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HomeMy WebLinkAboutSWP272349 1 _ DRAINAGE REPORT 1 ' Longacres Office Park Renton, Washington 1 February, 1999 ' Prepared B : P Y ' Sverdrup Civil, Inc. Bellevue,Washington - Prepared For: BOE//VG { DRAINAGE REPORT 1 1 The Boeing Company ' Surface Water Management Project Longacres Office Park Renton, Washington February 1999 Prepared For: ' The Boeing oe g Company ' Seattle, Washington Prepared By: ' Sverdrup Civil, Inc. ' Bellevue, Washington 1 ' DRAINAGE REPORT ' The BoeingCompany P Y ' Surface Water Management Project Longacres Office Park ' Renton,Washington ' REPORT CERTIFICATION ' The technical information and data included in this report was prepared 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: t T rs5v%- Jeffrey J. Schutt, P.E. Z�S 99 project Manager ' EXPIRES 06/05/ t Ob 1 ' Surface Water Management Project-Drainage Report Sverdrup Chill, Ino. 014002\2220\wp\dmrpt02.doc i February 1999 ' DRAINAGE REPORT ' The Boeing Company Surface Water Management Project Longacres Office Park Renton, Washington TABLE OF CONTENTS SECTION PAGE ' Report Certification Tableof Contents ................................................................................................... ii ' List of Figures ........................................................................................................ iv Appendices ............................................................................................................ iv I PROJECT OVERVIEW ................................................................................... I-1 A. Purpose ........................................................................................................ I-1 B. Introduction ................................................................................................. 1-1 ' C. Project Datum .............................................................................................. 1-2 ' II PRELIMINARY CONDITIONS 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 ............................................ H-2 4. Core Requirement#4 - Conveyance Systems .................................. II-3 ' 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 Drainage Plan ....................................................................... 11-3 ' 3. Special Requirement#3 - Conditions Requiring Master DrainagePlan ................................................................................... H-4 4. Special Requirement#4 - Adopted Basin or Community Plans ...... II-4 ' 5. Special Requirement#5 - Special Water Quality Controls .............. H-4 6. Special Requirement#6 - Coalescing Plate Oil/Water Separators ... 11-5 ' 7. Special Requirement#7 - Closed Depressions ................................. H-5 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 ....... II-6 ' Surface Water Management Project-Drainage Report Sverdrup CMI, Ino. 014002\2220\wp\dmrpt02.doc ii February 1999 TABLE OF CONTENTS (continued) ' 10. Special Requirement#10- Flood Protection Facilities for ' Type1 and 2 Streams ....................................................................... II-6 11. Special Requirement#11 - Geotechnical Analysis and Report ........ II-6 , 12. Special Requirement#12 - Soils Analysis and Report ..................... H-8 IIIOFF-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 C. Task 2: Resource Review ......................................................................... III-7 D. Task 3: Field Inspection ........................................................................... III-8 E. Drainage System Description and Problem Screening ............................. III-8 ' F. Mitigation ................................................................................................. III-8 G. Previous Studies ....................................................................................... III-9 IV RETENTION/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 B. Developed Site Hydrology ....................................................................... IV-2 ' 1. Basin A - CSTC Site Basin ............................................................. IV-3 2. Basin B - South Main Track Basin .................................................. IV-3 C. Hydrologic Analysis ................................................................................. IV-3 ' 1. Hydrograph Method ........................................................................ IV-3 2. Computation Software ..................................................................... IV-4 3. Design Storm Precipitation Values ................................................. IV-4 ' D. Retention/Detention System ..................................................................... IV-4 1. Overview ......................................................................................... IV-4 2. Pond "D" Control Structure ............................................................ IV-5 ' 3. Hydrograph Routing ........................................................................ IV-5 4. Summary of Hydrologic Analysis ................................................... IV-6 E. Water Quality System ............................................................................... IV-8 ' l. Pond"D" —Enlarged CSTC Pond ................................................... IV-8 2. Pond"D" - Post-Development Conditions ..................................... IV-8 3. Pond"D" - Masterplan Conditions ................................................ IV-9 , 4. Water Quality Storm Event ............................................................. IV-9 5. Water Quality Data ........................................................................ IV-10 , Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. , 014002\2220\wp\dmrpt02.doc iii February 1999 r r rTABLE OF CONTENTS (continued) V CONVEYANCE SYSTEM ANALYSIS AND DESIGN ............................... V-1 r A. Proposed Conveyance System Overview .................................................. V-1 B. Conveyance System Analysis and Design V-1 1. Pipeline and Underdrain Design ....................................................... V-1 r 2. Backwater Analysis Method ............................................................. V-1 3. System Materials .............................................................................. V-3 r VI FLOODPLAIN AND GROUNDWATER INFORMATION ..................... VI-1 A. Baseline Floodplain Conditions ............................................................... VI-1 B. Post-Development Floodplain Conditions ................................................ VI-2 r C. Masterplan Floodplain Conditions ............................................................ VI-2 D. Groundwater Influence .............................................................................. VI-3 rVII TEMPORARY EROSION/SEDIMENTATION CONTROL .................. VII-1 A. Temporary Erosion/Sedimentation Control (TESC) Plan ................... VII-1 B. NPDES Requirements ......................................................................... VII-1 r rLIST OF FIGURES Figure 1 TIR Worksheet Page 1 r Figure 2 TIR Worksheet Page 2 Figure 3 Location Map Figure 4 Vicinity Map r APPENDICES rAPPENDIX A Floodplain Information APPENDIX B Existing Site Hydrology rAPPENDIX C Developed Site Hydrology APPENDIX D Retention/Detention Calculations APPENDIX E Water Quality Evaluations rAPPENDIX F Water Quality Design APPENDIX G Conveyance System Design r APPENDIX H Groundwater Information APPENDIX I Masterplan Hydrology and Retention/Detention Design 1 r rSurface Water Management Project-Drainage Report Sverdrup Civil, Ino. 0 1 4002\2220\wp\drnrpt02.doc iv February 1999 I PROJECT OVERVIEW A. Purpose This report is written to fulfill the requirements of the City of Renton. The City requires submittal of a drainage report with several of its permits, including the SEPA, Wetland, and Grade and Fill permits. All comments from the City's Environmental Review Committee Staff ' Report dated September 22, 1998 are incorporated herein. These related to providing documentation that future development at Longacres Office ' Park meets City Drainage Code and compensatory storage requirements in force by the City/FEMA at time of development. B. 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 Racetrack in Renton, Washington. The 1994 EIS prepared by the City of 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) have been constructed. In addition, an ' extension of Oakesdale Avenue SW, which will serve as a major access to LOP, was recently completed by the City of Renton. The proposal includes enlargement of the existing CSTC wetland and detention 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 infrastructure necessary for construction of individual buildings. ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc I-1 February 1999 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 of 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(Sverdrup, July, 1997), and the Drainage Report — Boeing Family Center Building 25-10 Site Development, (Sverdrup, January, 1998). Each of these documents were previously ' approved by the City of Renton. 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 ' Surface Water Management Project-Drainage Report Sverdrup Civil. Ino. ' 014002\2220\wp\dmrpt02.doc 1-2 February 1999 ' II PRELIMINARY CONDITIONS SUMMARY 1 This Section includes a discussion of Core Requirements 1 - 5 and all Special Requirements from the King County Surface Water Design Manual (KCSWDM) ' as referenced in the City of Renton Drainage Report Content List (from the City's Drafting Standards). The City of Renton Building Regulations §4-22-8 formally adopt the current version of the KCSWDM, and amend them to include additional ' criteria for projects located within Zones 1 and 2 of the Aquifer Protection Area. The Aquifer Protection Area Map produced by RH2 Engineers, dated March 21, 1995, confirms that this project does not fall within the Aquifer Protection Area. The City of Renton has not adopted the 1998 King County Surface Water Design Manual. ' A. 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 buildout, all surface water runoff from SW 16th Street south to SW 271b Street will be routed through the CSTC Main Pond and ' Delta system prior to discharge through the CSTC outfall (except areas 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 stormwater 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 the Green River. A report entitled "Surface Water Management ' Off-Site Analysis Report," Sverdrup Civil, Inc., August 1998, was ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc II-1 February 1999 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. Runoff from the Headquarters Building 25-20 site will be redirected to Pond "D", and Pond `B," which currently provides peak rate runoff for the 25-20 site, will be filled. ' b. 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. The ' maintenance access road creates 17,000 square feet of impervious surface, but since this will be an "infrequently used maintenance road," the project is exempt from , biofiltration. However, since runoff from the 25-20 site will be ' redirected to Pond "D," biofiltration is 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 provide 4 times more surface area and 2.3 times more volume than required by ' code to meet biofiltration exclusion 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. ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 0 1 4002\2220\wp\drnrpt02.doc II-2 February 1999 4. Core Requirement#4 -Conveyance Systems ' The proposed conveyance system consists of pipeline segments, culverts and underdrains designed to convey the on-site peak rate ' runoff for the 100-year 24-hour design storm. Some surcharging may occur during 100-year 24-hour design events, while the 25-year 24-hour event will be conveyed without surcharge. See ' Section V of this Report for more detailed information. This project design anticipates future development upstream of the ' project site, and preliminary conveyance calculations for masterplan conditions are included in Appendix I. 5. Core Requirement#5 -Temporary Erosion/Sedimentation Control Engineered drainage plans are required for this project, hence, ' temporary erosion/sedimentation control (TESL) measures in accordance with Core Requirement #5 are also required. The 11 minimum requirements, KCSWDM Standard Plan Notes and ' the City of Renton Standard Plan Notes are addressed by the Erosion/Sedimentation Control Construction Drawings which are ' part of the Construction Document Package dated January 1999. For more detail, refer to the Construction Documents (Sverdrup, 1999) and Section VU of this Report. tB. Discussion of Special Requirements 1. Special Requirement#1 - Critical Drainage Areas The proposed project site does not lie within a designated critical ' 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 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 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 mitigation area and detention for existing and future ' stormwater runoff. Pond "D," the combined wetpond/detention ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc II-3 February 1999 1 pond south of the enlarged CSTC Main Pond, also part of this project, will be sized to serve future building sites. 3. Special Requirement #3 - Conditions Requiring Master Drainage ' Plan ' This special requirement does not apply, as the proposed project is stand-alone, and: ' 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 ' contiguous drainage subbasin. 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. ' 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. ' Design of this project anticipates future development at Longacres Office Park will create over 1 acre of new impervious surface ' subject to vehicular use and storage. Design of the wetponds are further discussed in Section IV, Part E of this Report. The wetpond volume and surface area exceed that required by at least a , factor of 2 to compensate for not providing biofiltration. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\dmrpt02.doc II-4 February 1999 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 ' Development design for conformance with City and FEMA requirements 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 elevations which temporarily restrict drainage from the site. These high water elevations on Springbrook Creek are taken into account within conveyance system backwater analyses. For more detailed information, see Section V(B)2 of this report. ' 8. Special Requirement #8 - Use of Lakes, Wetlands or Closed P q Depressions for Peak Rate Runoff Control The CSTC Main Pond (also a wetland) will be enlarged along with the construction of a combined wetpond/detention pond (Pond "D") south of the CSTC Pond to provide peak rate runoff control for the CSTC Building 25-01 site and the Headquarters Building 25-20 site, as well as 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 Pond "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 existing 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 system to be constructed as the development of the Longacres ' Office Park site progresses. ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc U-5 February 1999 9. Special Requirement#9 - Delineation of 100 Year Floodplain ' This project site is in the vicinity of Springbrook Creek, which has ' an 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 ' FEMA floodplain and compensatory storage determination are discussed in Section VI of this Report and more detailed information about the floodplain, including mapping, is included in , Appendix A. 10. Special Requirement #10 - Flood Protection Facilities for Type 1 ' and 2 Streams No existing flood protection facilities exist for the portion of 1 Springbrook Creek adjacent to the project, therefore this special requirement does not apply. 11. Special Requirement#11 - Geotechnical Analysis and Report ' P q Several geotechnical reports were prepared for this project: ' "Report, Supplemental Geotechnical Engineering Services, CSTC ' Pond Expansion, Boeing Longacres Park, Renton Washington," (GeoEngineers, January 22, 1999), analyzed soil parameters of the material at the bottom of the existing CSTC pond as well as in the ' vicinity of the project site excavation for permeability and reuse potential. "Report, Supplemental Hydrogeologic Services, Surface Water ' Management Project, Boeing Longacres Park, Renton Washington," (GeoEngineers, January 22, 1999), analyzed a , dewatering test well program, dewatering well discharge quality and quantity and dewatering well drawdown characteristics. "Report, Geotechnical Engineering and Hydrogeologic Services, ' CSTC Pond Excavation, Boeing Longacres Park, Renton Washington," (GeoEngineers, April 23, 1998), discussed , subsurface soil, monitoring wells, gradation analyses, groundwater levels and fluctuation, lake level fluctuations, sheetpile cofferdams and dewatering methods for construction. t Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. , 014002\2220\wp\drnrpt02.doc H-6 February 1999 ' 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. t 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, 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. ' Surface Water Management Project-Drainage Report Sverdrup CMI, Ino. 0 1 4002\2220\wp\drnrpt02.doc D-7 February 1999 12. Special Requirement#12 - Soils Analysis and Report ' In addition to the geotechnical investigations listed above, the ' existing mapping completed by King County in 1973 appears sufficient for the purposes of this project, therefore this special , requirement does not apply. t Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\dmrpt02.doc II-8 February 1999 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 1 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 Oakesdale Ave SW Bridge at Longacres, by an excavated channel, also known as the P-1 Channel. 2. Green River The watershed area of the Green River above Renton is 450 square ' miles. 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 ' flood elevation for both the 10-year and the 500-year flood frequency. FEMA flood profiles are presented in Appendix A. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc III-1 February 1999 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 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, monitoring, operations, and financial responsibilities. Important operating procedures are presented for the P-1 pump station, ' including 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 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. ' P Y 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 Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\drnrpt02.doc III-2 February 1999 ' 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 operation 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 in the forebay when the flood flow is less than the peak of 1,100 ' 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. 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc 1II-3 February 1999 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 Way, the box culvert constructed under I-405 or the completed P-1 Channel cross section from the mouth of Springbrook Creek up to the 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 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 ' infrastructure improvements planned by the City of Kent and the Washington 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. The City of Renton recently completed additional Springbrook ' Creek channel improvements from SW 16th Street upstream to the Oakesdale Ave SW Bridge. These improvements were made at the same time as the Oakesdale Avenue SW project to limit disturbance to the creek, wetland areas and adjacent property owners. The improvements will somewhat reduce flood elevations , from those currently modeled, by improving channel capacity and 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 21.9 square miles of Springbrook Creek. The pumping station has , Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\drnrpt02.doc III-4 February 1999 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 cfs, 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. ' Accordingto FEMA a Green River flow of 12,000 cfs equates to q ' elevation 19.0 downstream of the pump station. The pump room floor elevation is 25.0 NGVD. Since all upstream flow must be pumped the electric pumps are automated by float switches. The ' larger 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. ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc III-5 February 1999 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 t 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 tributary drainage area to the proposed project site is shown in Figures B.1 and C.1. Figure B.1 shows that under existing conditions, the proposed project site falls within portions of on-site Drainage Basins 3 and 4. Figure C.1 shows that construction of the proposed project will alter these on-site drainage basins. Following construction, Subbasins 4-1, 4-4, and 4-5, are combined with t Basin 3 to create Subbasin A-3. The limits of Subbasins 4-2, 4-3 and 4-6 will not be altered by this project. Following construction, Subbasin 4-2 becomes Subbasin B-1, Subbasin 4-3 becomes Subbasin B-2 and Subbasin 4-6 becomes , Subbasin B-3. Currently, runoff from the BCAG Headquarters Building site, located within ' Basin 4, is collected in the building, landscape, and parking areas and routed to Pond `B", the former practice track swale, and ultimately to Springbrook Creek. ' As part of the Surface Water Management Project, Pond `B" will be filled and runoff 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 Sverdrup Civil, Ino. ' 014002\2220\wp\drnrpt02.doc III-6 February 1999 ' The combined wetpond/detention pond will pass through the Pond "D" Control Structure to the CSTC Main Pond. Discharge from the CSTC Main Pond 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 the 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 Area Maps As described above,the project is within the East Side Green River Watershed. ' FEMA Floodplain Maps Flood Insurance Rate Map Panel 53033CO978F 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 Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc III-7 February 1999 1 Resource Findings ' g Landslide Hazard Areas-No portions of the ' project area are classified as landslide hazard areas. Seismic Hazard Areas- No portions of the project ' area are considered seismic hazard areas. Coal Mine Hazard Areas-No portions of the ' project area are considered coal mine hazard areas. Renton SWM Division Drainage Services No problems are documented at this project site. All ' Problem Database drainage,flooding or erosion problems within the Springbrook Creek main stem are being addressed by ' the City's channel improvement projects. USDA 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 Inspection ' Sverdrup completed a field visit May 28, 1998. The temperature was about 650 F and the sky was clear. According to on-site weather station data, total precipitation for the 6 days preceding the May 28th field investigation was 1.42 inches. The investigation revealed that some portions of the existing Boeing ' drainage system (open channels) outside of the CSTC, Headquarters and Family Center sites were covered by vegetation, but no evidence of flooding, erosion or plugging was apparent. It was also noted that each of the proposed project site ' discharge 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 gate at the practice track outfall (at the east property line, just upstream of Springbrook Creek). ' E. Drainage System Description and Problem Screening This project will replace existing culvert and regrade existing swales. Some ' existing open channels outside of the CSTC, Headquarters and Family Center sites have become overgrown by brush and cannot be inspected. F. Mitigation This project will replace existing culvert and regrade swales, therefore, no mitigation is required. