . 00 35605 .67 . 18 .00 24 . 00 140.00 14 .20 0 . 00 8 .60 0 . 00 35953 . 81 18 .00 24 .00 140 . 00 14 .30 0 .00 8 .60 0 . 00 36299 .09 18 . 00 24 . 00 140 .00 14 .40 0 . 00 8 .60 0 . 00 36641.60 18 . 00 24.00 140 . 00 1 .50 0 .00 8 .60 0 .00 36981.41 18 . 00 24 . 00 140 .00 14 .60 0 . 00 8 .60 0 . 00 37318 .57 18 .00 24 .00 140 .00 14 .70 0 . 00 8 . 60 0 . 00 37653 . 16 18 . 00 24 .00 140 .00 14 . 80 0 . 00 8 .60 0 . 00 37985 .24 18 . 00 24 . 00 140 . 00 14 . 90 0 . 00 8 . 60 0 . 00 38314 .86 18 . 00 . 24 . 00 140 .00 15 . 00 0 . 00 8 .60 0 . 00 38642 . 08 18 .00 24 . 00 140 .00 15 . 10 0 . 00 8 . 60 0 . 00 38966 . 96 18 . 00 24 .00 140 . 00 15 .20 0 . 00 8 . 60 0 .00 39289 .55 18 . 00 24 . 00 140 . 00 ` 15 .30 0 .00 8 . 60 0 . 00 39609 . 90 . 18 .00 24 . 00 140 .00 15 .40 0 .00 8 .60 0 .00 39928 . 06 18 . 00 . 24 .00 140 .00 15.50 0 .00 8 .60 0. 00 40244 .07 18. 00 24 .00 140 .00 15. 60 0 . 00 8 .60 0 .00 40557. 98 18 . 00 24 . 00 140 .00 15 .70 0 .00 8 .60 0 . 00 . 40869. 83 18 .00 24 . 00 140.00 15 .80 0 . 00 8 .60 0 .00 41179 .67 18 .00 24 . 00 140 .00 15 .90 0 .00 8 .60 0 . 00 41487.54 18 . 00 24 .00 140. 00 1 ! 16 . 00 0 . 00 8 .60 0 .00 41793 .47 18 . 00 24 . 00 140 .00 16 .10 0 .00 8 .60 0 . 00 42097.51 18 . 00 24 . 00 140 .00 i Open Channel Flow Module, Version 3 .11 (c) Haestad Methods,, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 i • I i I Page 1 of 3 L Pressure Pipe Analysis & Design . Circular Pipe Worksheet ame: basin ' 3 pre-dev 36" mescriptian: Basin 3 Outlet 36" DIP Solve For Discharge Given Consitant Data; Pressure @ 1 0 . 00 Elevation @2 8 .60 Pressure @ 1 0 .00 Discharge 46869 .55 iameter 36 .00 Length 44 . 00 Hazen-Williams C 130 .0000 Varia•le Input Data Minimum Maximum Increment By Elev-tion @ 1 8 .60 16. 00 0 ..10 'BASIN 3 : 3( DIP OUTLET FROM cor r o1 S TRJLT vita, OISc.NARGE To SPRINc3Roo►S CREEt"-, CS-V 0eAko, NCeq D►SLhargc� vv1k- E Mct\ T Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 i I Page 2 of 3 VARIABLE COMPUTED Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2I @ 2 gpm in ft ft psi ft 1 psi Unable to compute this instance. 8 .70 0 .00 8 .60 0 .00 16947. 17 36 . 00 44 . 00 130 . 00 8 .80 0 . 00 8 .60 0 .00 24640.72 36 . 00 44 . 00 130 . 00 8 .90 0 . 00 - 8 .60 0 .00 30672 . 04 36 . 00 44 . 00 130 . 00 ' ' 9. 00 0 . 00 8 . 60 0 . 00 35826. 93 36 . 00 44 . 00 130 . 00 9 .10 0 . 00 8 . 60 0 . 00 40414 . 85 36 . 00 44 . 00 130 . 00 9.20 0 .00 8 . 60 0 . 00 44596.30 36 .00 44 . 00 130 . 00 9.30 0 .00 8 .60 0 . 00 48467.44 36 . 00 44 . 00 130 . 00 9 .40 0 . 00 8 .60 0 . 00 52091.37 36 .00 44 . 00 130 . 00 9.50 0 .00 8.60 0 . 00 55512.16 36 . 00 44 . 00 130 .00 9 .60 0.00 8 .60 0 . 00 58762 .08 36 .00 44 . 00 130 . 00 9 .70 0 .00 8 .60 0 . 00 61865. 60 36 . 00 44 .00 130 . 00 9.80 0 .00 8 .60 0 .00 64841. 80 36 . 00 44 . 00 130 . 00 9 .90 0 . 00 8 . 6,0 0 . 00 67705. 91 36 . 00 44 . 00 130 . 00 10.00 0 .00 8 .60 0 . 00 70470 .33 36 .00 44 .00 130 . 00 10 .10 0 . 00 8 .60 0 .00 73145 .31 36 . 00 44 . 00 130 .00 10 .20 0 .00 8 .60 0 . 00 75739 .42 36 .00 44 .00 130 . 00 10 .30 0 . 00 8 .60 0 .00 78259 . 96 36 . 00 44 . 00 130 . 00 1.0.40 0 . 00 8 . 60 0 . 00 80713 .16 36 . 00 44 . 00 130 .00 ) .50 0 . 00 8 .60 0 . 00 83104 .42 36 .00 44 . 00 130 . 00 -0.60 0 . 00 8.6'0 0 .00 85438 .45 36 . 00 44 . 00 130 . 00 ! ' 10.70 0 .00 8 .60 0 . 00 87719 .39 36 . 00 44 . 00 130 . 00 10 .80 0 . 00 8 .60 0 . 00 89950 . 88 36 . 00 44 . 00 130 . 00 10. 90 0 . 00 8 . 60 0 .00 92136 . 18 36 .00 44 . 00 130 . 00 1 ! 11 . 00 0 . 00 8 .60 0 . 00 94278 .19 36 . 00 44 . 00 130 . 00 11. 10 0 . 00 8 .60 0 . 00 96379 .53 36 . 00 44 . 00 130 . 00 _ 11.20 0 .00 8 .60 0 . 00 98442 .54 36 . 00 44 . 00 130 . 00 11.30 0 . 00 8 .60 0 . 00 100469 .36 36 . 00 44 . 00 130 . 00 11.40 0 .00 8 .60 0. 00 102461.93 36 .00 44 . 00 130 . 00 11.50 0 . 00 8 .60 0 . 00 104422 . 02 36 . 00 44 .00 130 . 00 11.60 0 .00 8 .60 0 .00 106351.26 36 .00 44 . 00 130 .00 11.70 0 . 00 8 .60 0. 00 108251.14 36 . 00 44 . 00 130 . 00 11.80 0 . 00 8 .60 0 . 00 110123 .03 36 . 00 44 . 00 130 . 00 11. 90 0 . 00 8 . 60 0 . 00 111968 .20 36 . 00 44 . 00 130 . 00 12 . 00 0 . 00 8 .60 0 . 00 113787.83 36 . 00 44 .00 130 . 00 - ' ' 12 .10 0 .00 8 .60 0 . 00 115582 . 99 36 . 00 44 . 00 130 . 00 12 .20 0 . 00 8 .60 0 . 00 117354 .71 36 . 00 44 . 00 130 . 00 12 .30 0 . 00 8 .60 0 . 00 119103 . 94 36 . 00 44 .00 130 . 00 12 .40 0 . 00 8 . 60 0 .00 120831.54 36 . 00 44 . 00 130 . 00 12 .50 0 . 00 8 .60 0 . 00 122538 . 36 36 . 00 44 .00 130 . 00 Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, iInc. * 37 Brookside Rd * Waterbury, Ct 06708 Page 3 of 3 h 1. J• 'IABLE i COMPUTED l El:v. Pressure Elev. : Pressure Discharge Diameter Length Hazen-W @1 @1 @2 ' .@2 gpm in ft f• psir ft psi 1. - 12 . : 0 0 . 00 8 . 60 0 . 00 124225. 16 36 . 00 44 .00 130 . 00 12 . 0 0 . 00 ' 8 . 60 0 . 00 125892 . 68 36 . 00 44 . 00 130 . 0 12 . : 0 0 .00 8 .60 , 0 .00 127541.58 36 . 00 44 . 00 130: 0 1. ' 12 . '0 0 .00 8 . 60 ; 0 . 00 129172 . 52 , 36 . 00 44 .00 130 . 0 13 . 10 0 . 00 8 . 60 , 0 . 00 130786 .11. 36 . 00 44 . 00 130 . 00 13 . 0 0 . 0c 8 . 60 ' 0 . 00 132382 . 91 36 . 00 ' 44. 00 130 . 0�6 13 ._.0 0 . 0 8 .60 0 .00 133963 .48 36 . 00 44 . 00 130 . 00 13 . 0 0 . 00 8 .60 , 0. 00 135528 .31 36 . 00 44 . 0.0 130 . 0�6 13 . ' 0 0 . 00 8 .60 ' 0 . 00 137077. 90 . 36 . 00 44 . 00 130 . 00 • 13 . ' 0 0 .0Q�� 8 . 60 0.00 138612 .71 36 . 00 44 .00 130.. 00 ' 13 . : 0 0 .00 8 . 60 ' 0 . 00 140133 .18 36 . 00 44 .00 130 . 010 13 . '0 0 .00 8 .60 ' 0.00 141639 . 73 36 . 00 44 . 00 130 . 0�0 13 . :0 0 . 00 8 .60 , 0 .00 143132 .74 36 . 00 44 .00 130 . 00 13 . ' 0 0 . 00 8 . 60 0. 00 144612 . 61 36 . 00 44 .00 130 .010 14. 00 0 . 00 8 .60 , 0 . 00 146079 . 68 36 . 00 44 . 00 130 . 00 -- 14. 0 0 .00 8 .60 1 0 .00 147534 .31 36 . 00 44 . 00 130 . 00 14 . : 0 0 . 00 8 .60 0 . 00 148976. 83 36 . 00 44 .00 130 .00 14 . 0 0 . 00 8 . 60 . 0. 00 150407 .54 36 . 00 44 .00 130 . 0 14. ' 0 0 . 0 8 . 60 0 . 00 151826 .75 36 . 00 44.00 130 . 00 I . '�0 0 . 0 � . 8 .60 0 . 00 153234 . 75 36 . 00 44 . 00 130 . 00 ' .4 . ..0 0 . 00 8 . 60 0 .00 154631. 82 36 . 00 44 .00 130 . 00 14 . '0 0 . 00 8 . 60 0 . 00 156018 .21 36 . 00 44 . 00 130 .00 14 . :0 0 . 00 8 . 60 : 0 . 00 157394 . 19 36 . 00 44 .00 130 . 00 14 . '-0 0 . 00 8 .60 ' 0 .00 158760 . 00 36 . 00 44 . 00 130 . 00i - 15 . 00 0 . 00 8 . 60 . 0 . 00 160115 . 87 36 . 00 44 . 00 130 . 00 15. 0 0 . 00 8 . 60 : 0 . 00 161462 . 02 36 . 00 44 .00 130 . 0I0 15 . '0 0 .00 8 .60 , 0 .00 162798 . 69 36 . 00 44 .00 130 . 00 --- 15 . . 0 0 . 00 8 .60 ' 0 . 00 164126 . 07 36 . 00 44 . 00 130 . 0I0 15. ' 0 0 . 00 8 .60 : 0. 00 165444 .37 36 .00 44 . 00 130 . 0I0 15. '.0 0 . 00 8 .60 ; 0 .00 166753 . 78 36 . 00 44 .00 130 .00 15 . . 0 0 .00 8 .60 . 0 . 00 168054 .49 36 . 00 44 .00 130 .00 15. ' 0 0. 00 8 .69 : 0 . 00 169346 , 68 36 .00 44.00 130 . 00, 15 . :0 0 . 00 8 . 60i 0 .00 170630 . 53 36 . 00 44 .00 130 . 00 .15. :0 0 . 00 8 . 60 0 . 00 171906 . 19 36 . 00 44 .00 130 .00 - 16 . 40 0 . 00 8 .60 0 . 00 173173 . 85 36 . 00 44 . 00 130 .00 __ 16 . 0 0 . 0 8 .66 0 . 00 . 174433 . 65 36 . 00 44 . 00 130 . 00i , Open Ch nnel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 - 9/10/98 10 :23 :31 am Sverdrup Civil Inc page 3 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BSN A,DELTA ROUTED TO SPRINGBRK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESCRIPTION > (cfs) (cfs) --id- --id- c-STAGE> id (cfs) VOL (cf) WQ, POST BASIN /i 0.00 0.22 DELTA PSTA 7.80 1 0.00 20911.71 cf 2YR, POST BASIN A : 0.00 5.33 DELTA PSTA 8.71 2 5.29 97980.51 cf 5YR, POST BASIN A 0.00 7.33 DELTA PSTA 8.75 3 7.31 2 ac-ft 10YR, POST BASIN A 0.00 10.36 DELTA PSTA 8.81 4 10.32 2 ac-ft 25YR, POST BASIN A 0.00 13.73 DELTA PSTA 8.89 5 13.72 3 ac-ft 50YR, POST BASIN A 0.00 14.08 DELTA PSTA 8.89 6 14.05 3 ac-ft 100YR, POST BASIN A 0.00 18.13 DELTA PSTA 8.97 7 17.85 3 ac-ft --- I I t i II D File Input Hydrograph Storage Discharge LPool Proj : SWMP eeee"8&888888888888868888,68Routing Comparison Tableeeeeeeeeeeeeeeeeeeee 'eeeeee ; MATCH INFLOW STO DIS PEAK PEAK OUT ° ° . iESCRIPTION PEAK! PEAK No. No. STG OUT HYD ° 0 ' WQ, •OST BASINB-3 0 . 00 0 .26 PONDC COMBO2 10 . 00 0 .26 1 ° °2YR, POST BAST B-3 0 . 00 1 .26 PONDC COMBO2 11 . 31 0 .38 2 0 °SYR, POST BASIN' B-3 0 . 00 1. 64 PONDC COMBO2 11.47 0 . 52 3 j 0 10YR, POST BASIN B-3 0 . 00 2 . 12 PONDC COMBO2 11 . 66 . 0 . 68 4 0 2YR, POST BASIN B-3 0 . 00 2 . 62 PONDC COMBO2 11. 88 0 . 87 5 0 °50YR, POST BASIN B-3 0 . 00 2 . 67 PONDC COMBO2 11 . 90 0 . 90 6 0 1100Y- , POST BASIN B-3 0 . 00 3 . 13 PONDC COMBO2 12 . 10 1 . 04 7 0 0 0 0 0 0 _ 7 >Done< Press any key to exit', ° Aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee=eeeeeef ' enu: Perform Level pool computations using input table instructions Pos- - OEvEL.0 P MEI Sv RFiNLE caper MAn)AGE MI-'J V PR,ySG'-T BASIN $3 ROv-U=O -Nat\VolA Pon 0 a�` epat -rfw..w KrE tt — c1,15 ii 9/10/98 7 :24 :43 . am Sverdrup Civil Inc page . THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B-3, ' ROUTED THRU POND "C STAGE STORAGE TABLE CUSTOM STORAGE ID No. PONDC Description: POND "C" STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (,ft.) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 11.00 0.0000 0.0000 11.80 5293 0.1215 12.60 11559 0.2654 13.40 18761 0.4307 11.10 629.19 0.0144 11.90 6009 0.1379 12.70 12424 0.2852 13.50 19697 0.4522 11.20 1258 0.0289 12.00 6724 0.1544 12.80 13288 0.3051 13.60 20707 0.4754 11.30 1888 0.0433 12.10 7518 0.1726 12.90 14152 0.3249 13.70 21716 0.4985 11.40 2517 0.0578 12.20 8313 0.1908 13.00 15017 0.3447 13.80 22725 0.5217 11.50 3146 0.0722 12.30 9107 0.2091 13.10 15953 0.3662 13.90 23735 0.5449 11.60 3862 0.0887 12.40 9901 0.2273 13.20 16889 0.3877 14.00 24744 0.5680 11.70 4577 0.1051 12.50 10695 0.2455 13.30 17825 0.4092 ' I II I I ' i I 9/10/98 7 :24 :43 , a•m Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B-3, ROUTED THRU POND "C STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMB02 Description: POND "C" COMBO STRUCTURE Structure: PONDC2 Structure: Structure: RISER Structure: Structure : _ I STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ,_-_ (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs I 10.00 0.0000 1080 0.2995 11.60 0.6469 12.40 1.2161 I 10.10 0.1059 10L90 0.3177 11.70 0.7101 12.50 1.2671 10.20 O.1I498 11.00 0.3349 11.80 0.7650 12.60 1.6236 10.30 0.1834 11.10 0.3512 11.90 0.8955 12:70 2.2332 10.40 0.2118 1120 0.3669 12.00 0.9747 12.75 2.6021 10.50 0.2368 11.30 0.3818 12.10 1.0431 10.60 0.2794 11.40 0.3963 12.20 1.1050 10.70 0.2802 11!50 0.5680 12.30 1.1623 I p page 3Sverdru Civil Inc 9/10/98 7 :24 :43 am THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B-3, ROUTED THRU POND "C STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. PONDC2 Description: POND "C" DISCHARGE STRUCTURE Outlet Elev: 10 . 00 Elev: 8 .25 ft Orifice Diameter: 3 . 5130 in. Elev: 11.40 ft Orifice 2 Diameter: 4 . 2890 in. Elev: 11. 80 ftl Orifice 3 Diameter: 3 . 0700 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 10.00 0.0000 10.00 0.0000 10.00 0.0000 10.00 0.0000 i 1 I -- I 9/10/981 7 :24 :431am Sverdrup Civil Inc page 4 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B-3, ROUTED THRU POND "C • STAGE DISCHARGE TABLE RISER DISCHARGE ID No. RISER Descripion: POND"C" RISER Riser Diameter (in) : 12 . 00 elev: 12 . 50 ft Weir Coefficient . .' . : 9 . 739 height : 12 . 75 ft • Orif Coefficient . 3 . 782 increm: 0 . 10 ft • STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) cfis (ft) ---cfs (ft) ---cfs .(ft) ---cfs i I 12.50 0.01000 12.60 0.3080 12.75 1.2174 12.75 1.2174 12.50 0.0000 1200 0.8711 i I � I j I 9/10/98 7 :24 :44. am Sverdrup Civil Inc page 5 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B-3, ROUTED THRU POND "C LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE jl < DESCRIPTION '> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, POST BASIN B-3 0.00 0.26 PONDC COMB02 10.00 1 0.26 0.00 cf 2YR, POST BASIN B-3 0.00 1.26 PONDC COMB02 11.31 2 0.38 1946.03 cf • 5YR, POST BASIN B-3 0.00 1.64 PONDC COMB02 11.47 3 0.52 2983.94 cf 10YR, POST BASIN B-3 0.00 2.12 PONDC COMB02 11.66 4 0.68 4281.20 cf 25YR, POST BASIN B-3 0.00 2.62 PONDC COMB02 11.88 5 0.87 5858.61 cf 50YR, POST BASIN B-3 0.00 2.67 PONDC COMB02 11.90 6 0.90 6007.94 cf 100YR,POST BASIN B-3 0.00 3.13 PONDC COMB02 12.10 7 1.04 7484.70 cf I � { { � I I . D File Input Hydrograph Storage Discharge LPool Proj SWMP 5eeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeee"eeeeeep MATCH. INFLOW STO DIS PEAK PEAK OUT ° ° . DESCRIPTIOI PEAK PEAK No. No. STG OUT HYD o WQ, OST BASIN B 0 . 06 0 .44 4C 4C 7 .27 0 . 00 8 ° °2YR, POST BASIN B 0 . 00 3.. 37 4C 4C 9 . 12 1 .59 9 0 "SYR, POST BASIN B 0 . 00 4 .45 4C 4C 9 . 14 2 . 90 10 ° 10YR POST BASIN B 0 . 00 5 . 87 4C 4C 9 .16 4 .52 11 i ° ' -2YR POST BASIN B 0 . 00 7 .48 4C 4C 9 .20 7 .48 12 0 °_50YR POST BASIN B 0 . 00 7 . 64 4C 4C 9 . 19 7 .63 13 0 100Y , POST BASIN B 0 . 06 9 . 05 4C 4C 9 .21 9 . 05 14 ° 0 ° 0 0 0 >Done< Press any key to exit 0 Aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef 7,enu: Perform Level pool computations using input table instructions Sv fZFAce W AT E tL MAN)AGE M BN i PRo-SecT sINs e- , a-2 „A- 4^3 R.0V'TEfD 1-1+Ro V G1-� i I ►(Zae,'�ee.E iRPte.t., To SpRiNIC, ocA, CREAK p_ SEAR "TP.‘c we‘-rea, = 61,15 -, I i1 9/10/98 10 :31 :26 am Sverdrup Civil Inc page 1 - . THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B, ROUTED TO SPRINGBROOK STAGE STORAGE TABLE , i CUSTOM STORAGE ID No. 4C Description: POND4C STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf•--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 6.00 0.0000 0.0000 8.30 25325 0.5814 10.60 63992 1.4691 12.90 150929 3.4649 6.10 952.40 0.0219 8.40 26627 0.6113 10.70 66270 1.5214 13.00 155909 3.5792 6.20 1905 0.0437 8.50 27929 0.6412 10.80 68549 1.5737 13.10 164079 3.7667 6.30 2857 0.0656 8.60 29231 0.6711 10.90 70827 1.6260 13.20 172248 3.9543 6.40 3810 0.0875 8.70 30533 0.7010 11.00 73105 1.6783 13.30 180418 4.1418 6.50 4762 0.1093 8.80 31836 0.7308 11.10 76405 1.7540 13.40 188588 4.3294 6.60 5714 0.1312 8.90 33138 0.7607 11.20 79706 1.8298 13.50 196758 4.5169 6.70 6667 0.1530 9.00 34440 0.7906 11.30 83006 1.9056 13.60 204927 4.7045 6.80 7619 0.1749 •9.10 36028 0.8271 11.40 86307 1.9813 13.70 213097 4.8920 6.90 8572 0.1968 99.20 37617 0.8636 11.50 89607 2.0571 13.80 221267 5.0796 1 7.00 9524 0.2186 9.30 39205 0.9000 11.60 92907 2.1329 13.90 229436 5.2671 7.10 10713 0.2459 19.40 40793 0.9365 11.70 96208 2.2086 14.00 237606 5.4547 7.20 11903 0.2733 19.50 42382 0.9729 11.80 99508 2.2844 14.10 252061 5.7865 7.30 13092 0.3006 9.60 43970 1.0094 11.90 102809 2.3602 14.20 266517 6.1184 7.40 14282 0.3279 9.70 45558 1.0459 12.00 106109 2.4359 14.30 280972 6.4502 7.50 15471 0.3552 9.80 47146 1.0823 12.10 111089 2.5503 14.40 295427 6.7821 7.60 16660 0.3825 9.90 48735 1.1188 12.20 116069 2.6646 14.50 309883 7.1139 7.70 17850 0.4098 10.00 50323 1.1553 12.30 121049 2.7789 14.60 324338 7.4458 7.80 19039 0.4371 10.10 52601 1.2076 12.40 126029 2.8932 14.70 338793 7.7776 7.90 20229 0.4644 10.20 54879 1.2599 12.50 131009 3.0076 14.80 353248 8.1095 8.00 21418 0.4917 10.30 57158 1.3122 12.60 135989 3.1219 14.90 367704 8.4413 8.10 22720 0.5216 10.40 59436 1.3645 12.70 140969 3.2362 8.20 24022 0.5515 10.50 61714 1.4168 12.80 145949 3.3505 1 ' I { i ' -I III �� 9/10/98 10 :31 :26 am Sverdrup Civil Inc page 2 THE BOEING COMPANY SURFACE WATERMANAGEMENT PROJECT POST-DEV BASIN B, ROUTED TO SPRINGBROOK I STAGE DISCHARGE TABLE I CUSTOM DISCHARGE ID No. 4C Description: POND4C STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 9.15 0.0000 10.95 136.53 12.75 198.59 14.55 247.32 9.25 16.126 11.05 140.61 12.85 201.57 14.65 249.75 9.35 32.251 111.15 144.44 12.95 204.55 14.75 252.18 9.45 48.377 11.25 148.27 13.05 207.44 14.85 254.61 9.55 59.910 11.35 152.09 13.15 210.25 14.95 257.04 9.65 66.850 11.45 155.92 13.25 213.06 15.05 259.43 9.75 73.790 111.55 159.56 13.35 215.87 15.15 261.77 9.85 80.730 11.65 163.03 13.45 218.68 15.25 264.11 9.95 87.670 11.75 166.49 13.55 221.41 15.35 266.45 10.05 93.726 11.85 169.95 13.65 224.08 15.45 268.79 10.15 98.898 111.95 173.42 13.75 226.74 15.55 271.09 10.25 104.07 121.05 176.75 13.85 229.40 15.65 273.34 10.35 1091.24 12.15 179.94 13.95 232.07 15.75 275.60 10.45 114.41 12,.25 183.14 14.05 234.67 15.85 277.86 10.55 119.17 12.35 186.34 14.15 237.21 15.95 280.11 10.65 123.51 12.45 189.53 14.25 239.75 16.05 281.24 10.75 127.85 12.55 192.62 14.35 242.29 10.85 132.19 12.65 195.60 14.45 244.83 i ' I Page 1 of 3 Pressure Pipe Analysis & Design Circular Pipe i Worksheet Name: Practice Track Description: Practice Track Outlet ) I Solve For Discharge ' Given Constant Data; Pressure @ , 1 0 . 00 Elevation @ 2 9 .15 — 2'((t TA11-`^'aMER At SPRI.JG 8RootS (REEY Pressure @11 0 . 00 Discharge 0 . 00 Diameter 36 . 00 Length 45 . 00 Hazen-Williams C 100 . 0000 Variable Input Data Minimum Maximum Increment By Elevation @ 1 9 . 00 16 . 00 0 . 10 i e•1:61n' 6 :i Q15C. ARGC 1203CTiNG CvRVE CAL Cvi.ATIONS .o(Z. Sue- 8PrSiN5 el.\ B-2 a 4,- 6-3 "t'H Rov6H J f lutc 11 C E "C.Prc.`f, 'To SPruwg, 642.01*- cAaeY, 1 I eJC �,.0 P ME 0-1. S u RFAL.v. 1,.wtg?ER MP�J�4GENtENT pos-c - 9 PnoZEL� Open Channel Flow Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 Page 2 of 3 I V IABLE COMPUTED Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2@ 2 gpm in ft f1 psi ft psi 9 .�0 0 . 00 9 . 15 0 . 00 -16031 .45 36 . 00 45 . 00 100 . 00 9.10 0 . 00 9 .15 0 . 00 -8857 . 83 36 . 00 45 . 00 100 . 00 9 .20 0 . 00 9 . 15 0 . 00 8857 . 83 36 . 00 45 . 00 100 . 00 9 . 0 0 . 00 9 . 15 0 . 00 16031 .45 36 . 00 45 . 00 100 . 00 19 .40 0 . 00 9 . 15 0 . 00 21123 . 76 36 . 00 45 . 00 100 . 00 9 .50 0 . 00 9 . 15 0 . 00 25332 . 63 36 . 00 45 . 00 100 . 00 9 . 60 0 . 00 9 . 15 0 . 00 29014 . 71 36 . 00 45 . 00 100 . 00 9 .70 0 . 00 9 . 15 0 . 00 32335 .48 36 . 00 45 . 00 100 . 00, 9 . q0 0 . 00 9 . 15 0 . 00 35388 . 06 36 . 00 45 . 00 100 . 00 19 . 0 0 . 00 9 . 15 0 . 00 38231 . 08 36 . 00 45 . 00 100 . 00 10 . c0 0 . 00 9 . 15 0 . 00 40904 .37 36 . 00 45 . 00 100 . 00 10 .10 0 . 00 9 .15 0 . 00 43436 .44 36 . 00 45 . 00 100 . 00 10 .20 0 . 00 9 . 15 0 . 00 45848 . 56 36 . 00 45 . 00 100 . 00 10 .30 0 . 00 9 . 15 0 . 00 48157.10 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 . 15 0 . 00 50374 . 98 36 . 00 45 . 00 100 . 00 10 .50 0 . 00 9 . 15 0 . 00 52512 . 63 36 . 00 45 . 00 100 . 00 10 . 0 0 . 00 9 . 15 0 . 00 54578 .58 36 . 00 45 . 00 100 . 00 10 . 70 0 . 00 9 .15 0 . 00 56579 . 96 36 . 00 45 . 00 100 . 001 ' 0 .80 0 . 00 9 .15 0 . 00 58522 . 77 36 . 00 45 . 00 100 . 00 _0 . 90 0 . 00 9 . 15 0 . 00 60412 . 12 36 . 00 45 . 00 100 . 00 11 . Q0 0 . 00 9 . 15 0 . 00 62252 .42 36 . 00 45 . 00 100 . 00 11 . 10 0 . 00 9 . 15 0 . 00 64047 . 50 36 . 00 45 . 00 100 . 00 11. 0 0 . 00 9 . 15 0 . 00 65800 . 71 36 . 00 45 . 00 100 . 00 11. 0 0 . 00 9 . 15 0 . 00 67515 . 00 36 . 00 45 . 00 100 . 00, 11 . 0 0 . 00 9 . 15 0 . 00 69192 . 99 36 . 00 45 . 00 100 . 001 11 . 50 0 . 00 9 . 15 0 . 00 70837. 00 36 . 00 45 . 00 100 . 00 11 . 60 0 . 00 9 . 15 0 . 00 72449 . 13 36 . 00 45 . 00 100 . 00 11 . '0 0 . 00 9 . 15 0 . 00 74031. 27 36 . 00 45 . 00 100 . 00 11 . 80 0 . 00 9 . 15 0 . 00 75585 . 12 36 . 00 45 . 00 100 . 00 11 . 0 0 . 00 9 . 15 0 . 00 77112 . 21 36 . 00 45 . 00 100 . 00 12 . 0 0 . 00 9 . 15 0 . 00 78613 . 97 36 . 00 45 . 00 100 . 00 12 . 10 0 . 00 9 . 15 0 . 00 80091 . 68 36 . 00 45 . 00 100 . 00 12 .20 0 . 00 9 . 15 0 . 00 81546 .52 36 . 00 45 . 00 100 . 00 12 . 0 0 . 00 9 . 15 0 . 00 82979 . 58 36 . 00 45 . 00 100 . 00 12 .40 0 . 00 9 . 15 0 . 00 84391. 85 36 . 00 45 . 00 100 . 00 12 . 0 0 . 00 9 . 15 0 . 00 85784 .28 36 . 00 45 . 00 100 . 00 12 . g0 0 . 09 9 . 15 0 . 00 87157 . 71 36 . 00 45 . 00 100 . 00 12 . I0 0 . 00 9 . 15 0 . 00 88512 . 95 36 . 00 45 . 00 100 . 00 12 . 10 0 . 00 9 .15 0 . 00 89850 . 74 36 .00 45 . 00 100 . 00 12 . '0 0 . 00 9 . 15 0 . 00 91171 . 77 36 . 00 45 . 00 100 . 00 I � i Open Channel Flow Module, Version 3 . 11 (c) Haestad1Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 - I i Page 3 of 3 VARIABLE i COMPUTED Elev. Pressure Elev. Pressure Discharge Diameter Length Hazen-W C @ 1 @ 1 @ 2 @ 2 gpm in ft ft psi ft 1 psi ; I 13 . 00 0 . 00 9.15 0 . 00 92476 . 70 36 . 00 45 . 00 100 . 00 13 . 10 0 . 00 9 .15 0 . 00 93766 . 12 36 . 00 45 . 00 100 . 00 13 .20 0 . 00 9 . 15 0 . 00 95040 . 61 36 . 00 45 . 00 100 . 00 ' 13 .30 0 . 00 9 . 15 0 . 00 96300 .71 36 . 00 45 . 00 100 . 00 13 .40 0 . 00 9 .15 0 . 00 97546 . 92 36 . 00 45 . 00 100 . 00 13 .50 0 . 00 9 .15 0 . 00 98779 . 70 36 . 00 45 . 00 100 . 00 13 . 60 0 . 00 9 .15 0 . 00 99999 .52 36 . 00 45 . 00 100 . 00 13 . 70 0 . 00 9 .15 0 . 00 101206 .79 36 . 00 45 . 00 100 . 00 13 . 80 0 .00 9.15 0 . 00 102401. 92 36 . 00 45 . 00 100 . 00 13 . 90 0 . 00 9 .15 0 . 00 103585 .29 36 . 00 45 . 00 100 . 00 14 . 00 0 . 00 9 .15 0 . 00 104757 .24 36 . 00 45 . 00 100 .00 14 .10 0 . 00 9 .15 0 . 00 105918 .13 36 . 00 45 . 00 100 . 00 14 .20 0 . 00 9.15 0 . 00 107068 .29 36 . 00 45 . 00 100 . 00 14 .30 0 . 00 9 .15 0 . 00 108208 . 01 36 . 00 45 . 00 100 . 00 14 .40 0 . 00 9 . 15 0 . 00 109337. 60 36 . 00 45 . 00 100 . 00 14 . 50 0 . 00 9 .15 0 . 00 110457.33 36 . 00 45 . 00 100 . 00 i 14 .60 0 . 00 9 .15 0 . 00 111567 .48 36 . 00 45 . 00 100 . 00 1 14 .70 0 . 00 9 .15 0 . 00 112668 .30 36 . 00 45. 00 100 . 00 '4 . 80 0 . 00 9 . 15 0 . 00 113760 . 03 36 . 00 45 . 00 100 .,00 _4 . 90 0 . 00 9 .15 0 . 00 114842 . 90 36 . 00 45 . 00 100 . 00 15. 00 0 . 00 9.15 0 . 00 115917 .15 36 . 00 45 . 00 .100 . 00 15 . 10 0 . 00 9 .15 0 . 00 116982 . 98 36 . 00 45 . 00 100 . 00 15 .20 0 . 00 9 .15 0 . 00 118040 . 60 36 . 00 45 . 00 100 . 00 15 .30 0 . 00 9 . 15 0 . 00 119090 .22 36 . 00 45 . 00 100 . 00 15 .40 0 . 00 9 . 15 0 . 00 120132 . 01 36 . 00 45 . 00 100 . 00 15 . 50 0 . 00 9 .15 0 . 00 121166 . 16 36 . 00 45 . 00 100 . 00 , I 15 . 60 0 . 00 9 . 15 0 . 00 122192 . 84 36 . 00 45 . 00 100 . 00 15 . 70 0 . 00 9 .15 0 . 00 123212 .23 36 . 00 45 . 00 100 . 00 15 . 80 0 . 00 9 . 15 0 . 00 124224 .49 36 . 00 45 . 00 100 . 00 -'i 15 . 90 0 . 00 9 . 15 0 . 00 125229 .76 36 . 00 45 . 00 100 . 00 16 . 00 0 . 00 9 .15 0 . 00 126228 .21 36 . 00 45 . 00 100 . 00 16 .10 0 . 00 9 .15 0 . 00 127219 . 98 36 . 00 45 . 00 100 . 00 I Open Channel Flew Module, Version 3 . 11 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 ' • 9/10/98 10 :31 :27 am Sverdrup Civil Inc page 3 • THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT POST-DEV BASIN B, ROUTED TO SPRINGBROOK I I LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE < DESC'RIPTION (cfs) (cfs) --id- --id- c-STAGE> id (cfs) VOL (cf) WQ, POST BASIN B 0.00 0.44 4C 4C 7.27 8 0.00 12709.85 cf 2YR, POST BASIN B 0.00 3.37 4C 4C 9.12 9 1.59 36340.61 cf 5YR, POST BASIN B ' 0.00 4.45 4C 4C 9.14 10 2.90 36600.22 cf 10YR, POST BIASIN B 0.00 5.87 4C 4C 9.16 11 4.52 36919.35 cf 25YR, POST BASIN B 0.00 7.48 4C 4C 9.20 12 7.48 37559.19 cf 50YR, POST BASIN B 0.00 7.64 4C 4C 9.19 13 7.63 37531.40 cf 100YR,POST BFSIN B 0.00 9.05 4C 4C 9.21 14 9.05 37713.42 cf I j I I I it APPENDIX E Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt01.doc Appendix E September 1998 i j I I APPENDIX E WATER QUALITY EVALUATIONS This appendix contains information related to water quality at both the Longacres Office Park Site and the CSTC Site. Information included consists of: I i . Site Map of Water Quality Collection Points,Figure E.1 . Laboratory Analysis of Springbrook Creek Water . Laboratory Analysis of Site#3 Water . Laboratory Analysis of North Infield Creek Water . Laboratory Analysis of South Marsh Outlet Water I I I i I � Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt01.doc Appendix E-1 September 1998 I I # `s�-.,` �` I AP .: \ SCALE: NONE SPRINGBROOK CREEK `---- PROJECT SI E :,.,( ____j . • • , --/ • on% ; ,,,-- / --, 1 i 7---'7z'' -N \ . * cli>--1 : tr/ , q O ilw. .r. �4� CO IRA _r — �1 1. dn La n Z. J. f ��. • C'3 O 3iiti E1 d , --.- ill '1 (47---- ‘-' ''l d Her �+ I ��P+ -- e i , S� ti'MARSH Z �r 0)m BASIN 4 -`1. '.:- WETLANDS O \p7ca lat:. `BASIN 3 \`�� _ �� ;"' I • co i co ;y r `�. . o fy F� If , r I.ji III i � BASIN 6 \ \ . -----------., • SW i stn sT . ----...) , . 1tik ,, ZJ aOMB'-., 'OW :I ill/ I il Il I • ��� . ter^^ = rt, �,�r t + `1\10pnail • ":), ' =--------:---" -----3-- ...--, 4"" ......___•,. .. ...-t 1 •11.AT ......_.....,j fir --IC-)r ' _ - _ BNRR { ___.___- _ - _-__— / UPRR r - ji t , o -- — — —£ -- \\\____.‘,\ . i ). 'i ,,Y- „.,>c,0 ril ,i , - 1 . •-;",....-•-_---■• r ... r ' ,.,- 12 : ' �- ,.- l 2 w.._- -_,j). _ H WAY -' _,s \Z_Lej 1 L,i �.;_. • WEST VAl1 a GREEN RIVER --t ii. , 7e. �t I..rd -,.z. w �w r Alm .� w r .. �� s ACCEPGtJw at7A �i o i.r,=11.4117P.` . �,�n WATER QUALITY MONITORING $ MAW AVM . ?LAWN:YAW ...r SURFACE PRO ECT MANAGEMENT FIG. E. I O1.OQ2 URN(CM) 000wc LOMCAaRES UnCE PARK Longacres Park On-Site Water Quality Monitoring Laboratory-Analysis--and-Meld Testing Report Springbrook Creek March 31, 1992 Field Data Lab Analysis Stage Gage Air Temp Water C.Cond. Date Time Reading* (•C) Temp(•C) pH DO(mg/1) (umhoa/cm) TOC(mg/1) TSS(mg/1) Comments 06/18/91 N/A N/A 18 15.0 6.97 2.80 -350- 8.5 10 06/24/91 16:00 3.86 29 17.9 7.10 2.68 335 7.5 13 07/01/91 11:15 3.85 24 19.0 7.16 2.28 374 8.2 18 07/08/91 11:10 3.77 24 16.5 7.49 3.59 319 6.5 13 07/15/91 10:00 3.79 15 16.2 6.63 3.52 364 5.4 14 07/23/91 11:05 3.77 22 16.9 7.26 2.97 343 7.4 15 07/29/91 15:00 _ 3.76 25 20.1 7.26 3.25 389 7.9 11 08/05/91 14:10 3.71 24 19.3 7.00 1.68 - 404 - 8:5 08/12/91 14:30 3.81 26 19.7 7.25 4.26 61 13.0 11 08/19/91 10:00 3.81 23 18.2 7.45 2.70 57 7.8 12 08/26/91 10:35 3.87 17 14.5 7.14 4.25 271 7.2 7 09/02/91 10:30 3.81 22 18.2 7.32 5.42 212 7.2 7 09/10/91 13:30 3.91 23 15.6 7.14 5.48 290 5.3 8 09/16/91 10:20 4.06 23 13.4 7.19 4.90 322 6.5 9 09/23/91 11:30 4.51 22 14.6 7.16 5.44 3 5.2 4 Suspect C.Cond. 09/30/91 10:00 4.56 20 17.8 6.28 5.20 345 4.7 9 10/07/91 10:20 4.55 15 12.7 7.02 5.76 316 3.7 8 37 days no rain 10/15/91 08:40 4.51 13 11.1 6.93 5.05 344 4.6 8 . 10/21/91 17:20 4.41 10 12.5 7.06 4.42. 347 5.8 6 10/28/91 10:30 4.32 7 . 8.4 7.25 4.21 272 6.2 11 11/04/91 13:25 4.96 7 8.9 6.99 6.98 159 5.4 18 11/11/91 13:15 5.31 12 11.9 6.68 8.40 129 6.3 42 first flush rain 11/18/91 10:30 4.81 7 9.4 6.69 6.75 156 15.0 9 11/25/91 12:30 4.71 8 10.5 7.20 6.51 134 5.1 14 12/02/91 10:40 3.96 6 8.3 7.18 5.14 287 10.0 15 12/09/91 10:25 4.62 10 8.8 6.75 7.56 139 5.8 28 12/16/91 10:05 3.92 0 4.9 7.07 4.84 307 8.0 19 12/22/91 10:00 4.13 S 7.0 7.10 6.52 230 6.0 8 12/30/91 11:45 4.36 10 8.7 7.12 6.75 272 5.6 17 01/06/92 N/A 4.07 N/A 5.8 7.39 7.51 287 6.7 10 01/14/92 11:40 3.89 7 7.7 7.65 5.14 335 7.9 10 01/20/92 10:20 3.96 4 5.0 7.29 5.91 315 7.0 23 01/27/92 12:00 5.41 9 8.1 7.01 6.98 177 6.7 35 02/02/92 14:30 6.59 10 8.3 6.75 7.32 139 7.5 50 02/10/92 12:00 4.26 9 8.9 6.80 6.00 300 7.9 13 DO&Cond from lab 02/17/92 09:30 4.19 6 8.0 7.24 9.09 346 78.0 19 02/24/92 11:05 4.55 8 9.2 7.41 6.24 176 7.4 8 03/02/92 1-1:40 4.09 10 9.8 7.51 N/A 327 7.1 18 bad DO reading 03/09/92 12:25 4.01 13 10.3 8.01 5.18 332 6.9 13 03/16/92 10:30 4.25 10 9.6 6.78 6.18 234 •Springbrook Creek water surface elevation-Stage Gage Reading+0.71 feet Longacres Park On-Site Water Quality Monitoring Laboratory Analysis and Field Testing Report Site #3 March 31, 1992 Field Data Lab Analysis if Samples Stage Gage Air Temp Water Temp C.Cond. ` Compositcd Date Time Reading ('C) ('C) pH DO(mg/I) (umhoa/cm) TOC(mg/1) TSS(mg/1) Comments 1 06/18/91 10:50 N/A 18 15.9 6.94 0.55 613 20.0 240 init.baseline,no rain 06/24/91 N/A N/A N/A N/A N/A N/A N/A 07/01/91 11:50 N/A 24 20.3 7.31 0.58 542 07/08/91 10:45 N/A 24 17.6 7.62 1.33 448 07/15/91 10:45 6.33 15 16.9 7.04 0.83 467 07/23/91 11:05 6.29 22 18.4 7.23 1.60 468 30.0 1300 Very high TSS 1-- - 07/29/91-- ----15:20---- -- 6.25----- ----25 ---21.8_ _ _--7.62__ -----3.13-- - --- -456 08/05/91 14:30 6.25 24 21.2 7.49 0.87 522 1 08/12/91 14:50 6.25 28 20.4 7.70 1.97 74 30.0 32 - 08/19/91 10:25 6.21 24 19.5 7.74 1.69 70 08/26/91 11:05 6.29 17 15.0 7.38 1.53 326 29.0 100 09/02/91 11:15 6.29 22 18.5 7.89 1.40 332 18.0 84 09/10/91 14:05 6.33 23 16.2 7.64 0.82 489 09/16/91 11:10 6.42 23 13.5 7.30 1.36 327 09/23/91 12:10 6.33 22 14.0 7.23 0.08 13 Suspect C.Cond. 09/30/91 12:45 6 20 18.8 6.43 3.00 392 10/07/91 N/A 6.00 15 10.9 7.45 3.23 358 37 days no rain 10/15/91 09:30 5.92 15 18.4 7.21 2.91 397 1 10/21/91 16:30 5.67 10 11.8 6.81 4.12 342 24.0 20 . 2 10/28/91 11:15 5.67 7 6.6 7.14 1.08 268 20.0 40 11/04/91 12:50 6.58 7 9.3 6.82 7.05 195 4 11/11/91 13:55 7.10 12 12.8 7.01 10.06 98 10.0 110 first flush rain 11/18/91 11:10 6.42 7 8.7 7.12 6.51 171 11.0 230 2 11/25/91 13:00 6.42 8 10.2 7.21 5.57 185 11.0 95 2 12/02/91 11:25 6.42 6 7.3 7.27 2.77 312 9.6 68 Heavy sedimentation 9 12/09/91 11:10 6.85 10 , 8.6 7.27 8.61 149 12.0 50 12/16/91 11:00 6.42 0 4.4 7.15 1.62 565 21.0 110 12/22/91 11:00 6.50 5 6.9 7.11 3.85 542 23.0 60 12/30/91 12:30 6.50 10 7.8 7.58 8.79 211 7.4 150 01/06/92 N/A 6.42 N/A 5.3 7.64 4.68 649 01/14/92 12:20 6.42 7 8.3 7.49 2.80 552 01/20/92 10:50 6.42 4 4.1 7.61 3.35 556 2 01/27/92 12:40 7.20 9 8.1 7.42 - 8.53 108 18.0 120 2 02/02/92 15:15 7.04 10 8.6 6.80 7.99 173 25.0 3600 very high TSS 4 02/10/92 12:30 6.67 9 9.8 7.00 1.50 830 26.0 41 DO It Cond from lab 02/17/92 10:15 6.60 6 8.3 7.17 4.20 779 4 02/24/92 11:50 6.68 8 9.8 732 4.58 392 28.0 200 03/02/92 12:20 6.50 10 11.5 731 N/A 673 Bad DO reading 03/09/92 13:10 630 13 11.4 7.70 2.08 650 4 03/16/92 11:15 6.30 10 9.7 7.27 3.52 463 Lab analyses N/A Longacres Park On-Site Water Quality Monitoring Laboratory-Analysis North Infield Creek At Abandoned Pumphouse March 31, 1992 Date Time TOC(mg/1) TSS(mg/1) Comments / N A Very ow ow 1-1/04/91 12:30 13-.0 49 11/11/91 14:50 13.0 120 first flush rain 11/18/91 11:40 8.0 73 Longacres Park On-Site Water Quality Monitoring Laboratory Analysis ysis — South Marsh Outlet (Site #6) Date Time TOC(mg/1) TSS(mg/1) I Comments 11/11/91 08:30 14.0 9 first flush rain 11/18/91 12:15 14.0 15 11/25/91 17:00 • 20 4 • Longacres Park On-Site Water Quality Monitoring Storm Event Monitoring Laboratory and Meld Testing Report , March 31,1992 Field Data . Air Temp Water Temp C.Cond. Site Date Time Gage Elev. (•C) (•C) pH DO(mg/I) (umhos/cm) Comments Springbrook 12/05/91 14:50 6.10 9 9.7 7.35 8.9 124 Storm event 1 North Infield Creek 12/05/91 15:40 - 9 10.1 7.06 9.8 47 Storm event 1 South Marsh Inlet 12/05/91 16:25 12.03 9 9.1 6.44 6.3 44 Storm event 1 (Site ff7) Springbrook 01/29/92 12:40 6.65 10 10.0 6.90 8.7 84 Storm event 2 North Infield Creek 01/29/92 13:10 - 10 10.0 6.60 ..9.6 71 Storm event 2 South Marsh Inlet 01/29/92 13:30 12.09 10 10.5 6.60 5.1 85 Storm event 2 (Site N7) Lab Analysis Biochemical Chemical Nitrate T-Org Total Total Oil Total Total Total Oxygen Oxygen +Nitrite Halogens ICeldahl &Grease Organic Phosphate Suspended Demand Demand as N (SW 9020) Nitrogen (413.1) Carbon as P Solids Site Date Time' (mg/1) (mg/1) (mg/I) (mg/1) N(mg/1) (mg/I) (mg/I) (mg/1) (mg/I) Comments Springbrook 12/05/91 14:50 10 12 0.15 0.02 0.53 5 5.6 0.33 87 Storm event 1 North Infield Creek 12/05/91 15:40 10 20 0.22 0.11 0.65 5 12 0.38 92 Storm event 1 South Marsh Inlet 12/05/91 16:25 10 16 0.03 0.02 0.50 5 11 0.17 4 Storm event 1 (Site//7) Springbrook 01/29/92 13:10 10 24 0.78 0.02 0.66 9 4.8 0.18 67 Storm event 2 North Infield Creek 01/29/92 12:40 10 31 0.31 0.02 0.88 5 7.7 0.26 100 Storm event 2 South Marsh Inlet 01/29/92 13:45 10 34 0.11 0.02 0.71 8 8.8 0.16 3 Storm event 2 (Site#7) I ' APPENDIX F I I • • • • � I � I I I I • • Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, ino. 014002\2220\wp\dmrpt01.doc Appendix F September 1998 . APPEN D IX F WATER QUALITY DESIGN This appendix contains calculations completed for design of the project water quality wetpond located south If the enlarged CSTC pond. ; _ • • I , Surface Wa er Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, leo. 014002\222 \wp\drnrpt0l.doc Appendix F-1 September 1998 Sverdrup JOB NUMBER BY THE BOEING COMPANY SHEET 014002 KJB SURFACE WATER MANAGEMENT PROJECT 1 DATE CHECKED STORM DRAINAGE DESIGN OF 09/02/98 JJS WETPOND SIZING SCOPE Determine the size including surface area and volume requirements for a wetpon., constructed to replace Pond `B". REFS NCES • • City of Renton Building Regulation, Chapter 22 "Storm and Surface Water Drainage" • King County Surface Water Design Manual (KCSWDM) • Waterworks, Basin Summary • City of Renton Planning, Building, Public Works Memorandum from Scott Woodbury dated May 28, 1997 (review of Boeing 25-20 Building Drainage Report.) • Area Weighted Runoff Coefficient for Drainanage Basin 4, Subbasin 4-5 ASSUMPTIONS Pond "B" will be fille in and all stormwater flowing to Pond "B" will be re-directed to a new wetpond(Pond"D"). Assume all treatment will be provided for in a single cell pond, similar to the CSTC project. Buildin roof areas will not be included in the wetpond sizing calculations, similar to th CSTC roject. It is also assumed that runoff from building roofs does not require wate quality treatment. Biofiltration is not required if the treatment facility has twice the volume and surface are required by the KCSWDM per Scott Woodbury's review comment #1 in City of Rento Memo, dated May 28, 1997. PROCEDURE This pr ject will not create more than 1 acre of new impervious surface subject to vehicular use; ho ever, Pond "D" will be constructed to replace Pond `B" which currently has mo than 1 acre of impervious surface area routed through it. Therefore, per Special Requirement #5 of the KCSWDM, this project must provide Special Water Quality Controls. 1. Determine Required Wetpond Surface Area: r Per KCSWDM page .3.5-1, the required design water surface area shall be 1% of the imperv.lous surface area in the drainage subbasin contributing to the facility: SA = 0.01*Aimp 014002\2220\engr\kbca1cl121.doc Sverdrup JOB NUMBER BY 1 THE BOEING COMPANY SHEET 014002 KJB SURFACE WATER MANAGEMENT PROJECT 2 DATE CHECKED I STORM DRAINAGE DESIGN OF 09/02/98 JJS WETPOND SIZING where, SA = surface area required Aimp = impervious contributing area Aimp = 382,171 ft2 (see attached basin summary), includes building roof Building roof area= 67,900 ft2 (see Area Weighted Runoff Coefficient for Drainanage Basin '4, Subbasin 4-5), deduct from total imperviuos area: Aimp = 382,171 ft2 - 67,900 ft2 .' Aimp = 314,271 ft2 therefore, SA = 0.01*314,271 SA = 3,143 ft2 This surface area musi be multiplied by 2 since no biofiltration is being provided. SA= 3143*2 SA= 6,286 ft2, (Pond"D"provides 68,800 ft2) 2. Determine Required Wetpond Volume: Per KCSWDM page ;1.3.5-1, the required design volume shall be a minimum of the total volume of runoff from the tributary subbasin proposed development conditions using a water quality design storm event (P2/3). The volume of the water quality storm is: P2/3 storm volume= 16,180 ft3 (see attached basin summary) Volume must be multiplied by 2 since no biofiltration is being provided(per Scott Woodbury, City of Renton). i Volume= 16,180*2 Volume= 32,360 ft3 (261,806 ft3 provided) 014002\2220\engr\kbcalcl2.doc 1/30/98 8 :5 :10 am; Sverdrup Civil Inc pag 3 BCAG HEADQUARTERS BUILDING 25-20 POST-DE LOPMENT BUILDING 25-20 BASIN B SUB-BASIN B2520 BASIN SUMMARY BASIN I : B4SB-25 . NAME: BSN 4, SUB-B2520, POST, 25YR SBUH ME'$'HODOLOGY TOTAL EA ' 11. 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE USER1 PERV IMP PRECIPIZATION i 3 .40 inches AREA. . : 2 . 26 Acres . 8 . 77 Acres 'TIME IN_ERVAL 10 . 00 min CN • 90 . 00 98 . 00 ' TC • 13 . 00 min 13 . 00 min I ABSTRAC ION COEFF: : 0 . 20 PEAK RA E: 7 . 96 cfs VOL: 2 . 76 Ac-ft TIME: 480 min BASIN I : B4SB-5 NAME: BSN 4, SUB-B2520, POST, 5YR SBUH ME HODOLOGY TOTAL AREA 11. 03 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE � ' USER1 PERV IMP PRECIPI' 'ATION 2 .40 inches AREA. . : 2 . 26 Acres 8 . 77 Acres ' TIME INTERVAL. . . . 10 . 00 min CN • 90 . 00 98 . 00 TC • 13 . 00 min 13 . 00: min ABSTRACTION COEFF: 0 .20 PEAK RA E: 5 .40 cfs VOL: 1. 86 Ac-ft ' TIME: 480 min BASIN I : B4SB-50 NAME: BSN 4, SUB-B2520, POST, 50YR SBUH M#HODOLOGY TOTAL AREA 1 11. 03 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE USER1 PERV IMP PRECIPI ATION 3 .45 inches AREA. . : 2 .26 Acres 8 . 77 Acres ' TIME IN ERVAL. . . . • 10 . 00 min CN • 90 . 00 98: 00 TC • 13 . 00 min 13 . 06 min ABSTRAC ION COEFF: ' 0 .20 PEAK RA E: 8 . 09 cfs. VOL: 2 . 80 Ac-ft TIME: 480 min BASIN ID: B4SB-WQ• P-40 NAME: BSN 4, SUB-B2520, POST, WQ SBUH METHODOLOG?' ' ��� ,�t,2, TOTAL AEA 11 . 03 Acres BASEFLOWS : 0 . 00 cfs i RAINFALl TYPE • : USER1 PERV IMP PRECIPI ATION • : 0 .67 inches AREA. . : 2 . 26 Acres 8 . 7,7 Acres , TIME IN ERVAL • 10 . 00 min CN • • 90 . 00 98 . 00 TC • 13 . 00 min 13 . 00, min - ABSTRAC ION COEFF: 0 . 20 PEAK E: 1. 05 cfs VOL: . 37 Ac-ft) TIME: 480 min � I Ii Surface Water Management Project I Pond "D" Elevation Area(ft2) Area(acres) Volume (ft3) 2 22,607 0.52 - 3 28,620 0.66 - . 4 35,091 0.81 31,856 • 5 41,932 0.96 70,367 6 49,053 1.13 115,860 7 56,357 1.29 168,565 8 63,817 1.47 228,651 8.5 68,801 1.58 261,806 9 73,785 1.69 297,453 10 84,007 1.93 376,349 11 94,124 2.16 465,414 12 104,446 2.40 564,699 13 114,974 2.64 674,409 14 137,071 3.15 800,432 I ' i- I I i i I , I � I I . I I 014002\2220\engr\pond-vol.xls[Pond"D"] Sverdrup Civil, Inc. CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: • May 28, 1997 TO: Clint Morgan FROM: Scott Woodbury5O SUBJECT: Review of Boeing 25-20 Building Plans and Drainage Report Storm Drainage Report _ 1. Since no biofiltration swale is being provided, the wetpond volume and surface area must be oversized by a factor of 2 to compensate. 2. The total areas for basins 3/4 and AB for the baseline,post-CSTC,and post-25-20 development scenarios are not equal as I would expect. Based on my calculations, the total areas for these scenarios(from the report are as follows: tr- Pre-CSTC(baseline)= 159.26 acres Post-CSTC= 164.64 acres Post 25-201= 161.28 acres. The discrepancy needs to be addressed. 3. Please document in the report how was the discharge in the rating curve for the main track and practice track(Basin B)release rates were determined. In routing flows from Basin 4/B through the practice track, the rating curve for the release rate from-the practice track into Springbrook Creek should assume a 2-year current condition tailwater in Springbrook Creek of•9.0 feet (NGVD). Therefore, there would be no outflow below elevation 9 and the release rates above elevation 9 would be based on outlet control conditions for the 36" outlet from the practice track. The stage-storage should assume no available storage below the elevation 9. f, 4. The report was not consistent in labeling the three development scenarios and basin areas (baseline post-CSTC, post-25-20). The terms pre-development and post-development were P used many times without qualifying which pre- and post-development case was meant. I think it would be helpful for the consultant to do a thorough review of the entire report to ensure consistency and clarity in these areas. Ji 5. Please include a brief explanation in the report of how the total release rates from Basin 4/B listed in Table D.1 were determined (i.e., for the pre-25-20 cases, the output hydrograph from routing Basins B 1 &B4 through main track were added to hydrographs from Basins B2 and B3. The combined hydrographs were then routed through the practice track to determine the total release rate for Basin B)., 6. Other comments are alsoI noted within the text of the report. i I � I The Boeing Company Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin B (South Main Track Basin) Sub-Basin 4-5 Soil Hydrologic Curve Land Use Area Weight • Weighted Group Group Number Description (st7 Curve Number Ur D 1 98 Building Roofs 67,900 14% 13.84 Ur D 98 Pavements 314,271 65% 64.07 Ur D 1 90 Landscaping(good) 98,495 20% 18.44 TOTALS 1 480,666 100% 96.36 Notes: 1. Soil groups estimated from Soil Survey of King County Area, Washington,Des Moines Quadrangle 1973 2. Hydrologic groups determined from King County Surface Water Design Manual, Figure 3.5.2A 3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2B Impervious area(curve number>=98) 8.77 Acres Impervious area curve number = 98.00 Pervious area(curve number<98) 2.26 Acres Pervious area curve number 90.00 Basin Composite Curve Number = 96.36 Basin Total Area 11.03 Acres ? 1 I I 013747/2210/engr/-Kbcalcl6.xls[Pre-Basin 4-5] 9/10/98 Sverdrup Civil,Inc. APPENDIX G • Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Mo. 014002\2220\wp\dmrpt0l.doc Appendix G September 1998 APPEN IX G CONVEYANCE SYSTEM DESIGN This appendix contain calculations detailing the design of the project conveyance systems. This information is not required for the Drainage Report for Conceptual Drainage Plan, but will be provided in the final drainage report. Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt0l.doc Appendix G-1 September 1998 APPENDIX H • • ' I I i ' l I � 1 Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drnrpt0l.doc J Appendix H September 1998 � I I , APPE IX H GROUNDWATER INFORMATION This appendix contains information related to the Longacres Office Park groundwater conditions. This information was produced by GeoEngineers, Inc., and is taken from Report, Geotechnical Engineering and Hydrogeological Services, CSTC Pond Expansion Boeing LongacreIs Park, Renton,; Washington, dated April 23, 1998. Information included consists of: 1V{onitor Well Location Site Plan, 1998, Figure H.1 Cross Section of Site, 1998, Figure H.2 Monitor Well Water Level Measurements, 1998,tabulated information Additional information related to the CSTC Main Pond was produced by GeoEngineers, Inc., anci reported in Geotechnical Consultation Potential Lake Impacts, Boeing Longacres Park, Renton, Washington for Boeing Support Services, dated December 9, 1991. i I Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\drnrpt01.doc Appendix H-1 September 1998 11 = -- _. _ fto • —JLr / ,: _ s �; F'q ... 