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc III-8 February 1999 ' 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 II(B)11, some ' of the more pertinent studies are as follows: FEMA. Flood Insurance Study of Renton. May 20, 1996. ' Hammond, Collier & Wade-Livingstone Associates, Inc. City of Tukwila Nelson Place/McLeod/Boeing CSTC Storm Drainage Study Technical Report. ' December 29, 1992. Herrera Environmental Consultants, Inc. Water Quality Monitoring and Quality ' Assurance Project Plan for the Black River Water Quality Management. October 10, 1991. Jones & Stokes Associates, Inc. City of Tukwila, Water Resource Rating and Buffer Recommendations. May 1990. ' King County. Washington FEMA Flood Insurance Study. Four volumes, revised September 29, 1989. King County Department of Public Works. Green River Management Agreement. July 18, 1985. ' Kramer, Chin & Mayo, Inc. City of Tukwila, Nelson Place/Longacres Way Storm Drainage System Preliminary Design. June 1988. ' Kramer, Chin & Mayo, Inc. City of Tukwila, Nelson Place/Longacres Drive Basin Drainage Study. December 1986. ' L.C. Lee & Associates, Inc. Manual for Monitoring & Maintenance of Water Quality in Stormwater Ponds & Wetlands at the Boeing CSTC. November ' 14, 1994. L.C. Lee & Associates, Inc. An Analysis of the Distribution and Jurisdictional ' Status of Waters of the United States Including Wetlands, at Longacres Park, Renton, Washington. January 3, 1991. Landau Associates, Inc. Environmental Site Assessment Broadacres Property Renton, Washington. Volume I. August 31, 1990. ' Northwest Hydraulic Consultants Inc. East Side Green River Watershed Hydrologic Analysis. March 1996. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc III-9 February 1999 R. W. Beck. City of Renton East Side Green River Watershed Project, Plan and ' Environmental Impact Statement(Draft). December 1996. R. W. Beck. East Side Green River Watershed Project Hydraulic Analysis ' Report, Existing Drainage System. March 1996. ' R.W. Beck & Associates. City of Renton Surface Water Utility Technical Memorandum; Boeing CSTC Facility Floodplain Analysis Review. ' September 1992. Shapiro and Associates, Inc. Longacres Office Park, Surface Water Management ' Project Conceptual Wetland Mitigation Plan. December 1998, revised January 1999. Shapiro and Associates, Inc. Wetland Delineation for Boeing-Longacres Office ' Park. April 1998. Soil Conservation Service. P-1 and P-9 Channel studies. ' Sverdrup Civil, Inc. Surface Water Management Off-Site Analysis Report, ' Surface Water Management Project Site Development, Longacres Office Park, Renton, Washington. August 1998. - l , Sverdrup Civil, Inc. Surface Water Management Off Site Analysis Report, p , Helistop Project Site Development, Longacres Office Park, Renton, ' Washington. July 1998. Sverdrup Civil, Inc. Drainage Report, Boeing Family Center Building 25-10 Site ' Development, Renton, Washington. January 1998. Sverdrup Civil, Inc. Surface Water Management Off-Site Analysis Report, BCAG , Family Center Building 25-10 Site Development, Longacres Off ce Park, Renton, Washington. September 15, 1997. Sverdrup Civil, Inc. Drainage Report, BCAG Headquarters Building 25-20 Site Development, Renton, Washington. July 1997. Sverdrup Civil, Inc. U.S. Army Corps of Engineers, 404 Clean Water Act , Alternatives Analysis. November 1994. Sverdrup Corporation.Co formation Report on the ' Technical In Floodplain/Stormwater System for Customer Services Training Center , Site Development, Support Facilities and SW 16th Street, Renton, Washington. October 1992. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc III-10 February 1999 ' Sverdrup Corporation. Draft Flood Plain and Storm Water Report for Longacres Park Site Development. April 30, 1991. U.S. Department of Arm Corps of Engineers Green River Flood Reduction P Y rP ' Study. 1984. 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc III-11 February 1999 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 Channel 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 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, Figure B.I. 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 72.6 acres and contains two study areas which drain to the Boeing ' CSTC Main Pond. The first area (subbasin 3-1) is the portion of the CSTC Site located east of Oakesdale Ave SW. The remaining area (subbasin 3-2) is about 66 acres, and is generally the CSTC Site and the northern central portion of the former main racing oval infield which drains overland to the CSTC Main Pond. Flow ' leaves the CSTC Pond (subbasin 3-2) and flows over a V-notch weir before entering the Delta Area (subbasin 3-1) 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 89.4 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 former main track and outfalls into a swale within the former main track. Subbasin 4-1 then enters an existing 12-inch storm drain at the north end of the main track ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc IV-1 February 1999 swale, draining the southern half of the former racing track, and flows to a recently constructed 24-inch RCP which also collects flows from Subbasin 4-5 (via the Headquarters (25-20 Building) site Pond`B"). Flow is then conveyed to an existing 36-inch CMP which discharges inside the north end of the former practice track within Subbasin 4-3. Subbasin 4-2 flows to an existing 12-inch t 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 Family Center (25-10 Building) 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 Creek. Hydrographs were developed for the pre-development Surface Water Management 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 parameters and detailed basin (hydrograph) reports. ' B. Developed Site Hydrology , The post-development Surface Water Management Project drainage basins are shown in Appendix C, Figure C.I. Following construction of this , project, the areas of pre-development Basin 4 located west of Oakesdale Avenue SW (76.2 acres) will be 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. Surface Water Management Project-Drainage Report Sverdrup Civil. Ino. , 014002\2220\wp\dmrpt02.doc IV-2 February 1999 ' 1. Basin A - CSTC Site Basin The boundaries of Basin A match those of pre-development Basin 3, except that pre-developed Subbasins 4-1, 4-4, and 4-5 are added to Basin A following construction of this project. This is 1 due to the filling of Pond "B". Basin A total area is 143.3 acres, and these basins are shown in Appendix C, Figure C.1. ' 2. Basin B - South Main Track Basin ' Following construction of this project, three of the six subbasins of pre-developed Basin 4 will be combined with Basin A. The three remaining subbasins create post-developed Basin B, with a total ' area of 18.7 acres. These basins are shown in Appendix C, Figure C.1. Subbasin B boundaries match those of pre-developed subbasins 4-2, 4-3 and 4-6, except that they were renumbered as ' Subbasins B-1, B-2 and B-3. 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 Anal sis Y ' 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 ' IA) is actually a slightly modified version of the SCS Type IA, 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 I distribution. surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc N-3 February 1999 2. Computation Software ' All SCS runoff curve numbers are based on Table 3.5.213 of the ' KCSWDM, and are tabulated and combined for input into the hydrology 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 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 ' 3.5.1 C to 3.5.1 H, as noted below: 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 ,D. Retention/Detention System 1. Overview , Following completion of the Surface Water Management Project, ' the area west of Oakesdale Avenue SW will drain to Pond "D" and the enlarged CSTC pond. Pond "D" is designed as a combination wetpond/detention pond facility. Pond "D" has a dead storage , volume of 264,000 cubic feet from El 3.0 to 8.5, not including the bottom 1 foot reserved for sediment storage, and a live detention storage volume of 366,000 cubic feet from El 8.5 to 12. The ' enlarged CSTC pond has a dead storage volume of 1,190,000 cubic feet from El 3.0 to 8.5, not including the bottom 1 foot reserved for sediment storage, and a live detention storage volume of 1,504,000 ' cubic feet from El 8.5 to 12. Together, the two water bodies have a dead storage volume of 1,647,000 cubic feet (from El 2.0 to 8.5) Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\dmrpt02.doc N-4 February 1999 ' and a live detention storage volume of 1,870,000 cubic feet (from El 8.5 to 12.0). ' 2. Pond "D" Control Structure Release from Pond "D" will be governed by the Pond "D" control structure. This structure is a cast-in-place concrete vault housing t (2) 36-inch telescoping valves, (5) 24-inch canal gates, a 60-inch sluice gate and an overflow weir. The telescoping valves are designed to be set at elevation 8.5 to maintain the elevation of ' Pond "D" and maintain separation from the downstream wetland, yet they can be adjusted for maintenance purposes or changes in operational requirements. The canal gates and sluice gates are designed in a normally open position, but can be used to isolate the vault for maintenance purposes. An additional canal gate within the weir wall (normally closed) can be opened for maintenance. In ' addition, a removable top slab is provided for future maintenance access. This vault is detailed on Drawing 1C(D)801, in Appendix D. ' 3. Hydrograph Routing ' The proposed project site lies within pre-development Basins 3 and 4, and post-development Basins A and B. ' a) Pre-Development Basin 3 and Post-Development Basin A ' Basin 3 (also A) was divided into two pre-developed (3-1 and 3-2) and three post-developed (A-1, A-2, and A-3) subbasins. For pre-development conditions, Subbasin 3-2 was routed ' through the CSTC Pond and over an existing V-notch weir upstream of the Delta Area at Oakesdale Ave. SW. The flow over the weir was combined with runoff from Subbasin 3-1 and ' routed through the existing CSTC discharge vault (at east property line) and into Springbrook Creek. ' Post-development Subbasin A-3 was routed through Pond "D" and its control structure, combined with runoff from Subbasin A-2 within the enlarged CSTC pond, and routed over the weir ' just west of Oakesdale Ave SW. Flow over the weir was then combined with runoff from Subbasin A-1 and routed through the CSTC discharge vault to Springbrook Creek. ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc IV-5 February 1999 Duringconstruction of this project, the existing V-notch weir ' P J � g located just west of Oakesdale Ave SW will be modified to a t contracted, broad crested weir with a width of 7.13 feet. This modification will restore the weir to a configuration more closely resembling the original design approved as part of the ' CSTC project. The V-notch weir was a previous modification designed to accommodate flow monitoring, which is no longer required. This latest modification will increase weir capacity, ' thereby reducing peak stage in the CSTC pond and Pond "D," which in turn will reduce impacts of development to existing wetland species bordering the pond. ' b) Pre-Development Basin 4 and Post-Development Basin B Basin 4 (also B) was divided into six pre-developed (4-1 ' through 4-6) and three post-developed (B-1, B-2, and B-3) subbasins. For pre-development conditions, hydrographs for ' Subbasins 4-1 and 4-4 were added and routed through the main track swale. Subbasin 4-5 was routed through Pond `B" and its hydrograph was combined with the flow from Subbasins 4-1 ' and 4-4 in a 24-inch pipeline draining east across the 25-20 (Headquarters Building) site to the practice track. Subbasin 4-6 , was routed through Pond "C" at the 25-10 (Family Center Building) site to the practice track. All six subbasins were then combined at the practice track and routed to Springbrook ' Creek. Post-development Subbasin B-3 was routed through Pond "C" ' and then combined with runoff from Subbasins B-1 and B-2 at the practice track. All three subbasins were then routed through the practice track to Springbrook Creek. ' 4. Summary of Hydrologic Analysis The overall release rate from Basin 3/A to Springbrook Creek for a ' 100-year 24-hour storm event increased from 8.2 cfs to 15.0 cfs due to this project. The increase was caused by redirecting runoff ' from 70.8 acres of Basin 4/B to Basin 3/A. The reduction in area for Basin 4/B reduced the release rates from Basin 4/B to Springbrook Creek for a 100-year 24-hour storm event from 13.8 ' to 8.1 resulting in an increase of only 1.2 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 18.3 cfs less than baseline conditions. Refer to Appendix D, Table D.1 for details. , Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dnupt02.doc IV-6 February 1999 A variety of tables and figures have been created to summarize the hydrologic and hydraulic analyses completed for this project. They ' are in Appendix D. Following completion of the Surface Water Management Project, but prior to additional buildout at Longacres Office Park, the maximum water surface elevation (peak stage) of Pond "D" and the enlarged CSTC pond will be as follows: Design Storm Peak Stage ' Event Pond "D" CSTC Pond 2-year, 24-hour 9.4 9.3 ' 10-year, 24-hour 10.1 9.8 25-year, 24-hour 10.4 10.1 100-year, 24-hour 10.8 10.3 ' The above elevations are based on a future 2-year storage event tailwater influence at Springbrook Creek of El 8.60 (high tailwater ' impacts are addressed in Section V(B)). The 2-year tailwater influence was assumed for the following reasons: ' a) The conveyance event is the critical condition for flow velocities in Springbrook Creek. ' b) City of Renton policy is for live storage to be above the 2-year elevation in Springbrook Creek, which is elevation 8.60 at the CSTC Delta outlet. c) 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). Stage-storage table, stage-discharge tables, peak inflows, peak outflows and corresponding stages for Basins A and B are shown ' in Appendix D. Surface Water Management Project-Drainage Report Sverdrup CMI, Ino. 014002\2220\wp\dmrpt02.doc IV-7 February 1999 In the future, Pond "D" and the enlarged CSTC pond will provide ' detention for buildout of Longacres Office Park west of Oakesdale Avenue SW. Assuming the masterplan layout for Longacres is ' constructed, and utilizing the same tailwater conditions as above, the peak stage of Pond "D" and the enlarged CSTC pond will be as follows: Design Storm Peak Stage ' Event Pond "D" CSTC Pond 2-year, 24-hour 10.0 9.7 ' 10-year, 24-hour 10.9 10.2 25-year, 24-hour 11.5 10.6 100-year, 24-hour 12.1 11.0 ' A variety of hydrologic and hydraulic calculations for masterplan conditions are shown in Appendix I. ' E. Water Quality System 1. Pond "D"—Enlarged CSTC Pond ' The existing CSTC Pond will be enlarged to provide additional , wetland area and surface water detention volume. The enlarged area will be finished in a manner similar to the existing pond and ' will consist of open water and vegetated wetlands. The enlarged pond, when coupled with the existing and currently proposed systems, will provide sufficient detention volume to serve the , constructed site as shown by the masterplan. 2. Pond "D"—Post Development Conditions The Surface Water Management Project does not add more than 5,000 square feet of pollution generating impervious pavement. ' However, Pond `B" currently provides water quality treatment for the 25-20 Building site and will be eliminated. Stormwater from the 25-20 Building site will be re-routed to Pond "D" for water , quality treatment. Pond "D" is designed as a combined wetpond/detention pond in accordance with the KCSWDM as adopted by the City of Renton. Pond "D" water quality design ' calculations for post-development conditions are shown in Appendix F. Pond "D" will be landscaped in the same manner as the enlarged CSTC Pond. The vegetation within Pond "D" will ' consist of a diverse range of palustrine (freshwater) wetland plant communities. The plant communities will be typical of those that ' Surface Water Management Project-Drainage Report Sverdrup Civil, In*. , 014002\2220\"\drr"t02.doc IV-8 February 1999 occur in the Green River Valley and the Puget Sound Lowlands. These wetland planting zones were also established successfully in ' the CSTC wetlands that this project connects to. Plantings in these habitat zones will be native wetland species that have thrived in the CSTC wetlands in the four years since they were established. 3. Pond "D"—Master plan Conditions rDesign of this project anticipates future development at Longacres Office Park will create over 1 acre of new impervious surface subject to vehicular use and storage. Since the project site drains to a Class 2 stream within one mile from the project site, special water quality controls have been designed into the landscape at this ' site and at the existing, downstream CSTC site. The treatment concept utilizes a two-stage system for water quality control. The first stage consists of parking lot catch basins and wet vaults to ' contain sediments and provide gravity oil/water separation. The second stage is a combined wetpond/detention pond with emergent wetland vegetation to improve water quality by absorbing certain ' constituents in the stormwater stream. It is envisioned that future parking areas will include similar elements to provide similar water treatment. Pond "D" has been designed to provide water quality treatment for runoff from the masterplan site west of Oakesdale Ave. SW. The wetpond volume and surface area exceed that required by at least a factor of 2 to compensate for not providing ' biofiltration. Pond "D" water quality design calculations for masterplan conditions are shown in Appendix F. ' 4. Water Quality Storm Event ' According to the most recent KCSWDM, the water quality storm event represents runoff from 95 percent of the annual average runoff volume. The response of the pond system to the water quality event was therefore selected as an important benchmark for design of the pond landscape and wetland plantings. Appendix F includes information on the system response to a water quality design storm event for both post-development and masterplan conditions. The results indicate the system will rise less than 5 inches under masterplan conditions during a water quality storm ' event. This is within the 6-inch tolerance dictated by the landscape design. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 0 1 4002\2220\wp\drnrpt02.doc N-9 February 1999 5. Water Quality Data 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. t r Surface Water Management Project-Drainage Report Sverdrup Civil. Ino. ' 014002\2220\wp\dmrpt02.doc N-10 February 1999 ' V CONVEYANCE SYSTEM ANALYSIS AND DESIGN ' A. Proposed Conveyance System Overview ' Surface water runoff from the 25-20 site will be re-routed from existing Pond `B" to proposed Pond "D" through a 24-inch reinforced concrete pipe. Pond "D" is the proposed combination wetpond/detentlon pond. ' From Pond "D," flow will pass through the Pond "D" control structure to the enlarged CSTC pond. The CSTC pond drains through a narrow stream and over a weir to the CSTC Delta area. The CSTC 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. B. 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. Pipeline and Underdrain Design ' This project does not include a pipeline network; rather, it is made P J PP ' up of discrete segments of pipe joining ponds, extending existing drainage pipes and providing an underdrain function. The large diameter pipes between the ponds were sized based on runoff ' hydrographs and anticipated differential head. Pipeline outfalls to Pond "D" are of at least the same diameter as the upstream existing system. The pipe segment extending from the southern end of ' Pond "D" is sized to convey runoff from upstream basins of the constructed masterplan. Underdrains were sized to convey the 10-year runoff from their contributing subbasins. 2. Backwater Analysis Method ' The Building 25-20 "F-Line" pipeline segment was analyzed using King County Surface Water Management's `BW" computer model, Version 4.22. This segment system was determined to be ' the controlling segment during analysis of the 25-20 project design. The F-Line system begins in the 25-20 Building loading dock, runs south through the parking lot and then west to an outfall within Pond "D". Backwater analysis was performed for both the 25- and 100-year event under post-development conditions. The analysis ' indicates the system will meet freeboard requirements of a 25-year ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc v-1 February 1999 event, using a tailwater elevation of 10.85 in Pond "D." Elevation ' 10.85 is the maximum elevation of Pond "D" assuming a ' simultaneous 25-year future, conveyance event within Springbrook Creek. Analysis of the 100-year event shows that flows will be contained below all grates while conveying 100-year event flows. ' A tailwater elevation of 11.30 in Pond "D" was used for the 100-year event backwater analysis. Elevation 11.30 is the maximum 100-year event elevation reached in Pond "D" assuming ' a simultaneous 100-year, future storage event in Springbrook Creek. The 100-year elevation in Springbrook Creek is 12.80 at the Springbrook Creek outfall, per Table 8-2 in the ESGRWP, by , R.W. Beck, dated December 1996 (refer to calculations in Appendix G for more detail). The backwater analysis indicates the site does not collect sufficient runoff to produce differential head ' across the Springbrook Creek outfall structure during the 100-year event, and the site effectively acts as a closed depression when these assumptions are made. The analysis also shows the proposed ' project improves system freeboard, which is mainly a result of lower water surface elevations within the Longacres Office Park Site. ' Backwater analysis was also performed for both the 25- and ' 100-year event under masterplan conditions. The analysis indicates the system will meet freeboard requirements of a 25-year event, using a tailwater elevation of 11.80 in Pond "D." Elevation ' 11.80 is the maximum elevation of Pond "D" assuming a simultaneous 25-year future, conveyance event within Springbrook Creek. Analysis of the 100-year event shows that flows will be ' contained below all grates. A tailwater elevation of 12.56 in Pond "D" was used for the 100-year event backwater analysis. Elevation 12.56 is the maximum 100-year event elevation of Pond ' "D" assuming a simultaneous 100-year event in Springbrook Creek. The 25- and 100-year elevations in Springbrook Creek are per Table 8-2 in the ESGRWP, by R.W. Beck, dated December 1 1996 (refer to calculations in Appendix G for more detail). The backwater analysis indicates the site does not collect sufficient runoff to produce differential head across the Springbrook Creek ' outfall structure during the 100-year event, and the site effectively acts as a closed depression when these assumptions are made. 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\drnrpt02.doc V-2 February 1999 3. System Materials ' The storm drainage system that will be constructed to re-route flows from the 25-20 site to the proposed wetpond/detention pond ' (Pond "D") will be reinforced concrete pipe. Pipes connecting Pond "D" to the enlarged CSTC pond will be ductile iron. Perforated PVC underdrain pipes will be placed in existing ditches ' and proposed swales that are to be filled with gravel backfill as part of this project. 1 1 1 ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc V-3 February 1999 VI FLOODPLAIN AND GROUNDWATER INFORMATION ' A. Baseline Floodplain Conditions ' According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panel 53033CO978F 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 and 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 prevented inflow to the site from Springbrook Creek. However, the site had an existing bank, or sill, located approximately above the outlet tculvert and allowed flow into the site only when the Creek elevation exceeded elevation 15. The sill provided enough capacity to inundate the ' entire site, flooding all connected areas to elevation 16.4 even without any on-site stormwater 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 ' cumulative storage volume of 217 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, ' 100-year, 24-hour 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 Project-Drainage Report Sverdrup Clvll, Ino. 014002\2220\wp\dmrpt02.doc vI-1 February 1999 The Cityof Renton made an Administrative Policy Determination, dated Y June 26, 1997, that allows the use of the City's model results for t 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 not require recalculation of floodplain volumes since there will be no filling below 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. Despite the 1997 Administrative Policy Determination, the City's ' Environmental Review Committee Staff Report for this project indicated that should FEMA not accept the City's proposed floodplain map revision, ' the applicant would be required to show conformance with compensatory storage requirements based on the FEMA floodplain elevation of 16.4. This has been addressed in Appendix A in the table entitled "Floodplain ' Volumes, Master Plan — Final Buildout." This table shows an available baseline storage volume of 217 acre-feet. ' B. Post-Development Floodplain Conditions The floodplain as modified by the proposed project is detailed in ' Appendix A. According to the City's model results, the project site floodplain elevation under a 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, therefore, ' compensatory storage calculations are not required. Should the applicant be required to show conformance with the FEMA , floodplain, the table entitled "Floodplain Volumes, Master Plan — Final Buildout" shows an available post-development floodplain volume 244 acre-feet. ' C. Masterplan Floodplain Conditions Should the applicant be required to show conformance with the FEMA ' PP floodplain, the table entitled "Floodplain Volumes, Master Plan — Final ' Buildout" shows an available masterplan floodplain volume 206 acre-feet. Since up to 217 acre-feet of storage could be required, a relatively simple change to masterplan parking lot grading could be made within the most ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\drnrpt02.doc VI-2 February 1999 ' northwestern corner of the site, thereby P g providing about 220 acre-feet of ' storage. D. Groundwater Influence ' Geotechnical reports completed April 23, 1998 and January 22, 1999, by GeoEngineers, Inc. provide specific information about the groundwater at ' this project site. Groundwater conditions were evaluated by measuring the water level in monitoring wells installed at depths of 8.5 to 9 feet and at depths of 16.5 feet. Groundwater levels were measured regularly between ' April 9, 1998 and January 28, 1999. This information is included in tabular and graphic form in Appendix A. ' Through January 1999, maximum groundwater levels measured in the wells installed at depths of 8.5 to 9 feet ranged from Elevation 11.0 near the CSTC pond to Elevation 14.8 near the central portion of the southern ' lobe. Maximum groundwater levels measured in the wells installed at a depth of 16.5 feet ranged from Elevation 10.2 near the CSTC pond to Elevation 14.6 near the central portion of the southern lobe. The ground ' water measurements to date show that there is a downward flow gradient between the upper silt and underlying sand. Groundwater levels will continue to be measured at monthly through the first quarter of 1999. Report, Supplemental Hydrogeologic Services, Surface Water ' Management Project, Boeing Longacres Park, Renton Washington," (GeoEngineers, January 22, 1999), analyzed a dewatering test well program, dewatering well discharge quality and quantity and dewatering ' well drawdown characteristics. This report also recommended monitoring the well discharges for water quality, particularly for turbidity and dissolved oxygen. 1 t ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc VI-3 February 1999 ' VII TEMPORARY EROSION/SEDIMENTATION CONTROL A. Temporary Erosion/Sedimentation Control (TESC) Plan The TESC 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 applicable requirements from the KCSWDM Reference - 9 Standard Plan Notes. Since the notes are based on two independent sources and often have the same intent, they are organized to match the recommended construction sequence as shown at the end of Reference - 9. Complete TESC plans are part of the site development drawings for this project. B. NPDES Requirements ' Since this project will disturb more than five acres of total area, the applicant filed a Notice of Intent (NOI) for coverage of this project under the Baseline General Permit for Stormwater on October 27, 1998. ' Additionally, the applicant prepared 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 173-201 A, 216, 220 and 226). This Plan will be kept at the construction site project office. ' Ecologyranted coverage of this project via Permit Number S03-003454, g g P J as of December 9, 1998. t ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 0 1 4002\2220\wp\drnrpt02.doc vII-1 February 1999 FIGURES t Surface Water Management Project-Drainage Report Sverdrup Civil, Inc. 014002\2220\wp\dm pt02.doc Figures February 1999 Page 1 of 2 King County Building and Land Development Division ' TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART 1 OWNER AND PART 2 PROJECT • • PROJECT D D • Project Owner The Boeing Company Project Name Surface Water Management Proj ct Address P.O. Box 3707, MC 20-30 Location 23 N Phone Seattle, Washington 98124 Township 4 E Project Engineer Bart Heath gSection SZ Sec 2 N Sec 25 Company The Boeing Company35 Project Size AC Address Phone (206) 662-7466 Upstream Drainage Basin Size Nelson P1 AC 93 PART 3 TYPE OF • OTHER Subdivision O DOF/G HPA 0 Shoreline Management Short Subdivision ® COE 404 0 Rockery ® Grading 0 DOE Dam Safety Structural Vaults Commercial FEMA Floodplain ® Other Other 0 COE Wetlands HPA ' PART 5 SITE COMMUNITY Community City of Renton Drainage Basin Springbrook Creek PART 6 SITE CHARACTERISTICS ' = River ® Flood lain Springbrook Creek, Zone AE ® Stream Springbrook Creek Wetlands Urban disturbed ' Critical Stream Reach Seeps/Springs 0 Depressions/Swales 0 High Groundwater Table Lake Groundwater Recharge Steep Slopes 0 Other 0 Lakeside/Erosion Hazard SOILSPART 7 Soil Ty a Slopes Er sjon Po ntial Erosive Velocities Urban Land 3:1 Maximum Low/�linima� 5.0 ft/s maximum ' Additional Sheets Attatched 1/90 ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Figures-1 February 1999 ' King County Building and Land Development Division Page 2 of 2 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ® Ch.4-Downstream Analysis Black River (P.1) Pump Station* ' a a a ' a 0 Additional Sheets Attatched *No effect on Project. PART 9 ESC REOUIREMENTS ' MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION ® Sedimentation Facilities ® Stabilize Exposed Surface ® Stabilized Construction Entrance ® Remove and Restore Temporary ESC Facilities ' ® Perimeter Runoff Control ] Clean and Remove All Silt and Debris ® Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities ® Cover Practices E:�] Flag Limits of NGPES ' Construction Sequence 0 Other Other iPART 10 SURFACE WATER SYSTEM 0 Grass Lined Channel 0 Tank 0 Infiltration Method of Analysis ' [)(7 Pipe System 0 Vault 0 Depression SBUH "User 1" 0 Open Channel 0 Energy Dissapator Flow Dispersal Compensation/Mitigation 0 Dry Pond = Wetland Waiver of Eliminated Site Storage ' ® Wet Pond 0 Stream Regional Detention Brief Description of System Operation See Drainage Report, Sections IV and V. ' Facility Related Site Limitations 0 Additional Sheets Attatched Reference Facility Limitation PART.11 STRUCTURAL ANALYSIS PART12 EASEMENTS/TRACTS (May require special strbctural review) Drainage Easement ' Cast in Place Vault 0 Other Access Easement Retaining Wall 0 Native Growth Protection Easement 0 Rockery>4'High Tract ' 0 Structural on Steep Slope 0 Other PART 14 SIGNATURE OF - • • ' 1 or a civil engineer under my supervision have visited the site.Actual site conditions as observed were incorporated Into this worksheet and the attatchments. To the best of my knowledge the information provided `����IlG�� here is accurate. sy,»dv.t° Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 1/90 014002\2220\wp\dmrpt02.doc Figures-2 February 1999 THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT 1Sulqeacia uuw Olrtt I 520 r<, ` ,D �tric ti; 52o CI de NE 'a� q y IIFfI ao 't.•. 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Fo �K 99 3 W 516 r (St /w',r�rlr�.� F P1 „1s 777N0 Sr , 4 "'`"�Er y R0 516 PASSAGE ® Q _ _„ SE 276TH ST ' Redondo dr 1 s Inn, IT n �° _ Covington M1 < 0 < °yI1010N'St"N Rp< 159 p Pant -1 157 finer x h ' yy Green River ° Dash RT Rp I V"'1 S 5 CommUni College rq b VI1�rr��rl� :^ $SAGE- /�asn� Point 6 i 509 LhS.,r 3 sn, s; SE 117rn ST 5 ref 2- .� EOM( , 170rnO L SI ® . 0T11 ST SE n BLACK O,AlaQyp ,� ArvS,La EltOrvns Federal Way ;" •nrlf, Auburn �aa� p ?Mnr „oer7, sno+� =< sv 1r' L 1s2�'�l' a L tf�dn, l�„r,�•,h,��• ,n 8 — -s_II 7eln {U 3..., „ UBURN 0� -L .. COMMENCEMENT ar* c. s+ 18 — #Nr%e� White R�...r?di•:', 1.strmr(.nulh y BAY 1 ♦ nQ("' rsm sr Sw tl- rti Hu u u`Lr� LEr N 111 ..N— LOCATION MAP Source: Washington Official State Highway Map, WSDOT FIGURE 3 Surface Water Management Project-Drainage Report Sverdrup Civil, Inc. 014002\2220\vvp\dmrpt02.doc Figures-3 February 1999 ' THE BOEING COMPANY SURFACE WATER MANAGEMENT PROJECT ok+ ii qr St utu,.l o Black fiiu.etm V 3 ` B 3 t �9 d417 uping Ste r .nor, a �...�.,. t ^ + �� •� �w • er � `- •� � ■�� � "�` Power, i Plant ,, Sewage i sa j � �•_'' LIN He . -� %6 w. 1 5?/� ��R PROJECT __; �C/ J■ � � SITE —> - % El al of ' EElow I P kin bs • _.� - ar 30 1 it '� 1 � �li _. - _ � � ,• ` •� � '1 (� �►, 25JLBM Tukwila2 . '�� '� r, � I J! t Off,• � ��� -- � � ICU 1j; '� s'� •; ,.I i i 6 eta ='"",. li=� f�i-� i Ile rilliaRENTOW ------ -- -- ■, 1 KEW V�� ' p � CORP ,Pik Aill: VICINITY MAP Source: USGS Renton Quadrangle FIGURE 4 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\dmrpt02.doc Figures-4 February 1999 1 rAPPENDIX A FLOODPLAIN INFORMATION r r r r r r r r r r r r r r r r r Surface Water Management Project-Drainage Report Sverdrup Civil, ino. 014002\2220\wp\dmrpt02.doc Appendix A February 1999 APPENDIX A FLOODPLAIN INFORMATION rThis 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 ' Pre-Development Floodplain (16.4'), Surface Water Management Project , Fig. A.5 Post-Development Floodplain (16.4'), Surface Water Management Project, Fig. A.6 Table 7-3 (13.2' Floodplain) from ESGRWP, R.W. Beck, dated Dec. 1996, Fig. A.7 ' Table—Floodplain Volume Summary Table—Floodplain Volume Baseline Table—Floodplain Volume Post-Development SWMP Table—Floodplain Volume Masterplan—Final Buildout Table—Floodplain Volume Masterplan—Revised Version 2 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Appendix A-1 February 1999 THE BOEING COMPANY ' SURFACE WATER MANAGEMENT PROJECT v u 1 �-,�' SOUTHWEST 16TH ' 334 24 v ZONE X LU ZONE X Q r 0 z 0 LONG ACRES RACE TRACK SOUTN4 ZONE X ' ZONE AE 41 ZONE X .� ZON ' ZONE X ��Pp x ;mot SROWE ' ZONE X O FEMA FLOODPLAIN MAP iSource: Federal Emergency Management Agency (FEMA) FIGURE A.1 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Inc. 014002\2220\wp\drnrpt02.doc Appendix A-2 February 1999 tt ■sa■a!■t■■ot■■t ■tHYaitntm■ttttttt■!■tftt■■!M■HtHHtntm■ ■ .� "TrI,i r.. r,.ia Pii: tta■t■tt■ mH■iaaat/H■H■H/■/tY■tta■tu■■■■tiiii■tt�i■ii�i■ s�omat■HimmM t��nn■■■oH■■■t■■mtt■tt■ tH■■■t■�■ i■tH U■■NH■■t■■t!!■■■!nt■!tt■■t■tt■tHt�H �■t■t■o■t�a■■Ha omtn■t/t■n■■aHatuY■twat■t■ ■ ■ t■atat■s�Ha� t�■anw■tttE■tart■wHH■ltMEMO o■■t■■tt■wtY■ossHH�i■■ �■ tntt�ttmt■tttt■■■a/H■■tttt■!■Yt■t■■t■tt■!■Vtt■tNHt■■■■tttn■t■t■ ■lttl ttHn■n■■tY■■■■/!■/■tttHt■NtO_MW/tt■■t ■■■1H■■Y■mY■WHit■t■NtY■t■a■t■#0W■■t■■t�. �. ■ ■ r �On mnntH tlosHOMt■ ■■! � ttt■Ot/■tttd//■/tt■/m/t//f/t/H/O■H■ttt■■H■■lt/t ■ • ■H�it1ltt■■Htttt■■■ t�YH ■ - tmat■tnHa■ta!■tann ■■tttmm�tt■ ntWH■■■t■ •n Htt■■rt■■■■tn■t■Yttt■nnu■mtttt■t■tll�nt!■tettn■ •n . ; Wt■■H■■ HOt�ft■�n_t�ttutH■Y�■!tW■■NYHtH d�At �.' 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Ell I FEDER A L EMERGENCY MANAGEMENT AGENCY FLOOD "PROFILES COUNTY,KING 1 INCORPORATED AREAS SPRINGBROOK i ELEVATION(FEET NOVO) I I i I I 77 ! �' I 1 jI t'�Ijv uEY:PppKMI I i N tr . I i I i 1 $Q U WEST43 i pEN , - 1+�-_. ..a "MEET CITY QP KENt I ti.i CmNF UENCE W N t.1_.' ILL REEK WEMWT) i I r l I l !• Li t ! � 1 . I. { t. .�. . 1 i �: 11 iit ( Ili: I pli I ! -► I � �1. N t i :80TH A ENUE-SO H- I , 1 � �. �,'� %�'; �.•I-i t 1 ��I H I I � '.1 , kRI ATE BRIbd f . . . . . ' ul ,. I OA AAILRD SPU* mm - . . . I .- +:-t.+i.-. ' •_L. . . ...{ ._' ' --SOUTH 188THSTR E� :... i ° t_: .� ' I 84TH AVENUE$OUCH LEAST VALLEY ROAD a tt I + , PRIVATE motD, F i r � - mi, PRIVATE BRIDO 700 -NI o g ' C j_T. RIVATEBRIDGE, m < < _ i l I t 1 , Fd1 I . m Is a 3 D D m m �?. .`T_�'. __ ... ._1. .._ I --7-. :-, i m m s Q� T zo 0 Lt 0 z ° g 0 o o O a + J N N O O rn O O� T FEDERAL EMFRGENCY MANAGEMENT AGENCY FLOOD PROFILES KING COUNTY, WA A AND INCORPORATED AREAS SPRINGBROOK CREEK , 1 0 BOEING CSTC PROPtrRTY 'L L/0 ' / ELEVATION AREAS BELOW ELEVATION 13.0' (REFER TO BOEING( LONGACREI�i OFFlCE RENTON ADMINISTRATIVE POLICY 0PARK R COMPEN- 1� 1 PROPERTY LINE SATORYI STORAGE NATION OREQUIREMENTS, txt�Pr+�c SC,v.E 6/26/97.) 1 PROPERTY OF - i BOEI I ' OF SFAanE 1 - - - 'll'I"LINE .,,,„ y;f ,{1 /� StY1ftPTPf1TRiTttri*! u.+ _. — i.,au �" o 1inT�-�1�ntt ,t� .. !._ ✓ 41I.. �'rrr 7-7tTORE—GAKESDI � 1 CSTc PROPERTY r+" LINE I 25-01 25-02 CSTC 1 v f >o f BUILDING -1 + X. f, a r 1 1 _ i-} n•„ r-•— �—OONG PROPERTY Ll —_ _.__ _ =a PRIVATE ROAD �y a ! ' BURLINGTON NORTHERN RAILROAD TRACKS �— swardrup CIVIL, INC. !Y I IIw sm r t IIA am ACCERAOXY m1a PRE-0ENELOPUENT FLOODPWN MAP (f0.41 1 Q�BOE ""°'�� " "` °`�'� SURFACE WATER MANAGEMENT FIG. A.5 O'— PROJECT °"°°Z ' aK aKSrEn 80aw IDNfIACRS ma wwc i BOEING CSTC PROP FLOODPLAIN AREAS BELOW RTY �(IE �, ELEVATION 13.0' (REFER TO BOEINGLOPNGACR OFFICEIAIA RENTON ADMINISTRATIVE POLICY o 1S0 3w am PARK ( ) DETERMINATION FOR COMPEN- fj -•` PROPERTY LINE ? SATORY STORAGE REQUIREMENTS, GRAPHIC SCALE 6/26/97.) j -g 'J_ I PROPERTYOF CITY OF SEATTLE BOEING !4 tE PROPERTY UNE . .// P�`-� �1�� ail(iY�l�'fP� �. -✓ i � �`t. _/ _ ,x_•- _ �-lll�lf'.�ilSsel�pftt�, � � riilT-t{Tllff r CSSTTCNG ' o i 5 f souTM ' P;rERTYI � J a � uN.— N -__— �r <`�' l MARSH ~1 25-01 f 3 \ 25-02 CSTC \� 1 y l BUILDING t 1, \ `r m S 'I`^'3 � //'jam�/'///,��J �\``\ >�! ---� � ^•.... � \� I � .` �� 4- � ir-t.c-zre`-i 8.' t� t\._....._�.._, rJi-'. �1 � +♦,�^� ,_ j• it Y' I � `c.�;i '�`-•._ \! `�-_.-{' �y:,ems"'.-�. .!4_.r�-_,` �-�C'----•-a.-� �� M -..� f -o .,�>.- }--- �' _. \ .�' ' ONG ROPERTY LINE P PRIVATE ROAD _-i""'-" --'--•- � -.-. BURLINGTON NORTHERN RAILROAD WRACKS CIVIL• INC. nr s ■ ww w sly ern r nw trs ACC0'ueurr ' POST-0EVELOPMEgT FLOODPL.AIN MAP (10.4 SURFACE WATER R MANAGEMENT FIG. AR t PROJECT WAL -4m aw kwo B oaW UW.CFla aTM P/M 1 TABLE 7-3 Comparison of Peak Flows and Water Surface Elevation FEQ Computer Model and FEMA (1) AV G. - 13 a (Elevation Datum NGVD) ' Road- 100-Yr Cur.Flow 100-Yr Fut.Flow 100-Yr Cur,Flow 100-Yr Fut Flow FEMA way?op Cortvevance(6) Conveyance(6) Stone Stara Elev. Locatioa/Discriptian Flow Elev Flow E cv Flow Elev Flow Elev Flow Elev. (cfr (feet) (cfs) (feet) (cfs) feet (cfr) (feet) (cfr Panther Creek u/s of SR-167(2) 170 170 82 92 16.0 Rolling Hills Creek at Renton(2)(3) 167 21.8 174 21.8 87 20.7 99 20.9 130 24.0 Shopping Center Culy.Outlet Rolling Hills u/s 1-405 132"culvert(2)(3) 167 17.8 174 17.8 87 16.8 99 16.9 91 24.0 SR-167 North Crossing 100 17.0 98 17.0 58 15.2 69 15.6 16.0 iSpringbrook 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 935 7.2 1110 7.6 638 8.6 1045 13.0 1100 16.0 SW 16th Street 1 934 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 15.8 Confluence of SW 23rd St Channel 819 12.0 989 12.6 502 10.4 807 13.3 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 Oakesdale d/s 17.1 891 16.0 1227 16.9 489 12.9 846 15.8 17.3 Oakesdale u/s 17.1 833 17.4 1167 17.9 463 13.6 792 17.3 17.4 SW 43rd d/s 22.9 830 17.7 1158 18.3 459 14.0 783 17.6 17.8 SW Ord u/s 22.9 830 18.2 1158 19.5 459 14.2 783 18.0 1055 17.8 Notes (1)FEMA uses current land use conditions and does not consider future land use conditions. Elevations are from FEMA floodway data tables. (2)FEQ simulated flows at these locations are based upon frequency analysis of Springbrook Creek inflows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC, 1996) for flows based upon 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 that no attenuation from surface ponding occurs. (4)u/s = upstream,d/s =downstream (5)Rise in FEMA water surface elevation at SW 16th Street from the confluence of Rolling Hills Creek is due to unresolved discrepancy 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 GR1A. l FIGURE A.7 rr r r r r r r rr rr r M r r rr rr rr Nrr r r The Boeing Company Surface Water Management Project Floodplain Volumes Summary Elevation Cumulative Volume acre-ft Baseline Post SWMP Master Plan Master Plan 2 8.5 0 0 0 0 9 0 0 0 0.0 10 0 0 0 0.0 11 0 0 0 0.0 12 0 0 0 0.0 13 0 0 0 0.0 14 79.8 131.6 139.6 139.6 15 139.3 187.9 186.6 186.6 16 226.5 262.7 238.3 247.5 16.4 270.6 299.1 261.3 275.5 100-Year Storm Volume 53 55 55 55 Total Available Floodplain Volume 217 244 206 220 014002\2220\engr\floodplain volume[Summary] M M r = M �■r r The Boeing Company Surface Water Management Project Floodplain Volumes Pre-Development Baseline Elevation Main Track Practice Track Marsh Incremental Cumulative Cumulative Volume (ft) Volume (ft) Volume acre-ft 8 56 7348 0 0 0 0 9 14132 7895 0 14716 0 0 10 27400 11382 0 30405 0 0 11 187134 19342 9925 127592 0 0 12 523843 31879 213612 492868 0 0 13 996857 56024 322420 1072318 0 0 14 1602700 118584 377336 1736961 3474857 80 15 2413902 227491 448201 2594107 6068964 139 16 3537073 419140 548918 1 3797363 9866327 226 16.4 3935210 1 552000 610209 --11 1920510 11786837 271 100-Year Storm Volume 53 Total Available Floodplain Volume 217 Basin 100-Year acre-ft 1 n/a 2 1 3 19 4 21 5 4 6 8 Total 53 014002\2220\engrVloodplain volume.xls[Baseline] r �r irr rr r r M r r r r M The Boeing Company Surface Water Management Project Floodplain Volumes Post-Development SWMP Elevation Marsh Practice Track CSTC SWMP Site Delta Incremental Cumulative Cumulative Area Volume (ft) Volume (ft) Volume acre-ft 8.5 0 7622 326651 78024 87741 0 0 0 9 0 7895 371114 92230 98590 267467 267467 6 10 0 11382 447807 102596 119404 625509 892976 20 11 0 19343 520379 120921 144692 743262 1636238 38 12 213601 31832 597251 140568 170428 979508 2615745 60 13 322463 56889 750967 203952 188606 1338279 3954024 91 14 377446 119634 1020540 306549 206149 1776598 5730621 132 15 448201 209795 1366859 626190 225351 2453357 8183978 188 16 549194 374279 2715650 0 0 3257760 11441738 263 16.4 610206 462731 3227809 0 0 1587974 13029712 299 100-Year Storm Volume 55 1993049 Total Available Floodplain Volume 244 Basin 100-Year acre-ft 1 n/a 2 1 3 37 4 5 5 4 6 8 Total 55 014002\2220\engr\floodplain volumeAs[Post-SWMP] r r err r r r r r r M =r r r = r r r r r The Boeing Company Surface Water Management Project Floodplain Volumes Master Plan - Final Buildout Elevation Marsh Practice Track CSTC SWMP Site Delta Incremental Cumulative Cumulative Area Volume (ft) Volume (ft) Volume acre-ft 8.5 0 0 339446 0 87741 0 0 0 9 0 0 482114 0 98590 251973 251973 6 10 0 0 570584 0 119404 635346 887319 20 11 48600 0 682574 0 144692 782927 1670246 38 12 305833 0 885462 0 170428 1118795 2789040 64 13 440045 0 1004101 0 188606 1497238 4286278 98 14 620399 0 1126662 0 206149 1792981 1 6079259 140 15 675713 0 1239546 0 225351 2046910 8126169 187 16 746425 0 1363588 0 260256 2255440 10381608 238 16.4 854904 0 1424087 0 364542 1002760 11384369 261 100-Year Storm Volume 55 Total Available Floodplain Volume 206 Basin 100-Year acre-ft CSTC 47 Delta 2 Practice 4 2 1 1 Total 55 014002\2220\engr\floodplain volume.xls[Master Plan] The Boeing Company Surface Water Management Project Floodplain Volumes Master Plan - Revised Version 2 Elevation Marsh Practice Track CSTC SWMP Site Delta Incremental Cumulative Cumulative Area Volume (ft) Volume (ft3L Volume acre-ft 8.5 0 0 339446 0 87741 0 0 0 9 0 0 482114 0 98590 251973 251973 6 10 0 0 570584 0 119404 635346 887319 20 11 48600 0 682574 0 144692 782927 1670246 38 12 305833 0 885462 0 170428 1118795 2789040 64 13 440045 0 1004101 0 188606 1497238 4286278 98 14 620399 0 1126662 0 206149 1792981 6079259 140 15 675713 263280 1239546 0 225351 2046910 8126169 187 16 746425 536500 1363588 0 260256 2655330 T10781498 248 16.4 854904 536500 1424087 0 364542 1217360 1 11998859 275.5 100-Year Storm Volume 55 Total Available Floodplain Volume 220.6 Basin 100-Year acre-ft CSTC 47 Delta 2 Practice 4 2 1 1 Total 55 014002\2220\engr\floodplain volume[Master Plan 21 r r �r r r rr �r �r rr r� rr rr rr rr �r rr �■r rr� r� THE BOEING COMPANY — LONGACRES OFFICE PARK FLOODPLAIN VOLUMES PRE—DEVELOPMENT BASELINE o . � I�'� 1 � I ELEV 8.0 ELEV 9.0 EL7]100 ELEV 11.0 FELE e 4° a , 1 ' P \ YG3 � VVV ELEV 13.0 ELEV 14.0 ELEV 15.0 ELEV 16.0 ELEV 16.4— oyw]\y2t•\wc\�Clml.•9"� THE BOEING COMPANY - LONGACRES OFFICE PARK FLOODPLAIN VOLUMES POST-DEVELOPMENT SWMP v .v •v � I ELEV 8.0 ELEV 9.0 FELEV0 ELEV 11.0 FEV M ve 1 1 I ayl 130 8 ELEV 13.0 ELEV 14.0 ELEV 15.0 ELEV 16.0 ELEV 16.4- olyoo2\2�Ro\DwG\�lJs.•N.�wb THE BOEING COMPANY — LONGACRES OFFICE PARK FLOODPLAIN VOLUMES MASTER PLAN — FINAL BUILDOUT 0 "1A ELEV 8.0 ELEV 9.0 ELEV 10.0 ELEV 11.0 o o EL4 14.0 ELEVI13.0 ELEV 5.0 ELE 6.0 ELE 6.4 Olyoot\mil•\O�\h5S1�SWnP.vwc. / 1 1 i y-�j;://fir �I�i���iiii��i�.� �.=�•. 1 �id�l®I`�pl� I >� I/ii�i�1♦�11P;�:� 1 �``�y+y��P�l • %//®i���lyp`p�ll/ ♦I ♦ ♦1♦ ape . I`i /IJ�d � I `Id`��; ♦� ����/��1i1•,I1 '�'Iii��� . �I�11�``- �!'���'f�11�I��+Ili 11�ii�s�i�Vllw�/�►::_ �i � /�'i+i� �` '� 1 1/�. � ( o l l l / �� I �J .�•►�'�' / l �� `tom -��---.W_'_.L/.lip® i 1/ ��� ♦�. o�, i / i ►.`� v J 1 s I� I►1%1/11% /�/�'�I�!�S-_�?ate-i ����►��sd�m�a.�� i�� I' III � I � ��_..✓ r��r._,_�:=-=4Q � / � III� %�/ • /; l��I,I�l� III% ►���//i � � � I I �i'i'�'��s o i r viisse iiW /iiiis of �■ \Ip>I�i ►111i�J���♦�� 1 1 PA �• 1 MIA— r APPENDIX B EXISTING SITE HYDROLOGY 1 r r 1 1 r r r r r r r r r r r Surface Water Management Project-Drainage Report Sverdrup CMI, Ino. 014002\2220\wp\drnrpt02.doc Appendix B February 1999 r rAPPENDIX B EXISTING SITE HYDROLOGY This appendix contains information related to Section 1V(A) "Existing Site Hydrology" and is organized as follows: ' Baseline Conditions 1. Basin 3 - North Main Track Basin Table - Area Weighted Runoff Coefficient. The table includes soil groups, r 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. This information is from the ' 25-20 Project Drainage Report. Detailed pre-development hydrographs for Water Quality, 2-, 5-, 10-, 25-, 50-, and ' 100-year, 24-hour events and the 100-year 7-day event. This information is from the 25-20 Project Drainage Report. 2. Basin 4 - South Main Track Basin Table - Area Weighted Runoff Coefficients for each subbasin. The tables include rsoil 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. This information is from the 25-20 Project Drainage Report. ' Table — Time of Concentration or Travel Time. This information is from the 25-20 Project Drainage Report. ' Detailed pre-development 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. This information is from the 25-20 Project Drainage Report. r r r r r Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc Appendix B-1 February 1999 Pre-Development Conditions ' 1. Subbasin 3-1 and 3-2, Subbasins 4-1 through 4-6 , Figure B.1 - Pre-Development 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, 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. Figure—Time of Concentration ' Table—Time of Concentration or Travel Time Detailed pre-development hydrographs for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour events. 