49,. Alk.<' ' '---- E CED �� 54,31 F ..„ •. i`•`` :E • NW ii � `�"f \`���!', • . 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Alli o- ,, _-—_ f- gh=,) — _ K - M Nl \\\ \\,... . ... \.\ ...... ..‘ DEI 1 \ I 1 I • � ` -- 1 J I I I I I , I , • I o EXPLANATION: I N MW-38 • MONITORING WELL (1998) • — _ -- ___--- -- o M A - 0—MONITORING—WELL-t1S9T) - — — - —— iE' 7�Z - --B-35---BORING (1991) 0 150 300 Al • IA' SOIL PROFILE SCALE IN FEET --1 • ... SITE PLAN 1 z Note: The locations of all features shown are approximate. 4,� •�• Geo �Engineers FIGURE H• o Reference: Plan entitled "Preliminary Wetlands. Area, Longacres Office Park" by Bruce Dees & Associates, 03/30/98. _ _______ _ _ _ _ _ _ _ _ _ _ ill _ _ _ _ _ ___ .................................. I .0.. .....,_. ... 3 CD in in ID N 1 ,_.... ........ U 3 3 0 a) in rn o a� co N N a) .— r- O 1 O 33 N0 CD N A' A � � 4- N MM ��i vo w u7 o I20 — o N ? I. �M CO — 20 NN mW 0 � CO 33 33 N co M 3 m Ground Surface 2 2 2 Existing —2 2 2 2 — Silt and organic silt with occasional layers i 10 — Pond — of silty sand (ML to OL) I 100 vZ1-0 W N __ \ N \ \ — — —10 — Fine to medium sand with - — —10 ---------- ---- — varying -amounts of silt- (SP-to SM) — — --• — c, a ai co N - --N- -- — - O N r- O 0 . _ N — N O N_ O — — — — — — -- - a — — — — — — — HORIZONTAL SCALE: 1" = 100' VERTICAL SCALE: 1" = 10' VERTICAL EXAGGERATION: 10X Notes: 1. The subsurface conditions shown are based on interpolation between SOIL PROFILE A-A' widely spaced explorations and should be considered app 49 actual subsurface conditions may vary from those shown. Georoximate; �0Engineers 0 2. Refer to Figure 2 for location of Profile A—A'. �i FIGURE \-k. (n A • TABLE 1 GROUND WATER ELEVATION MEASUREMENTS CSTC POND EXPANSION BOEING LONGACRES PARK RENTON,WASHINGTON Ground i Depth to Surface Top of Casing Ground Water Ground Water Monitoring Elevation Elevation (Top of Casing) Elevation Well (feet) (feet) Date Time (feet) (feet) MW-38 11.07 I 13.07 04/09/98 3.58 9.49 04/16/98 4.05 9.02 04/21/98 4.26 8.81 05/21/98 5.22 7.85 I 06/10/98 5.25 7.82 06/24/98 11:30 AM 5.49 7.58 12:41 PM 5.50 7.57 r 2:31 PM 5.48 7.59 _ 4:02 PM 5.50 7.57 07/20/98 6.47 6.60 - , 08/27/98 8.45 4.62 09/18/98 9.02 4.05 MW-39 10.93 13.13 04/09/98 6.15 6.98 ' 04/16/98 6.40 6.73 04/21/98 6.40 6.73 ' 05/21/98 6.65 6.48 06/10/98 6.80 6.33 06/24/98 11:29 AM 6.74 6.39 12:40 PM 6.74 6.39 2:30 PM 6.73 6.40 ' 2:01 PM 6.73 6.40 ' 07/20/98 6.89 6.24 08/27/98 7.01 6.12 09/18/98 7.07 6.06 MW-40 12.76 14.64 04/09/98 4.10 10.54 ' 04/16/98 4.59 10.05 04/21/98 4.96 9.68 05/21/98 6.51 8.13 06/10/98 6.93 7.71 ' 06/24/98 11:26 AM 7.41 7.23 12:38 PM 7.41 7.23 2:28 PM 7.39 7.25 4:00 PM 7.40 7.24 07/20/98 8.52 6.12 08/27/98 Dry 09/18/98 Dry MW-41 12.39 14.99 04/09/98 7.65 7.34 ' 04/16/98 7.94 7.05 04/21/98 7.89 7.10 05/21/98 8.13 6.86 06/10/98 8.38 6.61 06/24/98 11:24 AM 8.29 6.70 • 12:37 PM 8.28 6.71 ' 2:27 PM 8.26 6.73 3:59 PM 8.27 6.72 ' •07/20/98 8.44 6.55 08/27/98 8.53 6.46 09/18/98 8.62 6.37 MW'42 15.44 18.09 04/09/98 7.02 11.07 04/16/98 7.20 10.89 04/21/98 7.29 10.80 05/21/98 8.57 9.52 06/10/98 9.00 9.09 I P:\000to099\0120226\021finals\012022602-t1 Ground Depth to Surface Top of Casing Ground Water Ground Water Monitoring Elevation Elevation (Top of Casing) Elevation Well (feet) (feet) Date Time (feet) (feet) 06/24/98 11:21 AM 9.31 8.78 12:35 PM 9.31 8.78 2:25 PM 9.30 8.79 3:58 PM 9.30 8.79 07/20/98 10.62 7.47 08/27/98 11.30 6.79 09/18/98 11.56 6.53 MW-43 17.21 19.16 04/09/98 7.35 11.81 04/16/98 7.75 11.41 04/21/98 7.86 11.30 05/21/98 8.96 10.20 06/10/98 9.35 9.81 06/24/98 11:19 AM 9.74 9.42 12:33 PM 9.74 9.42 2:23 PM 9.74 9.42 3:56 PM 9.75 9.41 07/20/98 10.59 8.57 08/27/98 11.62 7.54 09/18/98 12.02 7.14 MW-44. 16.51 18.96 04/09/98 7.15 11.81 ' 04/16/98 7.45 11.51 I 04/21/98 7.52 11.44 05/21/98 8.75 10.21 06/10/98 9.05 9.91 06/24/98 11:17 AM 9.43 9.53 12:31 PM 9.43 9.53 2:20 PM 9.41 9.55 3:54 PM 9.43 9.53 - 07/20/98 10.20 8.76 08/27/98 Dry 1_ 09/18/98 Dry MW-45 16.69 19.25 04/09/98 7.54 11.71 04/16/98 7.84 11.41 04/21/98 7.92 11.33 05/21/98 9.13 10.12 06/10/98 9.45 9.80 06/24/98 11:16 AM 9.83 9.42 12:30 PM 9.83 9.42 I 2:20 PM 9.84 9.41 3:53 PM 9.85 9.40 07/20/98 10.62 8.63 8/27/98 11.63 7.62 09/18/98 12.04 7.21 MW-46 15.59 18.49 04/09/98 7.56 10.93 04/16/98 7.72 10.77 04/21/98 7.71 10.78 05/21/98 8.74 9.75 06/10/98 9.05 9.44 06/24/98 11:12 AM 9.32 9.17 12:27 PM 9.33 9.16 2:17 PM 9.32 9.17 3:50 PM 9.32 9.17 07/20/98 10.17 8.32 08/27/98 10.94 7.55 09/18/98 11.29 7.20 P-1 11.22 06/24/98 11:49 AM Dry 12:49 PM Dry 2:50 PM Dry I 4:13 PM Dry 07/20/98 Dry 08/27/98 Dry P-2 12.19 06/24/98 11:52 AM 3.57 8.62 P:\000to099\0120226\02\finals\012022602-t1 I � Ground Depth to Surface Top of Casing Ground Water Ground Water Monitoring Elevation Elevation (Top of Casing) Elevation Well (feet) (feet) Date Time (feet) (feet) 12:52 PM 3.57 8.62 2:47 PM 3.59 8.60 4:09 PM 3.63 8.56 07/20/98 Dry 08/27/98 Dry P-3 11.38 06/24/98 11:42 AM 3.51 7.87 12:49 PM 3.42 7.96 2:44 PM 3.13 8.25 ' 4:07 PM 3.04 8.34 07/20/98 0.50 10.88 P-4 13.19 06/24/98 11:36 AM Dry 12:47 PM Dry 2:40 PM Dry 4:05 PM Dry 07/20/98 Dry P-5 12.98 06/24/98 11:39 AM Dry 12:45 PM Dry 2:40 PM Dry 4:04 PM Dry 07/20/98 Dry Note: Ground surface elevations provided by W&H Pacific •:\000to099\0120226\02 finals\012022602-0 APPENDIX I • • i I I I � I I. ' • • • • i I I I , I I i I I Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\2220\wp\dmrpt01.doc Appendix I September 1998 APPENDIX I TEMPORARY EROSION/SEDIMENTATION CONTROL (TESC) This appndix contains;information related to the TESC system and is organized as follows: TESC Sheet 1 - General Notes Figure I.1 TESC Details - Sheet 2 Figure I.2 1 1 1 1 1 I I Surface Water Management Drainage Report for Conceptual Drainage Plan Sverdrup Civil, Inc. 014002\222I\wp\dmrpt0l.doc Appendix I-1 September 1998 I I 9L801 C8100684.DWG m 1 S li m 00 � C'I GENERAL DEMOLITION NOTES: GENERAL TEMPORARY EROSION/SEDIMENTATION CONTROL (TESC) NOTES: • I_ ----- _ fca_m__ `nI_DRAWINGS 9L THROUGH 9L45. THESE NOTES APPLY TO TEMPORARY EROSION/SEDIMENTATION CONTROL (TESC) PLAN DRAWINGS 9L THROUGH 9L802. 2� GENERAL INFORMATION ONLY. 1--EXISTIN =F3TtLtT1 1 5 HAV =, N OGATC D=BY_SE-VEBAL_-METHODS _ 19. A TEMPORARY STABILIZED CONSTRUCTION ENTRANCE, 24' X 100' X 12" OF 4 TO 8 INCH Y 1. THE DEMOLITION DRAWINGS ARE FORAND MEANS. REFER TO NOTE 10 OF THE G'ENERAC DEKAOL7TiON 30IE5 '_"� " "" "^" AF InrnTF1) AT ALL POINTS_OF VEHICULAR INGRESS AND EGRESS 6 Io THE CONTRACTOR SHALL DETERMINE THE ACTUAL NATURE AND TO THE PTi07ECT-SIT�wHt'2r E=iitcnrric Tri c kit tEAStf1,1G�' 0G51TANET=Tt2AVE� Q J W EXTENT OF WORK REQUIRED THROUGH HIS OWN ON-SITE INVESTIGATION. 2. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRECONSTRUCTION TONO PAVED AREAS WITHIN 1300ERE- FEET OF THE SITE (SEE DETAIL 1, SHEET 9L802�. W w F- I E Z 2. THE CONTRACTOR SHALL REMOVE ALL ABOVE GROUND FEATURES MEETING MUST BE HELD WITH THE CITY OF RENTON DEVELOPMENT SERVICES DIVISION, THESE ENTRANCES SHALL BE INSTALLED AT THE BEGINING OF CONSTRUCTION AND 4 �A8 L�w O J WITHIN THE LIMITS OF DEMOLITION (UNLESS OTHERWISE NOTED) AS PLAN REVIEW PROJECT MANAGER. MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN q w U SHOWN ON DRAWINGS 9L THROUGH 9L45. 3. ALL LIMITS OF CLEARING (PROJECT LIMITS) AS PRESCRIBED ON THE PLAN FOR THE DURATION OF THE PROJECT. =, W W 3. ALL MATERIALS NOT OTHERWISE NOTED SHALL BECOME THE SHALL BE CLEARLY MARKED AS INDICATED) IN $ to Q Z PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF IN THE FIELD AND OBSERVED DURING CONSTRUCTION. THE FENCING SHALL 20. WETLANDS SHOWN WERE DELINEATED BY SHAPIRO AND ASSOCIATES, INC. (JULY, 1998) ACCORDANCE WITH THE SPECIFICATIONS. BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE PROJECT. IN ACCORDANCE WITH METHODS SUGGESTED IN THE "FEDERAL MANUAL FOR $i+U O IDENTIFYING AND DELINEATING JURISDICTIONAL WETLANDS" (FEDERAL INTERAGENCY Z I 4. NO FLAMMABLE LIQUIDS, WELDING/CUTTING EQUIPMENT, OR 4-___TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED COMMITTEE FOR WETLAND DELINEATION, 1987). Z w O COMPRESSED GASES SHALL BE USED BY THE CONTRACTOR EXCEPT AS NECESSARY TO ENSURE THEIR COhYT1NUED PROPER EUNCILOfG. 21_.-ACCEPTABLE TEMPORARY EROSION/SEDIMENTATION CONTROL DRAINAGE PIPE OJ F- F- UNDER SPECIFIC BOEING FIRE DEPARTMENT PERMIT. 5. TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MATERIALS FOR TESC USE ARE DESCRIBEOIN SECTION 02771 OF THE SP-ECIFICATIONS. J MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS FOLLOWING A STORM EVENT (WHEN MINIMUM COVER FOR PIPE SHALL BE 1 FOOT MINIMUM OR AS REQUIRED FOR 9 ; �' O w 5. AFTER DEMOLITION, THE SITE SHALL BE LEFT CLEAN AND READY PRECIPITATION EXCEEDS 1" IN 24 HOURS AS MEASURED BY NOAA AT SEA-TAC ANTICIPATED LOADS. U z w wAIRPORT STATION). `Z w U L,.1 2 FOR GRADING. SEE GENERAL TEMPORARY 22. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO Y 1- Q p (I) CONTROL (TESC) NOTES FOR PROTECTION OF DISTURBED AREAS. °� ` 6. THE CONTRACTOR SHALL CONSTRUCT FENCING AS DETAILED ACCUMULATE WITHIN AN EXISTING CATCH BASIN OR SEDIMENT TRAP. ALL 1 •j 6 6. BOEING HAS CONDUCTED A LIMITED SURVEY FOR ASBESTOS PRIOR TO ANY SURFACE DISTURBANCE OR SITE WORK ACTIVITIES TO ENSURE PERMANENT CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR NO V) CONTAINING MATERIALS AND HAS REMOVED ALL VISIBLE ASBESTOS THAT SEDIMENT-LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTEM. TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER a 0 COVERED MATERIAL. IT SHALL BE THE CONTRACTORS RESPONSIBILITY INTO THE DOWNSTREAM SYSTEM. TO DETERMINE IF ANY OF THE MATERIALS UNCOVERED DURING 7. TESC CONSTRUCTION SHALL BE COMPLETED AS DEFINED IN THE CONSTRUCTION 23. BEFORE FINAL CONSTRUCTION IS APPROVED, THE SITE SHALL BE STABILIZED AND DEMOLITION CONTAIN ASBESTOS. IF THE REMAINING MATERIALS SPECIFICATIONS. THE STRUCTURAL TESC MEASURES SUCH AS FILTER FABRIC FENCES AND SEDIMENT 6 CONTAIN ASBESTOS, THE CONTRACTOR SHALL IMMEDIATELY STOP d WORK IN THAT AREA AND NOTIFY THE OWNER'S REPRESENTATIVE. 8. APPROVAL OF THIS TESC PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT TRAPS REMOVED, AND THE DRAINAGE FACILITIES CLEANED. ADDITIONAL ASBESTOS REMOVAL WILL BE HANDLED AS A CHANGED ROAD OR STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, '1-10 Z Y-`- CONDITION. CHANNELS OR RETENTION FACILITIES. O 3$ F' u _ 7. PROTECT ALL UTILITIES AND MISCELLANEOUS ITEMS DESIGNATED 9. THIS TESC PLAN REPRESENTS THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE z aw TO REMAIN. THE CONTRACTOR SHALL REPAIR CONDITIONS.AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL W � OR REPLACE DAMAGED ITEMS AT NO ADDITIONAL COST TO BOEING. CONDITIONS DICTATE, THE CONTRACTOR SHALL ANTICIPATE THAT ADDITIONAL TESC C.)a' c FACILITIES WILL BE NECESSARY TO ENSURE COMPLETE EROSION CONTROL ON THE SITE. s; a E; 8. WATER SUPPLY TO THE EXISTING FIRE HYDRANTS ON AND THE CONTRACTOR MAY PROPOSE A DIFFERENT ARRANGEMENT OR MAY MOVE PONDS • 5' \E ADJACENT TO THE SITE SHALL BE CONTINUOUSLY MAINTAINED AND TRAPS PER CHAPTER 5 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN • .. DURING CONSTRUCTION ACTIVITIES. MANUAL (KCSWDM). ANY CHANGE REQUIRES A COMPLETE SUBMITTAL BY THE CONTRACTOR, AS WELL AS REVIEW AND APPROVAL BY THE OWNER'S REPRESENTATIVE 4 11 o u 9. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND THE CITY OF RENTON. air AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION SO AS TO AVOID DAMAGE 10. THIS TESC PLAN IS DESIGNED FOR EXISTING, PRE-GRADING CONDITIONS. AS GRADING OR DISTURBANCE. FOR UTILITY LOCATION CALL 1-800-424-5555 PROGRESSES, CHANGES IN THE TESC SYSTEM INCLUDING POND AND SEDIMENT TRAP l3 48 HOURS PRIOR TO START OF DEMOLITION. LOCATION, WILL BE REQUIRED. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING WHEN CHANGES ARE TO BE MADE, WHAT CHANGES ARE NEEDED, AND HOW TO IMPLEMENT ``11y 10. EXISTING UTILITIES AND STRUCTURES HAVE BEEN LOCATED BY THEM. TESC FACILITIES SHALL NOT BE LOCATED WITHIN THE FOOTPRINT OF PLANNED A SEVERAL METHODS AND MEANS INCLUDING THE FOLLOWING: BUILDINGS. '-- A) FIELD TOPO SURVEY DATED JULY 1998, BY 11. TESC SUBCATCHMENT AREAS DELINEATE SUGGESTED CONTRIBUTING AREAS FOR TESC W & H PACIFIC. PONDS AND TRAPS. IN NO CASE SHALL TESC SUBCATCHMENT AREAS BOUNDARIES z BE ALTERED OR GRADING COMPLETED IN SUCH A WAY THAT MORE THAN 3 ACRES N k B) FIELD TOPO SURVEY AND OBSERVATIONS DATED AUGUST 21, 22, OF DISTURBED, UNCOVERED AREA WILL CONTRIBUTE TO A SEDIMENT TRAP OR MORE .0 27 AND 28, 1997, BY W & H PACIFIC. THAN 10 ACRES TO A TESC POND. 9a Y C) FIELD TOPO SURVEY DATED NOVEMBER-DECEMBER 1996, BY 12. TRAPS AND PONDS SHALL HAVE 3:1 SIDESLOPES. -- W & H PACIFIC, SUPPLEMENTED WITH RECORD DOCUMENTS. • 13. TO MINIMIZE WIND TRANSPORT OF SOIL, WATER SHALL BE USED TO CONTROL DUST. e. D) AERIAL PHOTO SURVEY DATED SEPTEMBER 1, 1990. MAPPING 14. ALL ROUGH GRADING SLOPES SHALL BE GRADED TO DRAIN TOWARD A TESC POND OR y-- -------PERFORMED_BY DEGROSS AERIAL MAPPING______ TRAP. ANY STOCKPILES OF EARTHEN MATERIALS SHALL BE COVERED WITH 6 MIL i -POL-YVINYI SHEETING__TO__PREVENT EROSION. _ _ _- _ , E) FIELD TOPO SURVEY DATED AUGUST-SEPTEMBER, 1991 BY - 9 i W&H PACIFIC. 15. DURING THE TIME PERIOD OF OCTOBER 1 THROUGH MARCH 31, ALL PROJECT DISTURBED -- -ce - - - -- -- ----- ---- -______.___ A F) CONSTRUCTION DRAWINGS FROM CITY OF RENTON AND SOIL AREAS GREATER THAN 5,000 SQUARE FEET THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWELVE (12) HOURS SHALL BE TEMPORARILY COVERED WITH 6 MIL POLYVINYL O. VARIOUS UTILITIES. SHEETING, MULCH, OR SODDING. SHEETING SHALL BE "TOED-IN" AT THE TOP OF SLOPES a G) FIELD VISITS CONDUCTED AT THE SITE. 2 FEET IN ORDER TO PREVENT SURFACE WATER FLOW BENEATH THE SHEETS. WHERE w STRAW MULCH FOR TESC IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS g_ 1-1. P-ERFORM_4YORK BETWEEN THE HOURS OF 6:00 A.M. TO 11:00 P.M. OF 2"-3" PER CHAPTER 5 OF KCSWDM. - 7 DAYS A WEEK. 16. IN-ANY--AREA-WHICH HAS BEEN STRIPPED OF VEGETATION AND WHERE NO FURTHER WORK __ co 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING IS ANTICIPATED FOR A PERIOD OF 30 DAYS-OR-MORE ALL-DISTURBED-AREAS_dUST BE ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE IMMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING OR OTHER APPROVED EROSION EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR IN QUESTION. SEEDING MUST -I PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC AND BE AUGMENTED WITH MULCH DURING THE WINTER MONTHS OF NOVEMBER THROUGH MARCH TO PROJECT PROPERTY IN CONNECTION WITH THE PERFORMANCE AND DURING THE SUMMER MONTHS OF JULY-AND AUGUST. o OF WORK COVERED BY THE CONTRACTOR. • 17. ALL SLOPES STEEPER THAN 3:1 SHALL RECEIVE SPECIAL TREATMENT INCLUDING a 13- THESE APPROVED PLANS MUST BE ON THE JOB SITE JUTE MATTING, MULCHING AND SEEDING, OR ROCK LINING WITH BIOENGINEERING �- WHENEVER DEMOLITION OGRESS. 0o SLOPE PROTECTION PLANTINGS. o I z 18. CONTRACTOR SHALL UTILIZE EXISTING ROADS FOR CONSTRJUGTION TRAFFIC WHEREVER -(.I, ! �-- POSSIBLE. ANY POTHOLES OR MUDHOLES SHALL BE FILLED WITH COARSE ROCK TO �: I P_REVENT_EROSION/SEDIMENTATION. THE CONTRACTOR SHALL PROVIDE i 3 A COARSE ROCK OVER 1 FOR-ANY-ROARING-REQUIRED-OFF-OF XI -L_ 0 ESTABLISHED TRAFFIC AREAS. o N FIGURE N O o � � 1.1 O i i d r 2 z 11 • Il • I --- — }fix' m o�0a 9__I0 • q Y XI w 5. BALING WIRE 9L;0 02 FILTER FABRIC FENCE <O _ SURVEY FLAGGJZIG a t.4 U~ V N N $ �W WF_ 1I1,� 1f1It p1 I \.1 1 IZIVI1i111I1 3L 0 01 _ _ -EXISTING G o wZ N e��leu GRADELS' Z M $mvb .1 T=1 1=1 T-T-T1-1T11iT�T1=ITl="1fT-T172--17TiT11T=171`-11T1T=1TIir i F-r —1 17 w IL -1 1-111 11 1E11 - 1 1=111-111E-71 1 1;II 111 1 1 7111 11�11 w „ Z 1 I 11�1 1 11 1 , iL POSTS SHALL BE DRIVEN m OR DRILLED (TIP) 115 2" X 4" WOOD POSTS OR STEEL gi O FENCE POSTS DRIVEN - (TYP) i a o I00 oN ial wzas M/ 0 O 12-2 E - aa" DETAIL SILT FENCE/CLEARING LIMIT FENCE °Q p� i'� a°Ci3 SCALE: NONE 9 12 9L 02 �' O -- aao�.a 9L17• � [�r'� .n i.i r�'C�aG R �/ a�oa�a 9L37 W a "' �c F�� --� 9L38 e � a j 1 a. i E ��� MATCH EXISTING GRADE -- MATCH EXISTING C 11 P .- ROAD GRADE oy is •in PGSi 6'o - PROJECT SIDE OF FENCE 6.00aa a�a80, GRADE ENTRANCE TO ' II �� aQ&a Qa�C1 Goa•at TESC PONDS OR TRAPS /• .,' • a o a ° ` a °ate'• / o aai a \\ \/\� BALING WIRE i- ae /\\j\/ 41 _ a•a• / /,\//. R=25' MIN a•//\/i\'� 2 X 4 WOOD POST z — - �\ - OR STEEL FENCE POST _ m -- g6 12" MIN THICKNESS FILTER FABRIC FENCE '` OVER GEOTEXTILE a•agf�a•aa• •1 i is ao��:i .0.4 Z �aaa.a a'oar ri-/` r o 1aa•a• BACKFILL TRENCH WITH D 0 u -er• 3/4"-1 1/2" I m 1 a 4" - 8" QUARRY SPALLS-- WASHED GRAVEL N '� i , GRADE G _ ___�f �' PROVIDE FULL WIDTH OF 1 l T1TI=..boo as= —I 11— I I 1 u a INGRESS/EGRESS AREA N I I I--i I• °5° �E 11 1—I1 1 11= El11:-��a°.ga l 111111Ii11' 11. w DETAIL STABILIZED CONSTRUCTION ENTRANCE 1 11 III— III SCALE: NONE 9 24 2 9L802 8" X 12" -'1_I—III I I I- 11 1 • c )- 9L2� CONTINUOUS II1= - III o s 34 TRENCH—37 1 III 1 1= 9L38 I I1i11 i H 1 1 ui oSECTION SILT FENCE/CLEARING UNIT FENCE m_ 9L 02 9L 02 (j z 3 I LT) I 12..• �.. 1`—y. O o ¢ E O: N Z N 8 o g a N FIGURE 1.2 s, ' SiZ j T Ii II I I t P (.(-1 ) I i ! ' I I Report Geotechnical Engineering and Hydrogeologic Services CSTC Pond Expansion Boeing Longacres Park Renton, Washington April 23, 1998 i I I I I � I I I I I I I I i I I I For Sverdrup Civil, Inc. I ' I ! i G e o E n g i n e e r s File No. 0120-226-02-1130/042398 I I Geo40Engineers • April 23, 1998 Consulting Engineers and Geoscientists • Offices in Washington, Sverdrup Civil, Inc. Oregon,and Alaska ie 600- 108th Avenue Northeast, Suite 700 - Bellevue, Washington 98004 Attention: Jeff Schutt, P.E. We are pleased; to submit six copies of our "Report, Geotechnical Engineering and Hydrogeologic Services, CSTC Pond Expansion, Boeing Longacres Park, Renton, L Washington." Our 'services were completed in general accordance with our revised proposal dated March 27, 1998. Preliminary conclusions and recommendations were provided to you as our geotechnical and hydrogeologic evaluations progressed. The conclusions and recommendations presented in this report are consistent with those given previously. 4 + We appreciate the opportunity to provide these services to you on this project. Please contact us if you have any questions regarding this report or if we can provide further assis . ce. Yours very truly, GeoEngineers, Inc. 617.4 Gordon M. Denby, P.E. Principal SDS:JGR:GMD: • I p:\000to099\0120226\02\finals\012022602r.doc GeoEngineers.Inc.8410 154th Avenue N.E. DEVELOPMENT PLAN ING CITY OF RENTON • Redmond.WA 98052 I AUG 18 1998 Telephone Q425)861-6000 Fax(425) 61-6050 RECEIVED Eu' www.geoe gineers.com • CONTENTS 1 I Pa•e No. INTRODUCTION 1 SCOPE OF SERVICES 1 • SITE CONDITIONS 2 SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 3 Explorations 3 Subsurface Soli; Conditions 3 Ground Water Conditions 3 CONCLUSIONS AND!RECOMMENDATIONS ^5 I CSTC POND EXPANSION HYDROGEOLOGY 15 RECOMMENDATIONS FOR POND CONSTRUCTION 5 DEWATERING ANALYSIS 6 General 6 Excavation Dewatering 17 Preliminary construction Dewatering Cost Estimate 18 DEWATERING RECOMMENDATIONS 8 SHEET PILE DESIGN 9 DDITIONAL SERVICES 0 LIMITATIONS 10 TABLES Table NO. Ground Water Elevation Measurements 1 FIGURES Figure No. ( Vicinity Map 1 Site 'Ian 2 Soil Profile A-A' 3 i I I , G e o E n g i n e e t s I File No. 0120-226-02-1130/04'398 CONTENTS (continued) APPENDICES Page No. APPENDIX A — FIELD EXPLORATIONS AND LABORATORY TESTING A 1 FIELD EXPLORATIONS A LABORATORY TESTING • - A-2 PPENDIX A FIGURES Soil Classification System A-1 Key to Boring Log Symbols A-2 Logs of Monitoring Wells A-3 ... A-11 Gradation Curves A-12 APPENDIX B — DEWATERING COST ESTIMATE ; II • G e o E n g i n e er s 11. File No. 0120-226-02-1130/042398 1 REPORT GEOTECHNICAL ENGINEERING AND HYDROGEOLOGIC SERVICES CSTC POND EXPANSION 1 ' BOEING LONGACRES PARK RENTON, WASHINGTON i i INTRODUCTION This report presents the results of our geotechnical engineering and hydrogeologic service s ' for the planned CSTC (Customer Services Training Center) Pond Expansion at Boeing Longacres Park in Renton, Washington. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1 and the Site Plan, Figure 2. We previously provided geotechnical engineering and hydrogeologic services for the CS C' Pond, the results of which were presented in our report dated December 9, 1991. We have al o provided geotechnical engineering services for the Longacres Park site, the CSTC development, and t ee BCAG 25-20;and 25-10 Building developments. We understand that the pond expansion will consist of two lobes separated by a dike. The 1. first lobe will be designed as a wetland and will be connected into the existing CSTC pond. The second lobe is currently planned as a stormwater pond. It is expected that the expansion I I will l)e excavated with 5H:1V to 10H:1V (horizontal to vertical) side slopes. The water level in the CSTC pond is currently at Elevation 8.5 feet while the bottom of the pond is at Elevation 2.5 feet. The bottom of the pond expansion is also expected to be at Elevation 2.5 feet; however, it is desired to raise the bottom, if possible, to reduce excavation costs. i SCOPE OF SERVICES The purpose of our services is to explore the subsurface soil and ground water conditions in the 1 ici ity of the pond expansion to evaluate if the conditions are consistent with those encoentered at the CSTC pond and to provide design criteria for the pond expansion to evaluate l construction methods ,and to develop an estimated cost for construction dewatering. Our i specfific scope of services includes the following tasks: -, 1. Review and compile existing subsurface soil and ground water information completed a or djacent to the existing CSTC pond; also review our records and discuss with the contra for the construction of the CSTC pond. i2. Supplement the(existing subsurface information by installing monitoring wells at the p nd el xpansion location. We completed six monitoring wells to depths of 16.5 feet and three Monitoring wells to depths of 8.5 to 9 feet. . 3. Perform four gradation analyses on samples obtained during installation of the monitoring fwells. 4. Measure ground water levels in the monitoring wells three times over a period of one month. • G e o E n g i n e e r' s 1 File No.0120-226-02-1130/ 2398 1 r , i 1 I - 5. S arize grou I d 1 water levels measured and evaluate seasonal ground water fluctuations b1 ed on readings of the previous monitoring wells for the CSTC pond. i 6. valuate the ability of ground water to recharge the lake and maintain a water level at Elevation 8.5 feet.. Provide recommendations on how to maintain the Elevation 8.5 f et 4ater surface elevation. 7. Evaluate the possibility of raising the bottom of the pond expansion above Elevation 2.5 fet with regard to recharge and exfiltration considerations. ( 8. Comment on the feasibility of using a sheet pile cofferdam to separate the existing lake area fr om the excavation area. Provide an estimated depth of penetration for a sheet pile - 9. Evaluate dewatering methods for the pond area prior to excavation. Develop an estimated Cost for construction dewatering. This will include developing a design and a range of 1 1 dewatering flows. 10. Provide a written'scope of services, including schedule and cost estimate for providing i ; geotechnical services during fmal design. 11. Present our fmdings and recommendations in a written report along with supporting data. SITE CONDITIONS SURFACE CONDITIONS , The Boeing Longacres Park site is approximately rectangular in shape and situated on the floor of the Green River valley. The existing CSTC pond is located in the northwest corner of the ite, at the north end of the former racetrack infield. The CSTC pond expansion will'be loca ed directly south of the existing pond. The expansion will extend approximately 1100 feet south of the existing pond, as shown on the Site Plan, Figure 2. The ground surface at the pond expansion site slopes gently down to the north towards ithe �__, existing CSTC pond. The ground surface varies in Elevation from about 16 feet at the south end of the pond expansion to about 8.5 feet at the existing CSTC pond. This area was prellriously the infielld of the former racetrack. - An arc-shaped 'shallow channel is present across the southeast portion of the racetrack infield, ,directly east of the proposed southern pond lobe. This depression is the remnant o an old channel of the Green River. A gravel and cinder surfaced trail follows the channel across the infield. Old concrete walkways, slabs, and foundations from a former residence, the racetrack scoreboard,;and the starting gate area are also present west of the channel and trail. - Vegetation at the site generally consists of tall grasses and weeds and scattered berry (_ busbies. Adjacent to,the existing CSTC pond, vegetation consists of various wetland sp-cies and scattered deciduous trees. 1 1 G e o E n g i n e e 1 r s 2 File No.0120-226-02-1130/ 2398 1 1 SUBSURFACE CONDITIONS Explorations The subsurface conditions at the site were evaluated based on explorations completed by GeoEngineers for this study and on previous explorations completed by GeoEngineers for the existing CSTC pond.1 For this study, we completed nine monitoring wells (MW-38 throu If h MW-46) to depths ranging from 8.5 to 16.5 feet. The locations of the explorations complet d for this study and previous studies are shown on the Site Plan, Figure 2. A description of the field exploration and laboratory testing program completed for this study, together with the to s of the explorations and laboratory test results, is presented in Appendix A. Subsurface Soil Conditions The subsurface soils encountered in the explorations for this study are relatively uniform across the site and are consistent with the previous explorations. The near-surface soils consist of a 3 to 6 inch topsoil layer overlying native soils. The topsoil is underlain by native soils consisting of very soft to medium stiff silt, sandy silt and organic silt to depths ranging from 6 feet o 15 feet. Although not encountered in our explorations for this study, minor amounts of fill re likely present, across the infield. Fill should be expected near where the fo er residence, scoreboard and starting gate area were located. The silt layers are typically thickest at the north and south ends of the pond expansion, d are thinnest near the central portion of the southern lobe. The silt layers are underlain by Try loose to medium dense fine to medium sand with varying amounts of silt. Soil Profile A- ', presented in Figure 3, illustrates the generalized subsurface soil conditions across the site. Based on previous' explorations completed north and east of the CSTC pond (boring B-2, B-3, and B-5), a sandy gravel/gravelly sand layer, referred to as the gravel aquifer in this report, was encountered at the CSTC site. The thickness and depth to this layer varies significantly, based on the explorations. At B-3, located approximately 1100 feet northeast of the north end of the! pond expansion, the gravel is approximately 16 feet thick and I as encountered at a depth of 22 feet. At B-2, located approximately 800 north of the north en of the pond expansion, the gravel aquifer is approximately 7 feet thick and was encountered at a depth of 31 feet. At B-5, located approximately 600 feet east of the north end of the pbnd expansion, the gravel aquifer is approximately 8 feet thick and was encountered at a depthdepdi of 50 fi et. The gravel' aquifer was not encountered in B-35 on the east side of the pond expansion. B-35 was completed at a depth of 39 feet as shown in Figure 2. Based on these expirations, it appears that the gravel aquifer will be below the dewatering wells installed for the pond expansion,i as discussed in a subsequent section of this report. Ground Water Conditions General. Ground water conditions across the site were evaluated by measuring ground water levels in nine monitoring wells installed for the current study and by reviewing 1991 ground water level;measurements in the previous wells. Three of the monitoring wells were GeoEngineers 3 File No.0120-226-02-1130/042398 - i installed to depths of 8.5 to 9 feet and six of the monitoring wells were installed to depths of 16.5 feet. The purpose of the shallower wells is to evaluate the possible presence of perched water or separate ground water aquifers. Ground water levels were measured three timer between April 9, 1998 to April 21, 1998. Ground water level measurements are presented in Table 1. C rrent Study. Monitoring wells MW-38, MW-40, and MW-44 were installed to depths of 8.5 to 9 feet. All Hof these wells, with the exception of MW-44 encountered silt to the full depth of the well. Monitoring well MW-44 encountered sand at a depth of about 6 fee. Grou Id water levels measured in these wells range from a low of Elevation 7.98 near the existing CSTC pond to a high of Elevation 10.06 feet near the central portion of the southern lobe. With the exception of MW-44, these shallow wells may reflect a perched ground water table that is influenced by the existing CSTC pond and is independent of the aquifer in tile underlying sand deposit. Monitoring wells MW-39, MW-41, MW-42, MW-43, MW-45 and MW-46 were install Id to depths of 16.5 feet. All of these wells, with the exception of MW-46 extend into the said layer underlying the 1 silt layers. Ground water levels in these wells vary from a low of Elevation 5.39 feet near the existing CSTC pond to a high of Elevation 10.06 feet near the central portion of the'southern lobe. The ground water ;measurements to date show that there is a downward flow gradient betwen� the upper silt and underlying sand. Blpsed on the previous ground water level measurements completed in 1991 (see summa belov 3vou1d �), we expect that the ground water levels will fluctuate between 3.5 to 4.5 feet annuall . This result in an estimated high ground water level of about Elevation 10 feet in April o a loud of about Elevation 2 feet in October. However, these estimates do not take into acco t the presence of the existing CSTC pond. We would expect that the existing pond would have' a small effect on the ground water levels at the site. Additional ground water level measureme is should be completed throughout summer and fall months to determine ground water levels m re accurlIIately during this period. Pfrevious Study. Ground water levels were measured in 17 shallow monitoring we is between January 4, 1991 and November 6, 1991 during our previous study. Deep wells w 're also Ytlonitored during' the above period. The shallow wells were only monitored between Aug ist 13, 1991 and November 6, 1991. The shallow wells located in the racetrack infield d embedded fully within the silt layer generally indicated a high ground water Elevation of 6.94 feet (600 feet north of the proposed pond expansion) in November to a low of Elevation 3.37 feet (400 feet northeast of the pond expansion) in October. Ground water measurements in the deep wells near the pond expansion indicated the highest ground water levels in April. At that time, the ground water levels ranged from a high,of j ! Elevation 13.57 feet (500 feet southwest of the proposed pond expansion) to a low of Elevation 10.72 feet (800 feet north of the pond expansion). The lowest ground water level I G e o E n g i n e e r'1 s 4 File No.0120-226-02-1130/042398 _ I I � I I I i p measurements were collected in October, 1991. At that time, the ground water levels rang from a high of Elevation 9.98 feet (500 feet southwest of the proposed pond expansion) to a low of 6.94 feet (800 feet north of the pond expansion). Based on these readings, seasonal ground water fluctuations varied from 3.5 to 4 f et between the wet and dry seasons. CONCLUSIONS AND RECOMMENDATIONS CSTC POND EXPANSION HYDROGEOLOGY • Our analysis of the hydrogeology of the CSTC Pond Expansion is based on the soil d ground water conditions encountered in the nine monitoring wells that were completed for this study)� and several borings and monitoring wells that were completed in 1991 prior to construction of the xisting CSTC pond. We understand that Boeing intends to maintain the water level in the expanded pond at Elevation 8.5 feet and would like to minimize the quantity of m�keup water that is added during the dry summer and fall months. The sand aquifer that underlies the shallow silt and silty sand soils is a potential source of ground water recharge,to the expanded CSTC pond. The top of this aquifer rises up toward the ground surface in the central portion of the southern expansion lobe to Elevation 6 to 7 f et. The ground water level in this portion of the aquifer was at approximately Elevation 10 as measured in the.piezometers in April 1998. This aquifer could be a significant source of recharge to the pond,in the wet winter and spring months if it was exposed in the bottom of e ponci. However, makeup water is generally not needed to maintain the pond surface'' at I Elevation 8.5 during the winter and spring months because of abundant precipitation d stormwater runoff tliat'enters the pond. Based on ground I water measurements made throughout 1991, we anticipate that water levels in the sand aquifer will drop 3.5 to 4.5 feet to approximately Elevation 6 to 7 feet in late summer and early fall: This would likely result in a situation where the sand aquifer acts als a drain to the pond water. A large volume of makeup water would be required to maintain the pondI surface at Elevation 8.5 feet. We also anticipate that the perched ground water levels in the ,shallow silty soils,will drop several feet below the design pond surface (Elevation 8.5i in the late summer and fall months. This will likely result in a net outflow (exfiltration) of pnd water via seepage through the sides and bottom of the pond. We expect seepage volumes through the bottom and the sides of the pond to decrease as the pond silts up over time. i RECOMMENDATIONS FOR POND CONSTRUCTION Because the shallow, perched ground water and the underlying sand aquifer do not ap ear to ble a viable source of ground water recharge to the pond in the summer and fall months, we rec•mmend raising ithe bottom of the pond to Elevation 4.5 feet. We understand that Eleva ion 4.5 is the highest elevation for the pond bottom because regulations governing stormv)ater G e o E n g i n e e i s 5 File No.0120-226-02-1130/042398 1 detenion require a minimum of 4 feet of dead storage. Raising the bottom of the expansion pond by two feet will reduce the amount of soil that is excavated by approximately 30,000 in-pla7 cubic yards, resulting in significant savings to Boeing during construction. We also recommend overexcavating the fme to medium sand that will be encountered in tie central portion of the southern lobe (and possibly other areas of the pond expansion) to approximately Elevation 3.5 feet. The overexcavated, area should be brought back up to Elev !ion 4.5 feet by!placing and compacting approximately 1.0 foot of low permeability natii e II silt a cavated from the north and central portion of the pond expansion. This will minimize pond seepage losses and the quantity of makeup water that is required during the summer a id fall months. We recommend measuring ground water levels in the nine monitoring wells on a monthly basis from May 1998 to April 1999 to evaluate ground water level fluctuations in the shallolw silt and silty sand sods and the underlying sand aquifer. The design elevation of the bottom of the pond may need to be modified based on the ground water level data that are obtained over the nxtl year(particularly the dry summer and fall months). Based on our interview of Steve Goetz (Pacific Resources Group), accurate data regarding the rate of seepage and evaporative losses from the existing CSTC pond are not available. WAe estitnlate that seepage losses from the base and sides of the proposed pond expansion could be on the order of 90,000 gallons/day (0.27 acre-feet/day) during the late summer and early !all months when ground ;water levels are lowest. Our estimate of seepage losses assumes the expansion pond will occupy approximately 9.8 acres and the sides and bottom will be silt with a permeability of approximately 1.0 x10-5 centimeters per second (cm/s). An I additional ''15 acre feet (approximate) of expansion pond water will be lost to evaporation between May d September when potential evaporation exceeds precipitation by approximately 18 inches. Water losses related to seepage and evaporation from the expansion pond will be part! 1 ly offset by recharge to the pond from stormwater runoff and any runoff related to lawn/landsc I�pe irrigtion. One recommendation for reducing the quantity of makeup water required is to raise the Elevation of the V-notch weir at the downstream end of the existing CSTC pond freIm Elevation 8.5 to approximately Elevation 9.0 from approximately May to October. This world allow water from intermittent precipitation and stormwater runoff to temporarily raise the pond level 0.5 foot above the design Elevation of 8.5 until pond seepage losses and evaporatiion combine to lower the water surface. This recommendation assumes that the wetland plants are capable of adapting to:the higher pond water level on an intermittent basis. DEyVATERING ANALYSIS General Our dewateringi analysis for the CSTC Pond Expansion is based on the soil and gro}ind water conditions encountered in the monitoring wells that were completed for this study,ll several deep borings that were completed in 1991 prior to construction of the existing C TC G e o E n g i n e e i s 6 File No.0120-226-02-1130/ 2398 I , It pond, and interview's of the general contractor (Segale Construction) and the dewatering contactor (Slead Construction) for the existing CSTC pond. The construction dewatering systeip for the pond excavations will need to remove ground water from both the kw perm?ability shallow] silt and silty sand soils and the underlying, higher permeability said aquifer. For the purpose of this analysis, we assumed that the static (pre-pumping) ground water level during construction will be approximately Elevation 9. The elevation of the ground. water) surface during operation of the dewatering system was assumed to be Elevation 0 IF I (approximately 3 to 4 feet below the base of the overexcavated sand areas that we recommended earlier in this report). This scenario therefore assumes a water level drawdown of approximately 9 feet during construction. Exc vation Dewatering Based on our recent discussions with Segale Construction and Slead Construction, the d ep well dewatering system that was operated during construction of the existing CSTC pond in 1993 was continuously pumped at a rate of about 1,500 gallons per minute (gpm) for sev ral months to maintain a ground water level at about Elevation 0. The dewatering system consisted of approximately 14 perimeter wells and 5 interior wells that were about 40 feet deep. We anticipate encountering similar soil and ground water conditions during construction of the pond expansion. The top of the pierineable sand aquifer is encountered at Elevations ranging from +7 to'-5 feet along the expansion pond alignment. The base of the sand aquifer extends to at least Elevlation -30 based on borings completed in 1991. Because of the nature of the soils and the depth of the excavation, we expect that a dewatering system consisting of multiple deep w lls located along the perimeter of the pond excavation will be needed to effectively dewater the excavation to Elevation 0. We anticipate that several wells will need to be installed in the center of the pond lobe that is adjacent to the existing CSTC pond because this excavation IIill be lip to 250 feet across in some areas. The south lobe likely will not require interior Wells because the maximum width of the excavation is about 150 feet. The wells will need to be about 40 to 45 feet deep to provide sufficient drawdown. We estimate that approximately 25 wells installed at about 150 foot intervals will be necessary to provide relatively stable working conditions at the bottom of the pond excavation. We estimate that the deep well dewatering system will need to be pumped continuously during construction at approximately 1,500 to 3,000 gpm to maintain the ground water surface at about Elevation 0. This pumping rate assumes that the entire excavation for the pond expansion (both pond lobes) are dewatered simultaneously. Our dewatering flow rate estimate is based on the results f a numerical ground water model (MODFLOW). The model incorporates aquifer properties, including hydraulic'conductivity and thickness, that we obtained from our site explorations and interpolations from itlie previous dewatering program that was carried out in 1993. A hydraulic conductivity of appI oximately 1x10 cm/s