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. ' 014002\2220\wp\dmrpt02.doc Appendix B-2 February 1999 ' Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development Area Weighted Runoff Coefficient Basin 3 Pre-Development Baseline (North Main Track Basin) Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (5-0 Curve Number Ur D 98 !Building Roofs 429,171 13% 12.26 Ur D 98 Pavements 476,449 14% 13.61 Ur D 91 Gravel Parking Lots 237,869 7% 6.31 Ur D 90 Landscaping(good) 15,276 0% 0.40 Ur C 87 Sand Racing Track(dirt road) 238,879 7% 6.06 ' Ur D 90 !Lawns(good) 1,098,069 32% 28.81 Ur D 92 i Horse Walking Areas(fair) 369,652 11% 9.91 Ur D 89 (Meadow 269,931 8% 7.00 Py B 85 Gravel Parking Lots 23,751 1% 0.59 ' Py B 80 "Lawns(good) 41,178 1% 0.96 Py B 78 Meadow 229,732 7% 5.22 TOTALS 3,429,957 100% 91.15 ' 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) = 20.79 Acres Impervious area curve number = 98.00 ' Pervious area(curve number<98) = 57.95 Acres Pervious area curve number = 88.69 1 Basin Composite Curve Number 91.15 Basin Total Area 78.74 Acres r 013747/2210/engr/-KBCALC07.XLS(Pre-Basin 31 5/19/97 Sverdrup Civil,Inc. 5/2/97 3 :36 :58 pm Sverdrup Civil Inc page 1 , BCAG HEADQUARTERS BUILDING 25-20 PRE-DEVELOPMENT BASELINE BASIN 3 ' BASIN SUMMARY SIN 3 PRE-DEV. BASE ' BASIN ID: P3-10 NAME: BA , 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 .40 min 25 .40 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 31 . 02 cfs VOL: 13 . 24 Ac-ft TIME: 480 min ' BASIN ID: P3-100 NAME: BASIN 3 , PRE-DEV. BASE, 100YR SBUH METHODOLOGY . TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 ' TC. . . . : 25 .40 min 25 .40 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 46 . 31 cfs VOL: 19 . 39 Ac-ft TIME: 480 min , BASIN ID: P3-1007 NAME: BASIN 3 , PRE-DEV. BASE, 100 7D SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC7 PERV IMP PRECIPITATION. . . . : 9 . 80 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 .40 min 25 .40 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 27 . 55 cfs VOL: 51 . 92 Ac-ft TIME : 3300 min BASIN ID: P3-2 NAME: BASIN 3 , PRE-DEV. BASE, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 .40 min 25 .40 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 17 . 83 cfs VOL: 7 . 94 Ac-ft TIME: 480 min 5 2 97 3 : 36 : 58 pm Sverdrup Civil Inc page 2 / / BCAG HEADQUARTERS BUILDING 25-20 PRE-DEVELOPMENT BASELINE BASIN 3 ------------------ BASIN SUMMARY BASIN ID: P3-25 NAME : BASIN 3 , PRE-DEV. BASE, 25YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 .40 min 25 .40 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 38 . 62 cfs VOL: 16 . 29 Ac-ft TIME: 480 min BASIN ID: P3-5 NAME: BASIN 3 , PRE-DEV. BASE, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP ' PRECIPITATION. . . . : 2 .40 inches 'AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 . 40 min 25 .40 min ' ABSTRACTION COEFF: 0 .20 PEAK RATE: 23 . 59 cfs VOL: 10 . 26 Ac-ft TIME: 480 min BASIN ID: P3-50 NAME: BASIN 3 , PRE-DEV. BASE, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 .40 min 25 .40 min 1 ABSTRACTION COEFF: 0 . 20 PEAK RATE: 39 . 39 cfs VOL: 16 . 60 Ac-ft TIME: 480 min BASIN ID: P3-WQ NAME: BASIN 3 , PRE-DEV. BASE, WQ ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 78 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP ' PRECIPITATION. . . . : 0 . 67 inches AREA. . : 57 . 95 Acres 20 . 79 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 69 98 . 00 TC. . . . : 25 .40 min 25 .40 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 08 cfs VOL: 1 . 32 Ac-ft TIME: 480 min Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development Area Weighted Runoff Coefficient ' Basin 4 Pre-Development Baseline (South Main Track Basin) Sub-basin 4-1 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group i Number Description (SO Curve Number Ur D 98 Building Roofs 50,303 7% 6.86 Ur D 98 Pavements 65,236 9°� 8.90 ' Ur D 91 Gravel Parking Lots 96,736 13% 12.25 Ur C 87 Sand Racing Track(dirt road) 61,751 9% 7.48 Ur D 90 Lawns 324,209 45% 40.61 , Ur D 92 Horse Walking Areas(fair) 94,250 13% 12.07 Ur D 89 iMeadow 26,001 4% 3.22 TOTALS 718,486 100% 91.39 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 3.5.26 Impervious area(curve number>=98) = 2.65 Acres Impervious area curve number = 98.00 ' Pervious area(curve number<98) = 13.84 Acres Pervious area curve number = 90.12 Basin Composite Curve Number = 91.39 ' Basin Total Area = 16.49 Acres 013747/2210/engr/-KBCALC05.XLS[Pre-Basin 4-11 SW7 Sverdrup Civil.Inc. Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development PRE-DEVELOPMENT BASELINE 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 i0.011 Flow length(L-300'),LOW 1150 feet ' 2-year,24-hour rainfall,PZ 1.2.00 inches Land slope,Sshaet 10.033 ft/ft Tt s1iae1 :0.03 hours ' Tt sheet 2 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Short grass Flow length,1-shallow 150 ft Watercourse slope,Ssh.H 0.080 ft/ft' Factor,ks(see Table 3.5.2C) Ill Velocity,Vshatlow '3.1 US Tt shallowi0.00 hours Tt shallow 10 min ' Channel Flow,Section 1 Surface description(see Table 3.5.2C) iGrassed waterway(n=0.025) Flow length,Lq r w, 1650 ft Watercourse slope,Schanne, 10.005 ft/ft Factor,kc(see Table 3.5.2C) 117 Velocity,Vchannel 1.2 f/s ' Tt channel 0.15 hours Tt channel 9 min Channel Flow,Section 2 Surface description(see Table 3.5.2C) Concrete Pipe(n=0.012) Flow length,Lchanne, 140.0 ft Watercourse slope,Sa,anne, 10.014 ft/ft Factor,kc(see Table 3.5.2C) 142 Velocity,Vahannel :5.0 f/s Tt channel 0.00 hours Tt channel 0.13 min Results:Basin 4 Sub-Basin 1(Pre-Development) Total Tc or T, 0.19 hours Total Tc or Tt 11 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 0137472210/erpr-KBCALC06.XLS(Pre-Basin 4-1 j 5aM7 Sverdrup Civil.Inc. ........................ -------- ........................... ITI 6 a -------------- .............. 10 It I ............ ko v\v\ 'IN 40fj .. . ....... Ak ' 5/5/97 10 :30 :49 am Sverdrup Civil Inc page 1 BCAG HEADQUARTERS BUILDING 25-20 PRE-DEVELOPMENT BASELINE ' BASIN-4 , -SUB-BASIN =4=1_______________________________________________ BASIN SUMMARY BASIN ID: P4S1-10 NAME : BSN 4 , SUB 4-1, BASELINE, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 16 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 13 . 84 Acres 2 . 65 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 8 .36 cfs VOL: 2 . 78 Ac-ft TIME: 480 min BASIN ID: P4S1-100 NAME : BSN 4 , SUB 4-1, BASELINE, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 16 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . . USER1 PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 13 . 84 Acres 2 . 65 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 12 . 39 cfs VOL: 4 . 08 Ac-ft TIME : 480 min BASIN ID: P4S1-107 NAME : BSN 4, S 4-1, BASELINE, 100YR, 7D ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 16 . 49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP PRECIPITATION. . . . : 9 . 80 inches AREA. . : 13 . 84 Acres 2 . 65 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 6 . 32 cfs VOL: 10 . 94 Ac-ft TIME : 3300 min BASIN ID. P4S1-2 NAME . BSN 4 , SUB 4-1, BASELINE, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 16 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 13 . 84 Acres 2 . 65 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 4 . 83 cfs VOL: 1 . 66 Ac-ft TIME: 480 min 5/5/97 10 : 30 :49 am Sverdrup Civil Inc page 2 , BCAG HEADQUARTERS BUILDING 25-20 PRE-DEVELOPMENT BASELINE ' BASIN 4 , SUB-BASIN 4-1 BASIN SUMMARY ' BASIN ID: P4S1-25 NAME : BSN 4 , SUB 4-1, BASELINE, 25YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 16 . 49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 13 . 84 Acres 2 . 65 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE: 10 . 37 cfs VOL: 3 .43 Ac-ft TIME: 480 min BASIN ID: P4S1-5 NAME: BSN 4 , SUB 4-1, BASELINE, 5YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 16 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 13 . 84 Acres 2 . 65 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . . 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 6 . 37 cfs VOL: 2 . 15 Ac-ft TIME: 480 min BASIN ID: P4S1-50 NAME: BSN 4 , SUB 4-1, BASELINE, 50YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 16 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 13 . 84 Acres 2 . 65 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 10 . 57 cfs VOL: 3 .49 Ac-ft TIME: 480 min BASIN ID: P4S1-WQ NAME : BSN 4 , SUB 4-1, BASELINE, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 16 .49 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 13 . 84 Acres 2 . 65 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 11 . 00 min 11 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 0 .48 cfs VOL: 0 . 26 Ac-ft TIME: 480 min ' Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development Area Weighted Runoff Coefficient Basin 4 Pre-Development Baseline (South Main Track Basin) Sub-Basin 4-2 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (SO Curve Number Ur D__ 98 Building Roofs 40,422 7% 6.87 Ur D 98 Pavements 52,421 9% 8.91 Ur D 91 Gravel Parking Lots 77,660 13% 12.25 Ur C 87 Sand Racing Track(dirt road) 49,573 9% 7.48 ' Ur D 90 Lawns 260,279 45% 40.61 Ur D 92 1Horse Walking Areas(fair) 75,665 13% 12.07 Ur D 89 ,Meadow 20,872 4% 3.22 TOTALS 576,892 100% 91.39 ' 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) = 2.13 Acres Impervious area curve number 98.00 Pervious area(curve number<98) 11.11 Acres Pervious area curve number = 90.12 Basin Composite Curve Number = 91.39 Basin Total Area = 13.24 Acres 0137472210/engr/-KBCALC05XLS[Pre-Basin 4-2] 5/5/97 Sverdrup Civil,Inc. Boeing Commercial Airplane Group , BCAG Headquarters Building 25-20 Site Development PRE-DEVELOPMENT BASELINE 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) iShort grass prase Manning's roughness ooefident,n,,,,. 10.15 Flow length(L-300'),L,,,,,, 1150fed 2-year,24-our rainfall,P2 12.00 inches Land slope,S„,,,, i0.003 Wit T, 0.59 hours T,: 35 min Shallow Concentrated Flow ' Surface description(see Table 3.5.2C) with some trees(n-0.060) Flow length.L,,,.,,, 110011 - Watercourse slope,S,,,,,,,, 0.0021NR Factor,k,(see Table 3.5.2C) 5 ' Velocity,V,,,,.,,, -0.2 Vs T'_ 0.14 hours T_ !9 min Channel Flow,Section 1 ' Surface description(see Table 3.5.2C) Earth tinned waterway(n=0.025 Flow length.L„W,,,,, 1050 R Watercourse slope,S,,,.,., 10.017 f M Factor,K(see Table 3.5.2C) 120. ' Velocity,V,,,,,,,,, 2.6 Vs T_ '.0.11 hours T,�,,,, 17 min Channel Flow,Section 2 Surface description(see Table 3.5.2C) iConcrete pipe(n=0012) Flow length,L,,,,,W '127.0It Watercourse slope,S,,,,,., 10.006 WR Factor,k,(see Table 3.5.2C) 142 Velocity,Vol,,,,,, 3.3 f/s T,,,,,,„„ 0.01 hours T,_ -0.65 min Channel Flow,Section 9 ' Surface description(see Table 3.5.2C) i Grassed waterway(n-0.025) Flow length,Ld,,,,r 1540.0R Watercourse slope,S,,,,,., 10.005 fvft Factor,K(see Table 3.5.2C) 17 Velocity,V_ 1.1 Its ' T,,,,,,,,,, !0.13 hours T,,,,,,,,,, '7.89 min Channel Flow,Section 4 Surface description(see Table 3.5.2C) CMP poe(n=0.024 Flow length,L,.,, 60.0 fl Watercourse slope,S,,,,,,,, 0.003fUR Factor,k(see Table 3.5.2C) i21 Velocity,V_ 1,1 f/S ' T,,,,,,,, 0.01 hours T,� 0.90 min Results:Basin 4 Sub-Basin 2(Pre•D4welopment) , Total T.or T, 1.00 hours Total T.or T, 60 min Notes: 1. Worksheet is based on Urban Hydrology for Small Watersheds,2nd , Edition(Technical Release Number 55),US SCS,1966 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Wafer Design Manual 01 3747r221 awry-KSCALCOSXLS IvTo-ea n 4-2) VM7 6wrdw C*A,na. 5/5/97 10 : 33 :34 am Sverdrup Civil Inc page 1 BCAG HEADQUARTERS BUILDING 25-20 PRE-DEVELOPMENT BASELINE BASIN 4 , SUB-BASIN 4-2 ------------------------- BASIN SUMMARY BASIN ID: P4S2-10 NAME: BSN 4 , SUB 4-2 , BASELINE, 10YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 11 . 11 Acres 2 . 13 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 tPEAK RATE: 3 . 66 cfs VOL: 2 . 24 Ac-ft TIME: 490 min BASIN ID: P4S2-100 NAME: BSN 4, SUB 4-2, BASELINE, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 11 . 11 Acres 2 . 13 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 5 .49 cfs VOL: 3 .28 Ac-ft TIME: 490 min BASIN ID: P4S2-107 NAME: BSN 4 , S 4-2, BASELINE, 100YR, 7D ' SBUH METHODOLOGY TOTAL AREA. . . . . . 13 .24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP PRECIPITATION. . . . : 9 . 80 inches AREA. . : 11 . 11 Acres 2 . 13 Acres ' TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 4 . 02 cfs VOL: 8 . 78 Ac-ft TIME : 3360 min BASIN ID: P4S2-2 NAME : BSN 4 , SUB 4-2 , BASELINE, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 11 . 11 Acres 2 . 13 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 2 . 07 cfs VOL: 1 . 34 Ac-ft TIME : 490 min 5 5 97 10 :33 :34 am Sverdrup Civil Inc page 2 ' BCAG HEADQUARTERS BUILDING 25-20 PRE-DEVELOPMENT BASELINE BASIN 4 , SUB-BASIN 4-2 BASIN SUMMARY BASIN ID: P4S2-25 NAME : BSN 4, SUB 4-2 , BASELINE, 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 11 . 11 Acres 2 . 13 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 4 . 57 cfs VOL: 2 . 75 Ac-ft TIME: 490 min BASIN ID: P4S2-5 NAME: BSN 4 , SUB 4-2, BASELINE, 5YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 11 . 11 Acres 2 . 13 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 76 cfs VOL: 1 . 73 Ac-ft TIME : 490 min BASIN ID: P4S2-50 NAME : BSN 4 , SUB 4-2, BASELINE, 50YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 11 . 11 Acres 2 . 13 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 4 . 66 cfs VOL: 2 . 80 Ac-ft TIME: 490 min BASIN ID: P4S2-WQ NAME : BSN 4 , SUB 4-2 , BASELINE, WQ SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 13 . 24 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 11 . 11 Acres 2 . 13 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 0 . 20 cfs VOL: 0 . 21 Ac-ft TIME: 500 min tBoeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development t Area Weighted Runoff Coefficient Basin 4 Pre-Development Baseline (South Main Track Basin) ' Sub-Basin 4-3 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (SO Curve Number ' Ur D 98 Building Roofs 17,511 4% 4.22 Ur D 98 Pavements 22,709 6% 5.47 Ur D 91 Gravel Parking Lots 55,280 14% 12.37 ' Ur C 87 and Racing Track(dirt road) 35,288 9% 7.55 Ur D 90 Lawns 185,271 46% 41.02 Ur D 92 Horse Walking Areas(fair) 53,860 13% 12.19 Ur D 89 Meadow 14,858 4% 3.25 Py B 85 iGravel Parking Lots 11,143 3% 2.33 ' Py B 78 Meadow 10,595 3% 2.03 TOTALS 406,515 100% 90.45 ' 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) - 0.92 Acres Impervious area curve number = 98.00 ' Pervious area (curve number<98) 8.41 Acres Pervious area curve number 89.62 ' Basin Composite Curve Number 90.45 Basin Total Area 9.33 Acres 1 1 ' 0137472210/engr/-KBCALC05XLS[Pre-Basin 4-3i 515/97 Sverdrup Civil,Inc. Boeing Commercial Airplane Group ' BCAG Headquarters Building 25-20 Site Development PRE-DEVELOPMENT BASELINE Time of Concentration or Travel Time ' Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-3 ' Sheet Flow(Applicable to T,only) Surface description(see Table 3.5.2C) Bare sob Manning's roughness coefficient.n,,,,,, 10.011 Flow length(L-3001),L,,,,,, 180feet I 2-year,24-our rainfall,Ps 200'sfrh Land slope,S,,,,,, O.iki6 ftfftes T,,,,,r 10.02 tours T„,„„ 1 min Shallow Concentrated Flow ' Surface description(see Table 3.5.2C) Flow length,L. loft _ Watercourse slope,S,,,,,,„ 0.0ooftfft ' Factor,k,(see Table 3.5.2C) I11 Velocity,V,,,,.,,, !0.0 f/s T,r,,,,, 10.01 lours T,,,,,,,,, I0 min Channel Flow,Section 1 t Surface description(see Table 3.5.2C) Cxassedwaterw n-D.025 Flow length,Ld,,,,, 1woft Watercourse slope,5,,,,,,,, Imoo5fta Factor,k,(see Table 3.5.2C) 17 Velocity,V,,.,,,, i 1.2 vs T,,,,, 0.1 s hours T,,,W„„ '12 min Channel Flow,Section 2 ' Surface description(see Table 3.5.2C) CMP n=0.024) Flow length.L,,,.,,,, 117.0ft Watercourse slope.5,,... 0.015 fill Factor,k(see Table 3.5.2C) 121 ' Velocity,V_ ;2.5 Its T,,,W,,,, i 0.00 hours .T,_ 10.11 min Channel Flow,Section 3 ' Surface description(see Table 3.5.2C) !Greased waterway(n--0.025 Flow length,L,,,,,,,,, 1565.0 it Watercourse slope,5,,,,. 0.005ftf(t Factor,k,(see Table 3.5.2C) 117 ' Velocity,Vd,,,,,,,, 11.1 Us T,,,,,,,w 1 0.14 tours T,,,,,,,,, 16.26 min Channel Flow,Section 4 ' Surface description(see Table 3.5.2C) CMP rP0.024) Flow length,L,,,,,,,,, 60.0 ft '. Watercourse slope,Sd,.,,,, 0.003 ftlft Factor,k,(see Table 3.5.2C) 21 ' Velocity,V_ �1.1 f/s T,,,,,,,,, 10.01 lours T,,,,,,,,, 10.90 min Results:Basin 4 Sub-Basin 3(Pni-Deveiopmen0 ' Total T.01 T, 10.37 hours Total T,or T, 122 min Notes: ' 1. Worksheet is based on Urban Hydrobgy for Small Watersheds,2nd Edition(Technical Release Number 55),US SCS,19W 2. Worksheet modified to conform with Section 3.5.2 of the King County Surface Water Despn Manual 0137471221 Wen r.u6CALC0SALS Irn-a, %4-31 WM7 sv«evv clw.W., , ' S/5/97 10 :40 : 59 am Sverdrup Civil Inc page 1 BCAG HEADQUARTERS BUILDING 25-20 ' PRE-DEVELOPMENT BASELINE BASIN 4 , SUB-BASIN 4-3 -------------- BASIN SUMMARY BASIN ID: P4S3-10 NAME : BSN 4 , SUB 4-3 , BASELINE, 10YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 8 . 41 Acres 0 . 92 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 3 . 74 cfs VOL: 1 . 51 Ac-ft TIME: 480 min BASIN ID: P4S3-100 NAME : BSN 4 , SUB 4-3 , BASELINE, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 8 . 41 Acres 0 . 92 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . 89 . 62 98 . 00 TC. . . . . 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 5 . 66 cfs VOL: 2 . 23 Ac-ft TIME: 480 min BASIN ID: P4S3-107 NAME: BSN 4, S 4-3 , BASELINE, 100YR, 7D ' SBUH METHODOLOGY TOTAL AREA. . . . . . 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERV IMP ' PRECIPITATION. . . . : 9 . 80 inches AREA. . : 8 .41 Acres 0 . 92 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . . 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 3 . 29 cfs VOL: 6 . 03 Ac-ft TIME: 3300 min BASIN ID: P4S3-2 NAME : BSN 4 , SUB 4-3 , BASELINE, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . • 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 8 . 41 Acres 0 . 92 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 2 . 08 cfs VOL: 0 . 88 Ac-ft TIME: 480 min 5/5/97 10 :40 : 59 am Sverdrup Civil Inc page 2 BCAG HEADQUARTERS BUILDING 25-20 ' PRE-DEVELOPMENT BASELINE BASIN 4 , SUB-BASIN 4-3 BASIN SUMMARY ' BASIN ID: P4S3-25 NAME : BSN 4 , SUB 4-3 , BASELINE, 25YR , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 8 .41 Acres 0 . 92 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 4 . 70 cfs VOL: 1 . 87 Ac-ft TIME : 480 min BASIN ID: P4S3-5 NAME: BSN 4 , SUB 4-3 , BASELINE, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 .33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 8 .41 Acres 0 . 92 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 .20 t PEAK RATE: 2 . 80 cfs VOL: 1 . 16 Ac-ft TIME: 480 min BASIN ID: P4S3-50 NAME: BSN 4 , SUB 4-3 , BASELINE, 50YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 8 .41 Acres 0 . 92 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE : 4 . 79 cfs VOL: 1 . 91 Ac-ft TIME: 480 min BASIN ID: P4S3-WQ NAME: BSN 4 , SUB 4-3 , BASELINE, WQ ' SBUH METHODOLOGY TOTAL, AREA. . . . . . . : 9 . 33 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 8 .41 Acres 0 . 92 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 62 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 0 . 14 cfs VOL: 0 . 12 Ac-ft TIME: 490 min t r ' Boeing Commercial Airplane Group BCAG Headquarters Building 25-20 Site Development r Area Weighted Runoff Coefficient Basin 4 Pre-Development Baseline (South Main Track Basin) ' Sub-Basin 4-4 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description (SO Curve Number r Ur D 98 Building Roofs 112,162 6% 5.55 Ur D 98 Pavements 145,456 7% 7.20 Ur D 91 'Gravel Parking Lots 227,644 11% 10.46 r Ur C 87 Sand Racing Track(dirt road) 145,315 7% 6.38 Ur D 90 Lawns 762,945 39% 34.68 Ur D 92 Horse Walking Areas(fair) 221,796 11% 10.30 Ur D 89 !Meadow 61,185 3% 2.75 r Wo D 98 Pavements 9,549 0% 0.47 Wo D 91 1Gravel 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 Gravel Parking Lots 9,447 0% 0.41 Ng B 85 Lawns(fair) 88,534 4% 3.80 TOTALS 1,980,141 100% 91.15 ' 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 r3. Curve Numbers determined from King County Surface Water Design Manual,Table 3.5.2E Impervious area(curve number>=98) = 6.52 Acres r Impervious area curve number 98.00 Pervious area(curve number<98) 38.93 Acres Pervious area curve number = 90.00 r Basin Composite Curve Number 91.15 Basin Total Area 45.46 Acres r r r r r r r013747/2210/engr/-KBCALC05.XLS[Pre-Basin 4-41 5/5/97 Sverdrup Civil,Inc. Boeing Commercial Airplane Group ' BCAG Headquarters Building 25-20 Site Development PRE-DEVELOPMENT BASELINE ' Time of Concentration or Travel Time Drainage Basin 4 ' (South Main Track Basin) Sub-Basin 4-4 Sheet Flow(Applicable to Tc only) , Surface description(see Table 3.5.2C) !Short grass prarie Manning's roughness coefficient,nsheet 10.15 Flow length(L<=300'),Lsheet 1300 feet ' 2-year,24-hour rainfall,PZ !2.00 inches Land slope,Ss,,ee, A017 ft/ft Tt sheet �0.53 hours T1S1eQ, '32 min t Shallow Concentrated Flow Surface description(see Table 3.5.2C) Short grass ' Flow length,Lshall. 1000 ft Watercourse slope,Ssha,low 10.005 ft/ft Factor,ks(see Table 3.5.2C) ill ' Velocity,Vshallow !0.8 f/s Tt shallow 0.36 hours Tt shallow '21 min Channel Flow,Section t ' Surface description(see Table 3.5.2C) (Concrete Pipe(n=0.012) Flow length,La,.,,., 710 ft , Watercourse slope,Seh...., 10.008 ftt t Factor,kc(see Table 3.5.2C) 42 Velocity,Va,e11f1e, 3.8 f/s Tt channel 0.05 hours ' Ttchannel 3 min Channel Flow,Section 2 Surface description(see Table 3.5.2C) !Concrete Pipe(n=0.012) Flow length,Lchan„e, 140.0 ft Watercourse slope,Sd,an el 0.014 ft/ft Factor,k.(see Table 3.5.2C) !42 ' Velocity,Vch.n1 l 5.0 f/s T,d1en e, 0.00 hours T,chanfel 0.13 min ' Results:Basin 4 Sub-Basin 4(Pre-Development) Total T�or T, 0.95 hours Total Te or T, 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 013747r2210/enpr-KBCALC06.XLS(Pre-Basin 4-41 5/29/97 Sverdrup Civil,Inc. ' ' 5/5/97 10 :44 : 15 am Sverdrup Civil Inc page 1 BCAG HEADQUARTERS BUILDING 25-20 ' PRE-DEVELOPMENT BASELINE BASIN 4 , SUB-BASIN 4-4 BASIN SUMMARY BASIN ID: P4S4-10 NAME: BSN 4 , SUB 4-4 , BASELINE, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 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 RATE : 12 . 67 cfs VOL: 7 . 59 Ac-ft TIME : 490 min BASIN ID: P4S4-100 NAME : BSN 4 , SUB 4-4, BASELINE, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 . 45 .Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP ' PRECIPITATION. . . . : 3 . 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 RATE : 19 . 09 cfs VOL: 11 . 15 Ac-ft TIME: 490 min BASIN ID: P4S4-107 NAME: BSN 4 , S 4-4, BASELINE, 100YR, 7D ' SBUH METHODOLOGY TOTAL AREA. . . . . . 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC7 PERV IMP PRECIPITATION. . . . : 9 . 80 inches AREA. . : 38 . 93 Acres 6 . 52 Acres ' TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . : 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 13 . 79 cfs VOL: 29 . 93 Ac-ft TIME: 3360 min BASIN ID: P4S4-2 NAME : BSN 4, SUB 4-4 , BASELINE, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 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 5/5/97 10 :44 : 15 am Sverdrup Civil Inc page 2 BCAG HEADQUARTERS BUILDING 25-20 t PRE-DEVELOPMENT BASELINE BASIN 4 , SUB-BASIN 4-4 BASIN SUMMARY=====_______________________ ' BASIN ID: P4S4-25 NAME : BSN 4 , SUB 4-4 , BASELINE, 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 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 BASIN ID: P4S4-5 NAME: BSN 4 , SUB 4-4, BASELINE, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2 .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: 9 . 54 cfs VOL: 5 . 86 Ac-ft TIME: 490 min BASIN ID: P4S4-50 NAME: BSN 4 , SUB 4-4 , BASELINE, 50YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : USER1 PERV IMP PRECIPITATION. . . . : 3 .45 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: 16 . 18 cfs VOL: 9 . 54 Ac-ft TIME : 490 min BASIN ID: P4S4-WQ NAME: BSN 4 , SUB 4-4 , BASELINE, WQ ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : USER1 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 t t 41 'oo ON r '' �,'•,�� NNW �• �� L—J .��li�i\� (111 sue—:J _ •. ��r�-- --. , I_ .�I�a.�. )) ; r, r-..ICE... - ,, ►��i��i ". ���'=• 1 � + ram.'_' ►.��i�� J r �•� r�it - � �at�, �� �')�,I� ,!, � � 1p 1,000 m Mom MN T lag DRAINAGE REPORT SURFACE WATER MANAGEMENT PROJECT �i. -- .� ..�..,_ •- -...�, -,tea, -�=� \ I ' I •, era , �. 