was assumed for the shallow silt and silty sand units. II G e o E n g i n e e r s 7 File No.0120-226-02-1130/042398 1 • Hydr ulic conductivities ranging from approximately 2.5x10-2 to 5.0x10-2 cm/s were assumed ' for the permeable sand aquifer that underlies the site. The hydraulic conductivity of the sail d aquifr is back-calculated from the 1993 dewatering program at the existing CSTC pon . Becatre estimates of dewatering system pumping rates are highly dependent on estimates f hydraulic conductivity, we recommend completing a test dewatering well and pumping test at the pond expansion sllteIto verify our dewatering system flow estimate. Preliminary Construction Dewatering Cost Estimate 71 e contacted Slead dewatering to obtain a preliminary cost estimate for installing d opering a 25 well dewatering system for a period of 3 months. Slead's cost estimate f $146 452 is presented in Attachment B for review by Boeing and members of the design team DEVATERING RECOMMENDATIONS • �e recommend t'‘.re the excavation for the pond expansion be dewatered to at least 3 f II'et below the bottom of the excavation, which corresponds to about Elevation 0 feet. VVe estimate that a !combined pumping rate of 1,500 to 3,000 gpm will be required to adequately dewater the excavation. • We expect that 4 dewatering system consisting of multiple deep wells will be required 'to provide a stable„relatively dry excavation base. The wells will need to be approximately 40 to 45 feet deep and should be located at the toe of the excavation slope if possible. We anticipate that several wells will be installed in the center of the north pond lobe. It may bile necessary to install shallow sumps connected to drainage ditches to enhance removal Id seepage from the shallow, interbedded silt and silty sand units. c • We recommend! that a number of piezometers be installed at the center of the pond excavationI to monitor the ground water levels during dewatering. Wells may be added to the dewatering system if the piezometer measurements indicate that additional drawdown is r!equired. The dewatering system should be pumped at least three weeks prior to the s of excavation t'o ;allow time for gravity drainage of water from the shallow, 1 w • p er ea i mblity silt'and silty sand units. • lVe recommend that backup power be available for the dewatering system in the event o a plower outage. • We recommend that the contractor be responsible for performance of the dewatering system r eeded to complete the work. The contractor should be experienced in dewatering in Elie l ubsurface conditions encountered at the site. We recommend that details of the dewatering system be reviewed by GeoEngineers prior to construction. This will allow us to evaluate the design is 'consistent with the intent of our recommendations, and to provide lupplemental recommendations in a timely manner. • Appropriate discharge points, such as the existing stormwater detention pond, should be i designated by Being. A discharge permit will need to be obtained from the Departnent f Ecology for discharge to the stormwater detention system. Ecology typically requires 1 G e o E n g i n e e rj s 8 File No.0120-226-02-1130/04 398 I periodic water quality sampling as a condition of the discharge permit. Based on our recTt experience, one to two months should be scheduled for obtaining the dewatering discharge prmits. j SHEET PILE DESIGN Temporary shoring,will be necessary to construct the first lobe of the wetland adjacent to the a istin CSTC ond. We anticipate that driven sheetpiles will be suitable for tempor g P, P P jl shoring. In our opinion, a single row of sheets will be suitable for temporary shoring. Because of the diversity of available sheet pile systems and construction techniques, the desin of the temporary shoring is most appropriately left up to the contractor proposed to complete the installation. However, we recommend that the shoring be designed by an engineer licensed in VYashington, and 'the PE stamped shoring plans and calculations be submitted to GeoEngineers for review prior to construction. The following paragraphs pres nt recommendations for design parameters that we conclude are appropriate for the subsurface " conditions at the project. Two options are 'available for installing and locating the sheet pile shoring. The first optilon would consist of installing the sheet piles along the shoreline of the existing CSTC pond. The grou nd surface at this location would be approximately Elevation 8.5 feet. Once the sheet piles are iI istalled, the soils in the existing pond could be excavated to Elevation 4.5 feet using a large1 backhoe. This method would result in significant sediment loading of the pond aid _ possible damage to existing wetland vegetation. The second option would be to install the sh et piles in the existing (CSTC pond where the ground surface is at Elevation 4.5 feet. The sheet piles could be installed using a pond bottom on-shore crane with a long boom or using a crane located on a barge. !Based on construction records, the side slopes of the existing CSTC pond vary from 5H:1V (horizontal:vertical) to 10H:1V. Soundings should be completed by the _ contractor to determine the crane boom needed to install the sheet piles. We recommend t iat the second option bp used to install the sheet piles because less disturbance to the exist_ng CSTCI pond will occur with this method. The design of the sheet piles should allow for lateral pressures exerted by the water in the existing CSTC pond; and by the adjacent soil. We recommend that the sheet piles be designed using)) a lateral fluid,pressure equivalent to 62.4 pcf (pounds per cubic foot) for the portio of pile above the pond bottom (Elevation 4.5 feet) and a lateral pressure equal to an equivalent fluid density of 80 pcf,below the pond bottom. Lateral resistance will be mobilized by passive pressures on the sheet pile that extends below, the bottom of the pond (bottom of the excavation). The passive soil pressure on the embedded portion of'the sheet piles can be evaluated using a lateral pressure equal to an equivalent fluid density of 120 pcf. This passive earth pressure includes a factor of safety of 1.5. I i G e o E n g i n e e ri s 9 File No.0120-226-02-1130/04 398 I i ! I t We recommend that the sheet piles extend a minimum of 15 feet below the bottom of the j excavation to prevent the possibility of piping or heaving that could potentially destabilize tfle base of the excavation. The shoring should also have a minimum 2 foot of freeboard. This will result in a minimum sheet pile length of 20 feet. Longer sheet piles may be requir I , - depe c ding on the design lateral earth pressures. ADDITIONAL SERVICES 11 Additional geotechnical will be required during final design of the pond expansi 'n. Addi�ional dewatering evaluation should also be considered. We recommend that the follow'' g 11 additional services be included: ' .-` 1. Measure ground water levels in the monitoring wells on a monthly basis between May, i998 and April,' 1999 to evaluate seasonal fluctuations in the ground water table (total of 12 measurements). 2. Review the geotechnical aspects of the final sheet pile shoring design 3. Review the proposed construction dewatering plan. 4. Provide consultation regarding shoring and dewatering of the pond expansion, as require . 5. install a test dewatering well and perform an 8-hour pumping test to validate hydraulic onductivity used in our dewatering flow estimate. 6. Prepare a letter report summarizing the results of our services. We estimate that our fee for the various tasks outlined above will be as follows: I 1. Ground Water Measurements $3,100 2. Sheet Pile Design Review 600 3. Dewatering Plan Review 600 ` ,' 4. Consultation 1,000 5. Dewatering Well and Pump Test 10,000 6. eport 1.200 Total $16,500 e will not exceed this estimated budget unless conditions are encountered that req ire modification to the',scope of services. We will not proceed with any modification without rou prior authorization.' I , LIMITATIONS We have prepared this report for use by The Boeing Company, Sverdrup and other members of the design team for use in design of a portion of this project. This report is not intehded for use by' others and the information contained herein is not applicable to other sites. The data and report should. be provided to prospective contractors for their biddin : or i ' I G e o E n g i n e e r s 10 File No.0120-226-02-1130/042398 estimating purposes, but the report, conclusions and interpretations should not be construed a a warranty of the subsurface conditions. Final design details of the pond were not known at the time of the writing of this report. When the design is finalized, we recommend that we be retained to review the final design drawings and specifications to see that our recommendations have been interpreted and implemented as intended. variations in subsurface conditions are possible between the explorations and may a so occur with time. A contingency for unanticipated conditions should be included in the,bud et and Schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction I to confirm that the conditions encountered are consistent with those f indicated by the explorations, to provide recommendations for design changes should e conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans ` d specifications. The scope of our services does not include services related to construction saf1 ty preca�utions and ()Ili recommendations are not intended to direct the contractor's methos, techniques, sequences or procedures, except as specifically described in our report or consideration in design. Within the limitations of scope, schedule and budget, our services have been execute in accordance with generally accepted geotechnical practices in this area at the time the report as prepared. No warranty or other conditions, express or implied, should be understood. 4 +► I I I ' , G e o E n g i n e e it s 11 File No.0120-226-02-1130/042398 We appreciate this opportunity to be of continued service to you on this project. If you have any questions concerning this report or if we can be of additional service, please call. Yours very truly, ' 1 GeoEngineers, Inc. 1 _ I Shaun D. Stauffer, P.E. ! ; Project Engineer 69-""-----7- _—.,„,.- 1, . , o ,-c-WAsi:�.C-4,, James G. Roth C�' c, .,d . __ 0 :c a: v r Project Hydrogeologist � ,;es� �O .Vy,.� lido, /00ee dif , y %,, STsT-I L �t�� ?3.9$ ordon M. Denby, P.E. Principal EXPIRESI 3 j//7CO j / SDS:7GR:GMD:cp 00 p:\ II0to099\0120226\02\finals\012022602r.doc i , I I 1 i 1 i . I • -I G e o E n g i n e ejr s 12 File No.0120-226-02-1130/I•2398 l I TABLE 1 GROUND WATER ELEVATION MEASUREMENTS CSTC POND EXPANSION BOEING LONGACRES PARK RENTON, WASHINGTON • Ground Depth to Surface Top of Casing Ground Water Ground Water Monitoring Elevation Elevation (Top of Casing) Elevation Well (feet) (feet) Date (feet) (feet) MW-38 10.2 12.24 04/09/98 3.58 8.66 04/16/98 4.05 8.19 04/21/98 4.26 7.98 MW-39 10.1 12.57 04/09/98 6.15 6.42 04/16/98 6.40 6.17 04/21/98 6.40 6.17 MW-40 11.0 13.05 04/09/98 4.10 8.95 04/16/98 4.59 8.46 04/21/98 4.96 8.09 MW-41 11.0 13.33 04/09/98 , 7.65 5.68 04/16/98 7.94 5.39 04/21/98 7.89 5.44 MW-42 13.5 16.07 04/09/98 7.02 9.05 04/16/98 7.20 8.78 04/21/98 7.29 8.69 MW-43 15.3 17.28 04/09/98 7.35 9.93 04/16/98 7.75 9.53 ' 04/21/98 7.86 9.42 MW-44 14.9 17.21 04/09/98 7.15 10.06 04/16/98 7.45 9.76 04/21/98 7.52 9.69 MW-45 15.0 17.60 04/09/98 7.54 10.06 04/16/98 7.84 9.76 04/21/98 7.92 9.68 MW-46 14.4 17.03 04/09/98 7.56 9.47 04/16/98 7.72 9.31 04/21/98 7.71 9.32 1 ':\000to099\0120226\02\finals\012022602-tl.xls ,- • I ',' I a•• .1, K.-. 1 ' \... . . diro• --- m,--_::_h____•:—__ ___!...,.—hitgii...--....arwpfz._ „...... —N.-1.a.7.I *). ; , :a5eeal ' , --.........L-....."-----,• stmt. 1 -..,,..„....--,..,,... 1 .. - • • : •IFigir 1--d'i \• i ••14... ___ • ... 41 .7' -;' .--."---1--. _..,_/ . - -..- Cwilidari,41LI lik-ler.dif: :: 18 it:W:1am (gii •::_•.:-.-..4, _ ;*" '!;'...''71 •alm-rtntlA , ._ ( -----zh //,---._2---- .' /74*-----A1_,‘,......_,1,47*, •• ,-. ..•.:..., • • i• 51!.744tp-icg.' -- ----- • !'"\—.* ") ' -------- -----1- ,--,"•7 ..._ iflOPri,o)04,- . ..•/ !• '--.-1,1". , .,. .",,.h.k.• , 1 7.-<•:7,.A->5751:, 4‘-o'' LROAD ' '\..7.)) \ ''''.- .441-11 °' . 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IF;40..5.: I - .„. 1 ''-----"--• .111 .'-..---/ • . , _ N 0 , 1 , 0 2000 4000 AP , ED I N imosimmit imminumm N immim SCALE IN FEET N o . , N CONTOUR INTERVAL 20 FEET o Reference: 1USGS 7.5' topographic quadrangle map "Renton, Wash." photorevised 1973. . - • I VICINITY MAP . , 4 Geoor, Engi'neers Cr) 41410. . FIGURE 1 o . v) , • • r .b., _____ , ._....,.. .__..Nimpluitir •----'i:V°7-...,iiiirtiv,;;Akerdik's- .... 'Pl.:1111.4)....' hi -----. ..‘ FE'E-X''\11.111-- . _ ---7•_ _- _ __-___. , __ __ __ __ _ _. • 4 irt!,:ZT..„..4a,,.., .it.. ,1 _.f .,....*. 4.44.,.:46.- _ ---.._ -_, -_ \*-----=„1_-1__1 ----_-----'-- _-.7-_-__-__-_—____.7-_ ---_____=_ . :-_-,-----'--=-- - _ --7.1------— - __- L__=__ ,;�¢r �,\ �' :.. � ENHA dCED 54,31 ) Sr �'� lir `�`�`�" DIVERSE (REPLACEMENT)1ENT � 89,553 SF '' ` • '• � 'i :11s 1i�=' _-', •\\ �. OFEN WATER (RE• AL GErtIENT) \� 65,41 7 SF • • • r ��' a • .; \\ :. \ 54 97 5 SF • '�, I-44 • • i.\�.\ :\+c• •,.* \ ,\�: M REP C_M=NT AREA - 1 / / a o\\\:\ ia:.. .i .�•:� \�: \.\\ AND AREA = 207 62� �I r . . • •r �� �...70,,i-••.'(-;?`�i`< ��\ \ \ '\ \:• \-- TOTAL MEASURE[? JETL REyfr' R \\ �\ > a '� • \� \\\\•', \ . / 7 ..... 9\\\ \ •\y� cam'•\`\`' � ::\ 1` / ti 1 / '-.'"'.'q4 '144 at"I., / c. \ • • . !! ';'.., i,3, ;) / / • \ \\'>, a \ �\.` \\ \ kii;,.:\\�\ue0.\�e. `CL , \ \0Q , �\ al.. ,� / ;/-:am:\ : t• : 0w,; \: . \ / MW-25 a �\ • ,\,,; .::� .�... . • ` J`���.- 1 B-35 �r N D {1 1 :2;;;;•;-•• •• ;•••„0 ,d • • i' a O �\,�- \; y� \��\\:\\ 1-�".\v`\.:,i�,:\.\�• 1 \ ..•+w?F�:':.:y�1 :fin •�-• -s_S"?-- K.. MW-24 • •; MW-38 \;\` \�\�,..:\� �: 1 '� .<<: . ._ / ', '• � • <" Wit, ! \ \� :o.: :C�.., .�\.. ,s�: �%`: ,,-'sue. ...-"''\//i _I J/i-�/ .I'+ A !\��. .tl 1' . �' .�.• •♦ :�.i'I•',...\t „f �•r • • • •'..r�:.„..:..../„..,,...„::,:fesi::,..,...,w,....,,.."....:_,:i„..:4..,:i...,..,,6,.:e ./�...__'---------- � �\�- ,e?���` f, ;�. �;_ .. �c .MW 0 � �K MW-41 E• ,. •,. ':;, �• '_.�; Ii, •,,: x• .�1 .I, ,•�'>v.:1,7i :4�:1• :��•;�',,�it:.�.\\\ 1 1 T• '• ti:'.;,�r• !�:i�'-.- ."'�rx .nafi;,i-r%�.\ • SA.'.;>;. \ :g�' . `• :d ''. ii! '>•i-�'�•- _ r .st, ' . �• I i'' �.i•�'. • • 1. 'J,!. " \`-t:' `s., \, \\��3,_ _ \\\.. _ - •� .¢•e • 45 :.... r r; '%. ;� ;;�-.._r,,c y: �. 1:��".-`� -;,•aav-w�.,::aS•r=s\ \\ .\j'c=�... �\'•\.' 42 (�••- _1i":•t. _ }:.• �, � I..�tr• .x. 1 •�� MW-36'.aw'�' • 'mot:„•:,�,\, �,., \, UW Al 1j. ��`` •t ,F". • 'k%�i'• '.� �• ,a ,-N:4'>..•:5P"�.- ->t tt^" ate. �:. e_ � y!//y/�//� -i \ • •• -_ ox+ In �i• �\..\.�\v�'\�\\,• ./'•' �:.� ::?.'::.-l.:y�`-\e:'c \� \ � .Jss.;...&=,...-..-&--sw.,-.7-- --rwarr•rv,-.krr.m....;:rs-,•-v w�:.c :•`e:d•;> e;' r. _f • • • /',� !> c\. -.,A •;.>3`.' \. \ \, ��-- sit , `ii "�• to a r -- — — 7 / <\ • :\s _te ` \, .\ �,. •y� MW 44 ; r: MW 3 .� • = - ?'bars. 1 ..\ \ • • \\,.,.:_•,. ` 'I _ a\:u'Sr���a:a:-� ` �•�.+'=4`.Ye. L°t P.._ - \T\.....i.;TilAtictia�' rr> —•-- - „, e....... - .„.„..•-5c.� x re- .. t ` `\ ,t 1' • , .. `,`-.sA.'. ��G. '1�� = t'co 1 ` lJl - - __ '-'�!"_�-.+i.-i-.�F.:'.Y::+'�'X•- c••ar+".r+y-V \.D - TTTCCC_- r � aow:. I r N \ V• • 1�t1 _ ,j/}' /11 ' - I— - - - — - — .pF- I- ri',ISItimomple,---,,-. i tf ro o ‘ \ .'•,\ , . , momme,..,,,,-1.;;;..-,----•,,----- \,\ :.:.-,•'•' \ . \....... / -\-- I ) L__ II N EXPLANATION: -'- o - 1 N MW-38 • MONITORING WELL (1998) • • — I N \: N M W-21 ® MONITORING WELL (1991) ..._„„,,w&Z mw_ -- B-35 -* BORING (1991) 0 150 300 AI IA' SOIL PROFILE SCALE IN FEET tea: I .fig y SITE PLAN g Note: The locations of all features shown are approximate. Geo � En sneers �� o Reference: Plan entitled "Preliminary Wetlands Area, Longacres Office Park" by Bruce Dees & Associates, 03/30/98. \� FIGURE 2 v, cn 0 -3 ca 0 o a) o in in in a i aui o 0 in +, +, N 3 3 a, o 4 A , A o o ,�' ,�' N A cD N 1 r) N ° O O 4- can i °� 4 CO d 20 - o N v �' � �, mti m - 20 I in MM d O r O 2 N M CO �, m Ground Surface 2 2 3 � 3 33 2 2 2 2 Silt and organic silt Existing 2 2 - with occasional layers _ a) 10 - Pond - of silty sand (ML to OL) - 10 a9 4 O � . f- _ \ - ZO Q / ' \ Q> \ C�I - - - J' \� -10- - Fine to medium sand with - -10 varying amounts of silt (SP to SM) ca 0 ai- ca N N 0 0 cD — N I N .-- -- 0 N I 0 — -HORIZONTAL-SCALE--1" =-1-Oa' VERTICAL SCALE: 1" = 10' VERTICAL EXAGGERATION: 10X Notes: 1. The subsurface conditions shown are based on interpolation between /'� SOIL PROFILE A-A' widely spaced explorations and should be considered approximate; / = actual subsurface conditions may vary from those shown. GeoNOEngineers �� eii 2. Refer to Figure 2 for location of Profile A-A'. \� FIGURE 3 0 I I i � I I � - � � I I , V XICIN3ddV I i � � I I ! APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface soil and ground water conditions at the project site were explored by drilling nine monitoring wells' (borings in which a 1-inch-diameter piezometer is installed) to depths ranging from 9 to 16.5 feet below the existing ground surface. The monitoring wells were j ! com leted by Holocene Drilling between April 8 to April 9, 1998 using a hollow-stem auger track-mounted drill rig. Ground surface elevations at the monitoring well locations w IIre determined by surveying from the existing CSTC pond surface (assumed to be at Elevation 8.5 - feet). The locations of the explorations were determined in the field by measuring distances from site features. The locations of the explorations are shown on the Site Plan, Figure 2. The monitoring wells were continuously monitored by a geologist from our firm w,llho examined and classified the soils encountered, obtained representative soil samples, observed ground water conditi1l ns and prepared a detailed log of the exploration. Samples were obtained from the monitoring wells by driving a 2.4-inch-inside-diameter split spoon sampler with a 3 - pound winch-driven hammer. The number of blows required to drive the sampler 12 inches, or jothe indicated distance, is recorded on the monitoring well log. foils were visually classified in general accordance with the classification system described in Figure A-1. A key'to the symbols on the monitoring well logs is presented in Figure A-2. The logs of the moil itoring wells are presented in Figures A-3 through A-11. The logs are based on our interpretation of the field and laboratory data and indicate the various types of I soils kncountered. It also indicates the depth at rwhich the soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples, it as interpreted. The densities noted on the monitoring well logs are based on the blow count to obtained in the monitoring wells and judgement based on the conditions encountered. Observations of ground water conditions were made as the explorations were completed. Piezometers were alsoI installed in all of the monitoring wells following completion of the drilling. The piezometers consist of 1-inch diameter schedule 40 PVC pipe. The lower 2 fet of the pipe was machine slotted (0.02-inch slot width) to allow entry of water into the piezoml Clean sllaild was placed in the borehole annulus surrounding the slotted portion �°f the F1VC pipe. Bentonite chips were placed above the sand pack to form a surface se 1. Ground water levels and seepage zones encountered during drilling are recorded on the 'monitoring well logs] Ground water levels measured in the monitoring wells are presented in Table 1. • G e o E n g i n e e r s . A-1 File No.0120-226-02-1130/0423'8 _ 1 � L J LABORATORY TESTING 'ILhe soil samples obtained from the explorations were brought to our laboratory to conf field classifications. elected samples were tested to determine their moisture content, d density and gradation characteristics. Results of the moisture content and dry density tests are presented on.the monitoring logs. The results of the gradation tests are summarized in Fi. re A-12 1 - I I I � fl G e o E n g i n e e r s A-2 File No.0120-226-02-1130/042398 SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GW WELL-GRADED GRAVEL,FINE TO COARSE GRAVEL COARSE GRAVEL GRAINED GP POORLY-GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES on No.4 Sieve GC CLAYEY GRAVEL More Than 50% Retained on SAND CLEAN SAND SW WELL-GRADED SAND,FINE TO COARSE SAND No. 200 Sieve SP POORLY-GRADED SAND More Than 50% of Coarse Fraction SAND SM SILTY SAND IPasses WITH FINES No. 4 Sieve SC CLAYEY SAND FINE SILT AND CLAY ML SILT GRAINED INORGANIC SOILS CL CLAY Liquid Limit Less Than 50 ORGANIC OL ORGANIC SILT,ORGANIC CLAY More Than 50% SILT.AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT Passes INORGANIC No. 200 Sieve CH CLAY OF HIGH PLASTICITY, FAT CLI Y Liquid Limit 50 or More ORGANIC OH ORGANIC CLAY,ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry- Absence of moisture, dusty, dry to tle touch in general accordance with ASTM D2488-90. Moist- Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data,visual appearance of soils, and/or test data. ` a 0 Imo SOIL CLASSIFICATION SYSTEM Geo., E o eers • - \� FIGURE A-1 - � I LABORATORY TESTS: SOIL GRAPH: AL Atterberg limits CP Co Impaction I SM Soil Group Symbol ' CS Co solidation (See Note 2) DS Direct shear 1 GS Grain-size I Distinct Contact Betw-en %F Percent fines Soil Strata HA Hydrometer analysis SK Permeability Gradual or Approxima e SM Moisture content Location of Change 9 MD Moisture and density Between Soil Strata SP Swelling pressure 1 TX Triazial compressio V Water Level UC Unconfined compression CA Chemical analysis 1 Bottom of Boring BLOW COUNT/ AMPLE DATA: 22 II Location of relatively _ undisturbed sample Blows required to drive a 61-millimeter I.D. 1 split-barrel sampler 305 millimeters or other - 12 N Location of disturbed sample - indicated distances using a 1,334-newton hammer falling 762 millimeters. — 17 0 Location of sampling attempt 1 with no recovery 1 __ 1 10 v Location of sample obtained Blows required to drive a 28-millimeter I.D. in general accordance wit (SPT) split-barrel sampler 3015 millimeters or Standard Penetration Tes other indicated distances using)a 623-newton (ASTM D 1586) procedures hammer falling 762 millimeters. — 26 m Location of SPT sampling attempt with no recovery ® Location of grab sample "P" indicates sampler pushed with weight of - hammer or against weight of drill rig. 1 , NOTES: 1. The re der must refer to the discussion in the report text, the Key to Boring Log Symbols and the ,_' exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A-1. 0 1 0 N p c, -.p KEY TO BORING LOG SYMBOLS co Geo,�En ' eers FIGURE A-2 1 TEST DATA MONITORING WELL MW-38 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): Approximately 10.2 Lab Tests (%) (pct) Count Samples Symbol _ °— �OL 3-to 4-inch topsoil layer 0 ML Brown silt(soft,moist to wet) - 3 - MD,GS 56 66 5 t —1 ML Gray silt with or-r-Rsional organics(very soft,wet) "2 7 - • 2 - co w U w - w I— z - i Boring completed at 9.0 feet on 04/08/98 - 2 t- Ground water encountered at 6.5 feet during drilling 0 1°— 1-inch diameter piezometer installed to 9.0 feet —3 a w 1 - 1 - 1 - —4 I 1• - 1 — - 1 - 5 1: - 1- - - -3 -6 2'— i Note:See Figure A 2 for explanation of symbols LOG OF MONITORING WELL Geo Engineers FIGURE A-3 I I 1 - I I TEST DATA MONITORING WELL MW-39 DESCRIPTION Moisture Dry Content Density Blow i Group Surface Elevation(ft.): Approximately 10.1 0—Lab Tests (%) (pcf) Count Samples Symbol —---, 1 OL 2-inch topsoil layer 0 ML Brown and gray silt with occasional fine sand and organics(soft, 1 - moist to wet) , - 1 _ 2 - - _ 3 - ' I 1 ,_ 4 - 5—1 6 - • 4 . I _ r —2 - 1 7 - 1 II _ 8 - • i— co tii cc al - Ili — o- i— z 1.- - 0 1•—, w MD 65 54 4 1 1 ppm"OL Dark brown organic silt(soft,wet) II - , 00101it 0011k _ 1, - NOM MOM , - ONO , 1 - Oglik -4 001011 1• - I ONO - I. OWN 1 — _ I 001001 I- SP Black fine to medium sand(medium dense to dense,wet) - 22 - 1" - MD,GS 26 92 Boring completed at 16.5 feet on 04/08/98 Ground water encountered at 15.0 during drilling 1-inch diameter piezometer installed to 16.5 feet I 1 - - 18 - 1 _. , 19 - 1 —6 20— I Note:See Figure A-2 for explanation of symbols '-- I . , LOG OF MONITORING WELL Geo Engineeis likvier FIGURE A-4 ,-- , TEST DATA MONITORING WELL MW-40 DESCRIPTION Moiture Dry Content Density Blow Group Surface Elevation(ft.): Approximately 11.0 Lab Tests (%)I (pcf) Count; Samples Symbol 0 i OL 3-to 4-inch topsoil layer 1 —0 ML Brown silt with occasional organics(medium stiff moist to wet) _ 1 2 - - 3 6 ' • —1 4 - - 5— 1 '- ---I ML Gray silt with occasional fine sand(soft,wet) 6 - - -2 7 - MD,GS 42 78 3 ' - I 8 u) w n: 1- z g - w = Boring completed at 8.5 feet on 04/08/98 - 2 I— Ground water encountered at 3.0 feet z p 10— 1-inch diameter piezometer installed to 8.5 feet —3 H o_ w - 0 11 - 1 - 1 - _ —4 I _ 1 - ; - , 1 — - 1 - I —5 1 - - 1 i I - 1 - 3 —6 20— Note:See Figure A 2 for explanation of symbols �� LOG OF MONITORING WELL Geo Engineers FIGURE A-5 1 I I , I TEST DATA MONITORING WELL MW-41 • DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): Approximately 11.0 Lab Tests (%) (pcf) Count Samples Symbol 0 ! a x titi OL 6-inch topsoil layer �-0 ML Brown silt with occasional organics(soft,moist) - 1 2 - - i 3 - ' —1 4 - 5— 4 SM Gray silty fine sand(very loose to loose,wet) 6 - MD 42 ' 72 7 —2 - ML Gray silt with organics(soft,moist) 8 w � - a z 9 - � a !p 10- _3 a I w 3 I - 11 - 12 - - I 13 - -4 1 SP Black fine to medium sand(loose to medium dense,wet) 1 11 1 - i , —5 17 Boring completed at 16.5 feet on 04/08/98 - Ground water encountered at 5.0 feet during drilling 18 - 1-inch piezometer installed to 16.5 feet - 19 - ! _ —6 20— Note:See'Figure A 2 for explanation of symbols LOG OF MONITORING WELL Geo\pl Engineers FIGURE A-6 • TEST DATA MONITORING WELL MW-42 • Moisture DESCRIPTION Content DensityDe Blow ! Group Surface Elevation(ft.): Approximately 13.5 _Lab Tests (%) (pcf) Count;Samples Symbol OL 4-inch topsoil layer I 0 ML Brown silt with occasional fine sand(very soft,moist) - c - -1 2 —2 ML Gray silt with fine sand(very soft to soft,wet) _ w - Z - � n_ —3 = 0 1,—IWa. I � � - O 2 1 - MD 44 76 - 1. 1` �OL Dark brown organic silt(soft,wet) —4 1• 1' SP Black fine to medium sand(loose,wet) 1 8 i ' 1- -5 1 Boring completed at 16.5 feet on 04/08/98I - 1 Ground water encountered at 10.0 feet during drilling 1= 1-inch diameter piezometer installed to 16.5 feet - 1 - - 4 2I— Note:See Figure A 2 for explanation of symbols LOG OF MONITORING WELL Geo\OEngineers FIGURE A-7 TEST DATA MONITORING WELL MW-43 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): Approximately 15.3 • _Lab Tests (%) (pcf) Count:Samples Symbol 0 OL 6-inch topsoil layer —0 ML Brown silt(soft,moist) - 1 - ML Brown fine sandy silt(soft,moist) 2 - - 3 - —1 4 - - 5- 6 - 3 ! - —2 7 - w 8 - co w SM Black silty fine sand(very loose to loose,wet) - z 9 - n- w 10— —3 I-- o- - 11 - MD,GS 40 — - i 12 - - 13 - —4 14 - 15— - 2 ' i , ML Gray silt(very soft,moist) - 16 - -5 17 - Boring completed at 16.5 feet on 04/08/98 - Ground water encountered at 10.0 feet during drilling 16 - 1-inch diameter piezometer installed to 16.5 feet - i 19 - I - -6 20— Note:See Figure A 2 for explanation of symbols LOG OF MONITORING WELL Geo\��Engineers 4k / FIGURE A-8 TEST DATA MONITORING WELL MW-44 ' I DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): Approximately 14.9 Lab Tests (%) (pcf) Count I Samples Symbol ML 5-to 6-inch topsoil layer 0 Brown sih with occasional fine sand(soft,moist) - 1 I 4 —1 i I , • I I l ''' SP Black fine sand(very loose,wet) —2 j - - w - 3 ' co w I , - w z - - a Boring completed at 9.0 feet on 04/09/98 _3 p 1 n— Ground water encountered at 6.5 feet during drilling 1-inch diameter piezometer installed to 9.0 feet - 1 - 1 —4 1' - 1' — , 1a - -5 1 - 18 - 19 - - I —6 20— , Note:See Figure A 2 for explanation of symbols Pgr LOG OF MONITORING WELL Geo E�� ngineerS FIGURE A-9 I TEST DATA MONITORING WELL MW-45 • DESCRIPTION Moisture Content Density Blow Group Surface Elevation(ft.): Approximately 15.0 Lab Tests (%) (pcf) Count, Samples Symbol 0 r �OL 5-to 6-inch topsoil layer —0 ML Brown silt with fine sand and organics(very soft to soft,wet) - 1 - c - -1 2 . - ' - SP Black fine sand(loose to medium dense,wet) —2 w _ co w - u_ w z - 2 = z 0 14— 3 a- 10 - 1 MD 33 84 - 1 - 1 - 4 1 — 3 ' - 1 - - -5 1 Boring completed at 16.5 feet on 04/09/98 - Ground water encountered at 5.0 feet 1-inch diameter piezometer installed to 16.5 feet 1: - - —6 20 Note:See Figure A 2 for explanation of symbols ..00f Imo LOG OF MONITORING WELL Geo Engineers FIGURE A-10 TEST DATA MONITORING WELL MW-46 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): Approximately 14.1 Lab Tests (%) (pcf) Count Samples Symbol 0 ML 5-to 6-inch topsoil layer —0 Brown silt with fine sand(soft,moist to wet) c —1 • 4 - - 4 —2 ML Gray silt with fine sand(very soft,wet) w - co u_ z - w - 2 o z a • io 1*— —3 a_ 1 - 1 - MD 40 81 _ 1. - 1 —4 1 / ML Gray silt with organics(medium stiff;wet) 15— 16 - 7 ' —5 7 - 1 Boring completed at 16.5 feet on 04/09/98 - Ground water encountered at 5.5 feet during drilling 18 1-inch diameter piezometer installed to 16.5 feet - _ I - I —6 20— Note:See Figure A 2 for explanation of symbols • gm. LOG OF MONITORING WELL Geo Engineers FIGURE A-11 0120 226-02-JWK-:SDS:pdr-4F2-If9${seive.ppt) U.S. STANDARD SIEVE SIZE 100 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #�0 #100�00 11 J 61[ j• 0 90 III' 111 - Nl\\- 80 --70 ----- ------- --- -------- - -- ------ Cg• 0 CC4 z 50 5; co a 40 30 - 20 • 10 --- -- - - — ---- ------ 0 • 0 0 'n 1000 100 10 1 0.1 0.01 0.001 O 7 m GRAIN SIZE IN MILLIMETERS z o I* GRAVEL SAND C =_ COBBLES SILT OR CLAY N COARSE I FINE COARSE MEDIUM FINE m ' SYMBOL BORING SAMPLE SOIL CLASSIFICATION NUMBER DEPTH(FEET) • MW-38 3 Brown silt(ML) O MW-39 15 Black fine to medium sand(SP) - - A MW-40 8 Gray silt with occasional fine sand(ML) X MW-43 11 Black silty fine sand(SM) ". r t f \` 1, j I'•� /: / ( a" / • :✓ ` 1 _J. _ - `=:fly-- \ r , • _ - :� r. — .�` / ? - .• : • ''ci' •_ ,L ,.. : r ) • i-- r-- j 1• `ri ,i � -`� 1: 1:• • • l !. '`...;''`; :l ; : ;. APPENDIX B ' : •:,. '1:: '- -,� :: .r r :'/•;- '`i •fi r+. DEW�TERING`COST EST MA E' • Zvi': :)':• (, - .,5- ./ ;..'. • ,+•,` \•, .:/`,'-':'.-• rJ: I f:: ,_; r I- II „ 4 _ !" - 1 I'h• \. i l N( ',' • l (F - i ; - ..F[ /•. - "/; .I` --�- fir,.,\.. _ a � /, :''e. I. • I r \' -1. /1. , , ,J '1: . -•\`• ,.l_•:.,1;'',. ,,J:• ;T.• .: i.�_ .} I,,;.. '.\ I � /. � i / . . /. .� : /• •fit. -. ",,,: _II 12 ,, / )- J.. _ 1 1 : •� ;/ :' `. f:: -4 :•1,\ . ,I° ;.. /- j- �- ; .% 1 . r- G e :o E•In`g i n; a e;r s I FileNo;0120 226-OT1130/042398 �' • •I •f[ I}`'' \,; 1, 1i '' 7� {` r:/ ��_ I �' I ): ''/.L`1.::.:' • I - a. • I • 1- I • ONSTRUCTION INC. April 22, 1998 Geo Engineers 8410 154th Ave. NE Redmond, WA 98052 ATTN: Jim Roth PROJECT: Boeing /Longacres -Pond#1 &Pond #2 LOCATION: City of Tukwilla RE: De-watering Scope of Work/Quotation Dear Jim. We are prepared Ito: furnish, install, pump, maintain, remove and abandon a complete _ deep well dewatering system for the above referenced project. Our installation will include twenty five (25) wells approximately 40-45 feet in depth placed on each side near the toe of slope within the proposed excavation(s), or as directed by GEO ENGINEERS. Piezometers should be placed in or near by the excavation. Preferably located near the center of the proposed ponds. These piezos will help you monitor the ground water level and draw down. We will develop the wells the same day as installation. The discharge pipe and power cord will be configured to accommodate the excavation plan. We are basing our price on a one month pumping period with a monthly maintenance fee there after. Our price for the installation of Twenty Five wells (on a one month pumping period) is $80,000.00 Any and all piezometers will be $1,500.00 each. Discharge of water from each well will include 300 LF only. We will provide temporary generator power for $2,800.00 per month plus fuel. Our generators are Multi Quip Whisper Watt. If additional wells are needed add $3,350.00 each (including one month pumping period). Our monthly maintenance price per well will be $485.00, including all De-watering components. When the wells are no longer needed, we will disconnect, remove and abandon the system. BASE BID • Twenty Five De-watering Wells @ $3,200,00 each $80,000.00 • Three piezometers I monitoring Wells $1,500.00 each 4,500.00 • Monthly Maintenance 25 EA ((p $485.00 (Three Months) 36,375.00 • MQ Whisperwatt-W/550 gal Diked Tank (if no power) $2,800.00 3 months 8,400.00 • Labor(reconfigure system during excavation) 2 Men ($45.00 ea. per HR Estimated 62 Hrs $ 5,580.00 TOTAL $134,855.00 1r-TAX ADD (if needed) I • Additional wells (if needed) $3,350.00 each j5i6j • Additional Mob (if needed) $ 600.00 each (drilling) The following is a list of equipment which could be used as needed to perform the above scope of work PAGE 1 of 4 DRILLING • DEWATERING SYSTEMS - CASINGS • PUMP AND GENERATOR RENTALS AND REPAIRS 9021 Waller Road East • Tacoma. WA 98446-2531 • Office: (253) 531-2409 • Fax: (253) 531-6113 Contractor License#SLEADSC-325K0 1 i ! i ONSTRUCTION INC. 1 Page_of_ ADDENDUM 'A' 1I PROJECT: JOB NO. 1, Steads v'ill not be respousililelfor the drilling or pumping of any contaminated materials. 2. Removal of all spoil piles to be the responsibility of the General Contractor,including but not limited to clean • up,sweeping and coutaitunenl;of water during drilling. 3. This is not an engineered system,Slead's has no licensed geologists or hydrogeulugists in their employ. Thereto ie,Slead's does not guarantee dewatering to be 100%effective. Slead's makes no guarantees of any kind as to the results of each jab. 4. Retainae to be paid within'30 clays after removal of system. 5. Slcad's will not be responsible for settlement of any type. 6. Any relocation of or damage la SIead's equipment,once Installed,will be billed to the Owner or General Contractor an a time and materials basis. 7. Prices bused upon above ground discharge pipc installation. 8. Pumping period not to exceled13U days unless otherwise noted. Should pumping be required after the first 30 days,a hinitntun monthly ruLc will apply. 9. Well locations to be determined by mutual agreement between Slead's and Owner or General Contractor. 10. General Contractor to provide'suitable access and egress for equipment to well locations. 11. Discharge location to be provi]ed by Owner or General Contractor. 12. Discharge permits to be the responsibility of the Owner. , 13. Location,protection and marking(fall underground,above ground,and overhead utilities to be the responsibility of the Owner or General Contractor. 14. Wells tc be abandoned by Slead's licensed driller according to Department of Ecology Standards. 15. Slead's will provide a drilling'safety plan'to General Contractor upon request. 16. Slead's will provide a Certificate of Insurance to the General Contractor upon request 17. Unless otherwise noted,a required Department of Ecology start card to be acquired by Slead's: However, submitting to Slead's the legal description of the property within three(3)days prior to drilling is the responsibility of the Owner or,General Contractor. 18. General�Contractor may,litany time prior to completion,by written order request changes in the Work specified ' ' in Slead's proposal. Said climes shall not become part of this Contract unless agreed upon(including any resulting additional charges)try Slead's. My other written order or oral order(including directions, instructions,interpretations or determinations)from General Contractor,which causes any such changes,may be ' treated as a change order,Provided that Slead's gives General Contractor notice within ten(10)days of such ardor stating that Slead's regards the order as a Change Order. lithe work resulting from any Change Order causes an t increase in the tune required for the performance of any part of the Work under this Contract,Slead's shall be entitled to an equittable extension of the lime and compensation for performance and materials. 19. All water pumped from wells are the sole responsibility of General Contractor or Owner. Any testing or treatment of water or special handling is not included in price quoted. 20. Any performance bond,permits,special licenses at Contractor or Owner's expense. • 21. All breaking out of concrete,asphalt or obstruction of other materials is the responsibility of General Contractor _ _ or Owner. . 22. All bart}cades,flagging and traffic control is to be provided by the General Contractor or Owner. IN WITNESS WHEREOF,1 the parties hereto,acting through duly authorized persons,have executed this Contract as of the day and year set forth below: SLEAD'S CONSTRUCTION;INC. : GENERAL CONTRACTOR: I ! C _ By: c: Vice President Title: Date: I , • Date: "- DRILLING DEWATERING(SYSTEMS - CASINGS - PUMP AND GENERATOR RENTALS AND REPAIRS 2703 96th Street East •;Tacoma,WA 98445.5733 - Office. (206)531-2409 • Fax: (206)531-6113 Contractor License MSLEAPSG'325K0 TOTAL P.05 j 11 _ I r.•? l kl ,_„ 'it '`°''' .'' iAy ' r;, ::.. BEFORE THE CITY OF RENTON DEPARTMENT OF PLANNINGBUILDING/PUBLIC WORKS OFFICE OF HEARING EXAMINER IN I' MATTER OF THE APPLICATION THE BOEING COMPANY'S FOR A SPECIAL G' 1• DE AND FILL MEMORANDUM IN SUPPORT OF PE' I T FOR THE LONGACRES OFFICE SPECIAL GRADE AND FILL PERMIT PARK SURFACE WATER MANAGEMENT PROJECT, LUA-098-127, SP, ECF I 1 I I i A. BACKGROUND I. INTRODUCTION - I ongacres Office Park("LOP") is a corporate office complex owned and developed by The Boeing Company on the site of the former Longacres Park Racetrack. The 1994 Enviro ental Impact Statement("EIS")prepared by the City of Renton("City") analyzed a preferr d alternative Master Plan for LOP. Boeing's principal objective for LOP is the establis ent of a site i hat can be rapidly developed on an incremental basis in response to changi g market condiiions, corporate organization, and employee population. rinl The preferred Alternative Master Plan proposes the construction of approximately 15 buildin s on the 164 acre site over 15-20 years. To date, property immediately north of the LOP site has been devel ped by Boeing for its Customer Services Training Center(1993). Within Ithe LOP campus itself, the Boeing Commercial Airplane Group Headquarters building I is now complete and the Boeing-Renton Family Care Center(a day care facility for children o f j1 THE B EING COMPANY'S MEMORANDUM IN jSUPPORT OF SPECIAL GRADE AND FILL PERMIT - 1 [03003-01 9/SB982790.207] I is-on: A I I I 1 Boeing employees) is scheduled for completion in November of this year. In addition, the City has recently completed construction of an extension of Oakesdale Avenue, which serves as a major access to LOP. 11 B. ROPOSED ACTION The preferred alternative Master Plan includes a centralized surface water management project ("SWMP") desligned to support full LOP buildout. Boeing proposes to construct the 1 SWMP as the next phase of the LOP so that additional buildings on the site can be permitted and constructed on a relatively rapid and efficient basis, consistent with Company objectives. The project invlolves construction of an open water wetland ("LOP Open Water Wetland")which will expand the southern boundary of the existing CSTC pond. See, E IT A attached. South of the open water wetland and connected to it by culverts, the project includes a combi o ed wetpond/detention pond ("Second Stage Pond"). In keeping with the drainage design concept of the adjacent CSTC system, LOP stormwater will be routed from p rking areas to first stage facilities (grit removal vaults), then to the Second Stage Pond, t en to the LOP Open Water Wetland and finally to the CSTC Pond, channel and delta areas. See, EXHIBIT IAI. Later phases of the surface water management system will include installa ion of piping and other infrastructure necessary for construction of individual I buildings. I ndividual components of the SWMP include: • ading: , l Grading for storm water ponds and wetland mitigation. • P nds: I Construction of open water wetland and wetpond/detention pond, connected by culverts. • Irrigation: Extension of the existing Boeing irrigation system to support new wetlands and upland plantings surrounding the ponds. 1 1 1 THE B EING COMPANY'S MEMORANDUM IN SUPPORT OF SPECIAL , GRADE AND FILL PERMIT - 2 [03003-0149/SB982790.207] • ' I , 1 I 1 : I 1 I i • Lake Aeration arid; lecirculation Sytems: Extension of existing Boeing aeration and recirculation systems 1 to provide lake water mixing and aeration. iI • etlands Filling I, 1 a 1 d Mitigation: 1 Creation and restoration of wetlands to mitigate for filling of 1 some Category 3 wetlands, resulting in a total of approximately 1 5.0 acres of Category 2 wetlands at the completion of the project. ! I • Erosion Control:I Major earthwork activities will be scheduled during the dry I season, a sediment pond(s)will be implemented if necessary and clearing limits and perimeter protection will be installed. Areas outside permanent landscape limits will be stabilized. C. REQUIRED PERMITS AND APPROVALS 1. Permits and Approvals Issued Pursuant to Hearing Examiner Approval Construction of the SWMP is subject to a Special Grade and Fill Permit issued by the Hearin. Examiner pursuant to Chapter 4-10 of the Renton Municipal Code ("RMC"). ' � 2. Permits and Approvals Issued by the Department of Planning Building/Public Works ("Department") In addition to the Special Permit issued by the Hearing Examiner, the SWMP will require an annual grading license issued by the Department pursuant to RMC 4-10-5 (A). It I will also require Departmental approval of wetland filling and mitigation proposed as part of the pro ect pursuant to Ch. 32 RMC. H. PROJECT COMPLIANCE WITH SEPA MITIGATION MEASURES On September 22, 1998, the Department's Environmental Review Committee issued a mitigated determination of nonsignificance DNS-M for the SWMP. No appeals of that I , determination were filed.' . THE BOEING COMPANY'S MEM()RANDUM IN I SUPPORT OF SPECIAL GRAD AND FILL PERMIT - 3 [03003-0149/SB982790.207] 1 The DNS-M establishes three project conditions designed to mitigate adverse impacts. Boeing will implement each condition as part of the project III. PROJECT COMPLIANCE WITH SPECIAL PERMIT I REQUIREMENTS A. THE SWMP IS CONSISTENT WITH SPECIAL PERMIT CRITERIA ESTABLISHED BY RMC 4-10-3(B)(2) Pursuant to RMC 4-10-3(A)(2)(b) and RMC 4-10-3(B)(1), excavation or grading in excess of 500 cubic yards requires a Special Permit granted by the Hearing Examiner. Becaus the SWMP wllirequire excavation of approximately 80,000 cubic yards of soil and the use of approximately 14,000 cubic yards of fill, the project requires a Special Permit. I To grant a Special Permit, the Hearing Examiner must make a finding that the project propos-d will not be "unreasonably detrimental to the surrounding area." RMC 4-10-3(B)(1 . Factor- that the Examiner must consider in making this determination include: I a. Size and location of the activity; b. Traffic vglumes and patterns; c. Screening, landscaping, fencing and setbacks; d. Unsightliness, noise and dust; and e. Surface drainage. RMC -10-3(B)(2).1 1, Consideration of these factors indicates that the SWMP will be an asset, not a II detrim nt, to the LOP!site and surrounding area. 1 II 1 Because the SWMP is not an"existing operation,"factor(f)under RMC 4-10-3(B)(2), which requires Hearing Examiner consideration'of"the length of.time the application of an existing operation has to comply With nonsafety provisions of this Ordinance," does not apply. I1 1 THE BOEING COMPANY'S MEMORANDUM IN SUPPORT OF SPECIAL GRADS AND FILL PERMIT - 4 [03003-0149/SB982790.207] 1 , 1. The Size11and Location of the SWMP Will Not Have an Adverse Impac$on the Surrounding Area The SWMP is the surface water management component of the preferred alternative I Master Plan for LOP. It will also serve to mitigate the filling of several low-quality, Category 3 wetlands currently located on the LOP site. The specifications for these combined functio s- surface water management and wetland mitigation- are established by the Renton Munici al Code and irifi ence both the size and location of the SWMP. In particular, the jSecond Stage Pond has been sized to provide water quality treatment and a portion of the detention for future LOP buildout under the preferred alternative Master Plan. The size of the Second Stage Pond is consistent with the City's requirement II (RMC 4-22-8(A)) of doubled surface area and doubled dead storage volume to eliminate the need f r biofiltration. i The wetland mitigation component of the SWMP project (including the open water wetland and surrounding vegetated wetland areas)will result in increased (Category 2) wetland functions and values and has been sized in accordance with the City's wetland mitigation requirements,(which require no net loss of existing wetlands. , I SWMP is centrally located on the LOP site--approximately 425 feet from LOP's western boundary, 900 feet from Oakesdale Avenue, and 2,200 feet from the southern I bound . . This locationlcreates sufficient buildable area on the remainder of the site to suppori the preferred alternative Master Plan and enables restoration and enhancement(rather than filing) of significant portions of a relatively large Category 3 wetland just south of the I existing CSTC pond. The project will improve the habitat value of the LOP site and will not be a de riment to the surrounding area. j 1I THE B i EING COMP ANY'S MEMORANDUM IN I SUPPORT OF SPECIAL GRADE AND FILL PERMIT - 5 [03003-01 9/SB982790.207] i 1 1 l 1 I , I 1 1 1 1 I 2. Traffic Volumes and Patterns Required for Construction of the SWMP Will Not Have an Adverse Impact on the Surrounding Area The SWMP will not generate traffic following construction. During construction, the project will generate construction traffic, primarily to export approximately 70,000 cubic yards o excavated material to Cedar Mountain Sand and Gravel and to import approximately 7,000 cubic yards of strutctural fill. Over its estimated 3.5 month excavation period, the project will generate approximately 42 truck trips per day during the hauling hours required by City Code(8:30 a.m. to 3:30 p.m.). The constructiC8 haul route has been designed to avoid travel through residential l areas. The route will access the project area through the SW 27th Street entrance at the south end of:he LOP site. Trucks will follow SW 27th to Lind Avenue SW, then follow Lind to 180th treet and turn left on 180th. Trucks would continue on 180th to State Route 167 northbound to I-405. Trucks would continue north on 405 to State Route 169 (Maple Valley Highw y), then follow Jones Road SW to Cedar Mountain Sand and Gravel. 3. Project Landscaping Will Improve the Habitat Value and Aesthetics of the LOP Site SWMP serves to mitigate impacts of filling a number of Category 3 wetlands with th- creatio of a large(approximately 5 acre) Category 2 wetland. Landscaping with native 1 wetland plant species is, therefore, a major component of the project. Emergent wetland , 1 plantings will include common spike rush, small-fruited bulrush, slough sedge, dagger-leaf rush, a d false Solomon's seal. Seeded grasses will include tufted hairgrass, red fescue, rice cutgra s, mannagrass, ;arid western reedgrass. Tree species will include black cottonwood, r-d alder and western red 'cedar. Shrubs will include red-osier dogwood, clustered wild rose, re U 1 elderberry, showberry arid Indian plum. 1 THE BIOEING COMPANY'S MEMORANDUM IN SUPPORT OF SPECIAL GRAD AND FILL PERMIT - 6 [03003-01 9/SB982790.207] 1 II 1 1 i For visual coniinuity and to increase overall habitat value, the same native landscaping Jj program will be used Within the fringes and around the LOP Open Water Wetland and the Second Stage Pond. See. EXHIBITS A and B, attached. SWMP landscaping will be an ass t to both the LOP site and the surrounding area. 4. The SWMP Will Not Cause Unsightliness, Noise or Dust Following the End Iof the Construction Period Noise generatIed Iby SWMP construction activity will be caused by equipment used for earth virork and to haul excavated materials (i.e., backhoes, truck/trailers, landers and I bulldozers). Construction noise should not exceed standards established by the Renton Code. Dust generated by SWMP construction will be controlled as required by all applicable standa ds including, as required, those established by PSAPCA and DOE. The construction ! I area will be sprinkled on an as-needed basis and off-site hauling equipment will be washed to control dust during construction. Following completion of grading activity, all graded areas II will be landscaped or hydroseeded to control dust and erosion. Unsightliness will be limited to the construction period. Following construction, the projec will be heavily'landscaped with native wetland species with an appearance similar to 1 the CSTC landscape program directly to the north. 5. The SWMP Will Centralize and Improve Surface Drainage From the LOP Site Through the CSTC Site to Springbrook Creek As described above and illustrated by EXHIBIT A, SWMP will create a centralized surfac water management system, routing surface drainage from grit removal vaults to the Second Stage Pond, through the LOP Open Water Wetland, then through the CSTC Pond, chann 1 and delta areas. Later phases of the system will include the infrastructure necessary to suppo individual buildings. Implementation of the SWMP will not increase the rate or i i THE OEING COMPANY'S MEMORANDUM IN SUPPORT UPPORT OF SPECIAL G' ' t E AND FILL PERMIT - 7 [03003-0149/SB982790.207) ' I 1 1 i volume of water that 4uently runs off the site to Springbrook Creek, increase temperature, or dec ease oxygen con lent of the outfall. The SWMP is designed to improve the water quality of runoff from activity and time of retention. B. THE SWMP IS CONSISTENT WITH RELEVANT SPECIAL PERMIT CRITERIA F7t LAKES, SLOPES, SETBACKS, CUTS AND FILLS RMC 4-10-13 establishes criteria for created lakes. In particular, RMC 4-10-13(A) states 'hat: The restoration of any site which results in the formation of a lake shall be the result of careful planning and shall take into consideration all factors which contribute to the ultimate ecology of the site.2 Becau e the SWMP increases wildlife habitat on the LOP site and is designed to improve the water a uality of site runoff, it meets this criterion. RMC 4-10-13, 114, 15 and 16 include criteria for slopes, setbacks, cuts and fills. In genera, these criteria(provide for the safety of cuts and fills by requiring appropriate grades II for cuts, fills, and finished slopes and adequate setbacks from surrounding structures. The project i meets all such relevant criteria. In particular, lake bank slopes and cuts are a maximum of one vertical: three horizontal; setbacks from existing and future Boeing buildings will exceed those required by RMC 4-10-14(B)(2); and fills necessary for the project (which does not inclu I e any buildings)will be at slopes not to exceed one vertical: three horizorttal. 1 I 1 I 2 RMC 4-10-13(3)also requires measures to inhabit growth of vegetative matter in recreational lakes. As thel SWMP includes no recreational lakes,this criterion does not apply. I 1 1 THE OEING COMPANY'S MEMORANDUM IN SUPPORT OF SPECIAL G E AND FILL PERMIT - 8 1 [03003-0 49/SB982790.207] I IV. CONCLUSION For the reasons set forth above, the Hearing Examiner should approve issuance of a Special Grade and Fill Permit for the SWMP. DATED: Octobler 20, 1998. PERKINS COTE u By "JIM Laura N. Whitaker, WSBA#19110 Attorneys for The Boeing Company Ii II THE BOEING COMPANY'S MEMORANDUM IN SUPPORT OF SPECIAL GRADE AND FILL PERMIT - 9 [03003-0_49/SB982790.207] I I • L .. //' / �;' j • 11,1 ; PROPOSED LEdEND I - \ THE D.W 1901IHf RNNFR GIja, E I - --- 1 11 ,i I 1• N i:.I I I ,; .-. . WESTERN Rm CMAR 1 r RED.um I Ir •2' • /, I )9M AM1 471 RIIFFF�1•(ELEV.11.0 m 160) •• UNDERSTOOD'TREES BLD(3HRUBS .2S 01 — ,. ', f- L •'% - ' ! I:-• BLDG 25+30 �. '1 . . . . ��� ,«,ems f'._ '1 �; '. IL /GRgRcwvERS/FERNS ' MBEEELLyE6.Bt 10.0 TO 11.0) UNDDERORY ' �- / .... . `1 ' CIttiSSES/Utd1N000VER5/EEIOS o1`RIIR/ANTAIR wmator(ELEV.90 10 10.0) NCH SHRUBS WINO GRASSES , ': ( .•1 :• q9:^.�'i 7�i.. ..........(ELEV.DO M 9.0) V •/ , • : - - we- wE1LAN0 L7tAS5E5 '' `•,. :. �, • ..f'C ;r:`E•,f F O►T=A0UARC WFRAIDD(ELEV.Ss TO S0) ti. �.'Fir''f•-: RfHIING NOINTNS •r:.... ::! OPEN WA1FR wERArGy(E1F/.13-) • v,_l Ho RANRIfS % . � /i .. /V • /�-- • ' .//i •'.;'YG �,tt 'ice; f,r.�� MEA o6TURRF Br NEW CONSTRUCTION . .:.s../ , •.„i • a\ NIOROSEEDN6 1 / ' , •.*,,,,14..y.-4,--.wis,..(tAk ..-‘....:'-',....1.:',!:" ' ,;:i :. / / / ,. il.i.;/-0'' 4-4' --•`4-2•414,--„V—If,...:.--.::•:,,,,it•- •----%.4':::?:',..;:::„-----_-,--zEccIFZI BY s 'xitt : BED_ -, w r';o 4.,. .' • FC • \ tit€ -:.;•::., .., __'f- STORMWATER I .•I IVY`�;''r.'::'..'`'.�n''�,':'. i'y.ai'x.: --2 1�•.6x7i:-�•....\ t� • �' ,. ~_ TREATMENT POND _ •,..1 CSTC�.AN'DSCAPE \ PR61ECf u1RLs ''xk._,�.c.z<:,v�' �"�;;-�;!,./o•;�,,, `�... � i - .µ•1 ;G. s • 1ilii,l i :: '�,4,-.:A.?;:.`v°:. _ .,:„.O�i z- z....•..+ :L�'' ,r,r.+{ '.: 3.:?'..�. ,.-i+•.1- nd (mar OF utFw 'if: ..��e,a,-zhr.�:: - _ •�,I `.�'-�' '- e iY" i•'?:• .y.s,T"�.. �..,.... ..---. ..:.� .."1 .1 OISIIIRBFD BY�': .4,1 SA 0, % .• -tiny \ -.�- "+,'S•+ •r :•('rye `'.._ ,,: -k'.,.+,'..x.< A.41,� 4.,-..7.!? ..:.:}: 14.-: .r••••'+:of.. /ii a •r'1 COESIRUCIWN �`,��'``,��;v, .." ....� � A. .7w-^cr 4,,��y -/ .4 ✓ ) t j '.'?. .,;;: <r. ,,:� ' '-4Y�. �J t:tua_ :•7a:°l.:••..... r +..•-:':a,rT.. j/��o��,. 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PRELIMINARY LANDSCAPE PLAN 9r9IZI m-b +"'""°' OWL NOSIER L!#lUCRES oR%E RAM(--. tiTD- .L • I I Ate, EED UPIA D VEGETATED WETLANDS 9 aPEN WATER 9 S -E7DSIDq - ) /�YE zs-2o DIiFER vrE) (ELEV.11.0-1+ (E1EV.3-0-20) Vg A7E WEILAN� ' IJPVV10fEJ�(13, LANDSCAPE AREA 3 PNUSTRI C AI6A �_ECgtS,ED(Pro) l*a\71'' (PSS) .4 (PEN) 9 (PA9) P PAL B (Elfll.10.0-11.0) � P LT3TRPIE AQUATIC)PAlk; EL 4; LY.6.f(PETIT FIEND(PS51 (E EV.DS-60) 01E6 aD-Y-0) (ELEV.9.0-LTA) Af'- f;ria i 25 '' cs`^ `.., n odd oKn ylic--, 4 25 diarolemarr io . r• _ 3EATIG WATER 1'•1. 1: 'c-:Slf_" � I -_i•�P.C_.. r FI. r.•1f , .. __ 13 S SPA 'T-.-��-,.. �..m .�• - . . .Y�i _ _1w..r c •a. s-o-- ., _-�.:..u*u,sa;-.n,. ... ... _ `.PDHDDOTiGY"F1Fl.• -a. T .. . .. PATH... .. .. .. Oa CROSS SECTION CALE 1 GRAPHIC D TVEROT 2t 37 _ SC.ALES:0 20• IV m • HORIZONTAL SLOE aci .,-1 I I BRUCE g;L 1 - DEES&A -— ASSOCIATES ACCEPIA9ILIIY SS.�Med a 9B �N. __ - ..... o�obrt 4.nwi rd. utter• 1BOE " N FIGURE 4 d. 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' !; + : ernt2r o Q m h hampt6n Inn- ts� 616 co , Q 16 Sea tile a S 17 th St ®( outh;enter) Q h w 5 coi W c 9h in m wca o 4 -• ? r . In erfill al ac : ? i; o.) ( 4 ui N _ x c 0 SW 41st St Gs.ft . a) 1I@tn St_ r� Q �s 180t St —5►8o?�sT 416.110 - — o � co �h Q a 7 a 7n. c Q co =, 1 BOE/NG Longacres Office Park Surface Water Management Project CD Excavated-Materi-aiiiaul-Route h cs A r. • n'K RI f�`NF;�tC""`:..;'�'`ter-..:y; ::•:. Z O co !� v a. ;.:..K:.: ,;:>: .Z.,.,;:•a. NBC a Co cO �// St w v.>M1. ' `°COY: ;S. 4. 0 `:sss k �JfD. A ..?.<.;:;.. >i' m { •.:t••••:A„,;?,c,›':•-:11 i . 3rd SE 1281h St tu ^ `:1J;; is 5�:k •:s yr Z` w'h'�iFi; lea ;,-v,✓i• :fray-' `:}:�icy.; 'r T;•t" `...�;i`*''`,ri..,:.. — • ; :^\}.•� .:.;q.�` ,„,-I.r,:````•.gl". ,- ,S�' lLa, '::.;t" ?yY i;•'::^ .. ':` / ,i > :net .n `"x<};, .>::. 1110 Jones Rd „ - 98058 35 :` :.y.,i. <. ::' 19840 SE Jones Rd Renton WA �M.. �.%..�\Wiz:.. �.� , l S T Pi` i ^; Or A 'v• �ry-.gin�'v :wZ �,�\"',', �.t-•,Sys; _• i;'}'. :zet�. t :.ova. Kett k h� r:`. `ice(.: a3 ll •f�� iµ'.`V i;c _yf W <i< LU 31 il "�' • (169) "r; 6 '^ `76th 16 i • Y.Aiiii...........:•:".. 4. ___i___.,0%-8-.._ _. . __ 4\ a 521 ...1' t .,BOE/NG Longacres Office Park Surface Water Management Project fi xcavated Material Haul Route s II irir ;' ; .'1: f _ • . • O PROPOSED LEGEND „, N n MOUNT RAINIER GRID; II III 1 . 1 / - • _-__,"„,).). . i�� Nr , Cj ICED jLLDER�rCEDAR �(` ,�' I �1�tJD/1ME7LAND SUFFER: (EIEV. 11.0 TO 16.0) BLDG. 2S•Ol - .\ tIUNOERS'TORY TREES > 0. _ BLDG' 25.20 ! = HIGH SHRUBMAPS I. T. r 4 r'I . '• / r O 4 . LOW SHRUBS — r i-,� 1 �� " �-, .I .eg II,, r �. ' GRIlSS6/GROUNDCOVERS/FERNS '\i'Di' a�... 10.0FORESTED TO 11 ) r • II UNDERSTORII'�TR�� A r LHIGHOW SHRUBS cs., . 7 r:; .�• J ). / z i Low SHRUBS r .. ^ .� GRASSES/GROUNDCOVERS/FERNS ''' . +.. r • l .......• - -• c,r. scae/SHRUB wETAND; (ELEV. 9.0 To 10.0) . ...,-.....(:f.) lezi . itooritub.,, v : i ' • I, . •, - -• • . •---',•• . r HIGH SHRUBS WETLAND GRASSES .) v t ► �`- • • Q' �o , •r• +„ EMERGENT WETLAND; (ELEV. 8.0 TO 8.0) r • ��,• • _• �'J ! ' .1 • : � W (rt— �n '� ; it , C} •d ��` ' 4} 1 ' r er; , •-• ":, - q.,' :-,,,,45. 7' ..(' / ,,-- - ,.. -- ,, _. . . .2.._....,, „ J, / / -' /,/_.\jt \`� r^ 1��• a=�mlauf ,�aa...,\, >y� "� .,., .`1 AREA DISTURBED BY NEW CONSTRUCTION �-' ; • i ' ii7/,'J �: ,1 ', y.i Jr-A4e.in., !r•'-tii� ' • r'1'`- ) ', •''; `; HYDROSEIDWG 6 - ,,,,, 'N,‘N.,-,'\•I ‘. ..:-.'....'•; .' '. nc, •-' -.1k-'•71%• %NV' • '' r /// • " Is;• ��r ECT LIMITS 7 ' 1 ! .>-•0 st 1, +#E� r •' , f 4e <•� a •�/(., M(t AREA ' �' �'•_ �'•, ;! i ';'r'• r \ Ate►►)'-. ;°"�'ZA ;,p:• '' z:;� i ' •',` , NS�TRUCi1O!� =1 �o I \ }.- I `ili' \ ��$�s: �a� \"y11i..j)s;,�'4fllfl,/r ,'-`,.:)� �pQ Fri ' t�i `: • -_ • • � I! ';,': ` F"` ' TREATMENT', ��. r. „t , . a .:�,\ •� POND •'\ �' r,�' CSTC LANDSCAPE i, : PRaEcr ulMrrs I .,,,,J . z; .+r4- -0140 ,,- ��`►`,1, • 6� ':;\� ., .. . . ...�••• T -, ,- - ' r+ .. ''•• 11 I:' (UNIT OF AREA ':�'�bt 3•i■' • /.. I • (��f'I tfi, A. v .t+b v �. .. ' — 11y - BISTURBm eY �l �'� � '.. a, 'fig G� � .h • fi' - r, '`(; 1... /' ,''' CONSTRUCTION) _: �' 'M . 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INT ' ODUCTION 611 1.1 Project Description 6'' 1.2 Summary of Wetland Impacts, Avoidance, and Compensation 6�'I 1.2.1 Wetland Impacts 6;' 1.2.2 Wetland Impact Minimization 9 1.2.3 Compensatory Wetland Mitigation 9'i ' III 2. WE LAND REGU ATIONS 9'I ' 2.1 U.S. Army Corps of Engineers 9'1 2.2 State EnvironImlental Policy Act 9III 2.3 City of Rento I 10'I il 3. CONCEPTUAL MITIGATION PLAN 10I1 3.1 Goals, Objectives, and Design Criteria 16 3.1.1 Goals I 1011 I 3.1.2 Objecti es 10' 3.1.3 Design Criteria 16 3.2 Planned Habitats 13'I 3.2.1 Open Water Pond 1511 3.2.2 Wetpord 15,1 3.2.3 South Marsh' 15 II 3.3 Implementation Considerations 15r 3.3.1 Construction and Planting Sequence 16iI 3.3.2 Sources of Plant Material 17° 3.3.3 Soil Al endment/Topsoil 17.', 3.3.4 Construction Observation1. 17I 3.3.5 Watenrig 19ii 3.3.6 Landscape Maintenance 19; 11 4. PE ' ORMANCE STANDARDS, MONITORING, AND CONTINGENCY 19 4.1 Performance Stiandards 1911 4.2 Monitoring 201 4.3 Contingency Plan 2111 5. LIM TATIONS OF THIS REPORT 2111 6. REF RENCES 241, 1 • i 1 Boeing Longacr s Office Park Conceptual Wetland Mitigation Plan i 8/19/98 I I 1 TABLE OF CONTENTS (continued) { Page i. List of Tables Table 1: Wetland Impacts and Proposed Compensation 9 Table 2: Mitigation Gals,Methods, and Performance Standards 111 Table 3: Proposed Plants for Mitigation 15 Table 4: Contingency Plan 23,, List of Figures Figure 1: . Site Vicinity Map 7,1 Figure 2: Site Wetlands 81 Figure 3: Conceptual Mitigation Plan Key Sheet 14' Figure 4: Conceptual Mitigation Plan Cross-sectional View A 1811 APPENDI•ES Appendix A: Jurisdictional Wetland Determination for the Longacres Office Park(1987 Manual) Appendix B: Longacres Office Park Existing Habitat Conditions and Wildlife Study Report Appendix C: Existing and Mitigation Wetlands • it I I Boeing Longacreis Office Park Conceptual 1 Wetland Mitigation Plan ii 8/19/98 SUMMARY Introduction The Boeing ompany is constructing the Longacres Office Park (LOP) in Renton, Washington (Township 23N, Range 4E, Sections 24 and 25). Because development of the Surface Water 1, Management Plan (SWMP) ror LOP will affect about 3.9 acres of wetland, a mitigation plan has1 been formul ed to achieve o net loss of wetland area or function. Currently, 14.8 acres of wetland are 1 cated on site. Construction of an office park would entail filling 2.1 acres of wetland.1, The mitigatio plan propose to create wetlands through excavation of existing uplands; restore disturbed or reviously filled ietlands,through excavation and replacement of exotic plant species. The final result would be 15.91 acres of wetland on the project site. Completed project wetlands will have greater functional value than those currently on site. The .164-acre LOP site is located on the former Longacres Park thoroughbred horseracing track site. The northernmost 51 acres of the original 215-acre racetrack site previously were developed as the Boeing Customer Services Training Center (CSTC). Wetlands on the CSTC were altered under the authority of a Clean Water Act Nationwide Permit Number 26 issued in 1992. Consistent w.th the preferred alternative LOP Master Plan that is the subject of an environmental impact state ent issued in 1994 by the City of Renton as lead agency, the Family Care Center (FCC) and B eing Commercial Airplane Group Headquarters (BCAGHQ) are presently under' construction n the LOP site Objectives Mitigation goals formulated t o achieve no net loss of wetland area and function have been'' developed to ffset the anticipated impacts of this project. In addition to meeting the requirements I of applicable regulations, these goals take into account existing topography, water sources, vegetation, s ils, and restoration potential for the wetlands; the appropriateness of various mitigation techniques; and the functions normally associated with seasonally inundated emergent marsh, scrub-shrub, and forested wetland systems. Based on ass, ssment of the sitie and the proposed development, the functions that appear to haven the greatest potential for restoration are water quality enhancement, stormwater storage, an wildlife habit t. The specific anal objectives of the mitigation plan are: (1) to improve the quality ofl water leavin the LOP and CSTC sites and entering Springbrook Creek; (2) to increase stormwater storage caps ity on the site; (3) to create, restore, and/or enhance habitat for wildlife; and (4) to, create an aes etically pleasing environment for employees and clients of the Boeing Company. Approach A four-phas approach was lused to develop a mitigation plan for the LOP site. Phase I was an, evaluation o existing site conditions. The evaluation consisted of the following: delineating; wetlands on the site (using the Corps of Engineers Wetlands Delineation Manual, Environmental'' Laboratory, 1987); conducting a comprehensive analysis of wildlife habitats and use of the site; ( and measurin of water quality and quantity on the site and in nearby Springbrook Creek. Phase II ass ssed the impact development of the LOP Master Plan will have on the wetlands, based on inf rmation gathered in Phase I. Wetlands that will be directly affected (i.e., filled) by Boeing Longacr s Office Park Conclep ual I' Wetland Mitigat on Plan ! 1 8/19/98 development,indirectly affec'Itil, and not affected were identified. This information was then used to evaluate impacts on the function of the wetlands and wildlife habitat. The third ph se of the project developed measures to mitigate for the impact on wetlands as a result of deve opment. The goal of the mitigation plan is to create or restore greater function to the wetlands tha was previousl',y present. Excavation of existing upland areas and replanting with wetland speci s will result inItlie creation of new wetland areas. A total of 5.0 acres will be created and restored bn the SWMP site. The mitigation plan (a portion of the overall SWMP)involves creation and restoration of 3.4 acres, of wetland on site and also includes an additional 1.6 acre of wetland landscape amenity created on the adjacent STC property in 1993. This 1.6 acre area on the CSTC property was constructed asp, wetland during construction of( the CSTC project, but was neither identified as, nor included as, part of the tigation wetland for CSTC. It is commonly referred to as the "reserve area." The created and estored wetla ides will result in a greater diversity of wildlife habitat through establishmen of diverse vegetation communities on site and maintenance of a corridor to connect offsite habita s. The creation of open water wetland ponds also will provide greater on site capacity for storm an floodwater storage. The final ph e of the plan assesses the results of the mitigation effort. This is accomplished by comparing t e existing wetlllands to those proposed, determining the vegetative and hydrologic characteristic that will be created, and comparing the functions of the predevelopment wetlands, with those o the wetlands created as compensatory mitigation. This assessment indicates that' wetland func ions created on site will be greater than those presently identified on the site. Evaluation of Existing Conditions Nine wetland were identified n the LOP project area in 1994. These wetlands within the SWMP project area ere redelineated and the new delineation was completed in 1998 (Shapiro and' Associates,I c., 1998). They are generally small depressions and drainage ditches within the lawn and open fiel' areas of the plojiect site. A complete description of wetlands and methods used toil delineate the is contained i?Appendix A. Wildlife use f the LOP site was assessed during three different seasons and consisted of both, visual obsery tions and trapping on site in 1993. Results of the wildlife habitat and use studies are found in Ap endix B. A cover memo to the 1993 Wildlife Habitat Report discusses changes in habitats on the site in the ensuing five years. Assess Imp cts Developmen of the LOP SWMP project will result in the fill of 2.1 acres of wetland and, restoration a d creation of 5.0 acres. Wetland impacts generally will occur in the central portions of the site an in the practice track. The large wetland in the southeast portion of the site (South Marsh) will of be affected 'by development and will be placed within a conservation easement.,'. Without miti ation efforts, the overall function of existing wetlands on site likely would decrease in the future as a result of piecemeal filling and disturbance from uncoordinated development oil the site and om continuing interruptions of hydrologic conditions. Such a decrease in wetlands, function wou d not meet the IgOal of no net loss, or the Boeing Company's objectives of increased' stormwater torage, water quality enhancement, and wildlife habitat diversity. It is for thesiI Boeing Longacr s Office Park Con leptual Wetland Mitigation Plan • 2 8/19/98 i I - I reasons that t e mitigation plan was developed to compensate for impacts on wetlands resultingj' from development of the SWMP. I Mitigation 'Ian Mitigation w-tlands will be expected to achieve a net gain in wetland functions within three years,' and to achieve substantially higher functions by the end of the five-year monitoring period. Mitigation of orts should result'in a substantial increase in wetland functions on the LOP site over, existing cond tions. 1 11 The followin descriptions o1 design criteria include the overall design objectives and designs, elements intended to achieve,the stated goals. Provision for Increased Water Quality Enhancement Historic use f the site has had a negative impact on water quality. Water flowing from the site] prior to recent development dild not meet state guidelines, as it had low dissolved oxygen levels, high fecal co iform levels, and high suspended solids content. Subsequent to recent development,, discharge wa er quality has improved. � I Several features have been included in individual building designs to reduce potential water quality impacts. Th se include the following: approximately twice the normal density of catch basins in; the parking areas; oil/water separation tees in the catch basins; catch basins located off-line; wet vault sedime t traps; and wet ponds' (Benson, 1993). After the water flows through the primary catch basin a d wet vault system, it is directed to the wet pond. Water then will flow from the wet pond to the itigation'area, through the existing mitigation wetlands on the CSTC site, and on to Springbrook reek. The propose SWMP will create the combined wetpond/detention pond necessary to meet water quality requi ements for future development on the site. The wetland detention pond mitigations will create or restore 5.0 acres of wetland that will provide tertiary water quality enhancement after' flows throug catch basins, wet vaults and wet ponds. Provisions f r Increased Stormwater Storage To compens to for wetland floss associated with construction of the SWMP, approximately 3.41 acres of wetl nd will be created and restored on the site. An additional 1.6 acres of wetland on the' adjacent CS C property (reIseHe area) will be included in the mitigation. (This wetland was; constructed s a landscape amenity as part of CSTC, but not as mitigation for CSTC wetland impacts.) T e created wetland and wetpond/detention pond area are designed to provide greater; stormwater s orage than currently exists on the site. The primary design components to increase stormwater treatment and storage include: (1)1' reducing flows to the existing piped outfall system; (2) detaining flows in the created, wetpond/detention pond system; (3) enlarging the existing CSTC pond; and (4) preventing ti untreated water from running ioffsite by piping runoff water from the site through the wet pond,I' and wetland system. These design elements will increase stormwater storage capacity on the sites' by 21 acre-fe t below flood elevation of 11.0 feet (Shutt, 1998). Boeing Longacres Office Park Conceptual Wetland Mitigat on Plan 3 8/19/98 ff j a Enhancement of Biological Productivity and Wildlife Habitat in Existing and Created Wetlands Another benefit of detaining w ter in wetlands is the establishment of a hydrologic regime more p favorable to wetland vegetation than the existing seasonal regime. Wildlife species associated with deeper, more ermanent water bodies are expected to use the enhanced habitats. Experience at the CSTC confi s this expectation. Although much of the surrounding area is developed, enough habitat appe s to exist to the north, east, and south of the LOP site to provide colonizing wildlife species. A gain in habitat value is expected because the proposed design will provide a greater diversity of etland vegetation and the establishment of buffer plantings. Because duration of inundation wi 1 increase, a hilgher incidence of species associated with open water should occur. The overall site layout will provide an open space and wildlife corridor, allowing mammals and passerine bir species to move between existing City of Renton wetlands south of the site and the i Springbrook i reek corridor. To increase wildlife habitat diversity and use, the mitigation plan will establish a plant community species comp sition, cover abundance, and cover structure native to the Pacific Northwest. The selected plant species are niv ate or naturalized plants frequently found in wetlands and uplands of the Pacific Northwest. Because the species indicated are not currently found on the LOP site, their I introduction is expected to increase the vegetative diversity of the site and improve wildlife habitat. Plant species have been chos'en for their adaptability to the anticipated planting environments and', for their commercial availability. Creation of ar Aesthetically Pleasing Design Aesthetics have been considered in this wetland mitigation plan. Wetland mitigation areas and buffers are to be a visual element of the overall LOP project. During development of the planting layout,consi eration was given to the appearance of the area, both initially (after construction) and as plantings nature. The planned plantings will be arranged to enhance the overall appearance of", the site and t represent plant communities native to the Pacific Northwest. Maintenance of the landscaped ar as is intended to minimize disturbance while maintaining the overall aesthetics of the site. Assess Resu is After mitiga ' n is complete, 15.9 acres of interconnected wetland habitat will exist on the LOP;'. site, not inclu ing the stormwater pond. Additional upland habitat will provide a wildlife corridor between sour marsh and the wetpond. Mitigation activities on the LOP site will serve as a wildlife corridor between theIC ty of Renton wetlands to the south and the mitigation wetlands on the CSTC sit . Mitigation will include the 1.6 acres of wetland reserve on the CSTC site. Five separate wetl nd habitat types will be created or restored, including open water, aquatic bed, emergent, sc b-shrub, and forested components. The wetland habitats on the LOP site will be; connected to the wetland habitats on the CSTC site. Mitigation activities on the LOP site in it Renton,Washington, will result in wetland habitats with an overall function greater than currently exists on the property. l I� r . Boeing Longacre Office Park Conceptual Wetland Mitigation Plan 4 8/19/98 iI Conclusion The developrnl ent of the LOP SWMP in Renton, Washington, will have an impact on existing wetlands. The mitigation plan developed to compensate for these impacts will result in greater; wetland areas with greater functional values than currently occur on the site. The plan also will satisfy the stated goals of enhancing water quality by increasing dissolved oxygen and reducing. suspended solids levels, increasing stormwater storage capacity on the site, and creating a diversity of wildlife habitat. A total of S.0 acres of wetland will be created, or restored on the LOP and. CSTC sites t• mitigate for the impact to 2.1 acres of existing wetlands. • I Boeing Longacres Office Park Conceptual Wetland Mitigation Plan 5 8/19/98 1. INTRODUCTION This report describes measures,designed to mitigate unavoidable wetland impacts associated with development of the Longacres Office Park (LOP) Surface Water Management Plan (SWMP). Activities pro osed to compenlsate for wetland impact include wetland creation, re-creation, and restoration. etland creation will be accomplished through excavation of existing uplands. Restoration ill include excavation and replacement of exotic plant species in existing wetlands. Some wetlands previously constructed on the Customer Services Training Center(CSTC site) (but not included as CSTC mitigatin) will be disturbed as part of construction of this project and then restored. In addition to compensating for wetland impacts as a result of development of the SWMP, mitigation activities fare designed to increase the extent and overall functions of wetlands on the LOP site. The increased wetland functions on site will combine with previously created and restored wetlands on the CSC site to the north. The proposed actions, and those previously implemented(at CSTC, will create a corridor linking Springbrook Creek in the north, to the City of Renton's mitigation wetlands,to the south. 1.1 PROJECT DESCRIPTION The Boeing Company is in the process of developing an office park on the southern 164 acres of the former Longacres Park thoroughbred horse racing track. The northern 51 acres of the original 215-acre property were previously been developed as the CSTC. In addition, the Family Care Center (FCC) and Boeing Commercial Airplane Group Headquarters (BCAGHQ) are presently under construction on the LOP. The LOP site is located in Renton, Washington (Township 23N, Range 4E, Sections 24 and 25) and bounded on the north by the CSTC, on the west by Burlington Northern Railroad tracks, on the south by undeveloped land, and on the east by several recent, development (Figure 1). Exilsting facilities on the site include the southern half of the former racetrack, a practice racetrack, sparking lots, the foundations of the grandstand and other ancillary buildings as well as the underconstruction FCC and BCAGHQ. Wetlands within the site were delineated and characterized.by Shapiro and Associates, Inc. (SHAPIRO) in 1993. Wetland boundaries were confirmed By the U.S. Army Corps of Engineers (Corps) in July 1993. Wetlands have subsequently been redelineated in 1998. Fourteen wetlands with a total area of approximately 3.9 acres were identified on the LOP site (Figure 2). In addition, the 10.9 acre South Marsh is located in the southeast corner of the site. These wetlands are described in the Jurisdictional Wetland Determination for Longacres Office Park (1987 Manual) (Shapiro and Associates, 1 98) (Appendix A). ' I Topography of the site is primarily flat. Microtopography includes a series of closed depressions, slight mound, and swales dissected with drainage ditches. The site gradually slopes down to the north and east. I 1.2 SUMMARY OF WETLAND IMPACTS, AVOIDANCE, AND COMPENSATION 1.2.1 Wetland Impacts Project impacts would include filling of approximately 1.9 acres of palustrine emergent wetland and 0.2 acres of palustrine scrub-shrub wetland on the LOP site. • Boeing.Longacres Office Park Conceptual Wetland Mitigation Plan 6 8/19/98 t © %' m EVERETT v ` SITE '33 • WASHINGTON SEATTLE \ GRN. BREMERTON�' V . `, ISSAQUAH RENTON I` • 'kv 9 AIRPORT�/ ";�,,; SITE 1. 167 �/ 'i • . " �TACOMA ` ..,-.-....„,'' .7.--------• , Nst.) E / • •OLYMPIA - FOSTER OLF _ "LINKS '� 1 ti. 900 �'• `1. Q , RENTON TUKWILA — RENTON ;a =�. — B/acK River SHOPPING``,, ;=: \ CENTER EARL( ON t, • •. f \ COURSE ` \ •"i TT DENT J L :,:'\7\; \ CSTC yirooa. .o. ,;i LONGACRES' icix O PARK/ .: : RENTON SOUTH �\? PROJECT CENTER P - SITE TUKWILA (rN a I 11 ! / , ; ____X i FIGURE 1 + . ' j /i, Site SITE VICINITY MAP (Approximate Boundary) NOT TO SCALE ®rr S I-I A P I R O BOEING 1998 LONGACRES , _, Sa ASSOCIATES, INC. 1981042 8/98 ! ; t I' /1 ' -� L` CUSTOMER SERVICES `l • _Ili_ INSWING 4 1' I Imo— _ ` � : - 1 ■ t '4• CUSTC�.MER ��� th • 1 , I '1■ SERVICE WE,1GfO0 SETTLING ECM `r9 I A TRAINING CENTER A � °� I, , 1 . A 34-1- - - , _ . m�� • '111:1.._1:- ...- ; ±_ - 'I1li i; I; 'I i'l II 1 S� II I I 'I il II y L 1 1 7 Hi "V' ,g m L !'i \.. .1.. `! Kb i- l' g• -H ll ' 12 \(1.1.. ,, . . I \Igo 13 r r Ka I / 1'1 iI. T i - - 1- r- —0'F-F-I-C.E-1_' (' ■ I I ----1i --t I If_ I it (PARK 1 1 • • 1 .... ^!i :� -_'South- I 1' Si '< ;-i - =Marsh ^,ram 1 \ i� ,..-.....,r r __- _., - -J; iI. 2 f1.1 II ! Is . FIGURE 44 ' E 2 LEGEND p, "'�-•"� Ditches R 0 300 600 CD Wetlands SITE WETLANDS ' Scale in F t ' � K S H P I R O BOEING 1998 LONGACRES Ea ASSOCIATES, INC. 198i1042 8/98 • l 1 { 1.2.2 Wetland Impact Minimization All appropriaite and practicable measures have been or will be taken to minimize impacts on' desirable existing wetland habitats. These measures include: (1) avoiding impacts on the: structurally complex South, Marsh in the southeastern portion of the site; (2) controlling sedimentation and erosion during construction; and (3) implementing a comprehensive wetland mitigation, mmnagement, and monitoring program to ensure both long-term protection of existing', resources an success'of mitigation efforts. 1.2.3 Compensatory Wetland Mitigation . I After mitigation activities are complete, 14.3 acres of palustrine open water, emergent, scrub- shrub, and forrested wetland will be created, restored, or preserved on the LOP site. In addition,' 1.6 acres of landscape amenity on the CSTC site will contribute to compensation for existing; wetlands lost on the LOP ;site. Excavation of existing wetlands and replacement of exotic, vegetation will restore approximately 1.8 acres of existing wetlands; 1.6 acres of wetland will be' created for a total of 3.4 acres on the LOP site. Impact areas and mitigation requirements by the' City of Renton are displayed'iii Appendix C. , I , Table 1: WETLAND!IMPACTS AND PROPOSED COMPENSATION I Existi' g wetland area o'n LOP site 14.8 acres Wetla d area to be filled 2.1 acres Wetl d area to be preslerved 10.9 acres Wetl d area to be created or restored on LOP site 3.48 acres Wetland reserve area'oil CSTC site 1.62 acres Total wetland area at project completion 15.9 acres Source: Sverdrdp Corporation, 19921. 2. WETLAND:REGULATIONS 1 . I 2.1 U.S. ARMY CORPS OF ENGINEERS Pursuant to t e Clean Water Act and through the Section 404 permitting process, the U.S. Army: Corps of En ineers (Corps) !hs been given responsibility to regulate the discharge of dredged or' fill material into waters of the United States, including wetlands (Federal Register, 1986). Jurisdictional extent of wetlands under Corps regulation are determined using the Corps of Engineers Wetlands Delineation Manual (Environmental Laboratory, 1987). In order to permit a wetland fill, the Corps requires that the following information be provided: determination of the; project need; an analysis of; practicable alternatives to the project and; a determination of the project's co liance with state environmental protection laws. Compensatory mitigation may be required for significant adverse impacts under Section 404 and the National Environmental Policy, Act (NEPA). 2.2 STATE ENVIRONMENTAL POLICY ACT I 1 The State Environmental Policy Act (SEPA), Chapter 43.21C RCW, was enacted to ensure that, environmental values, along with economic and technical considerations, are considered by state I Boeing Longacres Office Park Conceptual ' Wetland Mitigation Plan ! 9 8/19/98 I , and local government officials when making land use and other decisions. Under SEPA rules (WAC 197-1 ), measures may be required to mitigate identified unavoidable significant impacts. 2.3 CITY OF RENTON I I The City of enton's Wetlands Management Ordinance requires a wetland delineation report, prepared in accordance with the Army Corps of Engineers Wetland Delineation Manual, (Environmental Laboratory,;1987). Also required is an assessment of wetland functions and an' assessment of the impacts on wetlands of a proposed project. If a proposed project would involve construction in wetlands, the proponent must discuss why avoidance or minimization is' impractical or would cause a hardship. In addition, mitigation measures and prescribed' replacement ratios to compensate for wetland losses must be followed. 