1 I � ,� . ,�---, ' Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP ' Drainage Basin 3 (CSTC Delta Basin) Sub-Basin 3-1 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number ! Description sf - Curve Number _ Ur D 90 !Landscaping(good) 81,923 28% 24.97 Ur D 100 Water Surfaces 42,836 15% i 14.51 Py B 98 1 Pavements 5,248 2% 1.74 Py B 80 !Landscaping(good) 144,300 49% 39.10 Py B 100 (Water Surfaces 20,956 7% 7.10 TOTALS 295,263 1 100% 87.42 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 Impervious area curve number 99.85 Pervious area (curve number< 98) = 5.19 Acres ' Pervious area curve number = 83.62 Basin Composite Curve Number = 87.42 ' Basin Total Area = 6.78 Acres 013893/2220/engr/-Kbcalc27.xls[Pre-Basin 3-1] 1/28/99 Sverdrup Civil,Inc. 1111b F /f ,%c ,�rx VA, ;//er_ 0/, uj 'j I ;. 1 Jil 11 4i 11 Kl /.1 J1 l " I mom . l-1� 1,t I r� .. \\Q..._.._..__-- _. . 7f`.....__._. BoeingCommercial Airplane Group P Surface Water Management Project (SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 3 1 (CSTC Delta Basin) Sub-Basin 3-1 Sheet Flow(Applicable to T, only) Surface description (see Table 3.5.2C) lawn Manning's roughness coefficient, nsheet 0.15 Flow length (L<_300'), Lsheet 200 feet 2-year, 24-hour rainfall, P2 2.00 inches Land slope, Skeet 0.020 ft/ft --- ' Tt sheet0.36 hours Tt sheet1min - - -- ---- - ' Shallow Concentrated Flow Surface description (see Table 3.5.2C) brushy ground with some trees Flow length, Lshallow 125 ft Watercourse slope, Sshauow 0.060 ft/ft Factor, ks (see Table 3.5.2C) 5 Velocity, Vshal,ow 11.2 f/s Tt shallowI0.03 hours ' Tt shallow 11.7 min Results:Basin A (Post-Development) Total T.or Tt 10.39 hours Total Tc or Tt 123.3 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-Kbcalc28.xls[Pre-Basin 3-1] 1/28/99 Sverdrup Civil,Inc. 1 29 99 8 : 56 : 5 am Sverdrup Civil Inc page 1 , BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' PRE-DEVELOPMENT BASIN 3 , SUB-BASIN 1 -_---------- BASIN SUMMARY BASIN ID: 3-1-10 NAME: BASIN 3-1 PRE SWMP, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 2 . 21 cfs VOL: 0 . 99 Ac-ft TIME : 480 min BASIN ID: 3-1-100 NAME: BASIN 3-1 PRE SWMP, 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE : 3 .48 cfs VOL: 1 .48 Ac-ft TIME : 480 min BASIN ID: 3-1-2 NAME : BASIN 3-1 PRE SWMP, 2YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5 . 19 Acres 1 . 58 Acres' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE : 1 . 18 cfs VOL: 0 . 57 Ac-ft TIME: 480 min BASIN ID: 3-1-25 NAME : BASIN 3-1 PRE SWMP, 25YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 83 cfs VOL: 1 . 23 Ac-ft TIME: 480 min , 1/29/99 8 : 56 : 6 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 3 , SUB-BASIN 1 BASIN SUMMARY BASIN ID: 3-1-5 NAME: BASIN 3-1 PRE SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 ' TC. . . . . 23 . 30 min 23 . 30 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 1 . 62 cfs VOL: 0 . 75 Ac-ft TIME : 480 min ' BASIN ID: 3-1-50 NAME: BASIN 3-1 PRE SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 ' TC. . . . . 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 2 . 90 cfs VOL: 1 . 26 Ac-ft TIME . 480 min ' BASIN ID: 3-1-WQ NAME : BASIN 3-1 PRE SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 21 cfs VOL: 0 . 10 Ac-ft TIME : 480 min Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient ' Pre-Development SWMP Drainage Basin 3 (North Main Track Basin) Sub-Basin 3-2 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description sf Curve Number , Ur D 98 Building Roofs 392,512 14% 13.43 Ur ! D 98 Pavements 800,204 28% 27.37 Ur D 91 iGravel Parking Lots 170,000 6% 5.40 Ur D 90 Landscaping(good) 973,101 34% 30.57 ' Ur D 90 Lawns(good) 347,193 12% 10.91 Ur D 100 Water Surfaces 182,098 6% 6.36 TOTALS ' 2,865,108 100% 94.03 , 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) = 31.56 Acres Impervious area curve number = 98.26 Pervious area (curve number< 98) = 34.21 Acres Pervious area curve number = 90.11 Basin Composite Curve Number = 94.03 Basin Total Area = 65.77 Acres 013893/2220/engr/-Kbcalc27.xls[Pre-Basin 3-21 1/28/99 Sverdrup Civil,Inc. ' � :1!1�g -�` EMMET i iN I i I�11 I I I I I t I I I 1 11111114 \\XX 11 J C...:_ ._...... 1 l �• t � I I '? � i i i -- � j I i ( � I I r{{ tt't�t�i\,� �t 1���``t�`i i t}�i •" l` Id. 1 k14 I 3 ilull I ........ .� `N /j J� t (rrtif i } / / J ! _.. - 2 f ..................... .......f................................. ..........r '.. l,'J /i'/ 1 .......... � ! j i Ll 40 ZZ CD .:. f i ,f �J� J ` r� .0 ......................... . ; r I ' i — % / % •/ / l t BoeingCommercial Airplane Group ' P Surface Water Management Project (SWMP) ' Pre-Development SWMP Time of Concentration or Travel Time ' Drainage Basin 3 (CSTC Site Basin) ' Sub-Basin 3-2 Sheet Flow(Applicable to T c only) ' Surface description (see Table 3.5.2C) !asphalt parking lot Manning's roughness coefficient, nsneet 0.011 Flow length (L<=300'), '-sheet 70 feet ' 2-year, 24-hour rainfall, P2 '2.00 inches Land slope, S h,,t 10.020 ft/ft Tt Sheet 10.02 hours Tt sheet1.15 min Channel Flow, Section 1 , Surface description (see Table 3.5.2C) _ ;concrete pipe Flow length, Lchannel 1220 , Watercourse slope, Schannel 0.005 ft/ft Factor, kc (see Table 3.5.2C) 142 Velocity,Vchannel 3.0 f/s Ttchannei 0.11 hours Tt channel 6.85 min ' Results:Basin A (Post-Development) ' Total T.or Tt 0.13 hours - - - - Total T, or Tt 18.00 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 Surface Water Design Manual 013893/2220/engr-Kbcalc28.xls[Pre-Basin 3-2] 1/28/99 Sverdrup Civil, Inc. , ' 1 29 99 8 : 56 : 22 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 3 , SUB-BASIN 2 BASIN SUMMARY ' BASIN ID: 3-2-10 NAME : BASIN 3-2 PRE SWMP, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 90 inches AREA. . : 34 . 21 Acres 31 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 11 98 . 26 TC. . . . . 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF : 0 . 20 PEAK RATE : 38 . 90 cfs VOL: 12 . 52 Ac-ft TIME: 480 min BASIN ID: 3-2-100 NAME: BASIN 3-2 PRE SWMP, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 34 . 21 Acres 31 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 11 98 . 26 TC. . . . . 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 55 .42 cfs VOL: 17 . 80 Ac-ft TIME: 480 min BASIN ID: 3-2-2 NAME : BASIN 3-2 PRE SWMP, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 34 . 21 Acres 31 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 11 98 . 26 TC. . . . . 8 . 00 min 8 . 00 min 1 ABSTRACTION COEFF: 0 . 20 PEAK RATE : 24 . 26 cfs VOL: 7 . 88 Ac-ft TIME: 480 min BASIN ID: 3-2-25 NAME : BASIN 3-2 PRE SWMP, 25YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 34 . 21 Acres 31 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 11 98 . 26 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 47 . 15 cfs VOL: 15 . 15 Ac-ft TIME : 480 min 1/29/99 8 :56 :22 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 3 , SUB-BASIN 2 BASIN SUMMARY BASIN ID: 3-2-5 NAME: BASIN 3-2 PRE SWMP, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 40 inches AREA. . : 34 . 21 Acres 31 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 11 98 . 26 TC. . . . : 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 30 . 72 cfs VOL: 9 . 92 Ac-ft TIME : 480 min BASIN ID: 3-2-50 NAME: BASIN 3-2 PRE SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 34 . 21 Acres 31 . 56 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 11 98 . 26 TC. . . . . 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 47 . 98 cfs VOL: 15 .41 Ac-ft TIME: 480 min BASIN ID: 3-2-WQ NAME : BASIN 3-2 PRE SWMP, WQ ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 65 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 34 . 21 Acres 31 . 56 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 . 61 cfs VOL: 1 . 68 Ac-ft TIME . 480 min r i ' Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin 4 (South Main Track Basin) ' Sub-Basin 4-1 Soil Hydrologic Curve Land Use I Area Weight Weighted Group Group Number Description sf Curve Number ' Ur D 98 Building Roofs 23,727 4% 3.92 Ur D 98 Pavements 34,958 6% 5.78 Ur D 91 Gravel Parking Lots 85,727 I 14% 13.16 ' Ur C 87 !Sand Racing Track(dirt road) 54,723 9% 8.03 Ur D 90 Lawns 287,313 48% 43.60 Ur D 92 'Horse Walking Areas(fair) i 83,525 14% 12.96 Ur D 89 !Meadow 23,041 4% 1 3.46 TOTALS 593,014 100% 90.90 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 3.5.21B ' 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 014002/2220/engr/-Kbcalc27.xls[Pre-Basin 4-1] 1/28/99 Sverdrup Civil,Inc. BoeingCommercial Airplane Group ' P P 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 o only) Surface description(see Table 3.5.2C) E Bare Soils , Manning's roughness coefficient, nsheet A011 Flow length(L<=300'), Lsheet 60 feet 2-year,24-hour rainfall, P2 12.00 inches , Land slope,Ssheet 0.033 ft/ft Tt sheet 0.01 hours Tt sheet 1 min ' Shallow Concentrated Flow ' Surface description(see Table 3.5.2C) Flow length, Lsh.11.,, 0 ft Watercourse slope, SshalloW - ,0-000 ftlft ' Factor, ks(see Table 3.5.2C) 0 Velocity,Vsh.11. 0.0 US Tt shallow 0.00 hours ' IT,shallow 0 min Channel Flow, Section 1 , Surface description (see Table 3.5.2C) !Concrete pipe(n=0012) Flow length, Lchannel 1725 ft Watercourse slope, Soh n,,1 0.004 ft/ft ' Factor, ko(see Table 3.5.2C) 42 Velocity,Vchanoel 2.5 f/s Tt channel 0.19 hours ' Tt channel 12 min Results:Basin B Sub-Basin B1(Post-Development) ' Total To or Tt 0.21 hours Total T,,or T 12 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-Kbcalc28.xls[Pre-Basin 4-1i 1/28/99 Sverdrup Civil,Inc. ' 1 29 99 8 : 56 :45 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 1 --_--_----_ BASIN SUMMARY 1 ' BASIN ID: 4-1-10 NAME : BASIN 4-1 PRE SWMP, 10YR 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 INTERVAL. . . . : 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 ' BASIN ID: 4-1-100 NAME : BASIN 4-1 PRE SWMP, 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13 . 62 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 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 ID: 4-1-2 NAME : BASIN 4-1 PRE SWMP, 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13 . 62 Acres BASEFLOWS : 0 . 00 cfs RAINFALL 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 r ABSTRACTION COEFF: 0 . 20 PEAK RATE : 3 . 77 cfs VOL: 1 . 33 Ac-ft TIME : 480 min BASIN ID: 4-1-25 NAME : BASIN 4-1 PRE SWMP, 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13 . 62 Acres BASEFLOWS : 0 . 00 cfs RAINFALL 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 r r r r 1/29/99 8 : 56 :45 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 1 BASIN SUMMARY BASIN ID: 4-1-5 NAME: BASIN 4-1 PRE SWMP, 5YR , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 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 PEAK RATE: 5 . 02 cfs VOL: 1 . 73 Ac-ft TIME : 480 min BASIN ID: 4-1-50 NAME : BASIN 4-1 PRE SWMP, 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 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: 4-1-WQ NAME: BASIN 4-1 PRE SWMP, 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 r r Boeing Commercial Airplane Group Surface Water Management Project (SWMP) ' Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin 4 (South Main Track Basin) ' Sub-Basin 4-2 Soil Hydrologic Curve Land Use Area Weight Weighted 1 Group Group Number Description (SO Curve Number Ur D 98 Building Roofs 4,000 2% 1.67 Ur D 98 Pavements 5,000 j 2% 2.09 Ur D 91 Gravel Parking Lots 27,275 12% 10.58 ' — Ur D 90 Lawns 121,017 52% 46.45 Ur D 92 'Horse Walking Areas(fair) 60,517 26% 23.74 Ur D 89 (Meadow 16,694 1 7% 6.34 TOTALS 234,503 100% 90.87 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) _ 0.21 Acres Impervious area curve number 98.00 Pervious area (curve number < 98) = 5.18 Acres ' Pervious area curve number = 90.58 Basin Composite Curve Number = 90.87 ' Basin Total Area = 5.38 Acres i ' 014002/2220/engr/-Kbcalc27.x1s[Pre-Basin 4-21 1/28/99 Sverdrup Civil,Inc. , , f ( # I I te dp ID Lj RwNELF�OW ON ii I `i I I�j � I f �t•i , `t 1 Bpi CaNcR�T TIGt= t t rl t ,tll or I, 1 \ t t , t t � j S1+aR,T---P:'R ARE' ----6R R�►� .._-1 • i ' Boeing Commercial Airplane Group Surface Water Management Project(SWMP) Pre-Development SWMP Time of Concentration or Travel Time Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-2Sheet Flow(ApplieabN to T,only) Surface description see Table 3.5.2C) Short grass prarie Manning's roughness coefficient,ry,,. jo.15 Flow length(Lc—_3W'),Lr„d 60 feet 2-year,24-hour rainfall,P2 12.00 inches Lard slope,Sm,d `0.003 It4t T,r„w �0.59 hours T,_ 35 min --. _--_ - Shallow Concentrated Flow Surface description see Table 3.5.2C Brush gmund with some trees n=0.060 ' Flow length,L,,,,ti,,, - t00 ft Watercourse slope,Sr„r,,, (0.002 Wit Factor,k,(see Table 3.5.2C) 5 Velocity,Vd 0.2 Us T,� 0.14 hours T,,,. 19 min Channel Flow,Section 1 Surface description see Table 3.5.2C Earth lined waterway n=0A25 Flow length,Ld,.,,,,,, 1050 ft Watercourse slope,Sd.,,r 0.017 ftM Factor,ko(see Table 3.5.2C) M� Velocity,Vd,,,,,,, 2.6 Vs T,d,.,,,, 0.11 hours ' T,dWw, 7 min Channel Flow,Section 2 Surface descn bon see Table 3.5.2C Concrete n=0012 Flow length,Ld.,,., 127.0 it Watercourse slope,Smw,,, O.OD6 f/ft -- Factor,ko(see Table 3.5.2C) 42 Velocity,V� 3.3 Us TIdw,r 0.01 hours ' Tim.,w 10.65 min Channel Flow,Section 3 Surface descri bon see Table 3.5.2C Grassed_terwa Flow length,Ld� 540 d 1 .0 ft - Watercourse slope,Sdw,w 0.005 fUft Factor,k4(see Table 3.5.2C) 17 Velocity,Voww 1.1 I/s Tim.,., 0.13 hours ' IT,. 7.89 min Charnel Flow,Section 4 Surtace descn lion see Table 3.5.2C CMP n=0.024 Flow length,L_, 600 it ' Watercourse slope,Sin,,,., 0=ItIft Factor,k,(see Table 3.5.2C) 'z. Velocity,Vm.,,,, 1.1 Vs T,m,,,,w 0.01 hours ' T,m .i 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 King County Surface Water Design Manual ' 01389Y2220/e,gr-Kbcak2B.xl,[Pre-Basin 4-21 1/2W99 SYNnp CK Inn 1 29 99 8 : 57 :2 am Sverdrup Civil Inc page 1 ' / / P P 9 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 2 --__--_---- BASIN SUMMARY BASIN ID: 4-2-10 NAME : BASIN 4-2 PRE SWMP, 10YR , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5 . 18 Acres 0 .21 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE: 1 .45 cfs VOL: 0 . 88 Ac-ft TIME: 490 min BASIN ID: 4-2-100 NAME: BASIN 4-2 PRE SWMP, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 18 Acres 0 .21 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF : 0 . 20 ' PEAK RATE : 2 . 20 cfs VOL: 1 . 31 Ac-ft TIME : 490 min BASIN ID: 4-2-2 NAME: BASIN 4-2 PRE SWMP, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5 . 18 Acres 0 . 21 Acres' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF : 0 . 20 , PEAK RATE : 0 . 80 cfs VOL: 0 . 52 Ac-ft TIME : 490 min BASIN ID: 4-2-25 NAME: BASIN 4-2 PRE SWMP, 25YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 5 . 18 Acres 0 . 21 Acres' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 1 . 82 cfs VOL: 1 . 09 Ac-ft TIME : 490 min 1/29/99 8 : 57 :2 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 2 BASIN SUMMARY ' BASIN ID: 4-2-5 NAME: BASIN 4-2 PRE SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 5 . 18 Acres 0. 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 ' TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 08 cfs VOL: 0 . 68 Ac-ft TIME: 490 min BASIN ID: 4-2-50 NAME : BASIN 4-2 PRE SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 ' TC. . . . . 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 86 cfs VOL: 1 . 12 Ac-ft TIME : 490 min ' BASIN ID: 4-2-WQ NAME: BASIN 4-2 PRE SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 ' TC. . . . . 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 06 cfs VOL: 0 . 07 Ac-ft TIME : 760 min Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient ' Pre-Development SWMP Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-3 , Soil Hydrologic Curve j Land Use Area Weight Weighted Group Group Number Description sf Curve Number Ur D 98 1 Building Roofs 11,011 3% 2.69 ' Ur D 98 1Pavements 14,109 4% 3.45 Ur D 91 Gravel Parking Lots 60,755 15% 13.78 Ur C 87 'Sand Racing Track(dirt road) 40,000 10% 8.67 ' Ur D 90 1Lawns 170,000 42% 1 38.14 Ur i D 1 92 !Horse Walking Areas(fair) 53,860 13% 12.35 Ur I D 1 89 Meadow 51,439 13% 11.41 TOTALS 401,174 100% 90.49 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) = 0.58 Acres ' Impervious area curve number = 98.00 Pervious area(curve number< 98) = 8.63 Acres , Pervious area curve number = 89.99 Basin Composite Curve Number = 90.49 ' Basin Total Area = 9.21 Acres 01 400 2/22 2 0/engr/-Kbcalc27.xls[Pre-Basin 4-31 1/28/99 Sverdrup civil,Inc. , cwcw AsiAJ 4�3 FLAW', 1,7 CAM: OF C►41W(QEL- i ji`jl�ll NROdGN 6�AS5£O ,f ! ✓ I i tit,' \. P,oi G 14 P's i 5t� w Pip dw Boeing Commercial Airplane Group 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 Sheet Flow(Applicable to T,only) Surface description see Table 3.5.2C ;Bare SON Manning's roughness coefficient,ny 0.011 , Flow length(L<=300'),L+,,,, 80 feet 2-year,24-hour rainfall,PZ 12.00 inches Land slope,S,I,,,, 10.038 fVft T,r,.,, 0.02 hours T,r,,,, 1 min Shallow Concentrated Flow Surface description see Table 3.5.2C Flow length,L. 0 it , Watercourse slope,S,,,,,,,, 44000.000 fVft Factor,k,(see Table 3.5.2C) 11 velocity,V� 2307.4 Vs T,r„r,,, 0.00 hours _ T,r r, 10 min ' Channel Flow,Section 1 Surface description see Table 3.5.2C Grassed waterwa n-0:025 Flow length,Ld,,,,,, 830 it Watercourse slope,S,1,.rx„I 0.005 fUft Factor,k(see Table 3.5.2C) 17 Velocity,V. _ — 1.2 f/s T,d,.x., 0.19 hours T,d,,,,,,1 12 min ' Channel Flow,Section 2 Surface description see Table 3.5.2C ICMP n=0.024 Flow length,Ld,a,x,M mo it Watercourse slope,Sd,,,,,,,1 0.015 f/tt Factor,k.(see Table 3.5.2C) 2,1 Velocity,Vd,,,.,w 2.Sf/s T,d,w,y 0.00 hours T,. 10.11 min , Channel Flow,Section 3 Surface description see Table 3.5.2C (Grassed waterwa r> 0.025 Flow length, slope, '0.005 ft Watercourse slope,Sd,,,,,,1 �0.005 Rift - Factor,kc(see Table 3.5.2C) 117' Velocity,V� !1.1 1/s T,d,,,, 10.14 hours IT,.— 1826 min ' Channel Flow,Section 4 Surface description see Table 3.5.2C ICMP pi n-0.024) Flow length,L,r,,,,,e I60.0 ft Watercourse slope,Sd,a,x.l 0.003 fUft I Factor,k�(see Table 3.5.2C) Velocity,Vd,,,,,,,1 1.1 f/s T,a,.,,,.1 0.01 hours T,d,,,xw 0.90 min , Results:Basin B Sub-Basin B3(Post-Development) Total T.or T, 10.36 hours Total Tc or T, 122 min ' Nobs: 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 16ng ' County Surface Water Design Manual 01389=20/engr-Kbcak28.xls IPr"uin 4,31 1/2aNa Svwdnq CNIL Inc. 1/29/99 8 :57 : 16 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 3 ----------------------------------------- ' BASIN SUMMARY t BASIN ID: 4-3-10 NAME : BASIN 4-3 PRE SWMP, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 .21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 90 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ' ABSTRACTION COEFF: 0 .20 PEAK RATE : 3 . 70 cfs VOL: 1 .49 Ac-ft TIME : 480 min BASIN ID: 4-3-100 NAME: BASIN 4-3 PRE SWMP, 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 5 . 61 cfs VOL: 2 . 21 Ac-ft TIME : 480 min BASIN ID: 4-3-2 NAME : BASIN 4-3 PRE SWMP, 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . . 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 06 cfs VOL: 0 . 87 Ac-ft TIME : 480 min BASIN ID: 4-3-25 NAME : BASIN 4-3 PRE SWMP, 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 .40 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 4 . 65 cfs VOL: 1 . 85 Ac-ft TIME : 480 min 1/29/99 8 : 57 : 16 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 3 BASIN SUMMARY BASIN ID: 4-3-5 NAME : BASIN 4-3 PRE SWMP, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 2 . 77 cfs VOL: 1 . 14 Ac-ft TIME : 480 min BASIN ID: 4-3-50 NAME : BASIN 4-3 PRE SWMP, 50YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 4 . 75 cfs VOL: 1 . 88 Ac-ft TIME : 480 min BASIN ID: 4-3-WQ NAME : BASIN 4-3 PRE SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . . 22 . 00 min 22 . 00 min , ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 13 cfs VOL: 0 . 12 Ac-ft TIME : 490 min t Boeing Commercial Airplane Group Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin 4 (South Main Track Basin) ' Sub-Basin 4-4 Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description sf Curve Number ' Ur D 98 :Building Roofs 112,162 _ 6% 5.55 Ur D 98 1Pavements 145,456 7% 7.20 Ur i D 191 Gravel Parking Lots 227,650 j 11% 10.46 Ur C 87 !Sand Racing Track(dirt road) 145,315 7% 6.38 ' Ur D 90 1,Lawns 762,945 39% 34.68 Ur D 92 Horse Walking Areas(fair) 221,796 11% 10.30 Ur D 89 !Meadow 61,190 3% 2.75 ' Wo D 98 Pavements 9,549 0% 0.47 Wo D 91 Gravel Parking Lots 35,991 2% 1.65 Wo D 92 Lawns 143,100 7% 6.65 ' Ng B 98 Pavements 17,052 1 1% 0.84 Ng B 85 Gravel Parking Lots 9,447 0% 0.41 Ng B 85 Lawns fair 88,534 4% 3.80 TOTALS 1,980,187 100% 91.15 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 3.5.26 Impervious area(curve number>= 98) 6.52 Acres Impervious area curve number 98.00 Pervious area (curve number< 98) = 38.93 Acres ' Pervious area curve number = 90.00 Basin Composite Curve Number = 91.15 ' Basin Total Area = 45.46 Acres ' 014002/2220/engr/-Kbcalc27.xls(Pre-Basin 4-41 1/28/99 Sverdrup Civil,Inc. l .._........... { � J LXi/r r f XI ej 21 \ \ I c. `\� `�• —~- -- /:%'� �� �� car 'j,,; + ! i! •I! ;I� �-� l - \ 11,1/ 'w j�.i r }�\ '� �s, ..,�',�'---cam\_�1 / _.•ram�\�\: II�i„� i� _.... ///1 ,, fir' i ' � ,��?(�i-;L.! ( k � � � � \`j ;\' �'�:N ! � l q � �I'� 't•) 1 _..... �t.., . \...�.; f�J� 1}• \/ �- m,:==�%% �� r� �_\ I `i - i i �Y if '�i t�l�; U j`(, ' : 14 �f ..� ._..... . — T� t, ..._.__... ,.,_,.,.. I . ' Boeing Commercial Airplane Group 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,nw f 10.15 Flow length(L<=300'),L,t,eet ii300 feet 2-year,24-hour rainfall,P2 i2.00 inches Land slope,Seh., 10.017 ft/tt Tt shams 10.53 hours Tt hW 132 min Shallow Concentrated Flow Surface description see Table 3.5.2 Irass Flow length,Lenallow 1000 ft Watercourse slope,S,h low 0.005 ft/it;,j Factor,ke(see Table 3.5.2C) Velocity,Vwwl"W 0.8 f/s T—NOW 0.36 hours Tt,mlim 121 min ' Channel Flow,Section 1 Surface description(see Table 3.5.2C) !Concrete Pipe(n=0.012 ' Flow length,Lah nnet 1710 ft Watercourse slope,Sohanrw 0.008 ft/ft Factor,kc(see Table 3.5.2C) 42 Velocity,Vct,anrret 3.8 f/s ' rT1 hanne0.05 hours henne 3 min ' Channel Flow,Section 2 — Surface descri tion see Table 3.5.2C) ;Concrete Pipe(n=0.012) Flow length,Lchannet 140.0 ft Watercourse slope,Schannel 10.014 ft/ft ' Factor,kc(see Table 3.5.2C) 42 Velocity,Va,anw 5.0 f/s Ttcnannal 0.00 hours ' Tt channel --- 0.13 min ----- -- Results:Basin B Sub-Basin B4(Post-Development) ' Total Tc or T, 10.95hours Total T.or T, 167 min Notes: 1 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-Imcalc28.xls[Pre-Basin 4.4] 1/28/99 Sverdrup Civil,Inc. 1 29 99 8 : 57 :30 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4 BASIN SUMMARY ' BASIN ID: 4-4-10 NAME : BASIN 4-4 PRE SWMP, 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 RATE : 12 . 67 cfs VOL: 7 . 59 Ac-ft TIME : 490 min BASIN ID: 4-4-100 NAME : BASIN 4-4 PRE SWMP, 100YR SBUH METHODOLOGY 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 INTERVAL. . . . : 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: 4-4-2 NAME: BASIN 4-4 PRE SWMP, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 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: 4-4-25 NAME : BASIN 4-4 PRE SWMP, 25YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 45 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : 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 1/29/99 8 :57 : 31 am Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4, SUB-BASIN 4 BASIN SUMMARY ' BASIN ID: 4-4-5 NAME: BASIN 4-4 PRE SWMP, 5YR SBUH METHODOLOGY 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. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 9 . 54 cfs VOL: 5 . 86 Ac-ft TIME: 490 min ' BASIN ID: 4-4-50 NAME : BASIN 4-4 PRE SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 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 ' TC. . . . . 57 . 00 min 57 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 16 . 18 cfs VOL: 9 . 54 Ac-ft TIME : 490 min BASIN ID: 4-4-WQ NAME: BASIN 4-4 PRE SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 45 . 