3. CONCEPTUAL MITIGATION PLAN 3.1 GOALS, OBJECTIVES, AND DESIGN CRITERIA 3.1.1 Goals Mitigation goals formulated to achieve no net loss of wetland area and function have been! developed to offset anticipated impacts of this project. In addition to meeting the requirements of applicable regulations, these(goals take into account existing topography, water sources, vegetation,; soils, and restoration potential for the wetland; the appropriateness of various mitigation' techniques; and the functions normally associated with seasonally inundated emergent marsh,, scrub-shrub, and forested wetland systems. 3.1.2 Objectives The Boeing Company proposes to create or restore 5 acres of wetland habitat on the LOP and adjoining CSTC sites to compensate for the loss of 2.1 acres of wetland area. In addition, 10.9; acres of South Marsh would!be preserved with a conservation easement(see Table 1). Based on SHAPIRO's assessment of the site and the proposed development, the functions that appear to hate the greatest potential for improvement are water quality, stormwater storage, and' wildlife habitat. The specific objectives of the mitigation plan to be achieved within 5 years are: (1) to improve the quality of water leaving the site and entering Springbrook Creek; (2) to increase storm water torage capacity on site; (3) to create, restore, and/or enhance habitat for waterfowl,' passerine birds, small mammals, and raptors; and (4) to create an aesthetically pleasing environment for clients and employees of the Boeing Company. Based on exiting experience, on the CSTC, site mitigation wetlands would be expected to achieve a net gain in wetland functions within three years, and to achieve qualitatively higher functions by the end of the five-year monitoring period. 3.1.3 Design Criteria The following descriptions :of, design criteria include the overall design objectives and design elements intended to achieve the stated goals. Table 2 contains a list of the design objectives, Boeing Longacres Office Park Conceptual Wetland Mitigation Plan 10 8/19/98 ' i I elements desi:ned to achieve these goals, and the standards by which success of the elements will;' be evaluated. j ' I Table 2: MITIGATION GOALS, METHODS, AND PERFORMANCE STANDARDS I, Goal Method of Achievement Performance Standard No Net Loss •f j Excavation of 1.6 acres of 5.0 acres of wetland on site at end Wetland Are existing upland, excavation of of 5 year monitoring program. 1.8 acre existing filled wetland. 1.6 acres of CSTC landscape amenity converted to wetland mitigation. Water Qualit Enhancement; Construct wetpond to provide Water leaving the LOP site and settlement for post-LOP entering Springbrook Creek will • development wet pond. meet or exceed state Class A standards. Increased Storage Capacity Grade site to provide 21 acre-feet of live stormwater additional storage volume. storage capacity below elevation of 11.0 feet. Enhanced Wildlife Habitat f Excavate ponds; increase edge 1.4 acres of permanent open and refuge areas;replace wet water less than 6 feet deep; 1.0 pasture with aquatic and acres of aquatic bed habitat; and it emergent species; and provide an increase (in quantity and type) interspersed native forested of native wildlife using site. and scrub-shrub plantings. Aesthetically Pleasing Plant a mixture of upland and Woody vegetation>_20% cover Design wetland grasses, herbs, shrubs, and trees. after 1 year, >_30% cover after 2 years, and>_40% cover after 3 years. Planted herbaceous vegetation>_ 15% cover after 1 year, >_30% cover after 2 years, and 100% cover after 3 years. Seeded emergent (grasses) vegetation area cover>_70% afters 1 year, 100% cover after 2 years. 80 % plant survival is expected. Provision fo Increased Water Quality Enhancement Historic use of the site as a horse racing track has had a negative impact on water quality in nearby Springbrook Creek. Historically, water flowing from the site has not met State guidelines with,' regard to dis olved oxygen levels or suspended solids content. Boeing Longacr s Office Park Conceptual Wetland Mitigation Plan 11 8/19/98 I . The Stormw ter Management, Project is intended to provide the total wetpond area necessary to', serve future development of the LOP site as described in the Master Plan. The SWMP includes, construction of all wetland mitigation to compensate for wetland impacts. As development of the LOP site is implemented over the next 15-20 years, additional stormwater facilities will be constructed o serve buildings, roads, and parking areas, but no reconfiguration of the wetlands, will be nece sary. il P Water quali is enhanced in wetlands and wetland ponds because the increased surface area and residence ti e allows for an increase in pollution-removing processes. The project will entail creation of a open water wetl nd where one presently does not exist. I An aeration system will be installed in a portion.of the wetland system to provide additional, dissolved ox gen immediately after construction and during periods when there is low dissolved oxygen leves. It is estimated that dissolved oxygen levels would begin to increase immediately after construction but it may require six to nine months to achieve the goal of 8 mg/1 of dissolved oxygen. Wih the aeration system, dissolved oxygen levels will increase to more than 8 mg/1 soon after installation (Benson, 1993). II 4 In addition t the wetpond the proposed mitigation would create.3.2 acres and restore 1.8 acres of wetland that would perform as water quality enhancement areas. The proposed wetland mitigation area is desig ed to work in conjunction with the existing water quality enhancement areas on the adjoining C TC site to ensure that water entering Springbrook Creek from the LOP site meets or exceeds stat Class A standards. Provisions for Increased Stormwater Storage In order to c mpensate for wetland losses associated with construction of SWMP, approximately 5.0 acres of wetland would be created and restored on the site. The 3.4 acres of created and restored wet and area in the northern portion of the site, along with 1.6 acres on the CSTC site, is designed to rovide greater stormwater storage than currently exists on the site. The prim design com oients to increase stormwater treatment and storage include: (1) reducing fl ws to the existing piped outfall system; (2) detaining flows in the created wetpond/det ntion pond system; (3) enlarging the existing CSTC pond; and (4) preventing untreated w ter from running offsite by piping runoff water from the site through the wet pond and then thr ugh the wetland system. These design elements will increase stormwater storage capacity on a site by 21 acre-feet below flood elevation of 11.0 feet. Provisions or Enhanced Wildlife Habitat Another be efit of detaining water in wetlands is the establishment of a hydrologic regime more favorable to wetland vegetation than the existing seasonal regime. Waterfowl species associated with deeper, more permanent) water bodies are expected to use the enhanced habitats. Although much of the surrounding area is developed, enough habitat appears to exist to the north and south of the LOP ite to provide colonizing wildlife species. A gain in habitat value is expected because the proposed design would provide greater diversity of vegetation and the establishment of buffer plantings. Because inundatil n would increase, a higher incidence of species associated with open water should occur. Monitoring of the CSTC wetland mitigation, which has served as the prototype fo this project, has shown a substantial increase in water fowl population and diversity. Boeing Longac es Office Park Co Iceptual Wetland Mitig tion Plan 12 8/19/98 1 This design also would maintain a wildlife corridor, allowing both mammals and passerine bird species to move between existing City of Renton wetlands to the south and the Springbrook Creek corridor. The wildlife corridor(would provide nesting and foraging opportunities for passerine bird species. To increase wildlife habitat diversity and use, the mitigation plan will resemble plant community species composition, cover abundance, and cover structure native to the Pacific Northwest. The selected plant species are native or naturalized plants frequently found in wetlands and uplands of the Pacific Northwest. Because the species indicated are not currently found onsite, their introduction is expected to increase vegetative diversity and improve wildlife habitat. Plant species have been chosen for their adaptability to the anticipated planting environments and for their commercial availability. Provisions for an Aesthetically Pleasing Design Aesthetics have been considered in this wetlands mitigation plan. Wetland mitigation areas and buffers are to be a visual element of the overall LOP project. During development of the planting layout, consideration was given to the appearance of the area, both initially (immediately after construction) and as plantings mature. The planned plantings will be arranged to enhance the overall appearance of the site'aI d to represent plant communities native to the Pacific Northwest. 3.2 PLANNED HABITATS After mitigation is complete, 14.3 acres of wetland habitat will exist on the LOP site (Figure 3). Mitigation activities on the LOP portion of the property will be connected to the mitigation wetlands on the CSTC portion of the property to the north, and will include the reserve area of 1.6 acres on the CSTC site. Four separate wetland habitat types will be created or restored: emergent, scrub-shrub, open water, and forested. Plantings of trees and shrubs s',uitable for wetland conditions will take place during the late fall to early spring period immediately following construction. Species will be placed to provide shading and structural diversity within', the wetland area. Overhanging vegetation will provide a good source of org1nic debris for aquatic life, help moderate water temperatures, and eventually provide cover for wildlife preferring wet forested and scrubland habitat. An assemblage of native plantings has been selected based on their known and reported value as food sources for wildlife, and their aesthetic appeal. As listed in Table 3, emergent wetland plantings include common spike-rush, small-fruited bulrush, slough sedge, dagger-leaf rush, and false Solomon's seal. Seeded, grasses would include tufted hairgrass, red fescue, rice cutgrass, mannagrass, and Western reedgrass. Tree species to be planted would include black cottonwood, red alder, and western red cedar. Shrubs would include red-osier dogwood, clustered wild rose, red elderberry, snowberry, and;Indian plum. Direct planting in areas of standing water in excess of one foot is impractical. Listed species will be planted on the margins of standing water and in water up to one foot deep, and allowed to colonize and spread as their water tolerances permit. This strategy will eliminate the need to plant the entire wetland area and will increase the success of plantings, since young tubers, shoots, and plugs would not be expected to endure the initial stresses of submergence. Boeing Longacres Office Park Conceptual Wetland Mitigation Plan 13 8/19/98 f ;,:,/ I. i j t `If I LI__ rm—NP1--'-"" ..-------- [Lit �f` ,r'';' I 0 I" I PROPOSED LEGEND I _ !�/:/ / f. i': .1 TRFF�ON JNT RAINIER GRID; yi-= = = _ -== ':_ � / 11_ ;L E� I h + SOUUIXL WESTERN RED CEDAR COTTONWOOD 1 L I r • 'NI _ _= _- ~ -__ - _ z= o _ RED ALDER - 1 Ir /7.4 1 I ---_- ---- _ - f UNDERSiORY TREES BLDG. 25.01 • :f �' /` ' �. 0 i-1 BLDG. 25.20 ` �. VINE MAPLE • _` HIGH SHRUBS f/ �i(. , r I l=1 LOW SHRUBS nl J/;._-\ 'N V 1! 6 i ; GRASSES/GROUNDCOVERS/FERNS , : / 1 i ;I -` Ji i { ' ' FORESTED WETLAND; (ELEV. 10.0 TO 11.0) • :' • NDERSTORY IkFF\ --�— HIGH SHRUBS /-----c-1 / i_•' GRASSES/GROUNDCOYERS/FERNS T L _-..-..._ __- \ -- _ _ _ - r SCRUB/SHRUB WETLAND; (ELEV. 9.0 TO 10.0) i i • I HIGH SHRUBS ' \ �� f`:• ',n Low sHRues • ...11 .� \•,,,,.. ._..v.•,:st ;' A.* ' �;: WETLAND GRASSES % y ;� i• .t': {. '•,. Fldf�tFYL wria min. (Euv. ao To 9.0) 1 / ♦Y \ 11 , - (•%S{i•••.x.,;: WETLAND GRILSCF<' /' \`l; \ \\•` j• ,, { ` ,v %�r• 7 FLOATING AQUATIC WETi ANQ; (ELEV. S.S TO a0) / . i �\ •• .v.:.'`•'•`•�.• `-a.5••,,:r•A. FLOATING IWWTiCS / / } i" % •• (•:' ;,... ``• _ OPEN WATER WEn1WD; (ELEV. S.S-) •i . • / '.. \;••;` 'I • NO PLANTINGS - I r ! -' % /' i _-• _•\':` ` ', '.;!I��74.1% • ,OO�.i♦�OO•4* '�.. - ▪ • - NEW CONSTRUCTION :;..'t - ••• ...."_.•, AREA DIOSEEDI D BY O • / / �j `-� ,, ?.1:•'`Y�••j, R HYDROSEEDING / ' / //// \\-�` a ::?{:.�.:...;E... - �OA�O.a,' mot,. f / ,/ :,ice-.''.;-,.'•:•.,:' t :::;,:: .,:. . ii i.• � vim:I�? • ••.. �i...• Y �t r• LIMTT OF AREA ://i t,,\ ,1 C::-�.::::.:-:••::i::::n. / d e 0• '•'t' • LSTURBED BY r F/ii i' "r.• .r >< :; i k€ ` 4♦♦♦ ":: CONSfRUCT10N) i/ •' • 'i • I. _ 1 !t;r{ \. `:'I•, '3,,;i; •;cfi;:-• r �,•'s f♦�lF.. .�,y - ,:; 1( ..... r=w=..... . O TER .t� .... . ti ST RMWA ,r I�I I I :1. 4 � J,• 1 j it �' `i, '� ,I, ;.:,...rr .: ....:.... �::ti _,;� TREATMENT POND _ K r• � i • ��+t M•i• E :r tiia., ,.. I♦ I I♦ 'e e•r, v•. t'r...- • • - 'y, ..r: APE :_�:. ..... . .. • �. . ..r,.:•••. LANDSCAPE PROJECT LIMTTS •,. -,: .•� _•,ry C LA ::. . s. •II ii . 7• •Y`. N l • 7'AREA il' . r t uMTr of •-h 1 I 'X _, / s DIS TURBED .I" .� '• `N G •S moo• 'i. M� i r •CT10N { I s s:./ '.fir?�'%'.�$?`?::•:. 1 a •' . • ] I '4'tc2�:':i:4::: � , i, "i !!:; j ;{'�:'-'.III �. •-�� /. i , I i I I 1 t d .y / — — {.:1 PROPOSED .I j ::��„ rT :;:.:;o, >:: ::f,I r.k EXISTING • «_AI , :y:0::� o• �� ,.. I / ' ���������<���:.:. ram // ..I .r- 1 • r• I ... :..:. j. ._. � :N: P(3ND: `:_" • ��;' :'Ale .,� .• ss...,,:.::: .r -- = MAIN POND ...._ .... . .MAT... .. ... _.. __...:: o/ r • • Ig 11 l.. • • • /// //lam/ :•:8 ::::*:':-::: ---- omkimi ...-..#12::::Le. ..,;‘..::.;:- r I •,'gym•-a.,:. 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DISTURBED BY //� . ..- • • - - CONSTRUCTION) /1 a ' f=i • ti — • 1 --�'R�RBET}Bl� -_----- -�. CONSTRUCTION) .. .-.-. WETLAND-MITIGATION-AREA--STORMWATER TREATMENT AREA - _ — -- —o - eo i zo' i so' BRUCE ., : , . _ , DEES& •••., • • , : ; ...„...,............ o 7o' tao' 2io' C �1 ASSOCIATES ,... , .: . • GRAPHIC SCALES ai y,y RFA9tl1 Br APPROVED 0.0E m REVISOR 9Y APPROVED 617E DCCDEPT ANI ACCEPTABILITY 'CHEIEI URAWN 0'722.99 _-- T REVISION SfYBOL DATE ltS il Z)i_Air42rAErAriff SPECIFICADON IS APPROVED wu :::: . . FIGURE 3I ai — ® nPPNWEO Br DEPf. WTE CHECKED A.BDEES PRELIMINARY LANDSCAPE PLAN ' 979121-00 � A➢PRWED APPd CIVIL MASTER LONGACRES OFFICE PARKIN"•"'" 25.YD , --I — 3.2.1 Open Water Pond The newly created open water pond in the northern portion of the LOP site will be connected to the open water mitigation wetlands on the CSTC site. This portion of the mitigation area is expected to provide for water quality improvements and increased stormwater storage. Open water habitat will not be planted. Aquatic lied plantings around the edge of the open water will include both white and yellow water lilies. ;Maintenance activities to remove invasive or weedy species from these areas may be necessary. 3.2.2 Stormwater'Pond Immediately south of the wetland mitigation area will be a stormwater detention and water quality enhancement pond. The pond has been designed to meet the City of Renton's standards for stormwater runoff detention and water quality. While not being used as wetland mitigation, it will be landscaped similar to the wetland mitigation area with open water, floating leaved, emergent scrub-shrub and forested components. While serving a water quality function, the stormwater pond also wi# provide wetland habitat and serve as a portion of the wildlife corridor, linking South Marsh with the wetland mitigation area and CSTC wetland mitigation area. 3.2.3 South Marsh The 10.9 acr South Marsh located in the southeast corner of the LOP parcel will not be disturbed as a part of this project. South Marsh will be maintained in its present character. A conservation easement will be imposed upon South Marsh. 3.3 IMPLEMENTATION CONSIDERATIONS This section presents techniques for implementing the mitigation. The following descriptions augment the detailed technical,specifications that will be placed on the final grading and planting plans. If followed as specified, implementation techniques described below and on construction documents will provide a foundation for successful plant growth in mitigation areas. Table 3: PROPOSED PLANTS FOR MITIGATION Botanical Nahne Common Name Trees Acer circinatum Vine Maple Alnus rubra Red Alder Populus trichocarpa Souixland' Souixland Cotton- wood Thuja plicata Western Red Cedar Shrubs Wetland Cornus stol Inifera Red-osier Dogwood Crataegus doIuglasii Douglas Hawthorne Lonicera involcrata Black Twinberry Ribes lacustr,e Black Gooseberry � s Boeing Longacries Office Park Conceptual Wetland Mitigation Plan 15 8/19/98, I � I j Table 3: PROPOSED PLANTS FOR MITIGATION (continued) Botanical Naine Common Name Shrubs (coninued) Wetland (continued) Rosa nutkana I Nootka Rose Rosa pisocarpa I Clustered Rose Rubus spectabilis Salmonberry Salix scouleriana Scouler Willow Spiraea dougilasii Douglas Spiraea Upland Amelanchier alnifolia Serviceberry Corylus cornuta Beaked Hazelnut Oemleria cerasiformis Indian Plum Ribes sanguinium Red Flowering Currant Rosa nutkana Nootka Rose Rubus parvilorus Thimbleberry Symphoricarpos albus Snowberry Emergents Carex obnupta Slough Sedge Deschampsics caespitosa Tufted Hairgrass Glyceria elata Tall Mannagrass Juncus ensif lius Dagger Leaf Rush Juncus oxymeris Pointed Rush Leersia oryzo des Rice Cut-Grass Potentilla palustris Marsh Cinquefoil Scirpus acutus Hard-Stem Bulrush Scirpus ame r icanus American Bulrush Scirpus microcarpus Small-Fruited Bulrush Aquatics Alisma plantago aquatica American Water Plantain Brasnia schreberi Water Shield Polygonum amphibium var.'stipulaceum Western Ladysthumb Sagittaria latifolia Wapato • Groundcovers and Ferns Athyrium filtx femina Lady Fern Festuca rubra Red Fescue Pteridium acuilinium Bracken Fern Trifolium repens White Clover Source: Peter, Walker, William, Johnson and Partners, 1994 3.3.1 Construction'and Planting Sequence Planting between late fall and!early spring is recommended to take advantage of the availability of bare root plant material and seasonal rains. Summer planting is not recommended but may be Boeing Longaci1es Office Park Conceptual Wetland Mitigation Plan 16 8/19/98 allowed, depending on the availability of plant material, the ability to irrigate plantings, and the presence of acequate moisture in areas to be planted. Wetland creation will involve excavation of existing upland areas. Where wetland restoration is to • occur, material will be removed from the wetland. Wetland soils will be stockpiled for use in newly created wetland areas. In adjacent buffer areas, soil will be sloped from the upland to the elevation of the wetland. A description of earthwork will be contained in the final grading plan to be produced by Sverdrup Civil, Inc. After completion of earthwork, both wetlands and buffers will be revegetated according to the detailed planting plan to be prepared by Bruce Dees and Associates. After all wetland plants have been planted, mulch will be placed around root zones to conserve soil moisture and inhibit weed groiwth. The specified seed mix will be applied by hydroseeding or broadcasting 'n the areas shown on the planting plan, including areas damaged during construction activities. Following construction, plantings will be irrigated as necessary until the start of seasonal rainfall. In the event that new herbaceous cover is not well-established by the end of the growing season, mulch, fabric, or other material will be applied to control potential erosion. Cross-sectional views of representative upland, buffer, and wetland habitats are shown in Figure 4. Location of the cross-sectional view is identified on Figure 3. I 3.3.2 Sources of Plant Material All plant material is to be supplied by commercial nurseries or an agency-approved plant salvage program. Plant substitutions may be permitted only by a project biologist, mitigation specialist, or landscape architect, and the permitting agency; substitutions will be based upon plant availability. 3.3.3 Soil Amendment/Topsoil Soil amend9 ent is proposed for the individual planting holes of woody species and will include fertilizer tablets and organic additives such as composted vegetation. Topsoil will be used in any area with ex'osed subsoil and will be incorporated into the top 12 inches of existing soil. 3.3.4 Construction Observation A wetland biologist authorized by The Boeing Company will be present on the site during various stages of implementing the mitigation and landscape plan. This will allow for necessary field adjustments and for careful observation and direction of planting operations, which is particularly important to the success of wetland plantings. Phases appropriate for field input from the representative include the following: (1) approval of subgrade and spreading of topsoils; (2) approval of all plant material and final planting locations prior to planting; (3) planting of emergent marsh, tree, and shrub species'in wetland and buffer areas; and (4) final inspection and approval of the mitigation area. Boeing Longacres Office Park Conceptual Wetland Mitigation Plan 17 8/19/98, ——___-.ln— - --q== _ -- Q �- - UPUND/WEILAND _ VEGETATED WETLANDS : OPEN WATER : VEGETATED WETLNDS - UPLAND/WETLAND 0 BUFFER (25'MN) (ELEV. 11.0 - 5 5) DOSING (ELEV. s s - 2.0) (ELEV. 5.5 - 11.0) BUFFER (zs•M1N.) LANDSCAPE _�- lPALUSTRINE AREA I f _ FORESTED (PFO) PALUSTRNE PAL SCRUB (ELEV. 10.0 - 11.0) (PSS) _ (PEN) $ (PA8) _fALUSTRNE AQUATIC (PAB). EMERGENT (PEW. ' (ELESHRUB V. 9 0{ 17.0) g P P • ---_ (ELEv. 5.5 - a0) (ELEV. a0 - 9.0 , .. 'i- i‘‘"7. /ij 4-"Pi4 773-A 7j fi:ri.5 Li re%'r?P 11''): I 5 Li tr‘f 20 t . . . . . . .tom 1 20 • 4. . 75 *+� '7 i — • h705i1NG GRADE—.� — • • • v r..r'_ `• ..' r'� 15 10 .• '�r_.I - +:' _ "'1', rar tv, w .;'° - _ - r,l �.,t. _ _,►LULTT? ) .)_titld• . • -.5:.. _ ,- F-e_'r -re--... -G�'`: :T .nTQ,:\,. .n 1"15i11"it,. - :ti.�..,_��..ih_....- _--�_.r..._ .n: .1. �.t ,. tati. �.)F:iA1'��r:Yr"•.1'h .:ter+ - -ice.•,-d - - .— wA. • . '�t•_-1i... I_ I. :..'::: ,•� L,?�... - cif=.i:_ ,_�.. ice. ......... ... • Y�_.. :.POND'BOTIOIA"ELEK�2 _�cr5. 5 0 • r". �� =1_.._ , . - .-_ . . ' ^_cL.-:S.-r'LiV,_±��a:='L:L•:�L .I�_r.:SS-i� 'u 0 • • . . . . . O CROSS SECTION VERTICAL SCALE GRAPHIC 0 10• 20' 30' �� 0 20' 40' 80' HORIZONTAL. SCALE • ----- — BRUCE . DEES& ASSOCIATES rn RBASIC14 It awxahv DATE m REV1301 Ir rrval® wt[ ACCEPTABILITY SJENSEN OltAWN �08 .98 � -- - - -- --- -- - .- . awmrt RNSCH SWIM arz 9 RON"1", I P.R134111 08 98 FIGURE 4 , g)t Lig i l'17 EZe I i r a LNOVRAN APPROVED BY DEPT. DA °I la LANDSCAPE CROSS SECTION '' 979121-00 xi III 1 1 i I 3.3.5 Watering 1 Planting should be scheduled during early spring or fall when there is generally predictable and adequate rainfall for serial months. It may be necessary, however, to provide supplemental water at the time of planting t'o ensure plant survival in wetland and wetland buffer plantings. Watering ( also may be necessary during drier months of the year for the first few years. 3.3.6 Landscape Maintenance Mitigation plantings are intended to offer enhanced habitat values in wetland and wetland buffer areas arid to create an aesthetic amenity. Only such maintenance as may be necessary to ensure I these objectives will be performed. Plantings adjacent to roads and streets will be maintained to allow safe passage of pedestrians and vehicles. Where mitigation areas abut property devoted to other uses,plantings will jbe maintained to prevent encroachment on the adjacent property. Upland buffer plantings!will be left in a natural state as they mature, except as noted above. Application of herbicides or pesticides within the wetlands or their buffers should only be undert I en after careful consideration of the potential impacts to water quality and then only to I, remedy an identified deficiency in the mitigation objectives. Invasive exotic vegetation (including, but not limited to, reed' canarygrass, Scot's broom, Himalayan blackberry, bull thistle, and Canadian thistle) is to be';removed from the wetland and wetland buffer areas and should continue I to be removed until desired vegetation has become established. More detailed maintenance instruct'ons will be contained in the site management plan. 4. PERFORMANCE STANDARDS, MONITORING, AND CONTINGENCY 4.1 PERFORMANCE STANDARDS 1 Increasied Water Quality Enhancement i Water quality at the wetland outlet to Springbrook Creek will meet water quality standards for a Class A stream. Waterdeaving the site will have fecal coliform levels less than 100 organisms per milliliter; dissolved oxygen will exceed 8 milligrams per liter, pH will be between 6.5 and 8.5, turbidity will be less than 5 turbidity units (NTU); heavy metal concentrations will be less than 0.32 micrograms per liter; and less than 10 milligrams per liter of oil and/or grease will be present. Provisi ns for Increased Stormwater Storage 1 The SWMP will detain I onsite the volume of stormwater produced by a 100 year/24 hour precipitation event, as required to meet the City of Renton's drainage code. 1_ Enhanced Biological Productivity and Wildlife Habitat Shrub canopy in scrub-shrub planting areas is expected to cover a minimum of 20% of the ground one yeaif after planting, 30% after two years, and 40% after three years. In forested wetland and upland buffer plantings, acceptable woody plant canopy cover for tree species in the tree layer and for shrub species in the Shrub layer will be a minimum 'of 20% by the end of the first year after planting, 30% after the second year, and at least 40% by the end of the third year. In herbaceous emergent wetland plantings, acceptable plant species cover should be a minimum of 15% after one Boeing Longacres Office Park conceptual Wetland Mitigation Plan 19 8/19/98 1 1 year, 30 o after two years, and 100% at the end of the third year. Seeded emergent vegetation (grasses) areas are expected to have at least 70% coverage after one year and to continue beyond the third year with approximately the same cover value. I Evaluati'n of the success of this portion of the mitigation will be based on expected cover percenta es and an 80% survival rate. These standards will be applied, as appropriate, at the times of yearlyi monitoring and may be modified (as approved by appropriate agencies) immediately after pla tings have been installed and baseline cover values estimated. I t Provisi s for an Aesthetically Pleasing Design While difficult to quantifyi aesthetic success of the project can be evaluated in regard to meetin g�1' the expectations of the designers and the project proponent. At project completion, the project should • represent a natural Pacific Northwest vegetation community in terms of species diversity and cover percenta es (as described above). 1 I 4.2 MONITORING i Mitigati Ln plantings will be monitored quarterly the first year and annually for the four years following construction. Such monitoring will use standardized techniques and procedures as I - described below to measure survival and growth of plant material and the overall success o f the 1 mitigation plan. Annual reports will be submitted to the U.S. Army Corps of Engineers and the City of Denton for review and approval. These reports will describe (and quantify to the 4tent possible) the level of sccess of the plan. The following will be considered in the monitring strategy: (1)plant species composition and cover values of vegetation in developing plantings; (2) development of appropriate wetland functions in mitigation areas; (3) actual survival rate of originall planted vegetation; (4) wildlife use; and (5) water quality and drainage control in' the wetland. __I Monitor'ng will determine if adequate plant cover has been established within the specified time period. Based upon experience in the field, an understanding of the growth rates of planted vegetati n, and environmental (growing) conditions on the site, it is possible to establish rel°tive growth performance standards for the plantings over the five-year monitoring period. In evaluati g the performance of plantings, and thereby the success of wetland mitigation, lant 1 canopy overs will be estimated and compared to the established standards of success listed above. Within ach planting community (e.g., aquatic bed, emergent, scrub-shrub, forested wet,,and, wetland uffer), permanent vegetation sampling points will be established during monitoring. These p ints will be located m areas representative of the community being sampled. Points may be randgmly located in iplant communities or located along specific transects, depending on site 1 conditiohj s and the judgmeit of the project biologist. To allow for plant growth comparisons from year to year, the same points will be used each year of the monitoring program. Color print photogr 'phs will be taken at each sampling point during each monitoring session to provide a visual re ord of vegetation changes. For each sampling point, tree and shrub species (if present) within a 30-foot radius around the point will be identified and recorded on a data form. Herbace us species within a 10-foot radius around the point also will be identified and recorded. All plan species, whether planted or introduced since planting, will be recorded in the order of dominance based on the relative percent cover of each species within the vegetative strata (i.e., tree, Boeing Lo gacres Office Park ConceptualII Wetland Mitigation Plan 20 8/19/98 I i I i ' I shrub, or herb layers) in which the species occur. Those with the greatest percent cover will be considered dominant. Wildlife use of mitigation plantings also will be monitored. Those species of birds, mammals, reptiles, amphibians, and invertebrates that are readily observable without trapping will be identified and recorded. 1Where possible, notation will be made of the kinds and locations of i habitats most used by each species. Notation also will be made of breeding or nesting activity, I particularly of bird species, in wetland or buffer plantings. Monitoring shall commence following review and written approval of the mitigation plan from the appropriate regulatory agency. Planting locations of species proposed on the mitigation plan have been selected based on ;anticipated hydrology. The success of plantings will depend on maintenance of anticipated water levels. Monitoring of hydrologic conditions in created and restored ,wIetlands will consist of observing evidence of seasonal inundation of wetland plantings. Monitoriing of hydrologic'. conditions in wetlands and wetland buffers in relation to observed survival, growth, and spread of particular species of planted wetland vegetation will help ascertain the effects of water table fluctuations on survival and the need to implement a contingency plan (see bel(Jw).• Water quality monitoring will be conducted on Springbrook Creek at the S.W. 16th Street bridge and at the wetland outlet"to the creek. Water samples will be collected and analyzed for the following constituents: temperature, pH, biochemical oxygen demand, chemical oxygen demand; dissolved oxygen content, electrical conductivity, nitrate, organic halogens, oil and grease, organic L carbon, phosphorus, and (suspended solids. Monitoring of water quality and quantity will be conducted by the project proponent or its designated agent. 4.3 CONTINGENCY PLAN 1 I Depending on data collected during monitoring of the completed project, it may be necessary to implement contingency measures to ensure that original performance goals of the project are met. These goals include expected vegetation cover, plant survival, drainage and water quality controls, and wildlife habitat improvement. These functions help define a viable wetland. Several factors, both man-made and natural, could have a detrimental effect on the success of mitigation wetlands. Table 4 lists the components important to wetland creation and enhancement, related factors'that may affect wetlands and buffers adversely, and contingencies to ensure success of the project., No ' contingency plan can foresee all problems and their solutions. In all cases, if a more effective remedy is identified, it will be considered. 1 5. LIMITATIONS OF THIS REPORT This report has been prepared for the use of The Boeing Company. In preparing this report, SHAPIRIO used information contained in site development plans that were current at the time of report preparation. Recommendations made herein are based on information gathered in the field, information presented in previously prepared reports, and personal communications among SHAPIRO, Boeing, and other project consultants. Any proposed modification to site development plans that affects the proposed mitigation plan should be reviewed by SHAPIRO for i necessary adjustments to the mitigation plan. Prior to construction and implementation of the proposed mitigation plan, all appropriate regulatory agencies should be contacted to obtain the required permits. Boeing Longacres Office Park!Conceptual Wetland Mitigation Plan 1 21 8/1'9/98 I i Within the limitations of schedules and scope of work, work performed herein conforms to accepted standards in the field. It is our professional opinion that if the designs, recommendations, and impirementation procedures described herein are followed, the success of the mitigation '',plan will be ineasured in the establishment of the desired plant communities, wetland classes,; and wildlife habitats. I As-built drawings will be provided upon completion of project construction, landscaping, and mitigation, and prior to commencement of monitoring. I I I i il11 I � ' I 1 I I Boeing Longacres Office Park Conceptual Wetland Mlitigation Plan 72 8/19/98 Table 4; CONTI'NGENCY PLAN Wetland Potential I II Component Factors, Contingency Hydrology Insufficient Drought or lack of runoff from adjacent uplands could result in inadequate hydrology in mitigation wetlands. Depending on the cause of the problem, contingencies will include supplemental j irrigation in drier months during the establishment period and/or) reconfiguration of naturally occurring or man-made drainages to increase amounts of runoff into the wetlands. Hydrology Excessive After identification of the cause, excess water will be controlled by allowing increased site runoff through naturally occurring or man- made drainages. Hydrology Pollution The type and source of the pollutants will be determined and proper corrective measures established. These measures could include cleanup, biofiltration, or filter fabric fencing. Soils Erosion Causes of erosion will be identified, and remedies could include re- seeding, reduction of slope grades, and/or use of plant species with dense, strong root systems conducive to erosion control. Vegetation Competition from Invasive species will be identified and eradicated or controlled invasive species during the plant establishment period. Once established, native wetland species are able to out-compete most invasive exotic species. Vegetation Loss ' i Some plant mortality is expected. If applicable, contingencies for hydrology and soils described above may be employed. Care must be taken to match proposed plantings with onsite environmental conditions existing at time of project implementation. Vegetation lost as a result of drought or other unforeseen circumstances will be replaced to ensure an 80% minimum survival rate at the end of the monitoring period. Wildlife Plant loss Mitigation wetlands, their protective buffers, and stream buffers are Habitat Value designed to provide plant species that are high in wildlife habitat value. Hydrologic deficiencies, if present, will be corrected, and additional species may be planted. Other contingencies mentioned above may be applicable, depending on the cause of plant loss. ' I Disturbances Wildlife) Excessive predation and/or grazing could have an adverse effeci on the success of mitigation wetlands, especially during the establishment period. Depending on the disturbance, fencing will be placed around the perimeter of wetlands and buffers, or wire mesh cylinders will be placed around individual plants. Plant species may be substituted if predation control strategies are unsuccessful. Water Quality Below standard Open water portions of the mitigation wetland system are designed to provide water at the outfall to Springbrook Creek the meet or exceed state Class A guidelines. Water quality deficiencies, if present, will be corrected, most likely by increasing residence time of water in the system. If dissolved oxygen is below acceptable levels, a bubbler system may be employed in the open water pond portion of the system. Source: Shapiro and Associates, Inc., 1994 I � Boeing Longacres Office Park Conceptual Wetland Mitigation Plan 23 8/19/98 I I 11 1 i 6. REFERENCES Benson, J. David, November 1993. Sverdrup Corporation. Personal communications. 1 Environmental Laboratory„ 1987. Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-1, , U:S. Army Corps of Engineers Waterways Experiment 'Station, I Vicksburg, Missisippi. 1 Federal Register, 1986. 33 CFR Parts 320 through 330, Regulatory Programs of the Corps of E7ineers; Final Rule. Vol. 51, No. 219.00, pp. 41206-41259, U.S. Government Printing Office,Wshington, D.C. I Renton, City of, 1992. Wetlands Management Ordinance (Ordinance No. 4346). , I Shapiro and Associates, Inc., 1998. Jurisdictional Wetland Determination for the Longacres O ce Park Project(1987 Manual). Seattle, Washington. , I Shapiro nd Associates; Inc., 1998. Wetland Functional Assessment for the Longacres Office Park Project Renton, Washington. Seattle,Washington. Sverdrup Corporation, 1994. Longacres Office Park Hydrology Report. Kirkland,Washington. • I I 1 I • . • I 'I • , j I 1 I Boeing Longacres Office Park Conceptual Wetland Mitigation Plan 1 24 8/19/98 APPENDIX A JURISDICTIONAL WETLAND DETERMINATION (1987 Manual) 1 1 1 TABLE OF CONTENTS i Page EXECUTIVE SUMMAiRY 1 1 I. INTRODUCTION 2 1 I A. General Site Description 2 B. Wetland Definition and Authority 2 1 I II. OBJECTIVE 5 1 III. 17THODS , 5 -1 A. Literature Review 5 Site-Specific Investigation 5 , 1. Vegetation 6 2. Soils 6 3. Hydrology 7 4. Wetland Determination 7 IV. ESULTS 7 A. Corps of Engineers Method for Wetland Delineation Investigation 8 1. Vegetation 8 2. Soils 8 3. Hydrology 8 4. Wetland Determination 8 I, V. SUMMARY 13 VI. REFERENCES 14 I List.of Tables Table 1: Definitions of Indicator Status 6 List of Figures 11 Figure 1: Vicinity Map 3 Figure 2: Site Wetland Map 4 Figure 3: Data Plot Locations 9 Figure 4: Soils , I 10 i APPENDICES 1 Appendix A: Wetland iData Forms 1 I Longacres Office Park I Jurisdicti nal Wetlands Determination i 8/19/98 • EXECUTIVE SUMMARY In 1991, two wetland delineations were was performed on the Boeing-Longacres site in Renton by Shapiro sand Associates; Inc. (SHAPIRO). One 1991 study used criteria presented in the 1987 federal manual for the Corps and the other used the 1989 federal manual to meet requirements imposed by the City of Renton. Since 1991, several wetland areas have been filled and mitigated as part o.r site development activities, as authorized by issued permits. The purpose of this delineation, using the 1987 U.S. Army Corps of Engineers Wetland Delineation Manual and the 1997, Washington State Wetland Identification and Delineation Manual, was to evaluate wetlands previously identified under the 1987 manual within the main and practice racetrack infields and determine if the wetland boundaries have changed since 1991. Eight wetlands (A, B, G, El, I, J, K, and L) are contained within the study area. These wetlands have ben divided into sub-wetland areas for clarity and ease of discussion. On February 4 and March 18, 1998, SHAPIRO revisited the site for the purpose of performing a wetland investigation in the racetrack portions of the site as a result of changes in conditions at the site in the seven years since completion of the previous investigation. The results of this delineation show that portions of Wetlands A and B still exist and that areas impacted by development, have been mitigated. The north portion of the original Wetland 'B is contained within the mitigation area while the south boundary has moved north. Wetland G appears to be an emergent wetland perched on fill. Wetland H combines three wetland areas • previous y identified under the 1987 manual; HI, H2, and H3. H,is an excavated ditch within an old oxbow r mnant of Springbrook Creek. Wetland H2 is an emergent wetland within the old oxbow. Wetland H3 is an excavated drainage ditch with culverts located at the east and west ends. Wetland I combi es three wetland areas previously identified by the 1987 manual; I,, I2 and 13. II is an emerge wetland within the old oxbow. Wetland 12 does not now exhibit wetland characteristics and wo ld not be considered a wetland. Wetland I3 does not now exhibit wetland characteristics and wo d not be considered a wetland. Wetland J appears to be an emergent wetland perched on fill. W land K is divided into two sections; Ka and Kb. Ka appears to be an emergent wetland perched on fill. Wetland b is an emergent wetland located within a drainage swale. Wetland L combin s two previously identified wetland areas; L, and L2. L, is an openwater-emergent wetland contained within an old oxbow remnant of the Springbrook Creek. Wetland L2 is an unveget ted and excavated drainage ditch. The we land boundary and classification described herein are SHAPIRO's best professional opinion based on the circumstances and site conditions at the time of our study. The final determi ations of wetland boundaries and classifications are made by local, state, and federal jurisdict ons. L I I L i i Longacre Office Park Jurisdictional Wetlands Determination 1 8/19/98 I TRODUCTION l=_ A. ENERAL SITE DESCRIPTION The Bo ing-Longacres ''study area, located in Renton, Washington (Township 23N, Range 4E, Sections 24 and 25, W M.), occupies approximately 44 acres in the infield portions of both the main an practice racetrac}cs of Longacres Park. The study area lies south of Interstate 405, west of the V ley Freeway (State Route 167) and east of the West Valley Highway (State Route 181) (Figure ): The area south of the site is mostly open land. Springbrook Creek lies directly east of the pract ce track portion of the study area. This watercourse has been identified by King County as a Cla s 2 stream with salmonids (King County, 1990a). The top graphy of the main racetrack study area is relatively flat. The microtopography of the site includes a series of slight mounds, swales (H2, II, 12, and I3), drainage ditches (A3, HI, and 'H3), isolated epressional wetlands (G and J), and an isolated wetland abutting the CSTC mitig tion area(Fi ure 2). An elevated roadbed separates the main study area into two sections. This road runs sou hwest from the elast-central portion of the site. Thepra ice track infield stud area is relativelyflat with a slight down gradient slope (<5%) t o the i study g �' Q south an east. An excavated drainage ditch (L2) is found along the west inside perimeter or the racetrac . A drainage swale (Ka and Kb) is found along the south and east inside perimeter or the racetrac . An old oxbow remnant of Springbrook Creek (LI) is found along the north inside perimete�of the racetrack. The predominant vegetation community in the main racetrack area is a grass-forb community. A vegetati n community 'consisting of a mix of deciduous trees, blackberry, and grass-forb was found w thin the practice racetrack area. Standin water was observed in the following areas: A3,B,Hi,H3, Kb, and Li. B. ETLAND DEFINITION AND AUTHORITY Pursuan to the Clean Water Act and through the Section 404 permitting process, the U.S. Army Corps f Engineers (Corps) has been given the responsibility and authority to regulat the discharg of dredged or fill materials into waters and adjacent wetlands of the United Sates (Federa Register, 1986) The following definition of wetlands is used by the Corps and mther federal gencies for administering the Section 404 permit program (Federal Register, 1980, 1982): `Those areas that are inundated or saturated by surface or groundwater at a equency and duration sufficient to support, and that under normal circumstances • o support, a prevalence of vegetation typically adapted for life in saturated soil conditions." . In addition to the Corps, the City of Renton has its own wetland ordnance and mitigation requirements. ,1I Longacres Office Park Jurisdictional Wetlands Determination 2 8/19/98 • cA 1 r ©` wEVERETT F` D 1 .33 L •SITE p ` y 1 ' WASHINGTON :;. SEATTL"E <1 1I GREEN9�G •, :•.ri • `a ISSAQUAH BREMERTON 9 • RENTON r' ��' SITE AIRPORT; ' s} k �' II il '. Ail TACOMA I 1 ' \ /:,. 