45 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : 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 r Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient ' Pre-Development SWMP Drainage Basin 4 ' (Bldg 25-20) Sub-Basin 4-5 ' Soil Hydrologic i Curve Land Use Area Weight Weighted Group Group Number I Description sf Curve Number Ur D 98 1Building Roofs 67,900 13% 13.06 Ur D 98 Pavements 314771 1 62% 60.54 Ur D 90 Landscaping(good) 126:859 1 25% 22.41 TOTALS 509,530 100% 96.01 ' 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) = 8.78 Acres , Impervious area curve number = 98.00 Pervious area (curve number< 98) = 2.91 Acres ' Pervious area curve number = 90.00 Basin Composite Curve Number = 96.01 , Basin Total Area = 11.70 Acres 014002/2220/engr/-Kbcalc27.xls(Pre-Basin 4-5) 1/28/99 Sverdrup Civil,Inc. ' Im ' 1 ' � I f - � l I ixv r QD }. Q { 1 p ts' ulIRE I ENV 0 y ,'f -a- t N ,n ................................ y� l Boeing Commercial Airplane Group ' Surface Water Management Project (SWMP) Pre-Development SWMP ' Time of Concentration or Travel Time Drainage Basin 4 ' (Bldg 25-20) Sub-Basin 4-5 ' Sheet Flow(Applicable to T, only) Surface description(see Table 3.5.2C) !Asphalt Manning's roughness coefficient, nsh,,t 10.011; Flow length(L<=300'), LShaBt j75 feet 2-year,24-hour rainfall, PZ 12.00 inches Land slope,Ssh et 10.005 fttft Tt sheet '0.04 hours T,shGet 12 min Shallow Concentrated Flow Surface description (see Table 3.5.2C) j Flow length, Lshatto,,,, Oft Watercourse slope, Sshallow 0.000'ft/ft Factor, ks(see Table 3.5.2C) 0 Velocity,Vshatt,,,, 0.0 f/s Tt shall.. 0.00 hours ' Tt snail.. 0 min Channel Flow,Section 1 ' Surface description(see Table 3.5.2C) !Concrete pipe(n=0012 Flow length, Lchannel 1575 ft Watercourse slope, S channel 10.004 ft/ft Factor, kc(see Table 3.5.2C) 42 Velocity,Vchannal 2.5 Us Tt channel0.18 hours Tt channel 11 min Results:Basin B Sub-Basin B2520(Post-Development) Total T,or Tt 0.21 hours Total T,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 013893/2220/engr-Kbcalc28.xls[Pre-Basin 4-51 1/28/99 Sverdrup Civil,Inc. ' ' 1 29 99 8 : 57 : 54 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 5 ' BASIN SUMMARY ' BASIN ID: 4-5-10 NAME: BASIN 4-5 PRE SWMP, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . : 13 . 00 min 13 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 6 . 98 cfs VOL: 2 .41 Ac-ft TIME : 480 min ' BASIN ID: 4-5-100 NAME: BASIN 4-5 PRE SWMP, 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . . 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . : 13 . 00 min 13 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 9 . 71 cfs VOL: 3 . 37 Ac-ft TIME : 480 min BASIN ID: 4-5-2 NAME: BASIN 4-5 PRE SWMP, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 13 . 00 min 13 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 4 . 54 cfs VOL: 1 . 56 Ac-ft TIME : 480 min BASIN ID: 4-5-25 NAME : BASIN 4-5 PRE SWMP, 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 .40 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . 90 . 00 98 . 00 TC. . . . : 13 . 00 min 13 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 8 . 35 cfs VOL: 2 . 89 Ac-ft TIME : 480 min i 1/29/99 8 : 57 : 54 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 5 BASINSUMMARY=====_______________________ ' BASIN ID: 4-5-5 NAME: BASIN 4-5 PRE SWMP, 5YR , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 13 . 00 min 13 . 00 min ' ABSTRACTION COEFF : 0 . 20 PEAK RATE: 5 . 62 cfs VOL: 1 . 94 Ac-ft TIME : 480 min BASIN ID: 4-5-50 NAME: BASIN 4-5 PRE SWMP, 50YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 13 . 00 min 13 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 8 .48 cfs VOL: 2 . 94 Ac-ft TIME : 480 min BASIN ID: 4-5-WQ NAME : BASIN 4-5 PRE SWMP, WQ ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 11 . 69 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 2 . 91 Acres 8 . 78 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 13 . 00 min 13 . 00 min , ABSTRACTION COEFF : 0 . 20 PEAK RATE . 1 . 05 cfs VOL: 0 . 38 Ac ft TIME : 480 min 1 1 1 r r r ' Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient Pre-Development SWMP Drainage Basin 4 (South Main Track Basin) Sub-Basin 4-6 Soil Hydrologic Curve j Land Use Area Weight Weighted Group Group Number I Description sf I Curve Number ' Py B 98 Building Roofs 22,000 12% 12.15 Py B 98 Pavements 59,633 34% 1 32.93 PY B 90 Lawns 42,526 24% 21.56 Py B 80 Landscaping(good) 47,464 27% 21.39 Py B 100 Water Surfaces 5,860 3% 3.30 TOTALS 177,483 100% 91.34 ' 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 3.5.213 Impervious area (curve number>= 98) = 2.01 Acres Impervious area curve number = 98.13 Pervious area (curve number < 98) = 2.07 Acres Pervious area curve number = 84.73 Basin Composite Curve Number = 91.34 Basin Total Area = 4.07 Acres 1 01400212220/engr/-Kbcalc27.xls[Pre-Basin 4-61 1/28/99 Sverdrup Civil,Inc. t --.... .............._ _ - -� -)51 of SHEET...F4o Vv��2 G2�S5 � � PRE �' DE5W rl P O F C ON Comm ' Boeing Commercial Airplane Group Surface Water Management Project(SWMP) rPre-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 rade Manning's roughness coefficient,nshee, 0.15 ' Flow length(L<=300'),LS„eet 25 feet 2-year,24-hour rainfall,P2 2.00 inches Land slope,Sshee, 0.030 ft/ft T,sheet 0.06 hours ' T,sheet 3 min ' Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length,1-shallow 0 ft Watercourse slope,Sshellow 44000.000itift �- ' Factor,ks(see Table 3.5.2C) 11 Velocity,V",a w 2307.4 f/s T,s,ar w 0.00 hours Tt shallow 10 min ' Channel Flow,Section 1 Surface description(see Table 3.5.2C) lConcrete ' Flow length,Lcheme, 575 ft Watercourse slope,Schanz, 0.005 f tft Factor,kc(see Table 3.5.2C) 42 Velocity,Vchennel 3.0 f/s ' T,chennel 10.05 hours Tt channel i3 min ' Channel Flow,Section 2 Surface description(see Table 3.5.2C) CMP pipe(ri=0.024 Flow length,Lchannal 55.0 ft Watercourse slope,SChenne, 0.002 ft/ft Factor,kc(see Table 3.5.2C) 21 Velocity,Vchanne, ;0.9 f/s Tl channel 10.02 hours T,channel 10.98 min Results:Basin B Sub-Basin B3(Post-Development) Total Tc or T, 10.13 hours Total Tc or T, 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-Kbcalc28.xls[Pre-Basin 4-6i 1/28/99 Sverdrup Civil,Inc. 1/29/99 8 :58 : 14 am Sverdrup Civil Inc page 1 , BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 6 BASIN SUMMARY BASIN ID: 4-6-10 NAME : BASIN 4-6 PRE SWMP, 10YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 07 Acres 2 . 01 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE: 2 . 14 cfs VOL: 0 . 71 Ac-ft TIME : 480 min BASIN ID: 4-6-100 NAME: BASIN 4-6 PRE SWMP, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . . 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 07 Acres 2 . 01 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 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: 4-6-2 NAME : BASIN 4-6 PRE SWMP, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 07 Acres 2 . 01 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 1 . 29 cfs VOL: 0 . 43 Ac-ft TIME: 480 min BASIN ID: 4-6-25 NAME : BASIN 4-6 PRE SWMP, 25YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 2 . 63 cfs VOL: 0 . 86 Ac-ft TIME: 480 min 1/29/99 8 : 58 : 15 am Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEVELOPMENT BASIN 4 , SUB-BASIN 6 BASIN SUMMARY ' BASIN ID: 4-6-5 NAME: BASIN 4-6 PRE SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 40 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 ' TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 1 . 66 cfs VOL: 0 . 55 Ac-ft TIME : 480 min ' BASIN ID: 4-6-50 NAME : BASIN 4-6 PRE SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 ' TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 2 . 68 cfs VOL: 0 . 88 Ac-ft TIME: 480 min ' BASIN ID: 4-6-WQ NAME : BASIN 4-6 PRE SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 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 1 ' APPENDIX C DEVELOPED SITE HYDROLOGY r r r r r r r r r r r r r r r r r Surface Water Management Project-Drainage Report Sverdrup CMI, Ino. 0 1 4002\2220\wp\drnrpt02.doc Appendix C February 1999 APPENDIX C DEVELOPED SITE HYDROLOGY This appendix contains information related to Section IV(B) "Developed Site Hydrology" and is organized as follows: 1. Basin A - CSTC Site Basin (Includes Subbasins A-1,A-2 and A-3) Figure C.1 - Post-Development 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. ' Figure—Time of Concentration Table - Post-Development 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 - South Main Track Basin Figure C.1 - Post-Development Drainage Basins. This figure indicates g P 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 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. Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dnupt02.doc Appendix C-1 February 1999 full �•!�'%s°* �..��; � � t ���+�`������•'�+�`l �°°" --- -- �.I '�If— �� -- -- �� ��` :ate. � � � ��• .ai'l �� � Q ;�°��'- --- � I- Ili �% '1 :n � ----- -- ', •i�� •� _,1, �1■c�i1 f�����►',' � '� � � •�.� J �� 'III r. l�� -`�_ =�s�__�I:�. u����v:�r�,�����,iiIY�J�I _,/ � ii� ���r �,� �R� � I 11I i� • I � IRE�.. it litMR Ir • - "`\a�46���11�� ��_ �"�'� w rlrn. wrtw�w ��1 _,�,.��- �1 € }I 3 ' I iJ � 0.1 INS ?�a,. a�f ,m..am� ._ ... ,. �__.. --------="...e.mw.r�..a�..— a.roc...�'i•r._ �� __.r. -: .",` � �(! ..P11• IN _ '� �1� a s� . � , � . �„r------� ►— .fir-. Boeing Commercial Airplane Group Surface Water Management Project(SWMP) ' Area Weighted Runoff Coefficient Post-Development SWMP Drainage Basin A (CSTC Delta Basin) ' Sub-Basin A-1 Soil Hydrologic Curve Land Use Area Weight Weighted ' Group Group Number Description sf Curve Number Ur D 90 Landscaping(good) 81,923 28% 24.97 Ur D 100 Water Surfaces 42,836 15% 14.51 Py B 98 Pavements 5,248 2% 1.74 Py B 80 Landscaping(good) 144,300 49% 39.10 PY B 100 Water Surfaces 20,956 7% 7.10 TOTALS 295,263 1 100% 87.42 ' 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 3.5.213 ' Impervious area(curve number>=98) 1.58 Acres Impervious area curve number 99.85 Pervious area(curve number< 98) = 5.19 Acres Pervious area curve number = 83.62 Basin Composite Curve Number = 87.42 Basin Total Area = 6.78 Acres t 1 013893/2220/engr/-Kbcalc27.xls[Post-Basin A-11 1/28/99 Sverdrup Civil,Inc. Oil Trqi"� . .............. ;= � `.�✓; , , i ' l � +;�ir rll��l ��� '' - --. All �►�no� moo` jg/ 'V!EIAO j 4() v , P .I ,rr. � Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Post-Development SWMP ' Time of Concentration or Travel Time Drainage Basin A (CSTC Delta Basin) Sub-Basin A-1 ' Sheet Flow(Applicable to T, only) Surface description (see Table 3.5.2C) __,lawn Manning's roughness coefficient, nsheet 10.15 ' Flow length (L<=300'), Lsneet 200 feet 2-year, 24-hour rainfall, P2 2.00 inches Land slope, Ssheec 0.020 ft/ft Tt sheet -- _ —0.36 hours - -- - -- - -- - Tt sheet 21.6 min Shallow Concentrated Flow Surface description (see Table 3.5.2C) brushy ground with some trees Flow length, Lshauow 125 ft Watercourse slope, Ssha„ow 0.060'ft/ft Factor, ks (see Table 3.5.2C) ,5 Velocity, Vsha„oW 1.2 f/s Tt shallow 10.03 hours Tt shallow -- --- -- 1.7 min Results:Basin A (Post-Development) Total Tc or Tt �0.39 hours Total Tc or Tt !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-Kbcalc28.xls[Post-Basin A-1] 1/28/99 Sverdrup Civil, Inc. 1/29/99 9 : 12 : 56 am Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ! POST-DEVELOPMENT BASIN A, SUB-BASIN 1 BASIN SUMMARY ' BASIN ID: A-1-10 NAME : BASIN A-1 POST SWMP, 10YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5 . 19 Acres 1 . 58 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 2 . 21 cfs VOL: 0 . 99 Ac-ft TIME : 480 min BASIN ID: A-1-100 NAME: BASIN A-1 POST SWMP, 100YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 19 Acres 1 . 58 Acres ! TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 ! PEAK RATE: 3 . 48 cfs VOL: 1 .48 Ac-ft TIME: 480 min BASIN ID: A-1-2 NAME: BASIN A-1 POST SWMP, 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5 . 19 Acres 1 .58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 1 . 18 cfs VOL: 0 . 57 Ac-ft TIME: 480 min BASIN ID: A-1-25 NAME : BASIN A-1 POST SWMP, 25YR SBUH METHODOLOGY ! TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . . 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 2 . 83 cfs VOL: 1 . 23 Ac-ft TIME: 480 min 1 1 1/29/99 9 : 12 : 56 am Sverdrup Civil Inc page 2 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN 1 BASIN SUMMARY ' BASIN ID: A-1-5 NAME: BASIN A-1 POST SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs 1 RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 1 TC. . . . . 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 62 cfs VOL: 0 . 75 Ac-ft TIME : 480 min 1 BASIN ID: A-1-50 NAME : BASIN A-1 POST SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . . 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 2 . 90 cfs VOL: 1 .26 Ac-ft TIME . 480 min ' BASIN ID: A-1-WQ NAME: BASIN A-1 POST SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 .30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 21 cfs VOL: 0 . 10 Ac-ft TIME : 480 min 1 1 i 1 i Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient ' Post-Development SWMP Drainage Basin A ' (CSTC 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 327,512 13% 12.29 Ur D 98 1 Pavements 1 655,204 25% 24.59 Ur D 91 iGravel Parking Lots 170,000 7% 5.92 Ur D 90 Landscaping(good) 929,567 36% 32.03 1 13% 11.96 90 (Lawns(good) 347 93 Ur D ( ) i Ur D 100 Water Surfaces 182,098 7% 6.97 TOTALS 2,611,574 100% 93.77 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 3.5.26 Impervious area(curve number>= 98) = 26.74 Acres ' Impervious area curve number = 98.31 Pervious area (curve number< 98) = 33.21 Acres Pervious area curve number = 90.12 ' Basin Composite Curve Number = 93.77 Basin Total Area = 59.95 Acres 013893/2220/engr/-Kbcalc27.x1s[Post-Basin A-2] 1/28/99 Sverdrup Civil,Inc. ' \ NA L.._.. lot- .......... l _ ------ ... \ 1���p���Jjjjp ............................................................... r .ak Ul LLjfT r'J,�j 1 --- _ / "�1 { ff 06 CD ui i v .... ........ i ►- _ / fit,` I J .......-.......................•--- ............ \ / r _ ♦` Ca NNW / r \ Boeing Commercial Airplane Group ' Surface Water Management Project (SWMP) Post-Development , Post ment SWMP p 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) _ I asphalt parking lot Manning's roughness coefficient, nsheet 10.011 Flow length (L<=300'), Lsheet 70 feet 2-year, 24-hour rainfall, P2 2.00 inches Land slope, Ssheet 0.020 ft/ft' Tt Sheet0.02 hours Tt sheet 11.2 min Channel Flow, Section 1 ' Surface description (see Table 3.5.2C) !concrete pipe Flow length, Lchannel 1220 ft Watercourse slope, Schannel 10.005 ft/ft Factor, kc (see Table 3.5.2C) ;42 Velocity, Vchannel 3.0 f/s Tt channel0.11 hours Tt channel 16.8 min Results:Basin A (Post-Development) Total Tc or Tt 0.13 hours ' Total Tc or Tt 8.0 min Notes: i 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 1 013893/2220/engr-Kbcalc28.xls[Post-Basin A-21 1/28/99 Sverdrup Civil,Inc. , 1/29/99 9 : 13 : 16 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN 2 ' BASIN SUMMARY BASIN ID: A-2-10 NAME: BASIN A-2 POST SWMP, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 90 inches AREA. . : 33 . 21 Acres 26 . 75 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 35 . 10 cfs VOL: 11 . 29 Ac-ft TIME : 480 min BASIN ID: A-2-100 NAME: BASIN A-2 POST SWMP, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 33 . 21 Acres 26 . 75 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 50 . 17 cfs VOL: 16 . 10 Ac-ft TIME: 480 min BASIN ID: A-2-2 NAME : BASIN A-2 POST SWMP, 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 33 . 21 Acres 26 . 75 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 21 . 75 cfs VOL: 7 . 08 Ac-ft TIME : 480 min BASIN ID: A-2-25 NAME: BASIN A-2 POST SWMP, 25YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 33 . 21 Acres 26 . 75 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 42 . 62 cfs VOL: 13 . 68 Ac-ft TIME : 480 min r 1/29/99 9 : 13 : 16 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN 2 BASIN SUMMARY BASIN ID: A-2-5 NAME : BASIN A-2 POST SWMP, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 33 .21 Acres 26 . 75 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min , ABSTRACTION COEFF: 0 . 20 PEAK RATE: 27 . 64 cfs VOL: 8 . 93 Ac-ft TIME : 480 min BASIN ID: A-2-50 NAME : BASIN A-2 POST SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 33 . 21 Acres 26 . 75 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 43 . 37 cfs VOL: 13 . 92 Ac-ft TIME: 480 min BASIN ID: A-2-WQ NAME : BASIN A-2 POST SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 96 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 33 . 21 Acres 26 . 75 Acres 1 TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 12 98 . 31 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 3 . 99 cfs VOL: 1 .48 Ac-ft TIME : 480 min r Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient Post-Development SWMP Drainage Basin A (South Main Track/Bldg 25-20 Basin) ' Sub-Basin A-3 Soil Hydrologic Curve Land Use Area Weight Weighted 1 Group Group Number Description sf Curve Number Ur D 98 Building Roofs 268,789 8% 7.90 Ur D 98 Pavements 640,185 19% 18.80 Ur D 91 Gravel Parking Lots 313,377 9% 8.55 Ur C 87 'Sand Racing Track(dirt road) 200,038 1 6% 5.22 Ur D i 90 Lawns 1,220,651 37% 32.93 Ur D 92 Horse Walking Areas(fair) 305,321 9% 8.42 Ur D 89 Meadow I 84,231 3% 2.25 Wo D 98 Pavements 9,549 0% 0.28 Wo D 91 Gravel Parking Lots 35,991 1% 0.98 Wo D 92 !Lawns ! 143,100 4% 3.95 ' Ng B 98 Pavements 17,052 1% 0.50 Ng B 85 ;Gravel Parking Lots I 9,447 0% 0.24 Ng B 85 Lawns fair 1 88,534 i 3% 2.26 TOTALS 3,336,265 100% 92.26 1 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) 21.48 Acres Impervious area curve number 98.00 Pervious area(curve number< 98) = 55.11 Acres Pervious area curve number = 90.03 Basin Composite Curve Number = 92.26 Basin Total Area = 76.59 Acres 014002/2220/engr/-Kbcalc27.xls[Post-Basin A-3] 1/28/99 Sverdrup Civil,Inc. ..................... ............. r _ _ �Gr o a _....! i /o - " \\ BUILDING 25-20 ZE I 1 r7 0 oil i , � I S i 1 •� �. p:. 1 Boeing Commercial Airplane Group ' Surface Water Management Project (SWMP) Post-Development SWMP ' Time of Concentration or Travel Time Drainage Basin A (South Main Track/Bldg 25-20 Basin) Sub-Basin A-3 ' Sheet Flow(Applicable to T c only) Surface description (see Table 3.5.2C) _ grass Manning's roughness coefficient, nsheet ,015 Flow length (L<=300'), Lsheet i 50 feet 2-year, 24-hour rainfall, P2 2.00 inches Land slope, Ssheet 0.040 ft(ft Tt sheet 0.09 hours Tt sheet 15.4 min Channel Flow, Section 1 Surface description (see Table 3.5.2C) tconcrete pipe Flow length, Lcnanne, '190o ft Watercourse slope, Schannel 0.005 ft/ft ' Factor, ke (see Table 3.5.2C) 42 Velocity, V h.nnei 3.0 f/s Ttchannei 0.18 hours ITt channel 10.7 min Results: Basin A (Post-Development) Total Tc or Tt - 0.27 hours Total T,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-Kbcalc28.xls[Post-Basin A-31 1/28/99 Sverdrup Civil,Inc. 1 29 99 9 : 13 :39 am Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN 3 BASIN SUMMARY ' BASIN ID: A-3-10 NAME : BASIN A-3 POST SWMP, 10YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 55 . 11 Acres 21 .48 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 03 98 . 00 TC. . . . : 16 . 10 min 16 . 10 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 37 . 07 cfs VOL: 13 .48 Ac-ft TIME : 480 min BASIN ID: A-3-100 NAME: BASIN A-3 POST SWMP, 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . . 76 . 59 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 55 . 11 Acres 21 . 48 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 03 98 . 00 TC. . . . : 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 54 . 32 cfs VOL: 19 . 55 Ac-ft TIME : 480 min BASIN ID: A-3-2 NAME : BASIN A-3 POST SWMP, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 55 . 11 Acres 21 .48 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 03 98 . 00 TC. . . . : 16 . 10 min 16 . 10 min ABSTRACTION COEFF : 0 . 20 , PEAK RATE: 21 . 96 cfs VOL: 8 . 21 Ac-ft TIME : 480 min BASIN ID: A-3-25 NAME : BASIN A-3 POST SWMP, 25YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 55 . 11 Acres 21 . 48 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 03 98 . 00 TC. . . . : 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE: 45 . 67 cfs VOL: 16 .49 Ac-ft TIME : 480 min i 1 1 1 1/29/99 9 : 13 : 39 am Sverdrup Civil Inc page 2 r BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN A, SUB-BASIN 3 BASIN SUMMARY rBASIN ID: A-3-5 NAME : BASIN A-3 POST SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 55 . 11 Acres 21 .48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 03 98 . 00 ' TC. . . . : 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 28 . 59 cfs VOL: 10 . 52 Ac-ft TIME: 480 min ' BASIN ID: A-3-50 NAME: BASIN A-3 POST SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs r RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 55 . 11 Acres 21 .48 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 03 98 . 00 r TC. . . . . 16 . 10 min 16 . 10 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 46 . 53 cfs VOL: 16 . 80 Ac-ft TIME: 480 min BASIN ID: A-3-WQ NAME : BASIN A-3 POST SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs r RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 55 . 11 Acres 21 .48 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 . 87 cfs VOL: 1 .44 Ac-ft TIME . 480 min r r r r r r r Boeing Commercial Airplane Group 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 I Curve Land Use Area Weight Weighted Group Group Number Description sf Curve Number Ur D 98 Buildinq Roofs 4,000 2% 1.67 ' Ur D 98 ,Pavements 5,000 2% 2.09 Ur D 91 Gravel Parking Lots 27,275 12% 10.58 Ur D 90 11 Lawns i 121,017 52% 46.45 ' Ur D 92 I Horse WalkingAreas(fair) 60,517 26% 23.74 Ur D 89 Meadow 16,694 7% 6.34 TOTALS 234,503 100% 90.87 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) = 0.21 Acres ' Impervious area curve number = 98.00 Pervious area (curve number< 98) = 5.18 Acres Pervious area curve number = 90.58 , Basin Composite Curve Number = 90.87 Basin Total Area = 5.38 Acres , 014002/2220/engr/-Kbcalc27.zls[Post-Basin B-11 1/28/99 Sverdrup Civil,Inc. 1 Boeing Commercial Airplane Group 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 Sheet Flow(Applicable to T.only) Surface description see Table 3.5.2C Short grass prarie Manning's roughness coefficient,n,,, 10.15 Flow length(Lr.-300'),L,,,,,, 150 test 2-year,24-hour rainfall,Pz AO inches Land slope,S,,,, 003 Rift T,d,,,, 10.59 hours T,_ 135 min Shallow Concentrated Flow Surface description see Tab :y ground with some trees rK0.060 Flow length,Ldsai 11001t Watercourse slope,S,,,,b,, 0.002 ftlft Factor,ka(see Table 3.52C) 47 Velocity,Va,,,a„ 02 f/s v T,a„aa,a,. 0.14hours — -� T,,,,a„ 19min Channel Flow,Section 1 Surface description see Table 3.5.2C Earth lined waterway n_-0.025 ' Flow length,Ld,.,a,d 1060 it Watercourse slope,Sda,a„ 10.017 Wit Factor,ka(see Table 3.5.2C) 120 _ Velocity,Va,,,,,, 12.6 Its 0.11 hours 7min — --- Channel Flow,Section 2 Surface descn Lion see Table 3.5.2C Colxrete n=0012 Flow length,Ldrwa 127.0 ft Watercourse slope,Sd_n, 0.006 ft/ft - Factor,k,(see Table 3.52C) 42 Velocity,Vdur.w 3.3 f/s T,dw.w 0.01 hours 0.65min ---- Channel Flow,Section 3 Surface description see Table 3.5.2C Grassed wafsrwa n-0.025 Flow length,Ld,,,,,,, .540.0 ft Watercourse slope,Sd inch, 0.0'Wit Factor,k,(see Table 3.5.2C) '.17 _ Velocity,Vd annid -11.1 f/s T,d,r.r, 0.13 hours --- ---- - ----_ ' T,dw.rr '7.89 min Channel Flow,Section 4 Surface description see Table 3.5.2C 'CMP rm0.024 Flow length,Lm 60.0 ft Watercourse slope,Sd,.,.w 0.003 ft/ft Factor,ka(see Table 3.52C) 21 Velocity,Vd„a,,,, 1.1 Us T1d,.a,,, 0.01 hours T,d,..,al --- 0.90 min Results:Basin B Sub-Basin B2(Post-Development) Total T.or T, 1.00 hours 1 Total T.or T, 60 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 10ng County Surface Water Design Manual 0138"2220/engr-ubcam26.da[Paid-Basin B-rl 1/211M swrdrup C14Ina. : 13 : 58 am Sverdrup Civil a ' 1/29/99 9 p Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , POST-DEVELOPMENT BASIN B, SUB-BASIN 1 ------------- BASIN SUMMARY BASIN ID: B-1-10 NAME: BASIN B-1 POST SWMP, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 1 . 45 cfs VOL: 0 . 88 Ac-ft TIME: 490 min BASIN ID: B-1-100 NAME: BASIN B-1 POST SWMP, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 2 . 20 cfs VOL: 1 . 31 Ac-ft TIME : 490 min BASIN ID: B-1-2 NAME : BASIN B-1 POST SWMP, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . . 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE: 0 . 80 cfs VOL: 0 . 52 Ac-ft TIME: 490 min BASIN ID: B-1-25 NAME : BASIN B-1 POST SWMP, 25YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 5 . 18 Acres 0 . 21 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 TC. . . . : 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 1 . 82 cfs VOL: 1 . 09 Ac-ft TIME : 490 min 1/29/99 9 : 13 : 58 am Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN 1 BASIN SUMMARY ' BASIN ID: B-1-5 NAME: BASIN B-1 POST SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 5 . 18 Acres 0 .21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 ' TC. . . . . 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 08 cfs VOL: 0 . 68 Ac-ft TIME : 490 min ' BASIN ID: B-1-50 NAME: BASIN B-1 POST SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 ' TC. . . . . 60 . 00 min 60 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 1 . 86 cfs VOL: 1 . 12 Ac-ft TIME: 490 min 1 BASIN ID: B-1-WQ NAME : BASIN B-1 POST SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 39 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 5 . 18 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 58 98 . 00 ' TC. . . . . 60 . 00 min 60 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 06 cfs VOL: 0 . 07 Ac ft TIME : 760 min Boeing Commercial Airplane Group Surface Water Management Project (SWMP) Area Weighted Runoff Coefficient ' Post-Development SWMP Drainage Basin B , (South Main Track Basin) Sub-Basin B-2 ' Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number ! Descri tion I sf Curve Number Ur D 98 Building Roofs _ 11,011 I 3% 2.69 ' Ur D 98 Pavements 14,109 4% 3.45 Ur D 91 !Gravel Parking Lots 60,755 15% 13.78 Ur C 87 (Sand Racing Track(dirt road) 40,000 10% 8.67 , Ur D 90 Lawns 170,000 42% 38.14 Ur D 92 Horse Walking Areas(fair) 53,860 13% 12.35 Ur D 89 Meadow 51,439 13% 11.41 TOTALS ! 401,174 100% 90.49 ' 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 3.5.21B Impervious area(curve number>= 98) = 0.58 Acres ' Impervious area curve number = 98.00 Pervious area (curve number< 98) = 8.63 Acres ' Pervious area curve number = 89.99 Basin Composite Curve Number = 90.49 ' Basin Total Area = 9.21 Acres 01 4002/2220/engr/-Kbcalc27.xls[Post-Basin B-2] 1/28/99 Sverdrup Civil,Inc. , Boeing Commercial Airplane Group 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,only) Surface description see Table 3.5.2C (Bare soli Manning's roughness coefficient,nr,,,, 0.011 Flow length(Lr_300'),Ld,,,, 80 feet 2-year,24-hour rainfall,PZ i2.00 inches Land slope,S,,, :0.038 It4t T„r,,,, 0.02 hours ' T,~ 1 min Shallow Concentrated Flow Surface description see Table 3.5.2C Flow length,Lye Oft Watercourse slope,Sd,.r. _ 440W.OW 4A Factor,k,(see Table 3.5.2C) 11 Velocity,Ve„r,,,, 12307.4 f/s _ T,r„r,,, 0.00hours _ ' T,,,b 0 min Channel Flow,Section 1 Surface description see Table 3.5.2C `Grassed waterway n=0.025 Flow length,Ld„r„w 1830 it Watercourse slope.Sd 0.005 Rift Factor,k.(see Table 3.5.2C) 17. VelOdty,Vd..r ' T,d,,„y, 10.19hours _ IT'. 112 min Channel Flow,Section 2 Surface description see Table 3.5.2C _'CMP rt=0.024" Flow length,Lm 117.0 ft ' Watercourse slope,Sd_. 0.015 tuft Factor,k.(see Table 3.5.2C) 21. Velocity,Vd 2.5 f/s T,m 0.00 hours ' T,d,.,,,,., 10.11 min Channel Flow,Section 3 Surface description see Table 3.5.2C Grassed waterway n=9.025 Flow length,Ld,,,,n„ 1565.0 ft Watercourse slope,Sd.r,., 10.005 tuft Factor,k,(see Table 3.5.2C) %17 Velocity,VdW.,r ,1.1 Us T,d,ww 10.14 hours 8.26 min Channel Flow,Section 4 Surface description(see Table 3.5.2C)_ _ICMP pipe(n=0.024) Flow length,Ld,,,,,,, 60.0 ft - ' Watercourse slope,Sdw w _ 0.003 f llt Factor,kc(see Table 3.5.2C) 21 Velocity,Vdwl* 11.1 f/s T,d,.,„N 10.01 hours IT'. '.0.90 min Results:Basin B Sub-Basin B3(Post-Development) Total T,or T, 10.36 hours ' Total T.or T, ,22 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 013393/2220/engr-KDcaIC29.%b(Post-Basin B-21 1/2ar99 Sverdrup CMI,Int. 1 29 99 9 : 14 : 15 am Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , POST-DEVELOPMENT BASIN B, SUB-BASIN 2 BASIN SUMMARY BASIN ID: B-2-10 NAME : BASIN B-2 POST SWMP, 10YR , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 8 . 63 Acres 0 . 58 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 3 . 70 cfs VOL: 1 .49 Ac-ft TIME: 480 min BASIN ID: B-2-100 NAME: BASIN B-2 POST SWMP, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . . 9 .21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 8 . 63 Acres 0 . 58 Acres' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 , PEAK RATE: 5 . 61 cfs VOL: 2 . 21 Ac-ft TIME: 480 min BASIN ID: B-2-2 NAME : BASIN B-2 POST SWMP, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 8 . 63 Acres 0 . 58 Acres, TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 2 . 06 cfs VOL: 0 . 87 Ac-ft TIME : 480 min BASIN ID: B-2-25 NAME : BASIN B-2 POST SWMP, 25YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 8 . 63 Acres 0 . 58 Acres, TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . : 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 4 . 65 cfs VOL : 1 . 85 Ac-ft TIME : 480 min 1/29/99 9 : 14 : 15 am Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN 2 BASIN SUMMARY ' BASIN ID: B-2-5 NAME: BASIN B-2 POST SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 40 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . . 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 2 . 77 cfs VOL: 1 . 14 Ac-ft TIME: 480 min BASIN ID: B-2-50 NAME : BASIN B-2 POST SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 TC. . . . . 22 . 00 min 22 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 4 . 75 cfs VOL: 1 . 88 Ac-ft TIME : 480 min ' BASIN ID: B-2-WQ NAME: BASIN B-2 POST SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 9 . 21 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 8 . 63 Acres 0 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 99 98 . 00 ' TC. . . . . 22 . 00 min 22 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 0 . 13 cfs VOL: 0 . 12 Ac-ft TIME . 490 min Boeing Commercial Airplane Group , 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 1 Curve Number Py B 98 Building Roofs 22,000 12% 12.15 ' Py B 98 Pavements 59,633 34% 32.93 Py B 1 90 Lawns 42,526 24% 21.56 Py B 1 80 Landscaping(good) 47,464 27% 21.39 PV B 100 Water Surfaces 5,860 3% 3.30 TOTALS 177,483 100% 91.34 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) = 2.01 Acres Impervious area curve number = 98.13 ' Pervious area (curve number< 98) = 2.07 Acres Pervious area curve number = 84.73 Basin Composite Curve Number = 91.34 Basin Total Area = 4.07 Acres 01 4002/2220/engr/-Kbcalc27.xls[Post-Basin B-31 1/28/99 Sverdrup Civil,Inc. , Boeing Commercial Airplane Group 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 T� only) Surface description(see Table 3.5.2C) Short grass pmrie Manning's roughness coefficient,rih et 0.15 ' Flow length(L<=300'),LShBet 25 feet 2-year,24-hour rainfall,P2 2.00 inches. Land slope,Ss,,eet 0,030 fvft' Tt s1eSt !0.06 hours TtSh" 3 min Shallow Concentrated Flow Surface description(see Table 3.5.2C) Flow length,"I., O.ft Watercourse slope,Sswe,,,, 44000.000 Wit Factor,ke(see Table 3.5.2C) 11 Velocity,VS1eij�,, i 2307.4 f/s T,e,auow 0.00 hours 'T'shallow !0 min Channel Flow,Section 1 Surface description(see Table 3.5.2C) Concrete pipe Flow length,Lchannel 575 ft Watercourse slope,S�henne, 0.005 Rift Factor,kc(see Table 3.5.2C) 142 Velocity,Vchanne1 3.0 f/s Ttchannel 0.05 hours T,chartmi 3 min Channel Flow,Section 2 Surface description(see Table 3.5.2C) CMP n-0.024 Flow length,Lchannel 155.0 ft Watercourse slope,Saannel 0.002 ' Factor,k.(see Table 3.5.2C) 121, Velocity,V�hsn s 10.9 f/s T1ct..l 0.02 hours ' Ttct,a,,,,ei 10.98 min Results:Basin B Sub-Basin B3(Post-Development) Total Tc or T, 0.13 hours Total T,or T, 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-Kbcalc2B.xls[Post-Basin B-3] 1/28199 Sverdrup Civil,Inc. 1/29/99 9 : 14 :35 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN 3 BASIN SUMMARY , BASIN ID: B-3-10 NAME: BASIN B-3 POST SWMP, 10YR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 07 Acres 2 . 01 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 2 . 14 cfs VOL: 0 . 71 Ac-ft TIME: 480 min BASIN ID: B-3-100 NAME: BASIN B-3 POST SWMP, 100YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 07 Acres 2 . 01 Acres' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 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: B-3-2 NAME : BASIN B-3 POST SWMP, 2YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 07 Acres 2 . 01 Acres , TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 , PEAK RATE : 1 . 29 cfs VOL: 0 . 43 Ac-ft TIME : 480 min BASIN ID: B-3-25 NAME: BASIN B-3 POST SWMP, 25YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 2 . 07 Acres 2 . 01 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 63 cfs VOL: 0 . 86 Ac-ft TIME : 480 min 1/29/99 9 : 14 : 35 am Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEVELOPMENT BASIN B, SUB-BASIN 3 BASINSUMMARY=====_______________________ BASIN ID: B-3-5 NAME: BASIN B-3 POST SWMP, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 40 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 ' TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 1 . 66 cfs VOL: 0 . 55 Ac-ft TIME : 480 min BASIN ID: B-3-50 NAME : BASIN B-3 POST SWMP, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 98 . 13 ' TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 68 cfs VOL: 0 . 88 Ac-ft TIME: 480 min BASIN ID: B-3-WQ NAME : BASIN B-3 POST SWMP, WQ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 08 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 2 . 07 Acres 2 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84 . 73 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 APPENDIX D RETENTION/DETENTION CALCULATIONS 1 t ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc Appendix D February 1999 APPEND IX D RETENTION/DETENTION CALCULATIONS ' This appendix contains retention/detention calculations referenced in Section IV(D) of this Report. The appendix contains the following summary information: Table D.1 is a listing of hydrologic values as described in Section IV(D). The last column in the table is the combined outflow to Springbrook Creek. Comparison of ' the data in the last column, among the four scenarios (baseline, pre-development, post-development and masterplan) 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 is a listing of Basin Routing Summaries for each subbasin in pre- development Basin 3 and post-development Basin A as well as the entire site west of Oakesdale Ave. SW under masterplan conditions. The data is included to show the ' relationship among water surfaces between subbasins. This appendix also contains the following detailed information: 1. Baseline Conditions,Basin 3 a. Basin 3 Release Rates to Springbrook Creek Routing Comparison Table Stage - Storage Table Stage - Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary ' 2. Baseline Conditions,Basin 4 a. Subbasins 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. Subbasins 4-1,4-2,4-3 and 4-4 Routed to Springbrook Creek Routing Comparison Table Stage - Storage Table Stage - Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Appendix D-1 February 1999 3. Pre-Development SWMP project Basin 3—CSTC Site Basin ' � a. Subbasin 3-2 Routed Through CSTC Pond ' Routing Comparison Table Stage - Storage Table Stage -Discharge Table ' Detailed Discharge Structure Analysis Level Pool Table Summary b. Subbasins 3-1 and 3-2 Routed to Springbrook Creek Routing Comparison Table Stage - Storage Table Stage- Discharge Table ' Detailed Discharge Structure Analysis Level Pool Table Summary 4. Pre-Development SWMP project Basin 4—North Main Track Basin ' a. Subbasins 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. Subbasin 4-5 Routed Through Pond`B" Routing Comparison Table Stage - Storage Table Stage -Discharge Table ' Detailed Discharge Structure Analysis Level Pool Table Summary C. Subbasins 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 d. Subbasin 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 , Surface Water Management Project-Drainage Report Sverdrup Civil. Ino. ' 014002\2220\wp\dmrpt02.doc Appendix D-2 February 1999 5. Post-Development SWMP Basin A—CSTC Site Basin a. Subbasin A-3 Routed Through Pond "D"to CSTC Pond Routing Comparison Table Stage - Storage Table ' Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary b. Subbasins A-2 and A-3 Routed Through CSTC Pond to Delta Routing Comparison Table Stage - Storage Table ' Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary ' C. 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 ' a. Subbasin B-1 Routed to Practice Track Routing Comparison Table Stage - Storage Table ' Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary ' b. Subbasin B-3 Routed Through Pond "C" Routing Comparison Table Stage - Storage Table ' Stage -Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary ' C. 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 Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc Appendix D-3 February 1999 ' Boeing Commercial Airplane Group Surface Water Management Project Site Development TABLE D.1 - COMPARISON OF HYDROLOGIC VALUES Baseline, Pre-Development SWMP, Port Development SWMP, and Masterplan Baseline Peak Flows and Elevations Combined Outflow STORM Peak Runoff Uncontrolled to Springbrook FREQUENCY without routing through detention storage) 2 3 4 5 6 Creek 2 3 cfs 4 cfs 5 6 Outflow Elev. F22. Elev. Outflow Elev. Outflow Elev. Outflow Elev. (cfs) cfs 1 2 3 Total 1 2 3 4 2520 6 Total cfs cfs cfs NGVDNGVD cfs NGVD cfs NGVD cfs NGVD 2-Year 24-Hour 1.12 17.83 n/a Na 17.83 4.83 2.07 2.08 7.13 Na n/a 16.11 4.50 7.61 0.50 9.35 10.13 5.81 9.21 1.17 13.84 2.70 11.54 25.32 10-Year 24-Hour 1.80 31.02 Na Na 31.02 8.36 3.66 3.74 12.67 Na n/a 28.43 7.60 13.99 0.78 9.51 10.57 9.68 9.26 2.02 14.05 4.54 11.71 39.18 25-Year 24-Hour 2.18 38.62 Na Na 38.62 10.37 4.57 4.70 15.86 Na Na 35.50 9.36 17.70 0.92 9.53 10.76 11.60 9.29 2.52 14.12 5.65 11.82 46.02 100-Year 24-Hour 2.56 46.31 Na Na 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 13.41 9.32 3.03 14.20 6.80 11.92 1 52.59 ' Pre-Development SWMP Peak Flows and Elevations Combined Outflow STORM Peak Runoff Uncontrolled to Springbrook ' FREQUENCY without routing through detention storage) 2 3 4 5 6 Creek 2 3 cfs 4 cfs 5 6 Outflow Elev. Outflow Elev. r'I Outflow Elev. Outflow Elev. Outflow Elev. (cfs) cfs 1 2 3 Total 1 2 1 3 4 1 5 6 Total cfs cfs (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) 2-Year 24-Hour 1.13 1.18 24.26 Na 25.44 3.77 0.80 2.06 7.13 4.54 1.29 19.59 4.50 7.61 0.49 9.35 3.05 9.36 7.14 9.23 1.17 13.84 2.70_ 11.54 14.55 10-Year 24-Hour 1.82 2.21 38.90 Na 41.11 �8.27 3 1.45 3.70 12.67 6.98 2.14 33.57 7.60 13.99 0.78 9.51 5.49 9.65 10.06 9.26 2.02 14.05 4.54 11.71 22.89 25-Year 24-Hour 2.20 2.83 47.15 Na 49.98 1.82 4.65 15.86 8.35 2.63 41.58 9.36 17.70 0.91 9.53 6.69 9.82 12.06 9.30 2.52 14.12 5.65 11.82 27.83 100-Year 24-Hour 2.59 3.48 55.42 Na 58.902 2.20 5.61 19.09 9.71 3.13 49.66 11.13 21.45 1 1.04 9.55 8.15 10.00 13.77 9.33 3.03 14.20 6.80 11.92 32.79 ' Post-Development SWMP Peak Flows and Elevations Combined Outflow ' STORM Peak Runoff Uncontrolled to Springbrook FREQUENCY without routing through detentior storage) 2 A B 5 6 Creek 2 A cfs B cf; 5 6 Outflow Elev. Outflow Elev. i'1 Outflow Elev. �1 Outflow Elev. Outflow Elev. (cfs) ' cfs 1 2 3 Total 1 2 3 4 5 6 Total cfs cfs (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) 2-Year 24-Hour 1.13 1.18 21.75 21.96 44.89 0.80 2.06 1.29 n/a n/a n/a 4.15 4.50 7.61 0.49 9.35 6.10 9.30 1.37 9.13 1.17 13.84 2.70 11.54 11.83 10-Year 24-Hour 1.82 2.21 35.10 37.07 74.38 1.45 3.70 2.14 Na Na n/a 7.29 7.60 13.99 0.78 9.51 9.46 9.79 3.52 9.18 2.02 14.05 4.54 11.71 2032. 25-Year 24-Hour 2.20 2.83 42.62 45.67 91.12 1.82 4.65 2.63 Na Na Na 9.10 9.36 17.70 0.91 9.53 12.22 10.06 5.82 9.22 2.52 14.12 5.65 11.82 27.12 100-Year 24-Hour 2.59 3.48 50.17 54.32 107.97 2.20 5.61 3.13 Na Na n/a 10.94 11.13 21.45 1.04 9.55 15.00 10.28 8.10 9.24 3.03 14.20 6.80 11.92 33.97 Masterplan Peak Flows and Elevations Combined Outflow STORM Peak Runoff Uncontrolled to Springbrook FREQUENCY without routing through detention storage) 2 A B 5 6 Creek ' 2 A cfs B(cfs 5 6 Outflow Elev. Outflow Elev. 0) Outflow Elev. Outflow Elev. Outflow Elev. (cfs) cfs Pond'D' CSTC Delta Total 1 2 3 1 4 5 6 Total cfs cfs (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) (cfs) (NGVD) 2-Year 24-Hour 1.13 40.21 21.64 1.18 63.03 n/a 2.06 1.29 Na Na Na 3.35 n/a Na 0.49 9.35 8.15 9.66 2.41 n/a Na Na Na Na 11.05 10-Year 24-Hour 1.82 63.04 34.94 2.21 100.19 Na 3.70 2.14 Na Na Na 5.84 Na Na 0.78 9.51 1 14.07 10.20 4.09 n/a Na Na Na n/a 1 18.94 ' 25-Year 24-Hour 2.20 75.82 42.45 2.83 121.10 Na 4.65 2.63 Na n/a Na 7.28 Na Na 0.91 9.53 16.63 10.64 5.23 Na Na Na Na Na 22.77 100-Year 24-Hour 2.59 88.63 49.98 3.48 142.09 Na 5.61 3.13 Na Na Na 8.74 Na Na 1.04 9.55 19.76 10.99 6.31 Na Na Na Na Na 27.11 1 (1) Stage shown is in CSTC Pond (2) Stage shown is in Practice Track ' 014002/2220/engr- kbcalc31.xls[Table DA] Drainage Report -Table D.1 2/4/99 Sverdrup Civil, Inc. M M M I• M i r w M M M M Combined Outflow to Springbrook Creek Discharge vs Recurrence Event 60.00 Baseline E3 Pre-Development - - . 50.00 ■Post-Development ®Masterplan ' 40.00 , U . , fn , -- o_ 20.00 --- , 10.00 — - 0.00 2 10 25 100 Recurrence Interval for 24-Hour Storms (years) Sverdrup Civil, Inc. 014002/2220/engr-kbcalc3lAs[Chartl] Drainage Report- Figure DA 2/4/99 Boeing Commercial Airplane Group Surface Water Management Project Table D.2-Basin Routing Summary for Pre-Development SWMP Basin 3,Post-Development SWMP Basin A and Masterplan Conditions West of Oakesdale AVE SW Baseline 24-Hour Basin 3 Delta to Creek Stone Peak Peak Peak Basin Peak Peak Peak Basin Peak Peak Peak Creek Event Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater cfs ft cfs Elevation cfs fl cfs Elevation cts ft ds Elevation t'I 2 ear N/A N/A N/A N/A N/A N/A N/A N/A 17.83 10.13 15.14 8.39 10 ear N/A N/A N/A N/A N/A N/A N/A N/A 31.02 10.57 22.16 8.39 25 year N/A N/A N/A N/A N/A N/A N/A WA 38.62 10.76 25.33 8.39 100 year N/A N/A N/A N/A N/A N/A N/A N/A 46.31 10.94 28.30 8.39 Pre-Development SWMP 24-Hour Subbasin 3-2 CSTC to Delta Subbasins 3-1 and 3-2 Delta to Creek Storm Peak Peak Peak Basin Peak Peak Peak Basin Peak Peak Peak Creek Event Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater cfs ft cfs Elevation cis ft cfs Elevation cfs ft cfs Elevation(2) 2 year N/A N/A N/A N/A 24.26 9.36 2.90 8.85 3.15 8.84 3.05 8.60 10 year N/A N/A N/A N/A 38.90 9.65 5.79 9.05 6.30 9.07 5.49 8.60 25 year N/A N/A N/A N/A 47.15 9.82 7.65 9.30 8.37 9.30 6.69 8.60 100 year N/A N/A N/A N/A 55.42 10.00 9.71 9.55 10.62 9.54 8.15 8.60 Post-Development SWMP 24-Hour Subbasin A-3 Pond'D"to CSTC Pond Subbasins A-2 and A-3 CSTC to Delta F20.69_ 1 basins A-1 A-2 and A-3 Delta to Creek Storm Peak Peak Peak Basin Peak Peak Peak Basinak Peak Peak Creek Event Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwaterow Stage Outflow Tailwater cfs ft cfs Elevation cfs ft cfs Elevations ft cfs Elevation Izl 2 year 21.96 9.41 15.69 9.30 25.37 9.30 8.50 9.203 9.18 6.10 8.60 10 year 37.07 10.06 24.51 9.80 42.98 9.79 14.46 9.7002 9.66 9.46 8.60 25 ear 45.67 10.41 28.87 10.05 55.13 10.06 16.90 9.9560 9.92 12.22 8.60 100 ear 54.32 10.78 33.33 10.30 69.76 10.28 19.86 10.1510.12 15.00 8.60 Masterplan 24-Hour Pond"D"Basin Pond"D"to CSTC Pond CSTC Basin CSTC to Delta Delta Basin Delta to Creek Storm Peak Peak Peak Basin Peak Peak Peak Basin Peak Peak Peak Creek Event Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater cfs ft cts Elevation cfs ft cfs Elevation cfs ft cfs Elevation al 2 ear 40.21 10.01 28.67 9.65 42.03 9.66 11.93 9.55 12.25 9.54 8.15 8.60 10 year 63.04 10.86 39.36 10.20 62.86 10.20 20.66 10.10 21.29 10.06 14.07 8.60 25 year 75.82 11.50 44.40 10.65 74.07 10.64 18.45 10.25 19.05 10.22 16.63 8.60 100 year 88.63 12.05 49.47 11.00 84.80 10.99 22.60 10.50 23.34 10.42 19.76 8.60 (1)The'Creek Tailwater Elevation'is from the CSTC TIR,Sverdrup October 1992. The R.W.Beck East Side Green River Watershed Project Plan and Environmental Impact Statement Vol.1 Draft,dated December 1996 was not available when the CSTC project was designed. (2)The'Creek Tailwater Elevation'is based on a future 2-year storage event tailwater influence at Springbrook Creek of elevation 8.60(high tailwater impacts are addressed in Section V(B)). oveMnuip Civil,Inc. 014002\2220%engrUmcalc30.x1s(Basin Routing Summary) Appendix D-Table D.2 2/5/99 File Input Hydrograph Storage Discharge LPool Proj : SWMP FD eeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee; MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° Q, BASELINE BSN 3 0 . 00 2 . 08 P3 P3 8 . 96 1 . 90 1 ° 02YR, BASELINE BSN 3 0 . 00 17 . 83 P3 P3 10 . 13 15 . 14 2 ° �5YR, BASELINE BSN 3 0 . 00 23 . 59 P3 P3 10 . 35 18 . 55 3 ° 10YR, BASELINE BSN 3 0 . 00 31 . 02 P3 P3 10 . 57 22 . 16 4 ° 25YR, BASELINE BSN 3 0 . 00 38 . 62 P3 P3 10 . 76 25 .33 5 ° °50YR, BASELINE BSN 3 0 . 00 39 . 39 P3 P3 10 . 78 25 . 63 6 ° �100YR BASELINE BSN 3 0 . 00 46 . 31 P3 P3 10 . 94 28 . 30 7 ° 0 0 0 ' 0 0 Press any key to exit ° �eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee22e22f �enu: Perform Level pool computations using input table instructions BA C3P'S t r,3 3 (� OV'C� Ta SPRI►UC�6Rv0K P 34:21:1 2 2 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , BASELINE BASIN 3 RELEASE RATES TO CREEK STAGE STORAGE TABLE CUSTOM STORAGE ID No. P3 , Description: P3 STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8 39 87.000 0.0020 10.29 16274 0.3736 12.19 335665 7.7058 14.09 1199477 27.536 ' 8.49 209.00 0.0048 10.39 19341 0.4440 12.29 369798 8.4894 14.19 1254232 28.793 8.59 331.00 0.0076 10.49 24864 0.5708 12.39 403932 9.2730 14.29 1309483 30.062 ' 8.69 522.60 0.0120 10.59 30387 0.6976 12.49 441760 10.141 14.39 1364735 31.330 8.79 783.80 0.0180 10.69 37505 0.8610 12.59 479587 11.010 14.49 1420840 32.618 8.89 1045 0.0240 10.79 46217 1.0610 12.69 519340 11.922 14.59 1476945 33.906 8.99 1481 0.0340 10.89 54929 1.2610 12.79 561018 12.879 14.69 1533469 35.204 ' 9.09 1916 0.0440 10.99 67422 1.5478 12.89 602696 13.836 14.79 1590410 36.511 9.19 2430 0.0558 11.09 79915 1.8346 12.99 648103 14.878 14.89 1647352 37.818 9.29 3023 0.0694 11.19 94343 2.1658 13.09 693510 15.921 14.99 1705200 39.146 ' 9.39 3615 0.0830 11.29 110704 2.5414 13.19 740085 16.990 15.09 1763047 40.474 9.49 4417 0.1014 11.39 127065 2.9170 13.29 787826 18.086 15.19 1821461 41.815 9.59 5218 0.1198 11.49 147730 3.3914 13.39 835568 19.182 15.29 1880442 43.169 9.69 6116 0.1404 11.59 168395 3.8658 13.49 885522 20.329 15.39 1939422 44.523 ' 9.79 7109 0.1632 11.69 191473 4.3956 13.59 935477 21.476 15.49 1999587 45.904 9.89 8102 0.1860 11.79 216964 4.9808 13.69 986555 22.648 15.59 2059752 47.285 9.99 9531 0.2188 11.89 242455 5.5660 13.79 1038758 23.847 15.69 2120501 48.680 , 10.09 10960 0.2516 11.99 272912 6.2652 13.89 1090960 25.045 15.79 2181834 50.088 10.19 13207 0.3032 12.09 303369 6.9644 13.99 1145218 26.291 2/2/99 1 : 21 : 35 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 3 RELEASE RATES TO CREEK STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. P3 Description: P3 r STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 8.39 0.0000 10.49 20.780 12.59 38.580 14.69 39.320 ' 8.49 0.1600 10.59 22.460 12.69 38.620 14.79 39.360 8.59 0.3200 10.69 24.140 12.79 38.660 14.89 39.400 8.69 0.6000 10.79 25.820 12.89 38.700 14.99 39.440 8.79 1.0000 10.89 27.500 12.99 38.740 15.09 39.480 8.89 1.4000 10.99 29.180 13.09 38.780 15.19 39.520 8.99 2.1200 11.09 30.860 13.19 38.820 15.29 39.560 9.09 2.8400 11.19 32.540 13.29 38.860 15.39 39.600 ' 9.19 3.6600 11.29 34.220 13.39 38.900 15.49 39.640 9.29 4.5800 11.39 35.900 13.49 38.940 15.59 39.680 9.39 5.5000 11.49 36.820 13.59 38.980 15.69 39.720 ' 9.49 6.6600 11.59 37.740 13.69 39.020 15.79 39.760 9.59 7.8200 11.69 38.220 13.79 39.060 15.89 39.800 9.69 9.0400 11.79 38.260 13.89 39.100 15.99 39.840 9.79 10.320 11.89 38.300 13.99 39.140 16.09 39.880 ' 9.89 11.600 11.99 38.340 14.09 39.180 16.19 39.920 9.99 13.080 12.09 38.380 14.19 39.220 16.29 39.960 10.09 14.560 12.19 38.420 14.29 39.260 16.39 40.000 10.19 16.060 12.29 38.460 14.39 39.300 10.29 17.580 12.39 38.500 14.49 39.300 10.39 19.100 12.49 38.540 14.59 39.300 POND-2 Version: 5. 