1 - • •OLYMPIA kOSTER .• iiio. lpr.\: GOLF.. \':; LINKS ," 900 '' RENTON RENTON•i;,t,4 — I I TUKWIL „,r^ \\ BlacKRiver SHOPPING ,-~ 1 CENTER ' J i : EARLINGTON. , _ \ COURSE ' _�' :FT DENT\CC P.,ARK141111r- CSTC N[ _____ i c::'::::::: '','^ Algt- 1 I< Wft . 2LONGACRES - 0 - 4' - .`3t > TOFFIGE� m - 7, .` k ? 1't PARK% ,,,a RENTON -_ .fix zC'3 F' SOUTH �. PROJECT CENTER 'P/! SITE TUKWILA I , ' NN.) / I ' i / . + 1 , FIGURE 1 i Site (Approximate Boundary) SITE VICINITY MAP NOT TO SCALE SI A P I R O BOEING 1998 LONGACRES III & ASSOCIATES, IINC. I' 1981042 8/98 1 I , j u ��G-, F . '' - r f ATDI.01SElMCES/ ~ MON°CENTER "CC (WIC) 1 , iII �_Tr • Srfi WOUND 2 j SETnre+POND 1! s9 .) 117 INS 1 I a I A 3 r . II.�I 11 \\ \\ .3 ��- 1 II III I;1i I I iI II • ,Tk I 1 l r II zt 1 — Q-G l t rr I �� O �I / t i/ 4,..., ,,i) 7 '-------------- E m 1 V ^ HI 9; i 3L 1 f 1I il L2 ' f H2 4 g Kb l r i I1 m ' �` ti ,,--�—H3 Pc ' IZ � • ‘ Ka 1 I I3k \ j r — ---�I I I I/ 11I j I I II 1 ;/Il , II 2 ■ 1-1 -Marsh = ^'Th .. FIGURE 2 1 LEGEND •"•�--•'•� 1 Ditches 1 0 300 600 CDWetlands SITE WETLANDS Sca ein Feet j1 i S H A P I R O BOEING 1998 LONGACRES I loilsos j b. ASSOCIATES, !INC. 1981042 8/98 • I II. BJECTIVE The pu ose of this study was to use methods suggested in the 1987 Corps of Engineers Wetl nds Delineation Manual (M1arlual), current Corps of Engineers definitions of regulated wetlands,'and the 1997 Washington State Wetland Identification and Delineation Manual (WIDM) to determine the prob ble change, if any, of wetlands delineated during 1991 and evaluate current regul tory I authority. rr i III. ETHODS i The anal sis of wetlands on this site was based on methodologies presented in the Manual'and WIDM, or im lementation of Section 404 of the Clean Water Act. Two levels of investigLion have be conducted for the analysis of the wetlands on the subject property: (1) a review'I and I analysis of existing site-specific literature, and (2) a site-specific investigation to adequ tely determin the presence and extent of wetlands. The methods used in each of these two task are describe below. A. LITERATURE REVIEW A review of existing information was conducted to identify any wetlands or any site characteristics that wound indicate wetlands on the subject property. Resource documents used for prelimibary review of the site conditions included(see Reference section for complete listing): • ity of Renton,Wetland Management Ordinance No. 4346 • hapiro and Associates, Inc., 1991. Jurisdictional Wetland Determination for Boeing- I ' ongacres Project. • .S. Fish and Wi dlife Service, National Wetlands Inventory. 1988. Renton, Washin ton S uadrangle. • SDA Soil Conservation Service. 1973 Soil Survey King County Area,Washington. • SDA Soil Conservation Service. 1987 Hydric Soils of the United States. 1 B. `ITE-SPECIFIC INVESTIGATION A Routi e Determination Vlethod(Corps of Engineers Wetlands Delineation Manual U.S. AiFmy Corps o I Engineers, 1987, pp. 53-69) and methods described in the Washington State Wetland Identifics tion and Delineation Manual (1997) were used to determine wetland boundaries when current s to conditions indicated a change in the wetland boundary . Representative sampling plots were established within the study area when it was determined the wetland boundary or regu'atory status may have changed. At each sample plot, vegetation, 4)ils, and hydrology field data were collected and recorded on'a data form (Appendix A). , 1 Where plant communities of similar composition recurred, additional sample plots were1 not deemed necessary to accurately determine the presence and extent of wetland areas. Whenever new plant communities or community composition variation were observed, additional sample plots we e established and the sampling procedure implemented. I Longacre' Office Park il 1 ' Jurisdicti.nal Wetlands Determination 5 8/19/98 r 1 _ I 1 1. Vegetation !, 1 1 Plants that grow in wetlands are specifically adapted for life under saturated or anaerobic condition's and are commonly referred to as hydrophytic vegetation. The Corps and the U.S. 'Fish and Wildlife Service have determined the estimated probability of each plant species' occurrence in wetland and have assigned an "indicator status" to each species to reflect their findings. Accordingly, plants may be categorized as obligate (OBL), facultative wetland (FACW), facultative (FAC), facultative upland (FACU), or upland (UPL): Definitions for each indicator status are listed in Table 1. Species with an indicator status of OBL, FACW, or FAC are considered adapted for life in saturated or anaerobic soil conditions. Table 1: DEFINITIONS OF INDICATOR STATUS Indicator Symbol Definition OBL Obligate. Species that occur almost always (estimated probability>99%) in wetlands under natural conditions. 1 FACW Facultative wetland. Species that usually occur in wetlands (estimated probability 67 to 99%), but occasionally are found in nonwetlands. i FAC Facultative. Species that are equally likely to occur in wetlands or nonwetlands (estimated probability 34 to 66%). , FACU Facultative upland. Species that usually occur in nonwetlands (estimated pribability 67 to 99%), but occasionally are found in wetlands. UPL Upland. Species that occur almost always in nonwetlands under normal conditions (estimated probability >99%). NI No indicator. Species for which insufficient information was available to determine an indicator status. Source: Corps of Engineers Wetlands Delineation Manual, 1987. Reed, 1988. At each ample plot, trees within a 30-foot radius and shrubs within a 5-foot radius of the center of the plot were identified sand recorded on the data form. The dominant species for each stratum within the plot were recorded in descending order of abundance. Dominant species are those that, when cumulatively totaled in descending order of abundance, immediately exceed 50% of the aerial cover for each vegetative stratum, plus any additional species individually representing 20% 1 or more of the total aerial cover for each vegetative stratum. The indicator status of the dominant species within each vegetation stratum was used to determine the presence of wetland vegetation. A sample plot was considered to have wetland vegetation if more than 50% of the number of domina It species present have an indicator status of FAC, FACW, or OBL. Previously identified isolated epressional area wetlands which contain loose-packed near surface soils were determined to be we ands perched on fill. 2. Soils One characteristic of wetlands is hydric soils. Hydric soils are defined as soils that are saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions in the upper part of the soil profile (U.S. Soil Conservation Service, 1987). The National Resource Conservation Service(NRCS), formerly Soil Conservation Service (SCS), in cooperation with the 1 Longacre Office Park 1 1 Jurisdictional Wetlands Determination 6 8/19/98 1 National Technical Committee for Hydric Soils (NTCHS), has compiled a list of hydric soils in the Unit d States. The 1iistI identifies soil series mapped by the SCS that meet hydric soil criteria. A map u it of upland (roi?wetland) soil may have inclusions of hydric soil, and vice versa. These inclusio s may not be delineated on the SCS maps; therefore, field examination of soil conditions is impo ant in order to determine if hydric soil inclusions exist. Hydric s ils exhibit certain characteristics that can be observed in the field. Such characteristics or indicato s include: high organic content, accumulation of sulfidic material, greenish or bluish gray color(gl y formation), spots or blotches of orange color (mottling), and/or dark soil colors (low soil chr ma). Soils les were obtained at representative sampling plots bydigging a soilpit down to a depth P i. P P g gg� g � P of at le t 18 inches. Soil samples were then examined for hydric indicators. Organic content was estimate visually and texturally; sulfidic material was determined by the presence of sulfide gases ("rotten gg" odor); and soil colors were determined by using a Munsell soil color chart (Mu'isell Color, 1 94). Munsell soil color charts standardize soil color by using three color components: hue, val e, and chroma. 3. ydrology ll Water ust be present in order for wetlands to exist; however, it need not be present throughout the entir year. Wetland hydrology is considered to be present when there is permanent or periodic inundation or soil saturation for a significant period (usually a week or more) during the growing season (Corps of Engineers Wetlands Delineation Manual, 1987). Indicato s of wetland hydrology, y gy, such as areas of ponding or soil saturation; evidence of pre ious water i ndation or sateiyation, such as dry algae on bare soil or soil mottling along live 1 root channel ; and drainage p atterns, were examined at each sampling plot. Where positive indicators of wetland hydrology were observed, it was assumed that wetland hydrology occurs or a significant period of MI growing season. 4. etland Determination Vegetation, soils, and hydrology data for each sampling plot were examined to determin the presence or absence of wetlands. Each wetland sampling plot was also evaluated to determine if the wetl.nd could be considered to be perched on fill, thereby making the area non-regulated. Under e Corps regulation, if all three parameters exhibited wetland characteristics, or normally would ave exhibited wetland characteristics (except if perched on fill), then a positive wetland determi ation was made for the area. IV. 'ESULTS Shapiro and Associated, Inc. (SHAPIRO) conducted a wetland investigation of the mainand practice l acetrack infields at the Boeing-Longacres site on February 4 and March 18, 1998, sing the Man al and the WIDM. Seven sample plots were established at various locations throughout the site o determine wetland boundaries and status of wetlands considered to be perched of fill (Figure 3). Vegetation, soils, and hydrology data collected at each plot were documented on wetland data forms (Appendix A) based on information recorded as field notes (Appendii B). The foil•wing sections summarize the collected data and discuss wetland determinations for the study areas. Longacre. Office Park Jurisdictional Wetlands Determination 7 8/19/98 I - ' A. ORPS OF ENGINEERS METHOD FOR WETLAND DELINEATION I VESTIGATEON 1. egetation The veg tation found in the drainage ditches includes: bluegrass (Poa sp.), mannagrass (Glyceria sp.), be tgrass (Agrostis sp.), and reed canarygrass (Phalaris arundinacea). The forb compokient of the di ch vegetation includes: spike-rush (Eleocharis sp.), soft rush (Juncus effusus), &Fee- stamen sh (J. ensifoliuls)ccattail (Typha latifolia), and water plantain (Alisma plantago-aquatxca). The fors and grasses tl at make up the swale plant community include: common plantain (Plantag major), marsl1 cudweed (Gnaphalium uliginosum), pineapple weed (Matri.aria matricar'oides), silverweed (Potentilla anserina), and white clover (Trifolium repens). Ve vet- grass (H lcus lanatus), and bentgrass are also found in these areas. The drie mound area vegetation is dominated by Kentucky bluegrass (Poa pratensis), fe cue (Festuca sp.), dandelion (Taraxacum officinale), spotted cats-ear (Hypochaeris radicata), and fEnglish lantain (Plantago lanceolata). 2. oils The SC has mapped three soil types as occurring on the Boeing-Longacres site: The Puyallup fine san y loam, the Woodinville silt loam, and the Urban Land series (Figure 4). The main racetrac study area is mapped as having only the Urban Land series, while the practice track'area has both the Puyallup and Woodinville soils delineated. The Puyallup series is considered to be a well-drained, alluvial soil. The Woodinville series is classified as a poorly drained, alluvial soil. Urban L nd soil is composed of disturbed soils to which fill material has been added. The SCS lists the oodinville series as being a hydric soil and also allows for inclusions of hydric oils within t e Puyallup soil areas (SCS, 1973, 1987). 3. , ydrology The Bo ing-Longacres study area has several surface hydrology features, including drainage ditches, opographic depressions or swales, and a mitigation area. Springbrook Creek is located offsite,directly east of the practice racetrack portion of the study area. I ' Saturated and/or inundated soils were observed in the drainage ditches and swales of the main and practice racetrack infields. Saturated soils with areas of ponding were observed in Wetland B. 4. etland Determination Neither he U.S. Fish anti Wildlife Service National Wetlands Inventory (NWI, 1988) no the King Coi my Wetland Inventory (King County, 1990a) identified any wetlands within the study area. T e NWI identifies Springbrook Creek as a palustrine, emergent, seasonally flooded wetland. King County identifies this same watercourse as a Class 2 stream with salmonids (King County, 1990a). Six are,• previously identified as wetlands (A, HI, H3, K, L, and L2) are associated with drainage or excavl ted ditch systems; four areas previously identified as wetlands under the 1987 manual (H2,I,, , and 13) are contained within swales that support grass-forb plant communities; and'two areas previously identified as wetlands under the 1987 manual (G and J) are isolated depressional areas th. support grass- orb communities and appear to be perched on fill. Wetland B supports a grass-fo lb community. • Longacre• Office Park Jurisdicticnal Wetlands Determination 8 8/19/98 , I 1 - If �, CUSTMER SERVICES . TR�■.K CExrER •' , �� cSrCc CJ .ik,.., , .,_ 1 . L______,-.„ i ,, _-1,,,, ,, ..,— ,------, . , N.) it., 1,, ,,, -,..\,\:, 1 ), ,) \\,.., 1 1 ci, , . ... ,, ,, . _ „,_ \_,, . _, __Ai, ,, ,,_,,--,1/4.4,,_ 1 tjyl ,, --..„ • I S4 I„._ 1, ,, I {Is,,, ,,,,, II9 ,., ci, r \ ' a� ■ lC I ■ ■ ■ ■ III� � /Il\\ \1 �p0F •b •7 II I I 1 II `` •8 •4 I JI I`I, 1 I II II I I • !t ' OS+M Z — ). g / ,Q i I V } D(� ' I v tif 9 •3 x; t0� � -• I D II 0 j a m i 4 I 4 r i g I �r I r � H I11 I -'�-_ —)I 11 I _,7-'-\I r- , 1 i 1 '. ----,-q , ,,__,,,,, ,,, - I JHH • ,, ,-______,--,,J _,, -, , _ I ' . 111 1 1 II 1II II 1 1 II 1 I .r / ----- , I ^,I I iI II II D. ii }. 1 I/ii III S I 4 '1,-' ,c1 \ fr_r_.,-----,,m_ 1 FIGURE 3 LEGEND 0 300 600 . �-".� Ditches DATA PLOT LOCATIONS Scale in Feet •2 Plot Locations lowly URSIIIIN S I A P I cI O BOEING 1998 LONGACRES S ASSOCIATES, 1•49 1 " ' 1 1981042 8/98 1 • �� ( -I� CUSTOMER SERVICES I -} 2{S��jjL {L+�}�{ TWUNNO CENIEfI -: 1 1 T ,,, ,,,,,,,,,- s . q i ,,,,,, , , --fit' :T[ ;--- -,.\\ I li, I / 1 Ur11/ 9 v Ai 1 �'°`aF . . . , , ,I I I I`'Ii II Jt '1 II \ 7 1 Ur • .I,111 � 'iT bl: mi� v S )r I - t -1 . gm• Irim.. r wo I 11. 14 I °' 4 - 0. `� ;f/ I $ i _- ■ ��t — -____-,\/ I---- C III, I __ - - ` • I--- it Ir I 1 'Ir i ' I 1 '11 , , iI I�y , I _ N9 i Wo i ,u , yll II I;. I 11 • 4 FIGURE 4 Ng Newberg Silt Loam Py Puyallup Fine Sandy Loam 0 300 600 Wo Woodinville Silt Loam SOILS Scale in F6et Ur Urban Land ■ Study Area Boundary l� SHAPIRO 6. ASSOCIATES, INC. BOEING 1998 LONGACRES IMPRINA. 1981042 8/98 1 II 1t 1 Wetland A , Wetland A is a drainage ditch system located in the northern portion of the main track infield. The water in this ditch flows north from the culvert into a short culvert under a grass walkway I into another open channel, north of and adjacent to the project site, then through a culvert into the I mitigatio area. The vegetation found along this ditch is an emergent grass-forb community consistingl of spike-rush, soft rush, cattails, and mannagrass. The City of Renton specifically does not regulate drainage ditches. The A3 section of the ditch, however is associated with the south portion of Wetland B and may be subject to federal jurisdicti n. Wetland B Wetland B is a swale ;located in the north half of the main racetrack infield adjacent to, the mitigation area and adjoining the CSTC site. Wetland B is a grass-forb dominated wetland bordered,on the north by the access road constructed as a part of the original split fence. The soils in this wetland were saturated at the surface during this investigation. Soils in this area exhibit low chromas and mottles. The emergent grass-forb community of this area is dominated with bentgrass, and fescue. This areJ is most probably a Category 3 wetland under the City of Renton's ordinance and will and require a 1.5:1 replacement ratio for wetlands, not including drainage ditches, if it is filled. The Corps w';ll need to.verify the boundary prior to further site development. I'1 Wetland G ; Wetland G is an isolated depressional area that is periodically inundated and appears to be perched on fill. The soils in this area have low chroma and mottles. The soils were found to be loosely cemented and saturated from the surface to a depth of 5 inches. Soils were hard-packed and dry below the 5-inch depth, ;Water was observed seeping into the sampling pit from the weakly cemented soil interface. Due to its existence perched on fill, the jurisdictional status of Wetland G will need to be determined by the Corps prior to further site development. If Area G is considered a non- regulated site by the Corps, the City of Renton could concur. . I Wetland H Wetland H comprises a.system of three extensively disturbed ditches (HI, H2, and H3) located in the central and western half of the south part of the main racetrack infield. The boundaries of these areas do not appear to have changed since 1991. Data collected during this'study suggest H, and H2 would be regulated by the Corps and would be considered a Category 3,wetlands by the City of Renton requiring a 1.5:1 replacement ratio. H3 is a drainage ditch excavated in upland and would not be regulated by the City of Renton. The dorps will need to verify the jurisdictional status prior to further site development. i Wetland I Wetland I consists of three swales (I,, I2, and I3) and is located in the southeastern quadrant of the main racetrack infield. 1. Longacres Office Park Jurisdictional Wetlands Determination 11 8/19/98 II Area I, is an isolated wet meadow system that contains common plantain, creeping buttercup, andiI bentgras plant species. ;Soils in this area exhibit low chromas and mottles; rhizospheres are present. Hydrology was present at 4 inches. I '' 1 , 1 Area I2 is an isolated swa1e that contains common plantain, fescue, and bentgrass plant species. The soils in this area exhibit low chromas and mottles; no oxidized rhizospheres were observed at the time of this study. 'There was no evidence of surface saturation or standing water within the 1 samplin plot. I, Area 13 was similar to I2. 13 is located within an isolated swale that contains common plantain, , fescue, and bentgrass plant species. The soils in this area exhibit low chromas and mottles; no ; oxidized rhizospheres were observed at the time of this study. There was no evidence of surface ' saturation or standing water within the sampling plot. Data fro this study suggest I, has not changed significantly since the 1991 investigation arid is 1' still a wetland. '2 and 13, previously identified as wetlands, appear to be acquiring upland jl, characteristics, possibly due to the lack of watering which was frequent during the horse racing period and is now absent.1 i' Data collected during this study suggest I, would be regulated by the Corps. I, would be considered Category 2 wetlands by the City of Renton and would have a 1.5:1 replacement ratio. 12 I and 13 ale depressional areas exhibiting upland characteristics and would not be regulated.by the City of Renton. The Corps will need to verify the jurisdictional status of Wetland I,, 12, I3 prioor to further s'te development. Wetland J Wetland J is an isolated',depressional area that is periodically inundated and appears to be perched on fill. During this study,I soils were found to be loosely cemented and saturated from the surface to a depth of 7 inches. Soils are hard-packed and dry below the 7-inch depth. Although there was no standing water, soils, saturated to 7 inches and dry below the 7-inch layer. The vegetation was a mix of bentgrass, curly dock, plantain, fescue, reed canarygrass, and buttercup. The Co s will need ,to verify the jurisdictional status of Wetland J prior to further site develop ent. If Area J i considered a non-regulated site by the Corps, the City of Renton may concur. 1 Wetland K Wetland K is situated ;in'side the south and east perimeter of the practice racetrack infield. A 1.,1 narrow driveway crosses this wetland at the south end of the racetrack. This driveway divides theII wetland into two parts, Ka and Kb. 1 The southwest portion of;this wetland, Ka, is dominated with willow, reed canarygrass, soft rush, and creeping bentgrass.l Soils are low chroma and sandy that appear to have leached into this area from th racetrack. Standing water was present to a depth of 1 inch. In addition, this portion of WetlandK appears to be elevated above the eastern portion of the wetland. , I The east portion of this wetland, Kb, is dominated by willow, reed canarygrass, and creeping 11 bendgrass. Soils are a silty muck with low chroma to 14 inches. Standing water to a depth of 6II inches was present at the time of this study. I1 Data collected during this study suggest Ka would be considered a wetland perched on fill: The II 1. Corps will need to verify the jurisdictional status of Ka prior to further site development. If area Ka , 1il I I Longacres Office Park I 1 Jurisdictilonal Wetlands Determination 12 8/19/98 Id is considered to be non-regulated by the Corps, the City of Renton may agree. Area Kb is probably'subject to Corps jurisdiction and would be considered a Category 3 wetland by the(City of Rento , provided the 1Ci ty concurs that Kb has been severely disturbed. it Wetlan L Wetland L comprises a system of two ditches, L, and L2, along the inside perimeter the northeastern and western portions of the practice racetrack infield. These ditches are connected by a culvert beneath a driveway in the northwestern section of the practice racetrack. Water drains off the track into the excavated drainage ditch, L2, then through a culvert into LI. LI, an old oxbow remnant,1 of Springbrook Creek, was inundated during the time of this study and • appears to serve as a retention pond for the practice racetrack. Vegetation in L, is dominated by cattail, dgwood, willow, sand reed canarygrass. Additional wetland data were not collected during this stud as it was determined there was no change in this wetland area. L2 is a well-defined and eIxcavated channel approximately 2 feet wide. The channel is devoid of vegetation and overhung with Himalayan blackberry. The channel was inundated to a depth of 2- to-3 inches and exhibited a northerly flow. A culvert is located at the north end of this excavated channel and drains into L, I' Data collected during this;study suggest L, would be considered a Category 3 wetland by the City of Renton. Area L2 is drainage ditch and not regulated by the City of Renton. The Corps will need to verify the jurisdictional status of L, and L2 prior to further site development. V. SUMMARY ! ! Pursuant to the Clean Water Act, and through the Section 404 permitting process, the Corps of Engineers has been given'the responsibility and authority to regulate the discharge of fill materials into wetlands of the United States. The Manual and requires that the wetland classification criteria for each of the three wetland parameters (vegetation, soils, and hydrology) be met for an area to be designated a wetland. , All wetlands on the Boeing-Longacres Office Park site contain emergent grass-forb vegetation communities. The wetland soils are varied, but most are hydric due to low chromas and the presence of mottles. Saturated and/or inundated soils along with the presence of rhizospheres were considered evidence of wetland hydrology existing in the wetlands. I i Nine wetlands were previously delineated within the current study area. Eight of these wetland areas have been redelineated in this report and divided into a total of 15 sub-wetlands (see Figure 2). (Wetland M, South,Marsh, was not redelineated since it was outside of the proposed SWMP area.) Eleven of the sub wetland areas occur in the main racetrack infield, and four are present around the inside perimeter of the practice racetrack. Seven of the wetlands (G, H3, 12, I3 , J, Ka, and L2) lacked at least one of the qualifying criteria and would be considered non-wetlands or wetlands perched on fill 1 and not be within Corps jurisdiction. The remaining areas would be consid4d wetlands and regulated by the Corps, City of Renton, or both. Actual jurisdictional status requires verification by the regulatory agency(s). • 11 � I I Longacre Office Park Jurisdicti•nal Wetlands Determination 13 8/19/98 , II VI. EFERENCES i Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe, 1979. Classification of Wetlands' and Jeepwater Habitats of the United States. U.S. Fish and Wildlife Service, Pub.l No. FWS/OBS-79/31 J 131 pp. -- 1 Environmental Labora ory, 1987. Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-11 U.S. Army Engineers Waterways Experiment Station, Vicksburg, ississippi. ; 1 Federa Register, 1986. 33 CFR Parts 320 through 330, Regulatory Programs of the Corpps of Engineers; Final Rule. Vol. 51, No. 219.00. 41206-41259, U.S. Government Printing ffice, Washington,D.C. Federa Register, 1982. Title 33, Navigation and Navigable Waters; Chapter II, Regul tory rograms of the Corps of Engineers. Vol. 47, No. 138, p. 31810, U.S. Gove ment rinting Office,Washington,D.C. Federa Register, 1980. 40 CFR Part 230: Section 404 (b) (1), Guidelines for Specification of Disposal Sites of Dredged or Fill Material. Vol. 45, No. 249, pp. 85352-85353, 'IU.S. Government Printing Office,Washington, D.C. I Franklin}, J.F. and C.T. Dyrness, 1973. Natural Vegetation of Oregon and Washington. U.S. Department of Agriculture, Forest Service, Washington, D.C. General Technical 'eport NW-8. 417 pp. 1 Hitchcock, C. L. and A. Cronquist, 1976. Flora of the Pacific Northwest. Universi 1 of Washington Press, Seattle,Washington. King C unty, 1990a. Sensitive Areas Map Folio. King C unty, 1990b. Sensitive Areas Ordinance (Ordinance No. 9614). Lee, L. . and Associate , 1991. An Analysis of the Distribution and Jurisdictional Stat s of aters of the united States, including Wetlands, at Longacres Park, Renton,Washington. Reed, P B., Jr., 1988. National List of Plant Species that Occur in Wetlands: National Sum ary. .S. Fish and Wildlife Service, Washington, D.C. Bio. Rpt. 88(24). 244 pp. Reppert R.T., Sigleo W., E. Stakhiv, L. Messman, and C. .Beyers, 1979. Wetland Values Concepts and Methods for Wetland Evaluation. U.S. Army Corps of Engineers, In titute or Water Resources,Fort Belvoir, Virginia. 109 pp. U.S. A y Corps of ngineers, 1987. Corps of Engineers Wetlands Delineation M nual, echnical Report y-87-1. 1 U.S. D partment of Agriculture, Soil Conservation Service, 1973. Soil Survey of King C unty rea, Washington. U.S. D partment of Agriculture, Soil Conservation Service, 1987. Hydric Soils of the United . States. Prepared inn cooperation with the National Technical Committee for Hydric Soils. • I I 1 Longacr=s Office Park , Jurisdict.onal Wetlands Determination 14 8 19/98 i! ti U.S. Department of Agriculture, Soil Survey Staff, 1975. Soil Taxonomy: A Basic System for aking and Interpreting Soil Surveys. U.S. Department of Agriculture, Soil Conservation ervice,Washington, D.C. 754 pp. , I U.S. Department of the Interior, Fish and Wildlife Service, 1988. National Wetlands Inventory, Renton, Washington Quadrangle. U.S. Department of th'e Interior, Geological Survey, (photorevised 1981). 7.5 Minute Series Topographic Maps, Renton,Washington Quadrangle, scale 1:24,000. U.S. Sol Conservation Srvice, 1985. Hydric Soils of the United States. Prepared in cooperation ith the National Technical Committee for Hydric Soils. U.S. Soil Survey Staff,I1975. Soil Taxonomy: A Basic System for Making and Interpreting Soil Surveys. U.S. Department of Agriculture, Soil Conservation Service, Washington, b.C. 754 pp. I i I I I I� 11 l i I i I Longacres Office Park Jurisdictional Wetlands Determination 15 8/19/98 APPENDICES I I 1 1 • 1 ' I ! • { I • • Appendix A Wetland Data Forms • • • li ! is r• pt �i ' WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY Project Number: 6971037 Date: 2/3/98 P-oject/Site: Boeing-Longacres Sample Plot #: SP1 (1-2) Field Investigaltor(s): JHC , rimmimmiiiiimmiSOILS CS Mapping Unit Urban Land Is soil a histosol? no ield Identificatior: Histic epipedon present? no' I I soil on hydric soils list? no Is soil mottled? no ( Is soil gleyed? no Horizon j Matrix Mottle Occurrence Gley Organic Horizon Depth • Texture Color Color of Mottles Color Content ; , 0-3 Silt loam 10YR 3/3 ' low I 3-10 clay loam 10YR 3/3 low 10-18 silt loam 10YR 4/3 low • I , Landform/Topography: swale area i' Comments: II Hydric Soils? no Basis: chroma of 3 without mottles u HYDROLOGY Is ground surface inundated? no Surface water depth: n/a Is soil satuated? Ino • Depth to saturation: n/a - Depth to free-standing water in pit: n/a 0 Y s ® No Oxidized root zones 0 Yes ® No -Water-stained leaves ❑Yes ® No -Water marks 0 Yes ® No -Surface scoured areas ❑Yes Z No -Drift lines I 0 Yes ® No -Wetland drainage patterns li j ❑Yes ® No -Waterborne sediment deposits ❑Yes ® No -Morphological plant adaptations Comments: no indicators observed it Wetland Hydrology? no Basis: no hydrology within 18 inches I SUMMARY IIINIMININIIMIll III - Do normal environmental conditions exist at the plant community? yes Has the vegetation, soils, and/or hydrology been significantly disturbed? no not recently 11 11 isturbed area? yes Basis: infield of old horse racetrack ,' roblem area? no Basis: i omments: 1 Is the hycirophytic vegetation criterion met? yes Is the hydric soil criterion met? no Is the wetland hydrology criterion met? no Is the vegetation unit or plot wetland? no -ationale for jurisdictional decision: hydrology and.soil criteria not met I I I i I - WETLAND DETERMINATION• SHAP1ROb1 • INTERMEDIATE-LEVEL ONSITE METHOD A,SSC�IATFSi ' VEGETATION UNIT SAMPLING PROCEDURE ' 1 Project/Site: Boeing-Longacres Sample Plot #: SP-1 (1-2) Field Investigator(s): JHC/SL Date: 2/3/98 Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank agst Agrostis stolonifera FACW 85 6 85.5 1 trre Trifolium repens FAC- 20 3 20.5 2 pima Plantago major FAC 5 1 3.0 sodu Solanum dulcamara FAC+ 5 1 3.0 , ' ciar Cirsium arvense FACU+ 5 1 3.0 Poa Poa spp. FAC 10 2 10.5 2 ' i Sum of Midpoints: 125.5 Dominance Threshold: 62.8 ", - ... „Wit_...:,, -, ..,,,:,i. .k.-,:,.v. 12 - Indicator %Areal Cover Sp Code Shrubs Status** Cover Class Midpoint Rank `- • • Sum of Midpoints: Dominance Threshold: • Indicator %Areal Cover Sp Code Saplings Status** Cover Class Midpoint Rank • __ Sum of Midpoints: r Dominance Threshold: Indicator %Areal Cover — Sp Code Trees Status" Cover Class Midpoint Rank Sum of Midpoints: . I Dominance Threshold: '_. . a' m=d'`�...lyot�:e =''4t,--,_.n,; : ^'a =. `-:'~:'"=..'µ' i - -4..._%,,,...,.- .. % of Dominants that are OBL, FACW, and/or FAC: 81 liydrophytic Vegetation? yes • Comments: A predominance of FAC or wetter vegetation To determine dominants.first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others having 20%of the total midpoint value are marked with an asterisk. 1 WETLAND DETERMINATION 1 INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY I P oject Number: '6971037 Date: 2/3/98 ' P oject/Site: Boeing-Longacres Sample Plot #: SP2-(1-1) F eld Investigaitor(s): JHC SOILS ' CS Mapping Uniti Urban Land Is soil a histosol? no Field Identificatiori: Histic epipedon present? no I I soil on hydric soils list? no Is soil mottled? no Is soil gleyed? no Horizon Matrix Mottle Occurrence Gley Organic Horizon Depth Texture Color Color of Mottles Color Content 0-3 loam 10YR 3/3 ' low 3-10 clay loam 10YR 3/3 low 10-18 silt loam 10YR 4/3 low -, Landform/Topography: shallow swale II Comments: j I Hydric Soils? no Basis: chroma of 3 with no visible mottles HYDROLOGY MIIIMMINIMINIIIIMINIMMIIIIIIMIIIIIINIMIII V Is ground iuraace inundated? no Surface water depth: ; Is soil saturated? no Depth to saturation: Depth to free-standing water,in pit: n/a - ❑Yes ® No -Oxidize root zones 0 Yes ® No -Water-stained leaves _, ❑Ys ® No -Waterj Marks 0 Yes ® No -Surface scoured areas ❑Yts El No -Drift li es r I ❑Yes ® No -Wetland drainage patterns El s ® No -Water-borne sediment deposits ❑Yes ® No -Morphological plant adaptations. - Comments: 1 I Y etland Hydro ogy? no Basis: no hydrology within 18 inches SUMMARY - o normal environmental conditions exist at the plant community? yes as the vegetation, Y soils, and/or hydrology been significantly disturbed? no--not recently isturbed are-I? yes ' Basis: infield of an old racetrack that has not been mown in several yearsii Problem area? no Basis: ! 1-; Comments: I Is the hydrophytic vegetation criterion met? yes Is the hydric soil criterion met? no �'1 Is the wetland hydrology criterion met? no i Is the veibetation unit or plot wetland? no ationale for jurisdictional decision: lack of wetland,soils and hydrology I . WETLAND DETERMINATION• SHAP1R0& , INTERMEDIATE-LEVEL ONSITE METHOD ASSOEIATFS% VEGETATION UNIT SAMPLING PROCEDURE -I Project/Site: Boeing-Longacres I Sample Plot #: SP-2(I-1) - Field Investigator(s): SL/JHC Date: 2/3/98 ' Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class . Midpoint Rank agst Agrostis stolonifera FACW 85 6 85.5 1 trre Trifolium•repens FAC- 20 3 20.5 2 pima Plantago major FAC 5 1- 3.0 sodu Solanum dulcamara FAC+ 5 1 3.0 i ciar Cirsium arvense FACU+ 5 1 3.0 2 Poa Poa spp. FAC 10 2 10.5 r • 1 Sum of Midpoints: 125.5 • Dominance Threshold: 62.8 Indicator %Areal Cover Sp Code Shrubs Status" Cover Class Midpoint Rank 1 ; Sum of Midpoints: Dominance Threshold: Indicator %Areal Cover Sp Code Saplings Status** Cover 1 Class Midpoint Rank _1 • Sum of Midpoints: Dominance Threshold: ' Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank ' V ' Sum of Midpoints: Dominance Threshold: ..:.o,I,..4 !.-.+a.:m> F'^ `"'i3!L .` 1'r451,` ="71: 0.':'o'-�'Y - Es...4,,._.. ...'..,r.' :~ :i;7.4...::.: :-.:.zw a`! :-_'=r*-r✓v: ...— a"-:i % of; Dominants that are OBL, FACW, and/or FAC: 81 ` Hydrophytic Vegetation? yes Comments: A predominance of FAC or wetter vegetation To determine dominants,first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed,1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others having 20%of ithe total midpoint value are marked with an asterisk ' 1WETLAND DETERMINATION ' INTERMEDIATE-LEVEL ONSITE METHOD I SOILS, HYDROLOGY & SUMMARY Project Number: 6971037 Date: 2/3/98 P oject/Site: Being-Longacres! Sample Plot #: SP3-(J-1) Field Investiga or(s): JHC/SL I SOILS , , I I. `CS Mapping Units Urban Land Is soil a histosol? no r field Identification: Histic epipedon present? no I• soil on hydric soils list? no Is soil mottled? yes Is soil gleyed? no , Horizon Matrix Mottle Occurrence Gley Organic orizon Depth 1 Texture Color Color of Mottles Color j Content 0-7 loam 10YR 3/2 med 7-18 sandy loam 2.5Y 5/2 7.5YR 5/8 abundant low . •l L.ndform/Topo,graphy: depress ional area on an elevated plan , , Comments: 1 i ' ydric Soils? yes (Basis: chroma of 2 with mottles I HYDROLOGY MINIMIMIIMINIIIIINIMIIIMMIMINIMMINII Is ground urface inundated? no Surface water depth: n/a Is soil saturated? yes Depth to saturation: 0-7"only Depth to free-standing waters in pit: n/a , ❑Yes ® No -Oxidizled root zones ❑Yes ® No -Water-stained leaves ❑Yes ® No Watermarks El Yes El No -Surface scoured areas , ❑Yes El No -Drift lines ❑Yes ® No -Wetland drainage patterns ❑Yes ElNo -Water-borne sediment deposits 0 Yes ® No -Morphological plant adaptations l' C•mments: Soil saturation to 7" ( o inuntation or standing water in data pit) and dry below suggest that it would be unlikely for hydrology to remain long enought during the growing season for this area to meet the hydrology driteria.l I ' etland Hydro ogy? no Basis: see comments. ' 1 SUMMARY I no normal environmental conditions exist at the plant community? yes as the vegetation, soils, and/or hydrology been significantly disturbed? no-area was the infield of a preexisting racetrack 1 n isturbed area? yes 1 Basis: Infield of an old racetrack what has not be mown or watered for several years. •roblem area? no , Basis: omments: although the area has been disturbed, normal conditions are considered to exist on the site. ,,I I I Is the hydrophytic vegetation criterion met? yes !il Is the hydric soil criterion met? yes ' ° Is the wetland hydrology criterion met? no 1. Is the vegeI ation unit or plot wetland? no II fationale for. jurisdictional decision: Hydrology parameter not met--see hydrology comment I l , , • WETLAND DETERMINATION ' INTERMEDIATE-LEVEL ONSITE METHOD SHAPIRO& :�SSC�IAZFS� VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres I Sample Plot #: SP-3(J-1-) --(composite) Field Investigator(s): JHC/SL Date: 2/3/98 • - Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank agst Agrostis stolonifera FACW • 85 6 85.5 1 rucr Rumex urispus FAC+ 10 2 10.5 ciar Cirsium arvense FACU+ 5 1 3.0 tavu Tanacetum vulgare NI 5 1 3.0 rare Ranunculus repens FACW 10 2 10.5 plma Plantago major FAC 5 1 3.0 plla Plantago lanceolata I FAC 5 1 3.0 feru Festuca rubra FAC+ 5 1 3.0 phar Phalaris arundinacea FACW 5 1 3.0 Sum of Midpoints: 124.5 . Dominance Threshold: 62.3 Indicator %Areal Cover . Sp Code Shrubs Status" Cover Class - Midpoint Rank rudi Rubus discolor FACU 15 2 10.5 1 ---, Sum of Midpoints: • 10.5 Dominance Threshold: 5.3 Indicator %Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank Sum of Midpoints: Dominance Threshold: Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank Sum of Midpoints: Dominance Threshold: .csak.g%ti ��w�u�'.'.; .ivi; rszi"=eGd�3 ,'Rti1i,r"o4n'".:yraw=:A '�ti:.'=,.... .»t arR;.?.-.:..xi:.��2ac-:uw.u�: . ;,-isi:.iws.::':u:���..��� -=F= i % of, Dominants that are OBL, FACW, and/or FAC: 81 ', • Hydrophytic Vegetation? yes Comments: A predominance of FAC or wetter vegetation . To determine dominants.first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National list(Reed,1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others having 20%of the total midpoint value are marked with an asterisk. WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY I "roject Number: 6971037 Date: 2/3/98 -roject/Site: Boeing-Longacres Sample Plot #: SP4-(G-1) ield Investigstor(s): JHC/S0 SOILS SCS Mapping Un'?t: Urban Land Is soil a histosol? no 1 Field Identificatidn: I Histic epipedon present? no Is soil on hydric soils list? no Is soil mottled? yes 1 r • Is soil gleyed? no I' Horizon Matrix Mottle Occurrence Gley Organic I Horizon Depth Texture Color Color of Mottles Color Content f 0-4 silt loam 10YR 4/1 7.5YR 4/4 abundant med 4-12 silt loam 10YR 4/1 7.5YR 4/4 abundant med 12-17+ silt loam 10YR 4/1 10YR 4/4 abundant med andform/Topography: depressional area on an elevated plane i omments: ydric Soils? yes 1 Basis: low chroma and mottles i HYDROLOGY Is ground surface inundated? no Surface water depth: n/a Is soil sat rated? yes Depth to saturation: 0-5inches Depth to f ee-standing water in pit: n/a , 1 it ❑Yes ® No -Oxidized root zones y ❑ Yes ® No -Water-stained leaves 0 es ® No -Water marks ❑Yes ® No -Surface scoured areas I ❑Yes ® No -Drift lines I, 0 Yes ® No -Wetland drainage patterns ❑ es ® No -Water borne sediment deposits I 0 Yes IS No -Morphological plant adaptations omments: D below 5 inches-IData was collected during February and soil saturation is expected. No surface ponding of water and no standing water in the sample pit suggesting no hydrology during the growing season. etland Hydrology? no I Basis: soils saturated but no ponding or standing water in sample pit-see comments II ' SUMMARY 1 Do normal environmental condition's exist at the plant community? yes Has the vegetation, soils, and/or hydrology been significantly disturbed? no-not recently , isturbed are ? yes Basis: old infield of horse racing track • ' r roblem area? no I Basis: i. . omments: although the area has been disturbed, normal conditions are considered to exist on the site. • Is the hydrophytic vegetation criterion met? yes Is the hydiic soil criterion met? yes Is the wetland hydrology criterion met? • no Is the vegetation unit or plot wetland? no I -ationale for jurisdictional decision: hydrology showed saturation but no ponding and dry below 5 inches during the i� wet period of the year suggesting the area would not have sufficient hydrology I I' I WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD SHAPIRObt ASSCEIATFS'=' ,, I VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres Sample Plot #: SP-4(G-1) Field Investigator(s): JHC/SL Date: 2/3/98 Indicator %Areal Cover • Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank agst Agrostis stolonifera FACW 85 6 85.5 1 agre Agropyron repens FAC- 15 2 10.5 2 Sum of Midpoints: 96.0 Dominance Threshold: 48.0 Indicator %Areal Cover Sp Code JShrubs Status** Cover Class Midpoint Rank rudi Rubus discolor FACU 15 2 10.5 2 Sum of Midpoints: 10.5 Dominance Threshold: 5.3 .ate Indicator •%Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank Sum of Midpoints: Dominance Threshold: , • Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank Sum of Midpoints: • Dominance Threshold: • % of Dominants that are OBL, FACW, and/or FAC: 74 Hydrophytic Vegetation? yes Comments: A predominance of FACW vegetation and the FAC-and FACU plants comprise a very small percentage of the overall areal coverage To determine dominants.first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others having 20%of the total midpoint value are marked with an asterisk WETLAND DETERMINATION (INTERMEDIATE-LEVEL ONSITE METHOD . SOILS, HYDROLOGY & SUMMARY P oject Numbe : 6971037 Date: 3/18/98 Project/Site: oeing-Longacres Sample Plot #: SP5-(B-4) F eld Investigator(s): JHC SOILS CS Mapping Unit Urban Land Is soil a histosol? no - field IdentificatiorI: Histic epipedon present? no Is soil on hydric soils list? no Is soil mottled? yes Is soil gleyed? no , Horizon Matrix Mottle Occurrence Organic Horizon Derith Texture Color Color of Mottles Color ' Content 0-14 Silt loam 10YR 3/2 high 14-18 loam 2.5Y 5/2 7.5YR 5/8 abundant low I • Landform/Topo raphy: swale area Comments: Mottles beginning at 14 iinches suggest hydrology at depth may have occurred as a result of infiled watering ; during ratetrack operation. ydric Soils? yes-marginal Basis: low chroma and mottles between 14 and 18 inches HYDROLOGY Is ground s rface inundated? no Surface water depth: n/a Is soil satu ated? il no Depth to saturation: n/a ( , -- Depth to fr e-standing water n(pit: n/a ! ❑Y s ® No -Oxidized root zones • ❑Yes ® No -Water-stained leaves ' ❑Y s ® No -Water marks -- ElYes ® No -Surface scoured areas ❑Y s ® No -Drift lines El Yes ® No -Water-borne sediment deposits ❑Yes ® No -Wetland drainage patternsEl Yes ® No -Morphological plant adaptations 'C mments: 1 1 etland Hydrol gy? no Basis: no hydrology from surface to 18 inches. !1 SUMMARY to normal environmental conditions exist at the plant community? yes 1I as the vegetation l , soils, and/or hydrology been significantly disturbed? no-not recently I ! la � D sturbed area', yes Bsis: infield of old horse racetrack P oblem area? no Basis: - Comments: This data has been collected during the growing season and replaces data collected 2/4/98 I Is the hydrophytic vegetation criterion met? no Is the hydricF soil criterion met? yes Is the wetland hydrology criterion met? no i! Is the vegetation unit or plot wetland? no i! 1_- R-tionale for jurisdictional decision: Hydrology and,vegetation criteria not met I I . , WETLAND DETERMINATION SH.APIROcSc INTERMEDIATE-LEVEL ONSITE METHOD ASSEIATES- ;_j VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres Sample Plot #: SP-5(B-4) Composite Field Investigator(s): JHC Date: 3/18/98 Indicator %Areal Cover • Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank fear Festuca arundinacea FACU+ 70 5 63.0 1 popa Poa palustra FACU 30 4 38:0 2 fepr Festuca pretense FAC' 20 3 20.5 3 agst Agrostis stolonifera FACW 20 3 20.5 3 pima Plantago major FAC 10 2 10.5 • hola Holcus lanatus FAC 20 3 20.5 3 Sum of Midpoints: 173.0 Dominance Threshold: 86.5 Indicator %Areal Cover Sp Code Shrubs Status** Cover Class Midpoint Rank . • • Sum of Midpoints: Dominance Threshold: SpCode Saplings Indicator %Areal Cover Status" Cover Class Midpoint Rank • • Sum of Midpoints: Dominance Threshold: w..s r.. s.....9 v ra....n...'o.. ems-.. ...... • Indicator %Areal Cover Sp Code Trees Status** Cover Class Midpoint Rank Sum of Midpoints: Dominance Threshold: ... 4,r =E=5',+4 .k� ;.... ^+J� ._. ..._. RFm'*-3:h-,_•--,...;.iM..+T... a :rr:y .+. xy. >.,.- _ _ ' - a,-c�,F"::�,r...,.....,..:rmc:-- - -. -•�'--re,'mot'z`::.ssa�ti:,i°.�'ia''^yrA::= _--_ % of, Dominants that are OBL, FACW, and/or FAC: 33 Hydrophytic Vegetation? no Comments: A predominance of FAC-or less vegetation To determine dominants,first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contnbuting to this cumulative total plus any others having 20%ofjthe total midpoint value are marked with an asterisk. • WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY Project Numbe : 6971037 Date: 3/18/98 • _ Project/Site: Boeing-Longacres Sample Plot #: ' SP6-(B-1) Field Investigztor(s): JHC ' 111111110 SOILS I SCS Mapping Uni: Urban Land Is soil a histosol? no Field Identification: Histic epipedon present? no Is soil on hydric soils list? no Is soil mottled? yes . Is soil gleyed? no Horizon Matrix Mottle Occurrence Gley Organic Horizon Depth Texture Color Color of Mottles Color Content 0-7 Silt loam 10YR 3/2 high 7-18+ loam ! 2.5Y 5/2 7.5YR 5/8 abundant low • I rtandform/Top graphy: swale area 1 omments: r yes Basis: marginal-mottles at 14 inches 11 HYDROLOGY . I d�urface inundated? no Surface water depth: n/a t rated? no Depth to saturation: n/a i free-standing wate'•in pit: n/a 1 �es ® No -Oxidized root zones ❑ Yes ® No -Water-stained leavesYes ® No -Water marks ❑Yes ® No -Surface scoured areasi, ,es IS No -Drift lin es ❑ Yes ® No -Wetland drainage patterns es ® No -Water-borne sediment deposits ❑Yes ® No -Morphological plant adaptations ii , logy? no Basis: no hydrology from surface to 18 inches. Ii SUMMARY - Po normal environmental conditions exist at the plant community? yes Has the vegetati n, soils, and/or hydrology been significantly disturbed? no-not recently Disturbed area? yes 1 Basis: infield of old horse racetrack -roblem area? no Basis: IIII i omments: i Is the hydrophytic vegetation criterion met? yes Is the hydrlic soil criterion met? yes I! Is the wetland tli nd hydrology criterion met? no I, Is the vegetation unit or plot wetland? no , -ationale for jurisdictional decision: Replaces data collected 2/4/98. This new data would be considered to be within i the growing season. Hydrology criteria not met. l '1 WETLAND DETERMINATION • INTERMEDIATE-LEVEL ONSITE METHOD SSEIASHAPIRO& ASSC�IATES= VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres Sample Plot #: SP6-(B-1) Field Investigator(s): JHC Date: 3/18/98 Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank popr Poa pratensis FAC 70 • 5 63.0 1 hola Holcus ianatus FAC 30 4 38.0 2 rare Ranunculus repens FACW 10 2 10.5 • I Sum of Midpoints: 111.5 '-! Dominance Threshold: 55.8 Indicator %Areal Cover Sp Code Shrubs Status" Cover Class Midpoint Rank rudi Rubus discolor FACU 10 2 •10.5 1 Sum of Midpoints: • 10.5 Dominance .Threshold: 5.3 Indicator %Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank uJ.I • Sum of Midpoints: Dominance Threshold: _ Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank i Sum of Midpoints: Dominance Threshold: sty» --r-17,7 .:.x^clas .-�,.-M ',rs�As•` r,�..-,..W� -:. 5::3� - T;S"t ,a.' ' - y�s&:iz,:�:.;: % of' Dominants that are OBL, FACW, and/or FAC: 91 Hydrophytic Vegetation? yes Comments: A predominance of FAC or wetter vegetation To determine dominants,first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others having 20%of the total midpoint value are marked with an asterisk. ' WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY P oject Number: 6971037 Date: 3/18/98 1 - Project/Site: Boeing-Longacres Sample Plot #: SP7-(B-2) F eld Investigator(s): JHC I � SOILS CS Mapping UniI: . Urban Land Is soil a histosol? no ield Identification: Histic epipedon present? no I soil on hydric soils list? no Is soil mottled? yes Is soil gleyed? no i Horizon Matrix Mottle Occurrence Gley Organic li Horizon Depth Texture Color Color of Mottles Color Content 0-7 loam 10YR 3/2 loam j med 7-18 silt loam 2.5Y 5/2 7.5YR 5/8 abundant low • Landform/Topography: swale area Comments: Hydric Soils? yes Basis: chroma of 2 with mottles II HYDROLOGY Is ground urface inundated? no Surface water depth: n/a Is soil satu ated? yes Depth to saturation: surface to 6" } Depth to fr e-standing water in pit: 6" ❑Yes ® No -Oxidizd root zones ID Yes ® No -Water-stained leaves ❑Yes ® No -Water marks I I 1 El Yes ® No -Surface scoured areas pj ❑Y s ® No -Drift lines ®Yes 0 No -Wetland drainage patterns ❑Yes ® No -Water borne sediment deposits ❑Yes ® No -Morphological plant adaptations C mments: Dry elow 6 inches. 1 1 • etland Hydrology? yes. Basis: near surface saturation and water in pit above 12 inches 1 II SUMMARY o normal environmental conditions exist at the plant community? yes Has the vegetatio I, soils, and/or hydrology been significantly disturbed? no-not recently Disturbed area? yes , Basis: infield of old horse racing track Problem area? Basis: • i Comments: although the area has been disturbed, normal conditions are considered to exist on the site. Is the hydrophytic vegetation criterion met? yes Is the hydri soil criterion met? yes 1 Is the wetland hydrology criterion met? yes ''' Is the vegetation unit or plot wetland? yes i 1 Rationale for jurisdictional decision: all parameters met Ir 1 WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD KEIATSHAPIR & ASSQEIATES , , VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres Sample Plot #: SP7-(B2) Composite j Field Investigator(s): JHC Date: 3/18/98 • Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint . Rank • fear Festuca arundinacea 1 FAC- 60 5 63.0 1 ' agst Agrostis-stolonifera FACW 30 4 38.0 2 hola Holcus lanatus FAC 20 3 20.5 , 3 poa. Poa spp. FAC 30 4 38.0 2 . rare Ranunculus repe FACW 10 2 10.5 1 Sum of Midpoints: 170.0 Dominance Threshold: 85.0 I Indicator %Areal Cover Sp Code Shrubs Status" Cover Class Midpoint Rank , ( ' Sum of Midpoints: Dominance Threshold: Indicator %Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank ' Sum of Midpoints: I. Dominance Threshold: Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank in Sum of Midpoints: ' Dominance Threshold: .�aJGF-'�'-'• f_ q.��Ma.."�zyt�-..: ..,+. .—.-�� 2, :='zi:::r"s�w.-.�r^.�-'...�:::bc'::r��.:� ��;;.�,. _.. t cro of, Dominants that are OBL, FACW, and/or FAC: 57 Hydrophytic Vegetation? yes Comments: A predominance of FAC or wetter vegetation To determine dominants,first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed,1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others having 20%of the total midpoint value are marked with an asterisk. WETLAND DETERMINATION ' INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY Project Numbe : 6971037 Date: 3/18/98 Project/Site: oeing-Longacres Sample Plot #: SP8-(B-3) Feld Investigator(s): JHC f SOILS SCS Mapping Unity Urban Land Is soil a histosol? no ,'-, Field Identificatior}: Histic epipedon present? no IS soil on hydric soils list? no Is soil mottled? yes Is soil gleyed? no II Hor4on Matrix Mottle Occurrence Gley 1 Organic ' Horizon Depth Texture Color Color of Mottles Color Content 0-4 loam 10YR 3/2 med11 4-18 silt loam 2.5Y 5/2 7.5YR 5/8 abundant low _ Landform/Topography: 1 Comments: ydric Soils? yes Basis: low chroma and mottles IHYDROLOGY Is ground surface inundated? no Surface water depth: n/a Is soil saturated? yes Depth to saturation: surface Depth to fre-standing� water in pit: 12 II ❑Y s ® No -Oxidized root zones ID Y s ® No Water marks 0 Yes ® No -Water-stained leaves 0 Yes ® No -Surface scoured areas 1, ❑Y Is ® No -Drift liniesl ❑Yes IN No -Wetland drainage patterns ❑Yes ® No -Water-borne sediment deposits ❑Yes ®No -Morphological plant adaptations 'C mments: I I etland Hydrol gy? yes Basis: surface saturation and hydrology at 12 inches SUMMARY Do normal environmental conditions iexist at the plant community? yes , I-as the vegetation, soils, and/or hydrology been significantly disturbed? no-not recently D sturbed area/ yes (Basis: infield of old horse racing track ;i P oblem area? no (Basis: C•mments: althpugh the area has been disturbed, normal conditions are considered to exist on the site. 11 Is the hydrophytic vegetation criterion met? yes II Is the hydric soil criterion met? yes Is the wetland hydrology criterion met? yes Is the vegetation unit or plot wetland? yes 1 'R:tionale for jurisdictional decision: All parameters met I 1 G! WETLAND DETERMINATION SHAPIRO& • INTERMEDIATE-LEVEL ONSITE METHOD ASSQEIATES2 VEGETATION UNIT SAMPLING PROCEDURE • Project/Site: Boeing-Longacres Sample Plot #: SP8-(B-3) Field Investigator(s): JHC Date: 3/18/98 Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank agst Agrostis stolonifera FACW 70 5 63.0 1 agte Agrostis tenuis FAC 30 4 38.0 2 Sum of Midpoints: 101.0 Dominance Threshold: 50.5 Indicator %Areal Cover _ Sp Code Shrubs Status" Cover Class Midpoint Rank • I i • • Sum of Midpoints: Dominance Threshold: Indicator %Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank Sum of Midpoints: Dominance Threshold: Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank • • Sum of Midpoints: Dominance Threshold: % of Dominants that are OBL, FACW, and/or FAC: • 100 Hydrophytic Vegetation? yes Comments: A predominance of FAC or wetter vegetation To determine dominants.first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contnbuting to this cumulative total plus any others having 20%of the total midpoint value are marked with an asterisk. • WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD 1 SOILS, HYDROLOGY & SUMMARY i P oject Numbed: 6971037 Date: 2/3/98 1 Project/Site: Boeing-Longacres Sample Plot #: SP9-(K1) F eld Investig tor(s): JHC/SL , SOILS MIIIiiimmieilimmiiimmml SCS Mapping Unit: Urban Land 1 Is soil a histosol? no Field Identificatio : Histic epipedon present? no la soil on hydric soils list? no I Is soil mottled? no • i • Is soil gleyed? no Hor zon Matrix Mottle Occurrence -,ley Organic Horizon Depth Texture Color Color of Mottles Color Content - 0-2 silt loam •• 2.5Y 5/1 low 2-11 sandy loam 2.5Y 4/1 low 11-13 Silt 10YR 3/1 ; med andform/Top graphy: depressional swale on inside of racetrack •omments: , ydric Soils? yes Basis: low chrome 11 1 HYDROLOGY Is ground s Iurface inundated yes Surface water depth: 2 inches Is soil sat�lrated? es Y Depth to saturation: Depth to free-standing water;in pit: ❑Y s El No -Oxidied root zones ID ®Yes No -Water-stained leaves ❑Y�s ® No -Watermarks 0 Yes IS No -Surface scoured areas ❑Yes ® No -Drift lines ❑Yes ® No -Wetland drainage patterns ❑Y s IN No -Waterborne sediment deposits ❑Yes ® No -Morphological plant adaptations C•mments: surf ce had ponded latter but was dry at 6 inches suggesting the area would not have sufficient hydrold'gy for 2 we ks during the growing season because of surface evaporation 1 Wetland Hydro ogy? yes? Basis: standing water-perched on fill material I ' SUMMARY Do normal environmental conditions exist at the plant community? no _ Has the vegetation, soils, and/or hydrology been significantly disturbed? no-not recently isturbed area? yes Basis: Area influenced by drainage from racetrack I, roblem area? no Blasis: omments: although the area has been disturbed, normal conditions are considered to exist on the site. 1 Is the hydrophytic vegetation criterion met? yes • i' iG Is the hydric soil criterion met? yes 1 I Is the wetland hydrology criterion met? yes • Is the vegetation unit or plot wetland? no' 1I ationale for jurisdictional decision: Area perched on fill material-evidence of horse manure at 14 inches 1 1 i . 1 4,I WETLAND DETERMINATION SHAPIRO& INTERMEDIATE-LEVEL ONSITE METHOD ASSEIATF.SZ VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres Sample Plot #: SP9-(K-1) Field Investigator(s): JHC/SL Date: 2/3/98 Indicator %Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank phar Phalan arundinacea FACW 50 4 38.0 1 agst Agrostis'stolonifera FACW 50 4 ' 38.0 1 juef Juncus effusus FACW 5 1 3.0 • Sum of Midpoints: 79.0 Dominance Threshold: 39.5 Indicator %Areal Cover Sp Code Shrubs Status" Cover Class Midpoint Rank salu Salix lucida ssp. lasiandra FACW+ 65 5 63.0 1 • • • • • Sum of Midpoints: 63.0 Dominance 'Threshold: 31.5 Indicator %Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank • • Sum of Midpoints: Dominance ' Threshold: Indicator %Areal Cover Sp Code Trees Status" Cover Class Midpoint Rank Sum of Midpoints: Dominance Threshold • : , 1? v'G'"`•n'?:"°tt'.f. - ,_-- -"�'��...yr;c• ,— at;;s:s�:rR�+tT"t;.•'r•,•;c •;i., - - .`ate a...'rw-'s-,r"^r*�.-.F" C.�,!;,•,,.-t.�`Y '": ''.J % of Dominants that are OBL, FACW, and/or FAC: 100 Hydrophytic Vegetation? yes Comments: A predominance of FAC or wetter vegetation To determine dominants,first rank species by midpoints. Then sum midpoints in order "Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance threshold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contnbuting to this cumulative total•plus any others having 20%of the total midpoint value are marked with an asterisk. WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD SOILS, HYDROLOGY & SUMMARY Project Number: 6971037 Date: 2/3/98 Project/Site: BI eing-Longacres Sample Plot #: SP10-(L1) I- Field Investigaitor(s): JHC SOILS SCS Mapping Unit: Urban Land Is soil a histosol? no - Field Identification: Histic epipedon present? no Is soil on hydric soils list? no Is soil mottled? no Is soil gleyed? no Horizon Matrix Mottle - Occurrence Gley Organic Horizon Depth Texture Color Color of Mottles Color Content 0-18 much 10YR 2/1 high • 1 Landform/Topo raphy: old oxbow bend of Springbrook Creek Comments: I I Hydric Soils? es Basis: lowchroma I HYDROLOGY Is ground surface inundated? yes Surface water depth: 8 inches Is soil saturated? Depth to saturation: Depth to fre -standing water in pit: 0 Yes ® No -Oxidized root zones 0 Yes ® No -Water-stained leaves ®Ye;1 0 No -Water arks T ❑Yes ® No -Surface scoured areas 0 Ye ® No -Drift lines 0 Yes ® No -Wetland drainage patterns ®Yes 0 No -Water-borne sediment deposits CI Yes ® No -Morphological plant adaptations Comments: Wetland Hydro! gy? yes Basis: Standing water,water marks SUMMARY _ Do normal environ ental conditions exist at the plant community? yes ' Has the vegetation soils, and/or hydrology been significantly disturbed? no • Disturbed area? yes Basis: infield of an old racetrack Problem area? no asis: Comments: although the area has been disturbed, normal conditions are considered to exist on the site. Is the hydrophytic vegetation criterion met? yes Is the hydiic(soil criterion met? yes Is the wetland hydrology criterion met? yes Is the vegetation unit or plot wetland? yes j Rationale for jurisdictional decision: All parameters met • WETLAND DETERMINATION INTERMEDIATE-LEVEL ONSITE METHOD ISHAPRO - VEGETATION UNIT SAMPLING PROCEDURE Project/Site: Boeing-Longacres Sample Plot #: SP10- (L-1) Field Investigator(s): JHC/SL Date: 2/3/98 Indicator °ra Areal Cover Sp Code Herbs & Bryophytes Status" Cover Class Midpoint Rank tyla Typha latifolia , OBL 50 4 38.0 1 phar Phalaris arundinacea FACW 50 4 38.0 1 . Sum of Midpoints: 76.0 . Dominance Threshold: 38.0 Indicator %Areal Cover Sp Code Shrubs Status" Cover Class Midpoint Rank. cost Comus stolonifera FACW 30 4 38.0 1 salu Salix lucida ssp. lasiandra FACW+ 30 4 38.0 1 . • Sum of Midpoints: 76.0 Dominance Threshold: • 38.0 Indicator %Areal Cover Sp Code Saplings Status" Cover Class Midpoint Rank • Sum of Midpoints: , ' Dominance Threshold: _. _.... ur._ ..,.,.. _. r : �t*-^^ti �• -.:r 3t:: T-.:^.ss: sue` s., c .^.- I Indicator %Areal Cover Sp Code Trees 1Status" Cover Class Midpoint Rank . Sum of Midpoints: Dominance Threshold: .. M+:...c-.0 '=i'x-s'e^T._.s:-7:.'i,.�.•r. 1-7 ZT..' .-5-- a•-r. .:...-.w...I.-..:::: ._..: Y ==:;7_...=::..1.:."" ..— �:m,=+_�.-_-L. ,...wsr-.x r'.1 1 % of Dominants that are OBL, FACW, and/or FAC: 100 Hydrophytic Vegetation? yes , Comments: A predominance of FAC or wetter vegetation To determine dominants.first rank species by midpoints. Then sum midpoints in order -Species that do not appear on the National List(Reed.1988)may have been assigned an indicator until 50%of total for all species(dominance thre5nold)is immediately exceeded. All status based on field observations and habitat information from the literature. species contributing to this cumulative total plus any others naving 20%of the total midpoint value are mauled with an asterisk. --- I 1�i I I • I V 111 I I Appendix B EI I i I I Field Notes I , I � I II I � I I I I I I I I I ' � I � I 14. i, 61 1103+ a/y/9 . - w.. , Cit: � �` ,Acat '-A,e�-0.d c`.S �'`' Ski E�!� 4-u.Q.29, 0 dviz, 1 u��a�� ffvv Ah 3 -. t=.r.� I 601, .tom ,. i -,:i Leizil,,-4, 3 U , %.. i , - 1 k- e rJ. et-A- - , 5'47 Two Aka .peoils AA.2.;-) 1 • yt,.,.), m 0 12u br w xurv- UleitAl L. I. .'4f:'. :,� t,. • i:.) • : , ... . .-.-• ,s. ..., ... •.. • :. :•'.. , •;.,...1,,...i"ic•-.).:•.'1,.• • 1:.,•:". ,...9.'.,."•:,..!'.. :lt,...:;',.. : • '. ',t,.. 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A comprehensive study of existing habitat areas and wildlife use of the Longacres Office Park site was conducted by Shapiro in 1993 (Appendix A). The purpose of the 1993 study was to assess the quality and quantity of habitat as well as the relative abundance of p wildlife species using the'site. The study area is approximately the southern three-quarters of the former Longacres I Park thoroughbred horse racing facility. The Boeing Customer Services Training Center (CSTC) is directly north of the study area; the Burlington Northern Railroad tracks lie along the western study area boundary; and undeveloped land lies to the south (Appendix A; Figure 1). Springbrook Creek is located off-site to the east of the site. Topography of the study area is generally flat with elevations varying for about 8 feet (NGVD) to about 20 feet. The microtopography of the study area includes a series of slight mounds and swales that are dissected by drainage ditches. . I The 199�3 survey identified four different habitat types in the study area: mowed racetrack infields, a southern open field area, a marsh area in the southeast, and a constructed environment of buildings and parking lots. Two additional habitats were identified off-site, adjacent to the study area. Tle first is a forest grove directly south of the study area, and the other is a marsh area to the east (Appendix A, Figure 2). Identified habitats were characterized based upon observations made during site visits between November 1991 and April 1993. For the purpose of this report observations of habitat conditions on the site were made during a site visit in August 1998. At the time of the 1993 survey parking lots, barns, a grandstand, and other buildings were located in the eastern and western sections of the study area. In August 1998 none of the buildings were still standing. Although many of the concrete foundations and paved parking lots and walkways remain. The racetrack infields have become so overgrown with vegetation that they are no longer recogni able as such. 'The racetrack infields are no longer mowed, and grasses and forbs are almost 3 feet tall. Construction of new buildings, parking lots and roadways was occurring at the time of the 1998 investigation, especially in the northeastern portion of the site. EXISTING VEGETATION I Within each of the identified habitats, numerous plant species were identified. Prior to 1993 plants Lin the acetrack infields and open field habitats had been intensively managed (mowed, and watered) to maintain lawn conditions. Since that time unrestricted vegetation growth and colonization by other plants has occurred. In addition to the identified vegetation species, ornamental trees and shrubs have been planted in the built environment. Common and scientific nomenclature listed below follows that of Hitchcock and Cronquist (1976). Track Infields (previously mowed infields) Three dig ferent vegetation communities were identified in this habitat in the 1993 survey: mound areas, sv ales, and drainage ditches. Although unrestricted growth of vegetation and colonization by new species has occurred since maintenance of the infields (mowing and watering) was discontinued in 1993, the three vegetation communities generally remain discernible. ' 1 Boeing L ngacres Office Park ExistingIabitat Conditions and Wildlife Study Report 1 8/19/98 1 ill II 1 f I Vegetation in the mound portions continues to be dominated by Kentucky bluegrass I(Poa pratensis), tall fescue (Festuca arundinacea), common dandelion (Taraxacum officinale), spotted cats-ear (Hypochaeris radicata), and English plantain (Plantago lancelota). Species that,have 1 become established since 1993 include common timothy (Phleum pratense), red clover (Trifolium I� pratense), Canadian thistle (Cirsium arvense), bull thistle (Cirsium vulgare), and Himalayan II blackberry (Rubus discolor). Forbs a d grasses that make up the infield swale plant community continue to include common plantain (Plantago miajt or), velvet-grass (Holcus lanatus), marsh cudweed (Gnaphalium uliginosum), pineapple-weed (Matricaria matricarioides), common silverweed (Potentilla anserina), white clover 1(Trifolium repens), and bluegrass. Other species that have become establisled include Colonial bentgrass (Agrostis ca illaris , redtop (Agrostis i antea , reed j g ( g P ) ( g gg ) canarygrass (Phalaris car i ndinacea), and creeping buttercup (Ranunculus repens). I l Grasses found along drainage ditches in the infields include mannagrass (Glyceria sp.), bluegrass, and bei tgrass. Forbs include spike-rush (Eleocharis palustris), soft rush (Juncus effusus), dagger-leaf rush (J. ensiifolius), cattail (Typha latifolia), and waterplantain (Alisma plantago- aquatica). Reed canarygrass and creeping buttercup have colonized the banks of the drainage ditches. I Dense thickets of Himalayan blackberry occur along the dirt road that traverses the site, on the periphery of the infield, land in patches within the infield. Saplings and small trees of black cottonwood(Populus trichocarpa), red alder(Alnus rubra), Pacific willow (Salix lasiandra), and red-osier dogwood (Corpus stoloni era are becomingestablished on theperipheryof the infield g f ) and along the banks of the drainage ditches. English ivy (Hedera helix) and a variety of ornamental trees, shrubs, and flowers are located where s'.ructures once stood. Open Feld 1 1 In the 1993 survey two different plant communities were identified in the open field habitat: mound areas and a transitional zone between the built environment and the open field. Since 1993 the division between these two communities has become indistinct. Vegetation in the open field is dominated by Kentucky bluegrass, tall fescue, bentgrass, common dandelion, spotted cats-ear, English plantain, and western yellow-cress (Rorippa curvisiligua). Herbaceous species that have become established include Canadian thistle, bull thistle, common tansy (Tanacetum vulgare)f and curly dock (Rumex crispus). On the western side of the open field Himalayan blackberry is growing in patches and along dirt roads. Small trees and saplings of black cottonwood and red alder are colonizing the western side of the parcel and along the southern border where the forest 1 grove exists off-site. 1 i . South Marsh The So th Marsh habitat its the least disturbed of the four habitat areas. Although construction projects are taking place to the north, there is no sign of human disturbance on the South Marsh habitat. The plant community in this portion of the study area continues to include reed canarygrass, cattails, bittersweet nightshade (Solanum dulcamara), and Himalayan blackberry. The 1993 survey noted that "a few willow trees are located in the marsh." Pacific willow trees I Boeing LAngacres Office Park 1 Existing 1-labitat Conditions l 1 and Wildlife Study Report , 2 8/19/98 'I I i and saplings are now aldominant component of this plant community. Himalayan blackberry has grown to heights over eight feet in some areas along the eastern boundary. Douglas spirea I' (Spiraea douglasii) has (become established. Along the periphery of the marsh Scot's broom (Cytisus scoparius), common tansy, Canadian thistle, and bull thistle are established. Built Environment j Vegetation in the built environment areas consists of isolated patches of ornamental trees, shrubs, and flowers. Species of weedy herbs and grasses found in the open field and infield habitats are colonizing the area. Approximately 25% to 30% of the built environment is undergoing uc constrtion of buildings, parking lots, and roads, or serving as holding areas for construction equipment and personnel I I Off-Site Off-site forest grove vegetation to the south includes black cottonwood, red alder, and Himalayan blackberry. Reed canarylgrass, cattails, Douglas spirea and Himalayan blackberry dominate the marsh habitat east of the 'south marsh habitat. To the north is the wetland mitigation constructed for the Customer Services Training Center. This approximately 15 acre wetland and upland complex includes a wide variety of native upland and wetland trees, shrubs, grasses and forbs. The canopy of western;red cedar and red alder extends over redtwig dogwood, Douglas spirea, rose, and numerous other species. EXISTING HABITATS I. I Methods Habitat areas at the Longacres Office Park site were identified during the 1993 survey based on observed vegetation communities. For consistency these designated habitat areas are used for this investigation updating existing conditions. Track Infields (previously mowed infields) At the time of the 1993 survey, the approximately 25.5-acre infield of the main racetrack contained paths, a scoreboard, and a house surrounded by regularly mowed and irrigated infield, while the approximately 5.2-acre practice racetrack infield contained paths, a softball field, and a basketball court surrounded by occasionally mowed infield. None of these structures remain standing. Only concrete foundations, pavied roads, and walkways remain. The remnants of these structures are being collonized by a variety of non-native invasive grasses and shrubs. Mowing and irrigation is no longer continued. Drainage ditches containing water were observed in both infields. Wetlands identified in 1993 as Category 3 wetlands are found in low-lying swales and drainage ditches. At the time of the 1993 survey the racetrack infields contained highly managed grass-forb lawns. Since 1993 maintenance of the infields has been,discontinued, allowing unrestricted growth and colonization of vegetation to occur. A new wetland delineation was completed in 1998, documenting some changes in the extent of wetlands since 1993 (Shapiro, 1998; Appendix A, Longacres Office Park Conceptual Wetland Mitigation Plan). The predominant vegetation community continues to be grass-forb plant communities. Deciduous tree saplings and dense thickets of invasive shrubs, especially Boeing Lpngacres Office Park Existing Habitat Conditions and Wildlife Study Report 3 8/19/98 I,' 1I 1 blackberries, occur along the periphery, dirt road edges, and in scattered patches. Various ornamental plants, including shade trees, shrubs, and broad-leaved ground covers, occur along I paths and structure foundations. Although the vegetation is taller, and in some cases thicker, these areas offer low quality because of the dominance by invasive non-native plants and lack of lover 1 diversity. Open Field ! I The open field habitat occupies approximately 23 acres in the southwestern portion of the study I area. Prior to 1993 portions of this area were used to store garbage bins, dump refuse, and as overflow parking lots. No wetlands have been identified in this area. The predominant vegetation community in this portion of the site is a grass-forb pasture with deciduous trees, saplings, and shrubs in the southern and western area of the parcel. Dirt roads, apparently used by construction I, vehicles occur in the western portion of the parcel. A large, soil stockpile, with a level top, is in the northwest section. The stockpile is approximately 20 feet tall, 30 feet wide and 200 feet long. At the time of the investigation four construction vehicles were parked on the mound. This low quality habitat supports'little vegetation and is regularly disturbed by humans. I South Marsh The South Marsh habitat is an approximately 11-acre depression in the southeastern portion of the study area. This relatively undisturbed Category 2 wetland contains standing water and a vegetation community dominated by grasses (especially reed canarygrass) and Pacific willow. A road and sewer line along'the eastern boundary of the project site separates the South Marsh from the larger City of Renton.wetlands extending eastward along Springbrook Creek. The medium value habitat is relatively undisturbed and exhibits some vegetative structure. Built Environment The built environment includes approximately 95 acres. At the time of the 1993 survey, barns, a grandstand, and other buildings stood in the eastern and western portions of the site. None of these structures still stand today. The only evidence that these structures occupied the site are concrete foundations and'paved roads and walkways. Weedy herbaceous plants and shrubs are colonizing the area. Approximately 25% to 30% of the areas designated built environment is undergoing construction llof buildings, parking lots, and roads, or serves as holding areas for. construction equipment and personnel. Trees and shrubs used for landscaping are scattered throughout the area. No wetlands have been identified in the built environment. This low quality habitat is frequently disturbed by construction activity. Off Site 1 Two habitats are identified off site, adjacent to the study area. Immediately south of the study area is a mixed deciduous forest and forested swamp, while east of the South Marsh are emergent marsh a?d scrub shrub areas that extend to Springbrook Creek. The marsh east of the studyi area is isolated from the South Marsh by a road and sewer line along the eastern property boundary. Both off-site habitats are of medium quality and have been relatively undisturbed in recent years. The wetland mitigation constructed on the CSTC site to the north has matured substantially in the four years since it was completed. Much of the forest canopy is in excess of 20 feet in height and i Boeing Longacres Office Park I Existing Habitat Conditions and Wildlife Study Report 4 8/19/98 I I; !I most of the understory provides almost 100% cover. This high value habitat is providing nesting �f and foraging for a wide variety of waterfowl and other wildlife. EXISTING HYDROLOGIC FEATURES Although the investigation occurred in the dry season (August) and the infield habitat hydrology has bee reduced since,maintenance (watering) was discontinued, the surface hydrology features of drain ge ditches, depressions, and topographic swales are generally consistent with the 1993 survey. No hydrological features were observed during the August 1998 investigation that were not reported in the 1993 survey. WILD IFE USE Methods I No quantitative wildlife'surveys were conducted during the August 1998 habitat investigation. All wildlife species, track, or sign observed while traversing the site were documented. Results A distinct separation of, wildlife communities occurs at the Longacres Office Park site, primarily based or habitat type. Less disturbed habitats at the southern boundary of the site (including the South Marsh, open field, and off site forested area), and similar areas south and east of the practice track (including areas along Springbrook Creek) are populated by species less adapted to urban development and disturbance. The CSTC wetland mitigation area north of the site provides quality habitat for passerine and waterfowl species. Areas of the LOP site such as the infield areas, construction areas, and'I the built environment (now vacant of buildings) are populated by non- native species,those tolerant of high disturbance levels. j Sixteen species of birds were observed at the Longacres Office Park development site while moving through the areal during the August 1998 habitat investigation. Non-native or urban- adapted pecies observed include house sparrow, European starling, rock dove (pigeon),j and America crow. Native, migratory, and/or resident species observed include American robin,!red- winged blackbird, rufous-'sided towhee, Steller's Jay, song sparrow, Savannah sparrow, common r yellowthroat, barn swallow, black-capped chickadee, Canada goose, gadwall, and mallard. Coyote scat was observed in the,infield and open field habitats. I i All of the species observed are common in the Puget Sound region, and none are listed as threatened or endangered species by the Washington Department of Fish & Wildlife or the U.S. Fish and Wildlife Service. Several of the birds observed during the survey are considered to be game birds, including Caniada goose, gadwall, and mallard. i j I � i I ! I Boeing L.ngacres Office Park Existing Habitat Conditions and Wildlife Study Report 5 8/19/98 • �I REFERENCES Hitchcock, C. L. and A. Cronquist, 1976. Flora of the Pacific Northwest. University of Washington Press, Seattle, Washington. Shapiro and Associates; Inc., 1992. City of Renton Jurisdictional Wetland Determination for Longacres Park Development Project. Seattle, Washington. Shapiro and Associatesi Inc., 1993. Existing Habitat Conditions and Wildlife Study Report for the Longacres Office Park Project. Seattle,Washington. I II 1 Shapiro and Associates; Inc., 1998. Longacres Office Park Conceptual Wetland Mitigation Plan. eattle,Washington. I Shapiro and Associates;Inc., 1998. Longacres Office Park Jurisdictional Wetland Determination. Seattle,Washington. 11 • L i - I it Boeing Longacres Office Park Existing 1abitat Conditions and Wildlife Study Report, 6 8/19/98 • APPENDIX A ! i I'I ; j I I • 1 • ' it I it I ��I EXISTING HABITAT CONDITIONS AND WILDLIFE STUDY REPORT i • FOR THE LONGACRES OFFICE PARK PROJECT • i I • Prepared for Boeing Commercial Airplane Group P.O. Box 3707, 6W-90 Seattle,.WA 98124-2207 • I ' I Prepared by SHAPIRO AND ASSOCIATES, INC. 1201 Third Avenue Suite 1700 Seattle,WA 98104 June 1993 ' I • 1 TABLE OF CONTENTS Page EXECUTIVE SUMMARY 1 GENERAL SIDE DESCRIPTION 1 I, I EXISTING HABITATS 6 1 Methods ! 1 Mowed Infields I 1 Open Field 4 South Marsh I 14 1 Built Environment 4 Off site 1.4 EXISTING VEGETATION 14 EXISTING HYDROLOGIC FEATURES 5 QUANTITATIVE WILDLIFE USE 6 Wildlife and Habitat Existing Conditions 6 Study Methodology, I6 Results I 7 • Sou Marsh, Cottonwood Forest, and Open Field Habitats 13 Built Environment and Mowed Infield Habitats 13 REFERENCES 15 List of Tables Table 1 Number of Bird Species Observed at Each Habitat Type 9 Table 2 Species Observed During Active Searches and While Moving Between Habitats at the Longacres Office Park Development Site 12 Table 3 Mammals,Amphibians, Reptiles, an Aquatic Species Captured at the Longacre's Office Park Development Site 2 l i , List of Figures I Figure 1 Site Vicinity Map 2 Figure 2 Habitat Areas 3 Figure 3 Trap and Observation Station Locations 8 Figure 4 Total Number of Bird Species Observed During Timed Surveys 11 EXECUTIVE SUMMARY A comprehensive study, of existing habitat areas and wildlife use of the Longacres Office Park site has been conducted. The purpose of this study is to assess the quality and quantity of habitat as , well as the relative abundance and species of wildlife using the site. The Longacres OfficePark study area occupies approximately 160 acres in Renton, Washington (Township 23N, Rane 4E, Section 24). Four different habitats are identified in the study area: the mowed racetrack infields, 1 southern open field area, la marsh area in the southeast, and a constructed environment of buildings and parking lots. Additional habitats occur south and east of the property. Approximately 95 acres or 59% of the area is built environment; 45 acres or 28% is grass lawn or open field; and 20 acres or 13% is marsh. A diverse wildlife community exists in areas of the site that are relatively undistu bed and dominated by native plant communities. Built areas of the site are inhabited by a I much 1 ss diverse group of species and are dominated by non-native wildlife species and those species tolerant of human activity. 1 GENERAL SITE DESCRIPTION ' The study area is approximately the southern three-quarters of the former Longacres Park thoroughbred horse racing facility, including the southern half of the main racetrack, the practice racetra k, and,the grandstand area. The Boeing Customer Services Training Center (CS'IlC) is , directly north of the study area; the Burlington Northern Railroad tracks lie along the western study area bo ndary; and undeveloped land lies to the south and east (Figure 1). Springbrook Creek is located off-site to the east of the site. This watercourse has been identified by King County as a Class 2 stream with saln�onids (King County, 1990a). Topography of the study area is primarily 1 flat. The microtopography of the study area includes a series of slight mounds and swales th t are dissected by drainage ditches. Parking lots, barns, a grandstand, and other buildings are located in the cen al and western sections of the study area. Four different habitats are identified in the study area: r cetrack infields, o1.pen field, south marsh, and built environment. Two additional habitats are ide tified off-site, adjacent to the study area. The first is a forest grove directly south of the study a ea, and the other is a marsh area to the east (Figure 2). Identified habitats were charact rized based upon observations made during site visits between November 1991 and pril 1993. EXIST NG HABITATS Metho s I Habitat areas at the Longacres Office Park site were identified based on observed vegetation 1 commu ities. Contiguous areas with similar vegetation were considered part of one habitat. ireas - with a (marked change in plant community were determined to be separate habitat region. In addition to identifying habitats at the site, wetlands also were identified using the Federal Manual 1 ying and Delineating Jurisdictional Wetlands (Federal Interagency Comrnitte'e for 1 for Ide tif WetlanI Delineation, 19189). Wetlands were not considered to be separate habitats and [were included in the habitat area where they occurred. Wetland descriptions are contained in Clity of Renton Jurisdictional Wetland Determination for Longacres Park Development Project(Shapiro, 1992). 1 1 1 1 i 1 1 i II , , 3 I Mowe l Infields The approximately 25 5-acre infield of the main racetrack contains paths, a scoreboard, and a house. The approximately 5.2-acre practice racetrack infield contains paths, a softball field, and a basketball court. Drainage ditches containing water were observed in both infields. Category 3 wetlands are found in, low-lying swales and drainage ditches. The predominant vegetation 1. community found in the racetrack infields is a highly managed grass-forb lawn. Less intensively managed grass-forb plant communities exist in and along the drainage ditches. Various ornamental plants, including shade trees, pruned shrubs, and broad-leaved ground covers, occur along paths, the house, and racetrack edges. This area is of low quality because of human manipulation and lack of cover diversity. ' Open Field The open field habitat occupies approximately 23 acres in the southwestern portion of the study area. Portions of this area were previously used to store garbage bins, dump refuse, and as overflow parking lots. No wetlands are identified in this area. The predominant vegetation community in this portion of the site is an infrequently mowed lawn or pasture. Occasional small trees or shrubs are found along the southern and western property boundaries. This low quality habitat has little diversity and is regularly disturbed by humans. South Marsh The south marsh habitat is an approximately 11-acre depression in the southeastern portion ortion of the study are a. This relatively undisturbed Category 2/3standing wetland contains water and a ve etation communitydominated bygrasses and shrub s. A road along the eastern boundary of the project site separates the south marsh from the larger marsh along Springbrook Creek. The medium value habitat is relatively undisturbed and exhibits some vegetative structure. Built Environment The built environment includes approximately 95 acres of parking lots, barns, the grandstand,iand other buildings in the central and western portions of the site. No wetlands are identified in the built environment. Vegetation in this area is predominantly trees and shrubs used for landscaping. Weedy herbaceous plants occur in the parking lots and around the barns. This low quality habitat is freque tly disturbed. Si te it e Two habitats are identified off site, adjacent to the study area. The area immediately south of the study are contains a deciduous forest, while the region east of the south marsh habitat contains marsh areas along Springbrook Creek. The marsh east of the study area is isolated from the south marsh by road fill along the eastern property boundary. Both off-site habitats are of medium quality and are relatively'undisturbed. EXISTING VEGETATION Within e ch of the identified habitats, numerous plant species were identified. Vegetation communities occurring ,within the habitat areas represent different topographic and hydrologic conditions. These hydrologic and topographic conditions can be characterized as the following: slightly elevated mounds, swales and depressions, in and along drainage ditches, and transitional areas between mounds and swales. Plants in the mowed infield and open field habitats have been intensively managed (mowed) to form a lawn; this vegetation is usually less than 2 inches tall. Vegetation in and along drainage ditches, in the south marsh, and in off-site habitats has been 4 I allowed to retain a more natural appearance. In addition to the identified vegetation species, ornamental trees and shrubs have been planted in the built environment. Common and scientific nomenclature listed below follows that of Hitchcock and Cronquist(1976). Mowed Infields 1 Three di ferent vegetation communities were identified in this habitat: mound areas, swales, and 1 drainage ditches. Vegetation in the mound portions is dominated by Kentucky bluegrass (Poa pratensis), tall fescue (Festuca arundinacea), common dandelion (Taraxacum officinale), spotted cats-ear ypochaeris radicata), and English plantain (Plantago lancelota). Forbs arid grasses that make' up the mowed infield swale plant community include common plantain(Plantago major), marsh cudweed (Gnaphalium uliginosum), pineapple-weed (Matricaria matricarioides), common silverweed (Potentilla anserina), and white clover (Trifolium repens). Bluegrass (Poa sp.), vellvet-grass (Holcus lanatus), and bentgrass (Agrostis sp.) also are found in these areas. Grasses found along drainage ditches in the mowed infields include bluegrass, mannagrass (Glyceri sp.), and bentgrass. Forbs include spike-rush (Eleocharis palustris), soft rush (Juncus effusus), dagger-leaf rush (J. ensifolius), cattail (Typha latifolia), and waterplantain (Alisma plantago1aquatica). Open Field I Two dif Brent plant communities are identified in the open field habitat: mound areas and the transitio al zone between the built environment and the open field. Vegetation in the mound portions is dominated by Kentucky bluegrass, tall fescue, common dandelion, spotted cats-ear, and English plantain. Vegetation in the transitional zone is dominated by Kentucky bluegrass, tall fescue, bentgrass, and western Yellow-cress (Rorippa curvisiligua). South arsh The plat community in this portion of the study area includes reed canarygrass (Phalaris arundinacea) (an invasive grass), cattails, bittersweet nightshade (Solanum dulcamara), and Himalayan blackberry (Rubus discolor). A few willow trees (Salix sp.) are located in the marsh. Built Environment Vegetati n in the built environment consists of isolated patches of ornamental trees, shrubs, and flowers. Weedy herbs and grasses also are found in parking lots and around some buildings. Off-Sit grove vegetation includes black cottonwood(Populus trichocar a red alder(Alnus Off-site fprest g oo ( op p ), rubra), and Himalayan blackberry. Reed canarygrass and Himalayan blackberry dominate, the marsh habitat area east of the project site. EXISTI G HYDROLOGIC FEATURES Surface hydrology features found in the Longacres Office Park study area include drainage ditches, depressi 'ns, and topographic swales. Drainage ditches are found in the mowed infield habitats; depressio s and swales occur throughout the site. 5 Water was observed in all drainage ditches on the property. Water in ditches on the main racetrack infield enters the study I area via a culvert at the western terminus of the ditch system and flows to the prac ice racetrack ditch system via a culvert under the barn area. Water flows from the practice racetrac to Springbrook Creek through a culvert on the eastern edge of the property. Standing water a1 o was observed in the south marsh and mowed infield swales. The U.S. Fish and Wildlife Service National Wetlands Inventory (USFWS, 1988) identifies Springbrook Creek, located along the eastern property boundary, and the south marsh area as palustriie, emergent, seasonally flooded wetlands. King County identifies Springbrook Creek as a Class 2 stream with salmonids (King County, 1990a). This watercourse also is recognized as shoreline under the Shoreline Management Act by the City of Renton and the Washington Department of Ecology! Shapiro and Associates, Inc. identified five wetlands in the Longacres Office Park study area (Shapira, 1992) using the Federal Manual for Identifying and Delineating Jurisdictional Wetlands (Federal Interagency Committee for Wetland Delineation, 1989). These wetlands range from approximately 0.04 to 1,1 acres in size, and comprise a total area of about 19.5 acres. South marsh is the largest wetland, other wetlands occur in the main racetrack infield. Wetlands on the site were classified using the U.S. Fish and Wildlife Service system (Cowardin, et al., 1979). The south marsh wetland is a palustrine, emergent and scrub-shrub, seasonally flooded system. All other wetlands on the site are palustrine, emergent, seasonally flooded systems. QUANTITATIVE WILDLIFE USE Wildlife and Habitat Existing Conditions A distinct separation of wildlife communities occurs at the Longacres Office Park site, primarily based on habitat type and food resource availability. Less disturbed habitats at the southern boundary of the site (including the south marsh, black cottonwood forest grove, and adjoining open field), and similar areas south and east of the practice track (including areas along Springbrook Creek) are,populated by species less adapted to urban development and disturbance (Figure 2). Areas of the site such as the parking lots, mowed infield areas, and barn areas are densely populated by non-native species, those tolerant of high disturbance levels and built environments, and those attracted to the area because of the volume and type of food resources that occurred as a result of horse racing activities. Site visits to the Longacres Office Park study area indicated a diverse wildlife community existing in areas of the site that lie in a relatively undisturbed state and that are dominated by native plant communities (Table 1). Built areas of the site are inhabited by a much less diverse group of species and are dominated by non-native species (species that have been introduced from other geographic areas ands were not originally found in the Pacific Northwest prior to European settlement) and those highly tolerant of human habitation and activity. Study rethodology To assess bird species and relative abundance at the site, six observation stations were established, one in each of the previously identified habitats (Figure 3). On three occasions, 15-minute timed observations of bird species present within visual and auditory detectability were conducted from each station (King County, 1990c). All timed surveys were conducted during early morning hours because birds are more vocal and active at this time. Bird species, number, and behavior were recordedl, as well as date, time of survey, and weather conditions. Species observed while moving through the study area also were noted. 6 Mamm ls, reptiles, and amphibians occupying the site were assessed by conducting timed- constrai t surveys and by using Sherman live-traps (designed specifically for capturing small mammas). Four Sherman traps were placed in each habitat sampled(except for the mowed infield area because of lack of suitable small mammal habitat) and operated for a three-night trapping period (Figure 3). Timed, 15-minute searches also were conducted in each habitat to detect sign and/or individuals of these species groups (Corn and Bury, 1990). Aquatic species inhabiting • open w 'ter areas within the south marsh habitat and within Springbrook Creek were sampled with a nylon mesh dip net and minnow traps. Species or their sign, number, age, and behavior were noted f r all captures. Date, time of survey, and weather conditions also were recorded on data forms. Result A series of tables and a figure (see Tables 1 through 3 and Figure 4) were prepared following this initial p ase of the study. Thirty-six species of birds were recorded at the Longacres Office Park development site during timed observations (Table 1). This table represents all species observed, including those flying over each observation station between adjoining areas. An additional five species of birds were detecte during the course of moving through the site (Figure 2) for a combined total of 41'bird species this number represents the combined total of bird species observed while conducting timed surveys nd incidental observations of birds while moving through the site) (Table 2). The highest number f species were recorded in areas dominated by native plant species with the least degree of human disturbance (17 species in forest habitat, 18 species in each of the south marsh, meadow, and Spr ngbrook Creek corridor habitats). These numbers are not significantly higher than the number of species noted for the mowed infield and built environment habitats, however. The relativel high number of species noted for these two habitats is largely the result of species observe flying over these habitats,between adjacent areas, rather than actually using them. i I 7 j Table 2: SPECIES OBSERVED DURING ACTIVE SEARCHES AND WHILE MOVING BETWEEN HABITATS AT THE LONGACRES OFFICE PARK DEVELOPMENT SITE. DATA ARE FOR SURVEYS CONDUCTED FROM MAY 3 THROUGH 6, 1993 Species Location Number/Type Coyote East of practice Track Scat 1 Herringgull Parking area south of Infield 1 Gadwalll In ditch in Infield 2 Ring-n cked pheasant East of Practice Track 1 Golde -crowned sparrow South Marsh 1 White- rowned sparrow South Marsh 1 Red-tailed hawk Practice Track Infield 1 Western terrestrial garter snake South Marsh and Open Field 2 The barn areas (built environment) and mowed infield areas are heavily dominated by non-native and urban-adapted species such as house finch, house sparrow, European starling, rock dove (pigeo ), and American crow, whereas the remaining habitats are dominated by native, migratory, and/or esident species such as red-winged blackbird, American goldfinch, savannah sparrow, commo yellowthroat, and mallard. One sp cies of salamander (Northwestern salamander) was captured in the south marsh, and one species of fish (three-seined stickleback) was captured in Springbrook Creek. Additionally, two species of small mammals (deer mouse and house mouse) were captured in Sherman traps (Table 3). No mall mammals were captured in the built environment, however. Coyote scat and western terrestri garter snakes also were observed while moving through the site (Table 2). Table 3: MAMMALS, AMPHIBIANS, REPTILES, AND AQUATIC SPECIES CAPTURED AT THE LONGACRES OFFICE PARK DEVELOPMENT SITE. DATA ARE FOR SURVEYS CONDUCTED FROM MAY 3 THROUGH 6, 1993 Species Habitat Type YP Total Captures Deer mo se Forest grove 4 Springbrook Creek 5 South marsh 4 Three-sp'ned stickleback Springbrook Creek 7 Northwe tern salamander South marsh House Mouse Open field 2 All of the species observed and/or trapped are common in the Puget Sound region, and none are listed as `hreatened or endangered species by the Washington Department of Wildlife (WDW) or the U.S. Fish and Wildlife Service. The great blue heron is listed as a priority species by WDW in the Priority Habitats and Species program, and several of the birds observed during the survey are i considered to be game ibirds, including Canada goose, cinnamon teal, gadwall, mallard, ring- necked pheasant, and sora. i 1 1 12 1 1 1 i 1 South Marsh, Forest Grove, and Open Field Habitats Table 1 indicates species observed during site visits to the Longacres Office Park study area. Additional species of bird, mammal, amphibian, and reptile can be expected to occur on and adjacent to the site, particularly in undisturbed areas on the southern and eastern borders. Habitat conditions suggest that several species of small mammal may occur in the south marsh, black �1 cottonwood forest grove, and open field areas, including vagrant shrew (Sorex vagrans), marsh shrew ('orex bendirii), Trowbridge's shrew (Sorex trowbridgii), shrew-mole (Neurotrichus gibbsii) several species of bats, Oregon vole (Microtus oregoni), long-tailed vole (Microtus longicaudus), Townsend's vole (Microtus townsendii), red-backed vole (Clethrionomys gapperi), and deer mouse (Peromyscus maniculatus). Medium-sized mammals, including opossum (Didelphis virginianus)J raccoon (Procyon lotor), striped-skunk (Mephitis mephitis), and European cottontail (Sylvilagus floridanus), also are expected to occur in the area (Ingles, 1965). A review of literature (Nussbaum, et al, 1983) indicates that the amphibians and reptiles likely to occur in these habitats include red-legged frog (Rana aurora), long-toed salamander (Ambystoma macrodactylum), northwestern salamander (Ambystoma gracile),Ensatina (Ensatina eschscholtzi), and garter snake (Thamnophis sp.). Open water areas within the south marsh provide reproductive habitat for amphibians and foraging habitat for predatory species such as the great blue heron (Ardea herodias). Mallard (Anas platyrhynchos) and American coot (Fulica americana) were observed in many areas of the south marsh. Pasture habitat in southern portions of the site and areas south and east of the practice track provide foraging areas for raptors, and loafing (resting) areas for migratory and resident waterfo 1, including Canada geese (Branta canadensis) and American wigeon (Anas americana): A red-tai ed hawk nest is located approximately 150 to 200 feet south of the Longacres Office Park property oundary in a large black cottonwood, approximately 40 to 50 feet high. A pair of hawks were see in the vicinity'of the nest during the March 16 site visit. Several ecies of migratory songbirds, waterfowl, and raptors also are expected to either inhabit or pass through the marsh and adjacent habitats during the summer months, and less often during migratory periods in spring and fall (Peterson, 1990). Some of these species have previously been listed in Milligan (1983). Red-tailed hawks (Buteo jamaicensis) and northern harriers (Circus cyaneus) are the most common raptors using the site, however, other species such as sharp- shinned hawk (Accipiter striatus) and American kestrel (Falco sparverius) occasionally may be 1. seen passng through the area during migratory periods in the spring and fall. Built Environment and Mowed Infield Habitats Species diversity is not expected to increase significantly above current levels in those areas because hey are a constantly disturbed habitat type and because of a decline in artifical food resources as a result of discontinuation of horseracing activities. These habitat types are densely populate cil with non-native and urban-adapted species that are usually more successful at competing for avail ble resources (nest sites, food, cover) than many native and migratory species. Abundance of these non-native and urban-adapted species may decline, however, as food resources! are depleted and are not replenished. Additionally, food resources in built areas primarilyhave been limited to introduced grains and insects associated with barn areas and animal wastes. any migratory,songbirds are foliage gleaners (i.e., forage on insects found on various types and parts of plants) and would not use much of the built areas for either foraging or nesting because o a lack of diversity in plant species and structure. Although some migratory species may be seen or over the barn and other built areas, they are not expected to extensively use these habitats Peterson, 1990). Nest sites for native species also are limited because of intense competition from more aggressive non-native and urban-adapted species. 13 1 v I Large numbers of rock doves (Columba livia), European starlings (Sturnus vulgaris), and house sparros (Passer domesticus) were observed in the barn areas and other sections of the built environment (parking lots, grandstand area) during both site visits (March 16 and April 14, 1993). Ornamental trees planted around peripheral areas of the barns,between parking aisles, and adjacent to the Burlington Northern railroad tracks provide abundant nest areas for these species. Additionally, many barns provide nest habitat for barn swallows, however, the newest barns at the n e m ging er eir eat preves acc to p areas by swallows. l In addition end to theofthe speciessithave observed etal in rat built areasund during th theves sitetha visits innt Marchess and Aprilotential, house mice (Mus musculus) and Norway rats (Rattus norvegicus) are expected to occur in high densities because of the abundant grain food sources and nesting habitat remaining on site. These small mammals provide food resources for night-active predators such as barn owls (Tyto alba). Populations of these species may decline as food sources are depleted, which may in turn reduce available prey for nightactive predators such as owls. Large numbers of waterfowl use mowed infield portions of Longacres Park, particularly in winter months, for foraging and resting. The primary species found during this period are Canada geese, • American wigeon, and mallard. These species are well-adapted to foraging on grass, and are extremely common throughout the Green River Valley in pasture habitats, lawns, and recreational '4 playing fields. Other species also are occasionally observed in infield areas during migratory periods, including green-winged teal (Anas crecca) and gadwall (Anas strepera) (Milligan, 1983). Several additional species other than those observed are expected to either pass through the site during rllorthward migrations or take up residence in habitats located on the site. The majority of these migratory species are expected to use less disturbed areas on the site, such as the south marsh, rather than built areas of the property. These species include various warblers, thrushes, vireos, flycatchers, and several species of waterfowl. I � I I 14 • II REFERENCES Corn, P.S., and R. Bruce Bury, 1990. Wildlife Habitat Relationships: Sampling Procedures for Pacific Northwest Vertebrates. Sampling Methods for Terrestrial Amphibians and !r Reptiles. USDA Forest Service, Pacific Northwest Research Station. Portland, Oregon. ' Gen. Tech. Repl PNW-GTR-256, 1990. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe, 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Pub. tiFWS/OBS-79/31. 131 pp. Federal Interagency Committee for Wetland Delineation, 1989. Federal Manual for Identifying and Delineating Jurisdictional Wetlands. U.S. Army Corps of Engineers,U.S. Environmental protection Agency, U.S. Fish and Wildlife Service, and U.S.D.A Soil Conservation Service,Washington, D.C. Cooperative technical publication. 138 pp. Franklin, J.F. and C.T. Dyrness, 1973. Natural Vegetation of Oregon and Washington. U.S. Department of Agriculture,Forest Service,Washington,D.C. General Technical Report ¶NW8. 417 pp. Hitchco l k, C. L. and A. Cronquist, 1976. Flora of the Pacific Northwest. University of !I Washington Press, Seattle,Washington. Ingles, L.G., 1965. Mammals of the Pacific States. Stanford University Press, Stanford, alfornia. King Co nty, 1990a. Sensitive Areas Map Folio. King County, 1990b. Sensitive Areas Ordinance (Ordinance No. 9614). King County, 1990c. Draft SEPA Wildlife Study Guidelines. December 18, 1990. ! Milligan,D.A., 1983. Longacres Racetrack: There is More to Wildlife Than Just Around the Track. Report prepared for Morris J. Alhadeff, President, Longacres Racetrack, Renton, Washington. Nussbaum, R.A., E.D. Brodie Jr., and R.M. Storm, 1983. Amphibians and Reptiles of the Pacific Northwest. University of Idaho Press, Moscow, Idaho. Peterson, R.T., 1990. Field Guide to Western Birds. Houghton and Mifflin Company, Boston, Massachusetts. 1 1 Shapiro and Associates,!',Inc, 1992. City of Renton Jurisdictional Wetland Determination for . Longacres Park Development Project. Seattle,Washington. 1 U.S. Department of the Interior,Fish and Wildlife Service, 1988. National Wetlands Inventory, Renton, Washington Quadrangle. U.S. Department of the Interior, Geological Survey, (photorevised 1981). 7.5 Minute Series opographic Mip, Renton,Washington Quadrangle, scale 1:24,000. USFWS. See U.S. Department of the Interior, Fish and Wildlife Service. I ; 15 Williams, W.R., R.M. Laramie, and J.J. Ames, 1975. A Catalog of Washington State Streams; arld Salmon Utilization, Vols. 1-3. Washington State Department of Fisheries, Olympia, Washington. 16 Vii::,, 10 7:4!:•EVEREI"T v ' Z; 0 1 ,; sttr *i0.f, .• = I SITE . zr '74•. -•'.:,` _ I e.,-;,,,- .--. 'Ern. WASHINGTON ow SEAT:A:4e g t .."....i :' . ISSAQUAH II BREMERTON ...,:i. rr • RENTON lj _TT% 1 • lr',"*. N 0 al, Z AIRPORTH *: ' Fii. SITE III I; 1 , ts, i=e96 m-,ii V *'•,•• °TACOMA 2t.•' 1 I •— \/4./:i.:......:.i.i :• 1 OLYMPIA II" , Ifli ir•••3c. ...,... tb\• 405 ":•1!Ii*,5--.• • 1 1 1 1 1 11 1 1 e I i RENTON , RENToN 6 TUKW - -.. - . EAFILINGTCN .... ...,.r... SHOPPING CENTER I , , 1''' COURSE•.•':,••:i:.;.-- 441 li 0 I 1 .:' • . CD ./...=::•-, --.:•••::-.-..,- I 1 1.:.-....1...;. ,...,...-.. . _ • , :::..........,:.. N ..'Fogb'.... .-------" 1 : PA- • 41 --qiir I _ ' i 1 1 ‘ . ;.: • -.44111114111i Ai.- . -,,,1 . - .•- ' 1 i . N / 0.E., 1 ,,;•••••*i'i:0: I 1.•4,,,i. $.iii, : . RENTON —s... PROJECT t cENTaR-411!/11 4e:a i SITE CP zi •1; El i TUKWILA . g ; . .. .... . . . co/ / 1 I FIGURE 1 SITE VICINITY MAP 4.:. *: ,,- Sy Area NOT TO •ALE =v..; SHAPI*•& LONGACRES OFFICE PARK - .t... • wso , , 1 i - • ' j NTON/SOEING DEIS VOLUME 2 ' 68/93 4 APPENDIX D EXHIBIT 1 r7 , I . . ,. 1 , I . . ,,_-_•- -1_—__-,j;,-.. a 1, „,...-!--;^ 11c:if ..3 1.. ,••••,--::- /I: f•:,.... ;,.- OJSTOVEFI SERVICE 1- _ 1 ....z.•, :..„,-Z,. - • - : • 'IllAniG CENTER CS= : 1 1••• I ,,•,___, ., _,,"••`•"• ••••"-• UKOER CEVELCP%eNT r•. 5 ••• !! ' •Al 1 • • 1 1 1 1[11 /7;i.N • • 1 : I ENV1RONMarr,t 1 i.4*' —1___. EIt Ct---; ..i, .. S' I • , li I :I ' li.11# :•;Q...Fa.i,::4z.-N , . (g. N. +0 , • l. , ....,.,fii.:3.ra..:7:-.4fr.‘:.0m..,:;:',...,.:.-- -iz,., , kii-• • V.1.011glagge":::...,:d, •:•,.:.:,::.• = '..:*,,. ....t.• I:3 , ,, ''.--sxf: N ''''''.‹,.4:4;Iss,•12:::•:ga...„ •:-.‘o °94. C,-• --7zz, — r- . ! - 1, is r;,o . 0 i .a.*;-,:-..,.................................. 1—1 B:III.:Ttl,. . ‘ ."4.zi'' ENVIRONMENT I :: l 1i I itk tl% , • I •A::•:%.,..4. l i,i7.;•.W.:1),, it..........-i.Mi.rnt _...--,4 ,..----" cz,---7--0 '--2L•••1' as IC • . ;:-..;;;,..4'k... „:3.i.1-;•:, I 1., t . ... jr.g7 ) !i-fa.).0 cap =. • C,-%.`... , - e...:::,. . 0, .....'/ I i• . „ ii i ._ :t lti - a I INFIELD 0 • Liz<L"',;; E.-A 0 I. I I tn.' .:.i.),,,,. i CZD,2 i P RA CTIP E . 3 ii I TRACK . le I '• • •• • .-• \'.... ::4:3•SKfit.fs.. 1 ='I 1 • I I ...... MOWEDN_ (i) a 1 I ) . - I 0 INREL: 2 r 1 i._......J.....„,.. .,..„„,.......... ,...._........ . 1, \.........,... I ., , = C= '.- < • ' I j'-'') = C:3 r , , 1 I sr,•....._.....,— . I. '01-1_1_,...--"s"--=::-- "D. 0 r- - I I :Z±-:2:::::;;="3,--2-Z•s•.. s,/ , i5)s, E u i • --. :==='L-....,,, r ._. 1 . . ___-:%::•==ENVIRONMENT7=-',-1------4:=--=:--- . _-_—_=_--_-_-_-=•, i' 1, ii ; ..1===--c.,f':-••=---...r.:•===',.'.7----=:•• ___- :---- . II • • 1 ii I 1 li . .1 : • 'I::: ' , :: s• •• '.•..i:.:1Pi.:a:::... , . :: i OPEN FIELD I '1 3 01 .i.:::i:k:s:iz:W:::::i;:.?•,.:::::=1 :2) 1 ;AAP.V.TH...................... MARSH 1, RED-TAILED HAWK NEST _2._C5 e (APPROX.150 FEET'SOUTH it FOR • :. GROVE • ' i OF PROPERTY.BiDUNDARY) a I is , 1 , LED: FIGU7E - , r .......""i,:i.;:im:iil Wetland •—•— Study Area Boundary TRAP AND OBSERVATION 1 C=1 Barns 0 Bird Observation Stations L 0±00 Ditches it Sherman Live-Trap Locations STATION LOCATIONS . . Scale it Feet eN001111%,Habitat Area 0 lAnnow Trap Boundary I LONGACRES OFFICE PARK SHAPTO El. WILDLIFE STUDY . [ ' 6:23 460)1' ab'i I I ', , : • • . r : . a.nt) /BOEING DEIS • VOLUME 2 . lroe, APPENDIX D EXHIBIT 1 . ' • • , .. - - - - - - - z g Table 1. Total Number Of Bird Species Observed At Each Habitat Type At The Longacres Office Park Development Site. o Data are for observations from three survey periods conducted from May 3 to 5, 1993. a i Built HABITAT AREAS Environment Forest Grove Mowed Infield South Marsh Open Field Springbrook Ck SPECIES N of Obs MeanNisit N of Obs MeanNisit N of Obs MeanNisit N of Obs MeanNisit N of Obs MeanNisit N of Obs MeanNisil American cool 0 0.00 0 0.00 0 0.00 7 2.33 0 0.00 0 0.00 American crow 10 3.33 0 0.00 6 2.00 0 0.00 8 2.67 2 0.87 American goldfinch 0 0.00 0 0.00 0 0.00 0 ' 0.00 26 8.67 0 0.00 _ American robin 4 1.33 3 1.00 7 2.33 6 2.00 -9 3.00 - Barn swallow 26 8.67 0 0.00 12 4.00 0 0.00 1 0.33 7 2.33 Bewick's wren 2 0.67 2 0.67 0 0.00 0 0.00 0 0.00 0 0.00 Black-capped chickadee 2 0.67 6 2.00 0 0.00 4 1.33 1 0.33 2 0.87 Blackbird 0 0.00 0 0.00 1 0.33 0 0.00 0 0.00 1 0.33 i_, Brown-headed cowbird 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 1 0.33 O Bushlit 0 0.00 5 1.67 0 0.00 0 0.00 0 0.00 0 0.00 Canada goose 2 0.67 0 0.00 25 8.33 4 1.33 10 3.33 4 - 1.33 Cinnamon teal 0 0.00 0 0.00 2 0.67 1 0.33 0 0.00 8 2.67 Common yellowthroal 0 0.00 2 0.67 0 0.00 4 1.33 0 0.00 5 1.67 Downy woodpecker 0 0.00 2 0.67 0 0.00 0 0.00 0 0.00 0 0.00 European starling 12 4.00 0 0.00 41 13.67 1 0.33 3 1.00 10 3.33 Golden-crowned kinglet 0 0.00 3 1.00 0 0.00 0 0.00 0 , 0.00 0 0.00 Great blue heron 0 0.00 0 0.00 0 0.00 1 0.33 0 0.00 2 0.87 House linch 13 4.33 0 0.00 22 7.33 1 0.33 8 2.67 0 0.00 House sparrow 27 9.00 0 0.00 0 0.00 0• ' 0.00 0 0.00 0 0.00 MacGillivray's warbler 0 0.00 1 0.33 0 0.00 0 0.00 0 0.00 0 0.00 Mallard 5 1.67 1 0.33 5 1.67 21 7.00 9 3.00 16 5.33 Marsh wren 0 0.00 0 0.00 0 0.00 12 4.00 0 0.00 5 1.67 Northern harrier 0 0.00 1 0.33 1 0.33 0 0.00 1 0.33 0 0.00 Pigeon 13 4.33 0 0.00 1 0.33 13 4.33 1 0.33 0 0.00 6 fled-tailed hawk 0 0.00 3 1.00 1 0.33 4 1.33 1 0.33 _ 0 0.00 �_ _ Bad-winged blackbird 0 0.00 0 0.00 0 0.00 19 8.33 1 0.33 3 1.00 a R Savannah sparrow 0 0.00 0 0.00 5 1.67 0 0.00 13 4.33 4 1.33 - o N Sharp-shinned hawk 0 0.00 0 0.00 1 0.33 0 0.00 0 0.00 0 0.00 Solitary vireo 0 0.00 0 0.00 0 0.00 _ 0 0:00 -1 --0.33 1 0.33 Song sparrow 0 0.00 9 3.00 0 0.00 5 1.67 5 1.67 5 1.67 Sore 0 0.00 " 0 0.00 0 0.00 5 1.67 _ 0 0,00 0 0.00 S Table 1. Continued. Q N H A-13-IT-AT-A-1I A-S Built Environment Forest Grove Mowed Infield South Marsh Open Field Springbrook Ck SPECIES N of Obs MeanNisil N of Obs MeanNisil N of Obs MeanNisil N of Obs MeanNisil N of Obs MeanNisil N of Obs MeanNisil SleIler's lay 0 0.00 1 0.33 0 0.00 0 0.00 0 0.00 0 0.00 Unknown gull 1 0.33 - 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 Violet-green swallow 3- 1.00 2 0.67 21 7.00 6 2.00_- - --_9 - 3.00-- - - 2 - --- 0.67 -- -- Willow flycatcher 0 0.00 4 1.33 0 ' 0.00 0 0.00 0 0.00 0 0.00 Wilson's warbler 0 0.00 4 1.33 0 0.00 4 1.33 1 0.33 0 0.00 Total Number Observed 120 49 151 118 108 79 - Total Number of Species 13 17 15 18 18 18 N • • go-qR - - • .-C7 n+ 1 - �����:—^ �,, QJSIDYER SERVICE I, , : : y -•. TRAD,DIGCERt—ER ,•. q ;' r Jl�l ...►1.....a URDER CEW.I..Pua T ... - 1 '� 7771 .. \ III ENVIR'NMEN7.t i>' — `w _ S,o / 17:!.4_7 ,: I. ;;r ,,.., f I BUILT. •_> Ks3. F; .. xd VIRONMENT ' 1' '1 I fi iD .v..• .�:� �-�� OCR C� , I : .. ; : :0 Cam = �"�� 1 I .E`'µ I MOWED' I 1 I E?'` ' IV,' Q � I INFIELD III i ::.::t �L1, z =8 :PRACTICE MOWED': (:) s I ' I o 0.k. INFIELD. C_.--I l _ 7 I: / I 1 isiiir,' r`-7 C `\`� .� 6 i &-i `� C`7 r I, rf -__ - n u i :---7=====.—_—_-z---....Ifftf.:-....=„si L j ' =BUILT=-== ---- i --- -_='ENVIRON_MENT--- —-- _ , --_____- ..---- --, ., p.-_. ..._\::_,) I 1 --_-- _ - 1 r 0 0000 I I 11 OPEN FIELD __ ;`' 'i •; iMA• RS• H MARSH I . RED-BAILED HAWK:NEST - _ FOREST (APPROX.150 FEET SOUTi-I�� GROVEC OF PROPERTY BOUNDARY) ■ • • 1 LEGSD: FIGURE 3 * ._. f.;:::„�;:.s;:..:. Wedand — Study Area Boundary TRAP AND OBSERVATION (` Barns Q Bird Observation Stations STATION LOCATIONS J 0 ----''~ Ditches ■ Sherman Live-Trap Locations • Scale�1�t entsio".Habitat Area ❑ tvGnnow Trap aO1"dary LONGACRES OFFICE PARK —�� WILDLIFE STUDY 691 VOLUME 2 0 /BOEING DEIS • AP? D1X D lll/O8/93 B/93 12 EXHIBIT 1 1 Total Number of Bird Species Observed During limed Surveys 20— - ai 7- � 2 ® Manipulated 15- % Habitats Z '''''':-': : ' '' ,!%%/5 '',5% '. / % 1 Q1 ToI O `p Y C • corm j Habitat Type 1 Figure 4. Number of bird species observed during rimed surveys at each habitat type h at the Longacres Office Park Development Site from May 3 to 6, 1993. I j ; , i I p 1 I I Ili I, RENTON/BOEING DE1S VOLUME 2 , 11/08/93 • APPENDDC D F7QnBrr 1 I ' I I APPENDIX c: EXISTING AND MITIGATION WETLANDS EXISTING AND MITIGATION WETLANDS Existing Wetlands to be Restored or Impacted* Area of Regulated Required Wetlands to be Restored/ City of Renton Replacement Wetland' Category' Description' Area (S.F.)2 Impacted (S.F.)' Replacement Ratio Area 'A' 3 Drainage ditch located in the 3,442 3,442 1.5 5,163 northern portion of the main track infield; associated with the south __ ___ -— portion of Wetland `B'. -- -- -- ---- - --- -- - ---- ---- - -- - ---- - - - --- 13(r)'3 - Restored area; 3 Central area of swale located in the 78,629 78,629 1.0 (pursuant to letter 78,629 falls within the limits of northern half of the former main request for wetland the proposed mitigation racetrack infield; grass-forb mitigation wetlands. • dominated wetland adjoining the modification, dated CSTC site. 8/18/98) 1B(f)'3 - Filled area; 3 Outer areas of swale located in the 17,428 17,428 1.5 26,142 falls outside the limits of northern half of the former main the proposed mitigation racetrack infield; grass-forb wetlands. dominated wetland adjoining the CSTC site. `G' 3 Isolated depressional area in the 1,678 1,678 1.5 2,517 ; central part of the main track infield that is periodically inundated and appears to be perched on fill. 'H,' 3 Extensively disturbed ditch in old 5,787 5,787 1.0 (will be 5,787 oxbow located the central part of the - aggregated with L, main racetrack infield. and L2 so 1:1 ratio applies, pursuant to 4-32-6(C)6) `H2' 3 Remnant of oxbow in central area of 103 103 1.5 155 main racetrack infield. - `H3' 3 Drainage ditch excavated in upland; 1,933 1,933 1.5 2,900 located in the south western part of the main track infield. `I,' 2 Isolated wet meadow system in the 26,383 26,383 1.5 39,575 -• - southeastern quadrant of-the main - - - - - - track infield. `I2' 3 Isolated swale in the southeastern 2,500 ON/A- upland, not 0 quadrant-of-the-main-track-infield; • - - -well and - acquiring upland characteristics. Existing Wetlands to be Restored or Impacted* (continued) Area of Regulated Required Wetlands to be RestoredI City of Renton Replacement Wetland' Category' Description' Area (S.F.)2 Impacted (S.F.)' Replacement Ratio Area 3 Isolated swale in the southeastern 1,992 ON/A - upland, not 0 quadrant of the main track infield; wetland acquiring upland characteristics. 3 Isolated depressional area in east 3,805 3,805 1.5 - 5,708 portion of main track infield; perched on fill. ---- -- - - - - - `K,'4 3 SW portion of wetland located near - 4,061 4,061 1.5 6,092 the east perimeter of the practice racetrack infield; perched on fill. `K1)'4 3 Disturbed drainage ditch located near 12,279 12,279 1.5 18,419 the east perimeter of the practice racetrack infield. `Li' 3 An oxbow remnant of Springbrook 8,021 8,021 1.0 (will be 8,021 Creek in the northern part of the aggregated with H, practice racetrack infield. and L2 so 1:1 ratio applies, pursuant to 4-32-6(C)6) 3 Excavated channel along the inside 5,419 5,419 1.0 (will be 5,419 perimeter of the west portion of the aggregated with H, practice track infield. and L, so 1:1 ratio applies, pursuant to 4-32-6(C)6) Total 173,460 168,968 204,524 3.98 Acres 3.88 Acres 4.70 Acres Notes: * "Impacted" indicates that the wetland will be filled 1 Based on Wetland Delineation for Boeing Longacres Office Park. Shapiro & Associates. May 1998. 2 From "Wetland Delineation Method (1987)" map by W&H Pacific based on delineation by Shapiro & Associates, signed July 23, 1993. 3 The May 1998 Shapiro delineation describes wetland B(r) and B(f) collectively. 4 The delineation between Ka and Kb were only approximate and not based on a surveyed delineation. ___-- - - -- n__--- ____ --_ - --_ _ _� -_ -- --- - _ -_-__ _ - _-- _ -- Mitigation Wetlands to be Created or Restored Wetland Category Description Area (S.F.) Open Water: 2 The opon water area will be an extension of the existing main pond and will exist between the_ 58,363 Elev. 2.0 to 8.5 pond bottom and the pond design surface elevation 8.5, where water depth exceeds 3.0 feet. The form will be a narrowing pond width as it extends to the south, b Vegetated: 2 The proposed expansion of the existing pond will support wetland plant communities. Vegetated 159,448 Elev. 5.5 to 11.0 wetlands will occur in 3' of water and shallower, up to elevation 11'. The vegetated wetlands will contain a diverse range of freshwater wetland plants typical Total 217,811 .00 Acres Source: Site Development Pre-Design Study. Sverdrup Civil, Inc. April 1998. Existing Wetlands Preserved Wetland Category Description Area (S.F.)5 `M' - South Marsh 2 Marsh located in the southeast corner of the Longacres site; area ranges from a forested wetland 475,792 community to a scrub-shrub wetland, to an emergent marsh/wet meadow. Total 475,792 10.92 Acres 5 From "Wetland Delineation Method (1987)" map by W&H Pacific based on delineation by Shapiro & Associates, signed July 23, 1993. Stormwater Pond (functional wetland not jurisdictional wetland) Functional Wetland Category Description Area (S.F.) Open Water: N/A The open water area will exist between the pond bottom and the pond design surface elevation 45,462 Elev. 2.0 to 8.5 8.5', where water depth exceeds 3.0'. The form will be a narrowing pond width as it extends to the south. Vegetated: N/A Wetland vegetation will occur in 3' of water and shallower, up to elevation 11'. The vegetated 48,228 Elev. 5.5 to 11.0 areas will contain a diverse range of freshwater wetland plants typical of those that occur in the Green River Valley and the Puget Sound Lowlands. Total 93,690 2.15 Acres EXISTING WETLAND AREA TO BE FILLED6 90,339 S.F. 2.1Acres EXISTING WETLAND AREA TO BE RESTORED' 78,629 S.F. 1.8 Acres TOTAL REPLACEMENT AREA REQUIRED6 204,524 S.F. 4.7 Acres TOTAL REPLACEMENT AREA-PROVIDED' - - -- - 217,811-S.F. - - - 5.0 Acres 6 Based on the jurisdictional wetland area that will be impacted/restored, as described in Wetland Delineation for Boeing Longacres Office Park. - Shapiro &Associates.- May-1998. 7 Does not include Stormwater Pond.