15 SIN: 1295130074 Page 1 EXECUTED: 01-08-1992 10:44:58 * * PRE-DEVELOPMENT MAIN TRACK BASIN (MODIFIED CULVERT) * BASIN *3 OUTLET * WATER QUALITY DESIGN STORM * 12/6/91 SVERDRUP CORPORATION * Inflow Hydrograph: a:\NEW3WQ .HYD Rating Table file: a: \XTRACK .PND ----INITIAL CONDITIONS---- Elevation = 8. 39 ft Outflow = 0. 00 cfs e Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) ----- -- -- ----8. 39- -----0. 0- ----- --------0 --------- ' 8. 64 0.4 0. 009 1. 3 1.7 8 . 89 1.4 0. 024 3 .4 4 .8 , 9. 14 3 .2 0. 049 7 . 1 10. 3 9. 39 5.5 0. 083 12 . 1 17 . 6 9. 64 8.4 0. 129 18 .7 27. 1 9. 89 11. 6 0. 186 27 . 0 38. 6 , 10. 14 15. 3 0. 268 38 . 9 54 .2 10. 39 19. 1 0.444 64 . 3 83 .4 10. 64 23 . 3 0.761 110. 3 133 . 6 10.89 27.5 1. 261 182 .7 210.2 , 11. 14 31.7 1. 978 286. 6 318. 3 11. 39 35. 9 2. 917 422 .7 458 . 6 11. 64 38 .2 4 . 103 594 . 6 632 . 8 11. 89 38.3 5. 566 806. 6 844 .9 ' 12 . 14 38. 4 7 . 314 1059.8 1098 .2 12 . 39 38.5 9.273 1343 . 8 1382 . 3 12 . 64 38. 6 11.444 1658. 3 1696.9 12 .89 38.7 13 . 836 2004 . 9 2043 . 6 13 . 14 38.8 16. 442 2382. 6 2421.4 13 . 39 38 . 9 19. 182 2779.7 2818. 6 13 . 64 39 . 0 22 . 049 3195. 1 3234 . 1 13 . 89 39 . 1 25. 045 3629. 3 3668 .4 14 . 14 39.2 28 . 159 4080. 6 4119 . 8 14 . 39 39 . 3 31. 330 4540. 1 4579. 4 14 . 64 39 . 3 34 .550 5006. 6 5045.9 ' 14 . 89 39 . 4 37 .818 5480.2 5519 . 6 15. 14 39. 5 41. 138 5961. 3 6000.8 15. 39 39. 6 44 . 523 6451.9 6491. 5 15. 64 39.7 47.976 6952 . 2 6991.9 15. 89 39. 8 51. 496 7462 . 3 7502 . 1 ------------------------------ -------------------------- rEXECUTED 01-08-1992 10:44:58 Page 2 DISK FILES: NEW3WQ .HYD XTRACK .PND r INTERMEDIATE ROUTING r GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) ' ---- --- --------- ------�--- ---------�-- ----------_-- 16.14 39.9 55.085 7982 .3 8022.2 16. 39 40.0 58.740 8512. 1 8552.1 r ________ ---------- -------- Time increment (t) = 0. 167 hrs. i r i 1 r r 1 i r 1 r 1 r r 2/2/99 1 :21 : 36 pm Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 3 RELEASE RATES TO CREEK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE , <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, BASELINE BSN 3 0.00 2.08 P3 P3 8.96 1 1.90 1350.38 cf ' 2YR, BASELINE BSN 3 .......... 0.00 17.83 P3 P3 10.13 2 15.14 11853.96 cf SYR, BASELINE BSN 3 .......... 0.00 23.59 P3 P3 10.35 3 18.55 18352.18 cf 10YR, BASELINE BSN 3 0.00 31.02 P3 P3 10.57 4 22.16 29517.71 cf ' 25YR, BASELINE BSN 3 .. .. . 0.00 38.62 P3 P3 10.76 5 25.33 43698.13 cf 50YR, BASELINE BSN 3 ......... 0.00 39.39 P3 P3 10.78 6 25.63 45208.72 cf 100YR BASELINE BSN 3 ......... 0.00 46.31 P3 P3 10.94 7 28.30 60860.23 cf , r r D File Input Hydrograph Storage Discharge LPool Proj : SWMP 1Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° '°WQ, BASELINE BSN 4 0 . 00 1 . 05 4A 4A 9 .49 0 . 88 1 ° 02YR, BASELINE BSN 4 0 . 00 11 . 77 4A 4A 12 . 64 2 . 68 2 ° °SYR, BASELINE BSN 4 0 . 00 15 . 71 4A 4A 13 .20 2 . 89 3 ° '010YR, BASELINE BSN 4 0 . 00 20 . 80 4A 4A 13 . 74 3 . 08 4 ° °25YR, BASELINE BSN 4 0 . 00 25 . 99 4A 4A 14 . 19 3 . 22 5 ° 050YR, BASELINE BSN 4 0 . 00 26 . 51 4A 4A 14 .22 3 . 24 6 ° 0100YR BASELINE BSN 4 0 . 00 31 .24 4A 4A 14 . 54 3 . 34 7 ° 0 0 0 0 0 0 100 0 Done<====_______________= Press any key to exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee22ef �enu: Perform Level pool computations using input table instructions 1 3AsELi"i Ia 3AS111J y 5V3(3AS11J S H --y IZOv'tF_r�' ' v P/LACY <<� 241C_1< 2/2/99 1 :26 :48 pm Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' BASELINE BASIN 4, SUB 4-1 & 4-4 ROUTED STAGE STORAGE TABLE , CUSTOM STORAGE ID No. 4A Description: POND4A ' 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 10.80 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 11.10 14439 0.3315 12.90 113236 2.5995 14.70 468063 10.745 , 9.40 874.51 0.0201 11.20 17565 0.4032 13.00 121087 2.7798 14.80 494732 11.357 9.50 1093 0.0251 11.30 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 ' 9.70 1530 0.0351 11.50 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 9.90 1968 0.0452 11.70 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 12.10 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 12.30 66128 1.5181 14.10 308051 7.0719 15.90 90054807 2067 10.60 7662 0.1759 12.40 73979 1.6983 14.20 334719 7.6B41 ' 10.70 BS75 0.1968 12.50 81830 1.8786 14.30 361388 8.2963 2/2/99 1 :26 :48 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 4, SUB 4-1 & 4-4 ROUTED rSTAGE DISCHARGE TABLE====____________________ ' CUSTOM DISCHARGE ID No. 4A Description: POND4A STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 9.15 0.0000 10.95 1.9271 12.75 2.7256 14.55 3.3381 ' 9.25 0.5484 11.05 1.9799 12.85 2.7632 14.65 3.3619 9.35 0.7146 11.15 2.0314 12.95 2.8002 14.75 3.3994 9.45 0.8477 11.25 2.0816 13.05 2.8369 14.85 3.4296 9.55 0.9361 11.35 2.1306 13.15 2.8730 14.95 3.4596 ' 9.65 1.0145 11.45 2.1785 13.25 2.9087 15.05 3.4893 9.75 1.1118 11.55 2.2253 13.35 2.9440 15.15 3.5187 9.85 1.2011 11.65 2.2712 13.45 2.9788 15.25 3.5479 ' 9.95 1.2842 11.75 2.3162 13.55 3.0132 15.35 3.5769 10.05 1.3623 11.85 2.3604 13.65 3.0473 15.45 3.6056 10.15 1.4361 11.95 2.4037 13.75 3.0810 15.55 3.6341 10.25 1.5063 12.01 2.4462 13.85 3.1143 15.65 3.6624 ' 10.35 1.5733 12.15 2.4881 13.95 3.1472 15.75 3.6905 10.45 1.6376 12.25 2.5292 14.05 3.1798 15.85 3.7183 10.55 1.6994 12.35 2.5697 14.15 3.2121 15.95 3.7460 10.65 1.7591 12.45 2.6095 14.25 3.2441 16.05 3.7597 10.75 1.8169 12.55 2.6488 14.35 3.2757 10.85 1.8728 12.65 2.6874 14.45 3.3071 r Boeing Commercial Airplane Group Baseline ' Basin 4,Subbasins 4-1 and 4-4 (Main Track Swale Outlet) Baseline Basin 4 Subbasins 4-1 &4-4 Discharge Pipe Length(ft)= 535 Diameter(in)= 12 , Invert Elevation= 9.05 Number of Culverts= 1 Manning's n= 0.013 Coefficient,Cd= 0.62 ' Tailwater,h2(ft)= 9.15 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I' (ft) Hyd.Head Q(cfs) h, (ft) h1 (ft) 9.15 0.1 0.00 12.6 3.6 2.67 9.3 0.2 0.45 12.7 3.7 2.71 ' 9.4 0.3 0.64 12.8 3.8 2.74 9.5 0.4 0.79 12.9 3.9 2.78 9.6 0.5 0.91 13.0 4.0 2.82 9.6 0.5 0.96 13.1 4.1 2.86 , 9.7 0.6 1.07 13.2 4.2 2.89 9.8 0.7 1.16 13.3 4.3 2.93 9.9 0.8 1.24 13.4 4.4 2.96 10.0 0.9 1.32 13.5 4.5 3.00 10.1 1.1 1.40 13.6 4.6 3.03 , 10.2 1.2 1.47 13.7 4.7 3.06 10.3 1.3 1.54 13.8 4.7 3.10 10.4 1.4 1.61 13.9 4.8 3.13 10.5 1.5 1.67 14.0 4.9 3.16 , 10.6 1.6 1.73 14.1 5.0 3.20 10.7 1.7 1.79 14.2 5.1 3.23 10.8 1.7 1.85 14.3 5.2 3.26 10.9 1.8 1.90 14.4 5.3 3.29 ' 11.0 1.9 1.95 14.5 5.4 3.32 11.1 2.0 2.01 14.6 5.5 3.35 11.2 2.1 2.06 14.7 5.6 3.38 11.3 2.2 2.11 14.8 5.7 3.41 , 11.4 2.3 2.15 14.9 5.8 3.44 11.5 2.4 2.20 15.0 5.9 3.47 11.6 2.5 2.25 15.1 6.0 3.50 11.7 2.6 2.29 15.2 6.1 3.53 11.8 2.7 2.34 15.3 6.2 3.56 11.9 2.8 2.38 15.4 6.3 3.59 12.0 2.9 2.43 15.5 6.4 3.62 12.1 3.0 2.47 15.6 6.5 3.65 , 12.2 3.1 2.51 15.7 6.6 3.68 12.3 3.2 2.55 15.8 6.7 3.70 12.4 3.3 1 2.59 15.9 6.8 3.73 12.5 3.4 2.63 16.0 6.9 3.76 , Notes: (1) Q=CdAo((2g(h1-h2))/(1+((29Cd2n2L)/r,43)))1re Eq.5.71 CERM , 014002\2220\engr\kbca1c29.x1s[Baseline-4-1,44] ' 2/2/99 1 : 26 :49 pm Sverdrup Civil Inc page 3 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 4, SUB 4-1 & 4-4 ROUTED LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------------------------------------------------------------------------- ' WQ, BASELINE BSN 4 .. 0.00 1.05 4A 4A 9.49 1 0.88 1068.52 cf 2YR, BASELINE BSN 4 ......... 0.00 11.77 4A 4A 12.64 2 2.68 93113.92 cf SYR, BASELINE BSN 4 .......... 0.00 15.71 4A 4A 13.20 3 2.89 4 ac-ft ' 10YR, BASELINE BSN 4 0.00 20.80 4A 4A 13.74 4 3.08 6 ac-ft 25YR, BASELINE BSN 4 0.00 25.99 4A 4A 14.19 5 3.22 8 ac-ft SOYR, BASELINE BSN 4 ......... 0.00 26.51 4A 4A 14.22 6 3.24 8 ac-ft ' 100YR BASELINE BSN 4 ......... 0.00 31.24 4A 4A 14.54 7 3.34 10 ac-ft r t D File Input Hydrograph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; ' ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° °WQ, BASELINE BSN 4 0 . 00 1 . 19 4C 4C 9 . 11 0 . 75 8 ° 02YR, BASELINE BSN 4 0 . 00 6 . 12 4C 4C 9 . 21 5 . 81 9 ° 05YR, BASELINE BSN 4 0 . 00 7 . 69 4C 4C 9 . 24 7 . 68 10 ° 010YR, BASELINE BSN 4 0 . 00 9 . 74 4C 4C 9 . 26 9 . 68 11 ° 025YR, BASELINE BSN 4 0 . 00 11 . 70 4C 4C 9 . 29 11 . 60 12 ° 050YR, BASELINE BSN 4 0 . 00 11 . 90 4C 4C 9 . 29 11 . 79 13 ° 0100YR BASELINE BSN 4 0 . 00 13 . 70 4C 4C 9 . 32 13 .41 14 ° , ° 0 0 0 0 0 '°o ° _____________>Done<====_______________= Press any key to exit ° �eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef 1 Menu: Perform Level pool computations using input table instructions , 5AsJry y SvV343ASINS H-1 ti-�, Rov?Fp o SP/Li j dkoc K(F r 2/2/99 1 : 30 : 10 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 4 , RELEASE RATES TO CREEK ' STAGE STORAGE TABLE ' 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 9.20 37617 0.8636 11.50 89607 2.0571 13.80 221267 5.0796 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 42312 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 2/2/99 1 :30 : 10 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 4, RELEASE RATES TO CREEK STAGE DISCHARGE TABLE 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 10.05 31.453 10.95 44.494 11.85 54.496 9.25 10.131 10.15 33.156 11.05 45.713 11.95 55.497 9.35 14.714 10.25 34.777 11.15 46.901 12.05 56.479 ' 9.45 18.103 10.35 36.325 11.25 48.060 12.15 57.445 9.55 20.935 10.45 37.809 11.35 49.191 12.25 58.394 9.65 23.423 10.55 39.237 11.45 50.297 12.35 59.329 9.75 25.669 10.65 40.615 11.55 51.379 12.45 60.249 9.85 27.732 10.75 41.948 11.65 52.439 12.55 60.705 9.95 29.651 10.85 43.240 11.75 53.477 r Boeing Commercial Airplane Group Baseline Basin 4,Subbasins 4-1,4-2,4-3,and 4-4 (Practice Track) ' Baseline Basin 4 Discharge to Springbrook Creek Length(ft)= 45 ' Diameter(in)= 36 Invert Elevation= 6.25 Number of Culverts= 1 Manning's n= 0.013 ' Coefficient,Cd= 0.62 Tailwater,h2(ft)= 9.15 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I' (ft) Hyd.Head Q(cfs)111 h1 (ft) h1 (ft) 9.15 2.9 0.00 12.6 6.4 61.60 ' 9.3 3.0 10.49 12.7 6.5 62.49 9.4 3.1 14.83 12.8 6.6 63.37 9.5 3.2 18.17 12.9 6.7 64.23 9.6 3.3 20.98 13.0 6.8 65.08 ' 9.6 3.4 22.25 13.1 6.9 65.92 9.7 3.5 24.60 13.2 7.0 66.75 9.8 3.6 26.74 13.3 7.1 67.57 9.9 3.7 28.72 13.4 7.2 68.38 ' 10.0 3.8 30.58 13.5 7.3 69.17 10.1 3.9 32.33 13.6 7.4 69.97 10.2 4.0 33.99 13.7 7.5 70.75 10.3 4.1 35.57 13.8 7.6 71.52 10.4 4.2 37.08 13.9 7.7 72.29 10.5 4.3 38.54 14.0 7.7 73.04 10.6 4.4 39.94 14.1 7.8 73.79 10.7 4.5 41.29 14.2 7.9 74.53 10.8 4.6 42.60 14.3 8.0 75.27 10.9 4.7 43.88 14.4 8.1 75.99 11.0 4.7 45.11 14.5 8.2 76.72 11.1 4.8 46.31 14.6 8.3 77.43 11.2 4.9 47.49 14.7 8.4 78.14 ' 11.3 5.0 48.63 14.8 8.5 78.84 11.4 5.1 49.75 14.9 8.6 79.53 11.5 5.2 50.84 15.0 8.7 80.22 11.6 5.3 51.91 15.1 8.8 80.90 ' 11.7 5.4 52.96 15.2 8.9 81.58 11.8 5.5 53.99 15.3 9.0 82.25 11.9 5.6 55.00 15.4 9.1 82.92 12.0 5.7 55.99 15.5 9.2 83.58 ' 12.1 5.8 56.97 15.6 9.3 84.23 12.2 5.9 57.92 15.7 9.4 84.88 12.3 6.0 58.87 15.8 9.5 85.53 12.4 6.1 59.7-9 15.9 9.6 86.17 ' 12.5 6.2 60.71 16.0 9.7 86.81 Notes: ' (1) Q=CdAo((2g(h1-h2))/0+((29Cd2n2L)/r,4")))"2,Eq.5.71 CERM ' 014002\2220\engr\kbcalc29.x1s[Baseline-Basin 4] 2/2/99 1 : 30 : 11 pm Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT BASELINE BASIN 4 , RELEASE RATES TO CREEK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, BASELINE BSN 4 0.00 1.19 4C 4C 9.11 8 0.75 36262 72 cf ' 2YR, BASELINE BSN 4 .......... 0.00 6.12 4C 4C 9.21 9 5.81 37776.82 cf SYR, BASELINE BSN 4 .......... 0.00 7.69 4C 4C 9.24 10 7.68 38179.98 cf 10YR, BASELINE BSN 4 0.00 9.74 4C 4C 9.26 11 9.68 38612.29 cf ' 25YR, BASELINE BSN 4 .... 0.00 11.70 4C 4C 9.29 12 11.60 39027.33 cf 50YR, BASELINE BSN 4 ......... 0.00 11.90 4C 4C 9.29 13 11.79 39069.25 cf 100YR BASELINE BSN 4 ......... 0.00 13.70 4C 4C 9.32 14 13.41 39597.63 cf i i ' Boeing Commercial Airplane Group Surface Water Management Project i Pre-Development Basin 3, Subbasin 3-2 i24-Hour Peak Peak Peak 2-year Storm Inflow Stage Outflow Tailwater Event (cfs) (ft) (cfs) Elevation 2 year 24.26 9.36 2.90 8.85 10 year 38.90 9.65 5.79 9.05 i 25 year 47.15 9.82 7.65 9.30 100 year 55.42 10.00 9.71 9.55 iSubbasin 3-2 routed through CSTC Pond to Delta Area. i i i i i i i Sverdrup Civil, Inc. 014002\2220\engr\kbcalc30.x1s[Pre-Basin 3-2] Appendix D 2/4/99 2/2/99 9 : 19 :42 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV, CSTC POND --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. CSTC ' Description: CSTC STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> ' (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8 50 0.0000 0.0000 9.40 210598 4.8347 10.30 462717 10.623 11.20 777063 17.839 8.60 21725 0.4987 9.50 236091 5.4199 10.40 495771 11.381 11.30 818547 18.791 8.70 43450 0.9975 9.60 261583 6.0051 10.50 528826 12.140 11.40 860030 19.744 8.80 65176 1.4962 9.70 287076 6.5904 10.60 561880 12.899 11.50 901514 20.696 8.90 86901 1.9950 9.80 312569 7.1756 10.70 594934 13.658 11.60 942997 21.648 9.00 108626 2.4937 9.90 338062 7.7608 10.80 627988 14.417 11.70 984481 22.601 9.10 134119 3.0789 10.00 363555 8.3461 10.90 661042 15.175 11.80 1025964 23.553 ' 9.20 159612 3.6642 10.10 396609 9.1049 11.00 694096 15.934 11.90 1067448 24.505 9.30 185105 4.2494 10.20 429663 9.8637 11.10 735580 16.887 ,�`• FROM :FACILITIES TO I 06 622 33M 1995.06-02 07iSSAM #Err P.01/02 VIEW Mfg ,,�Qqy� Y'C►.ri � '3s Qp�rt � sow .. - fFV 14 1 C1 r n � mac " �•��.�} I LM 1 �u g%.-,QN ro roi 1 k, I n s sJLL( 4o JatAPM Oa+ 41L rl0f)^ �Owl.�i retmitACL 1 M& n6LWtr VA-W 6L lc�rv. . ' !Whop OAT[ 1 �-f Af 6 S' �M 'to- APO BL�.rEYA/rG 1 2/2/99 9 : 19 :2 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV 2YR, BASIN 3-2 ROUTED TO DELTA STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. V-WR-2 ' Description: V-WR-2 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 8.85 0.0000 9.55 4.7892 10.25 17.108 10.95 40.237 8.95 0.4473 9.65 6.0399 10.35 18.900 11.05 45.307 ' 9.05 0.8500 9.75 7.4645 10.45 21.056 11.15 50.719 9.15 1.3612 9.85 9.0705 10.55 23.913 11.25 56.454 9.25 1.9999 9.95 10.865 10.65 27.324 11.35 62.497 9.35 2.7778 10.05 12.855 10.75 31.213 11.45 68.835 9.45 3.7046 10.15 15.047 10.85 35.529 11.55 72.076 Boeing Commercial Airplane Group Surface Water Management Project Pre-Development(2 year tailwater) CSTC Discharge Structure to Delta Area (120o V-Notch Weir) Tailwater Elev.= 8.85 Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Added Flow Total Total (ff) Upstream Downstream Height C,l'I Width contracted Width Flowrate Flowrate from V-Notch Flowrate Flowrate H ft H N Y ft b _1 ft N b ft "1 Q(cfs)t't Q(cfs)"I Q(Cfs)l'I Q cfs O m 8.5 0.0 0.4 8.5 0.00 0.00 0.00 0.00 8.6 0.1 0.4 8.5 0.01 0.00 0.00 0.00 8.7 0.2 0.4 8.5 0.08 0.00 0.00 0.00 8.8 0.3 0.4 8.5 0.21 #NUMI #NUMI #NUMI 8.9 0.4 0.4 8.5 0.44 0.27 0.27 121.10 9.0 0.5 0.4 8.5 0.77 0.62 0.62 280.40 9.1 0.6 0.4 8.5 1.21 1.08 1.08 482.64 9.2 0.7 0.4 8.5 1.78 1.65 1.65 739.25 9.3 0.8 0.4 8.5 2.48 2.35 2.35 1056.00 9.4 0.9 0.4 8.5 3.33 3.20 3.20 1437.52 9.5 1.0 0.4 8.5 4.33 4.21 4.21 1887.96 9.6 1.1 0.4 8.5 5.50 5.37 5.37 2411.13 9.7 1.2 0.4 8.5 6.83 6.71 6.71 3010.65 9.8 1.3 0.4 8.5 1 8.34 1 8.22 8.22 3689.94 9.9 1.4 0.4 8.5 10.04 1 9.92 9.92 4452.28 10.0 1.5 0.4 8.5 11.93 11.81 11.81 5300.82 10.1 1.6 0.4 8.5 14.02 13.90 13.90 6238.58 10.2 1.7 0.4 8.5 16.32 16.19 16.19 7268.52 10.3 0.0 0.4 10.26 0.687 11.98 2 11.98 0.35 0.35 17.67 18.02 8089.03 10.4 0.1 0.4 10.26 0.628 11.98 2 11.98 2.11 2.11 17.67 19.78 8877.22 10.5 0.2 0.4 10.26 0.619 11.98 2 11.98 4.66 4.66 17.67 22.33 10024.11 10.6 0.3 1 0.4 10.26 0.616 1 11.98 2 11.97 7.82 7.82 17.67 25.49 11441.40 10.7 0.4 0.4 10.26 0.615 11.98 2 11.97 11.49 11.49 17.67 29.16 13086.38 10.8 0.5 0.4 10.26 0.614 11.98 2 11.97 15.60 15.60 17.67 33.27 14932.44 10.9 0.6 0.4 10.26 0.614 11.98 2 11.97 20.12 20.12 17.67 37.79 16960.96 11.0 0.7 0.4 10.26 0.614 11.98 2 11.97 25.01 25.01 17.67 42.68 19157.99 11.1 0.8 0.4 10.26 0.614 11.98 2 11.96 30.26 30.26 17.67 47.93 21512.60 11.2 0.9 0.4 10.26 0.615 11.98 2 11.96 35.84 35.84 17.67 53.51 24015.92 11.3 1.0 0.4 10.26 0.615 11.98 2 11.96 41.73 41.73 17.67 59.40 26660.59 17.4 1.1 1 0.4 10.26 0,615 11.98 2 1,1.96 47.92 47.92 17.67 65.59 29440.38 11.5 1.2 0.4 10.26 0.616 11.98 2 11.96 54.41 54.41 17.67 72.08 32349.92 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(9/2)Hs (grater&King,Handbook of Hydraulics,eq.5-45) (3) If 0=120°,Q=4.33 Fri(Brater&King,Handbook of Hydraulics,eq.5-481b) For Contracted Sharp-Crested Weir: (1) C,=[0.6035+0.0813(FI/V)+(0.000295/Y)]'[7+(0.00361/H)f2(Rehbock) (2) b.d=b._-(0.1)(N)(H) (3) 0=2/3(C,)(b.�(2g)'rz(H)- (4) Q_=Qk..[1-(Hm.,JI Iw)vf aas (5) Flow from V-Notch Weir is added to flow from rectangular weir. 0140M2220WVAcord-led weirAB[V-Notch Wok(2yr)] 1 2/2/99 9 : 19 : 8 am Sverdrup Civil Inc page 3 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV 2YR, BASIN 3-2 ROUTED TO DELTA LEVEL POOL TABLE SUMMARY=====_________________= 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE 1 <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) fR PRE 3-2 ............... 0.00 24.26 CSTC V-WR-2 9.36 1 2.90 5 ac-ft 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 Sverdrup 2 2 99 9 :42 :2 am / / p Civil Inc page 1 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV, 10YR BASIN 3 2 ROUTED ----- -------- ---- -------------------------------------- STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. V-WR-10 Description: V-WR-10 ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ___ Cfs-- ------- (ft, ---Cfs-- ------- (ft, ---Cfs-- ------- (ft, ---Cfs-- ------- 9.05 0.0000 9.75 7.1969 10.45 20.796 11.15 50.459 9.15 0.9763 9.85 8.8056 10.55 23.653 11.25 56.194 ' 9.25 1.6775 9.95 10.602 10.65 27.064 11.35 62.237 9.35 2.4799 10.05 12.594 10.75 30.953 11.45 68.575 9.45 3.4199 10.15 14.787 10.85 35.269 11.55 71.816 9.55 4.5125 10.25 16.849 10.95 39.977 ' 9.65 5.7686 10.35 18.640 11.05 45.047 r Boeing Commercial Airplane Group Surface Water Management Project Pre-Development(10 year tailwater) CSTC Discharge Structure to Delta Area (120'V-Notch Weir) Tailwater Elev.= 9.06 Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Added Flow Total Total (ff) Upstream Downstream Height C, Width contracted Width Flowrate Flowrate from V-Notch Flowrate Flowrate H ff H ft Y fl b ff N b ff o) 0(cfs)n) a(cfs))`) a(cfs) r] cfs O m 8.5 0.0 0.6 8.5 0.00 0.00 0.00 0.00 8.6 0.1 0.6 8.5 0.01 0.00 0.00 0.00 8.7 0.2 0.6 8.5 0.08 0.00 0.00 0.00 8.8 0.3 0.6 8.5 0.21 #NUMI #NUMI #NUMI 8.9 0.4 0.6 8.5 0.44 #NUMI #NUMI #NUMI 9.0 0.5 0.6 8.5 0.77 #NUMI #NUMI #NUMI 9.1 0.6 0.6 8.5 1.21 0.64 0.64 289.09 9.2 0.7 0.6 8.5 1.78 1.31 1.31 587.26 9.3 0.8 0.6 8.5 2.48 2.05 2.05 918.60 9.4 0.9 0.6 8.5 3.33 2.91 2.91 1307.53 9.5 1.0 0.6 8.5 4.33 3.93 3.93 1762.36 9.6 1.1 0.6 8.5 5.50 5.10 5.10 2288.37 9.7 1.2 0.6 8.5 6.83 6.44 6.44 2889.84 9.8 1.3 0.6 8.5 1 1 8.34 7.96 7.96 3570.53 9.9 1 1.4 0.6 8.5 10.04 9.66 9,66 4333.91 10.0 1.5 0.6 8.5 11.93 11.55 11.55 5183.23 10.1 1.6 0.6 8.5 14.02 13.64 13.64 6121.62 10.2 1.7 0.6 8.5 16.32 15.93 15.93 7152.04 10.3 0.0 0.6 10.26 0.687 11.98 2 11.98 0.35 0.35 17.41 17.76 7972.33 10.4 0.1 0.6 10.26 0.628 11.98 2 11.98 2.11 2.11 17.41 19.52 B760.52 10.5 0.2 0.6 10.26 0.619 11.98 2 11.98 4.66 4.66 17.41 22.07 9907.41 10.6 0.3 0.6 10.26 0.616 11.98 2 11.97 7.82 7.82 1 17.41 25.23 11324.70 10.7 0.4 0.6 10.26 0.615 11.98 1 2 11.97 1 11.49 11.49 17.41 28.90 12969.68 10.8 1 0.5 0.6 10.26 1 0.614 11.98 2 11.97 15.60 15.60 17.41 33.01 14815.74 10.9 0.6 0.6 10.26 0.614 11.98 2 11.97 20.12 20.12 17.41 37.53 16844.26 11.0 0.7 0.6 10.26 0.614 11.98 2 11.97 25.01 25.01 17.41 42.42 19041.29 11.1 0.8 0.6 10.26 0.614 11.98 2 11.96 30.26 30.26 17.41 47.67 21395.90 11.2 0.9 0.6 10.26 0.615 11.98 2 11.96 35.84 35.84 17.41 53.25 23899.22 11.3 1.0 0.6 10.26 0.615 11.98 2 11.96 41.73 41.73 17.41 59.14 26543.90 11.4 1.1 0.6 10.26 0.615 11.98 2 11.96 47.92 47.92 17.41 65.33 29323.6' 11.5 1.2 0.6 10.26 0.616 11.98 2 11.96 54.41 54.41 17.41 71.82 32233.22 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)H� (Brater&King,Handbook of Hydraulics,eq.5-45) (3) If 8=120°,o=4.33 Hw(Brater&King,Handbook of Hydraulics,eq.5-48b) For Contracted Sharp-Crested Weir. (1) C,=]0.6035+0.0813(HM+(0.000295/Y)]'(1+(0.00361/H)f2(Rehbock) (2) b.ff-_b.a,w-(0.1)(N)(H) (3) Q=2/3(C,)(b.,(2g)'n(H)� (4) 0"=Qr«11-(Hm.,hfw)sz]o aa5 (5) Flow from V-Notch Weir is added to flow from rectangular weir. 014002.?22w.gnoomrW*d r W.dn IV-Noon war iloyr)I 2/2/99 9 :42 : 3 am Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV, 10YR BASIN 3-2 ROUTED LEVEL POOL TABLE SUMMARY=====__________________ ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10YR, PRE BASIN 3-2 .......... 0.00 38.90 CSTC V-WR-10 9.65 1 5.79 6 ac-ft 1 1 2/2/99 9 :49 :44 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , PRE-DEV, 25YR BASIN 3-2 ROUTED ----------------------------------- ------- ---------------------- STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. V-WR-25 ' Description: V-WR-25 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> , (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 9 30 0.0000 9.90 9.0035 10.50 21.464 11.10 47.060 ' 9.40 1.9663 10.00 10.909 10.60 24.622 11.20 52.638 9.50 3.1219 10.10 13.010 10.70 28.287 11.30 58.530 ' 9.60 4.3620 10.20 15.313 10.80 32.400 11.40 64.723 9.70 5.7420 10.30 17.152 10.90 36.919 11.50 71.206 9.80 7.2846 10.40 18.909 11.00 41.814 �■r r r r r r r �r r r rr r r r r rr r r� r Boeing Commercial Airplane Group Surface Water Management Project Pre-Development(25 year tliwater) CSTC Discharge Structure to Delta Area (120'V-Notch Weir) Tailwater Elev.= 9.30 Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Added Flow Total Total (it) Upstream Downstream Height C,1'r Width contracted Width Flowrate Flowrete from V-Notch Flowrate Flowrate H ff H ft Y ff b__1 ft N b, ft In Q(cfs)1'1 Q(cfs)1I1 Q(efs)(e) O cfs Q m 8.5 0.0 0.8 8.5 0.00 0.00 0.00 0.00 8.6 0.1 o.e 8.5 0.01 0.00 0.00 0.00 8.7 0.2 0.8 8.5 0.08 0.00 0.00 0.00 8.8 0.3 0.8 8.5 0.21 #NUMI #NUMI #NUMI 8.9 0.4 0.8 8.5 0.44 #NUMI #NUMI #NUMI 9.0 1 0.5 1 0.8 8.5 0.77 1 #NUMI #NUMI #NUMI 9.1 0.6 0.8 8.5 1.21 #NUMI #NUMI #NUMI 9.2 0.7 0.8 8.5 1.78 #NUMI #NUMI #NUMI 9.3 0.8 0.8 8.5 2.48 #NUMI #NUMI #NUMI 9.4 0.9 0.8 8.5 3.33 1.97 1.97 882.55 9.5 1.0 0.8 8.5 4.33 3.12 3.12 1401.22 9.6 1.1 0.8 8.5 5.50 4.36 4.36 1957.79 9.7 1.2 0.8 8.5 6.83 5.74 5.74 2577.19 9.8 1.3 0.8 8.5 1 1 1 8.34 7.28 7.28 3269.56 9.9 1 1.4 1 0.8 8.5 10.04 9.00 9.00 4041.05 10.0 1.5 0.8 8.5 11.93 10.91 10.91 4896.27 10.1 1.6 0.8 8.5 14.02 13.01 13.01 5839.09 10.2 1.7 0.8 8.5 16.32 15.31 15.31 6872.93 10.3 0.0 0.8 10.26 0.687 11.98 2 11.98 0.35 0.35 16.80 17.15 7698.55 10.4 0.1 0.8 10.26 0.628 11.98 2 11.98 2.11 2.11 16.80 18.91 8486.73 10.5 0.2 0.8 10.26 0.619 11.98 2 11.98 4.66 4.66 16.80 21.46 9633.63 10.6 0.3 0.8 10.26 0.616 1 11.98 2 11.97 7.82 1 7.82 16.80 24.62 11050.92 10.7 0.4 0.8 10,26 0.615 11.98 2 1 11.97 11.49 1 11.49 16.80 1 28.29 12695.90 10.8 0.5 0.8 10.26 0.614 11.98 2 11.97 15.60 15.60 16.80 32.40 14541.96 10.9 0.6 0.8 10.26 0.614 11.98 2 11.97 20.12 20.12 16.80 36.92 16570.48 11.0 0.7 0.8 10.26 0.614 11.98 2 11.97 25.01 25.01 16.80 41.81 18767.51 11.1 0.8 0.8 10.26 0.614 11.98 2 11.96 30.26 30.26 16.80 47.06 21122.12 11.2 0.9 0.8 10.26 0.615 11.98 2 11.96 35.84 35.84 16.80 52.64 23625.44 11.3 1.0 0.8 10.26 0.615 11.98 2 11.96 41.73 41.73 16.80 58.53 26270.11 11.4 1.1 0.8 10.26 0.615 11.98 2 11.96 47.92 47.92 16.80 84.72 29049.90 11.5 1.2 0.8 10.26 0.616 11.98 2 11.96 54.41 54.41 16.80 71.21 31959.44 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)Hw (grater&King,Handbook of Hydraulics,eq.5-45) (3) If 0=120°,Q=4.33 Hn(Brater&King,Handbook of Hydraulics,eq.5-48b) For Contracted Sharp-Crested Weir. (1) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]'(1+(0.00361/H)f'(Rehbock) (2) baPb.a.1-(0.1)(N)(H) (3) Q=2/3(C,)(b.a1(2g)'rz(H)" (4) Q.w=Qe.e 11-(Hd_/H.)srzf w (5) Flow from V-Notch Weir is added to flow from rectangular weir. 014002k222ewngrlcorarWea walrAs CV-Notch weir(25yr)) 2/2/99 9 :49 :45 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV, 25YR BASIN 3-2 ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE , <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR, PRE BASIN 3-2 0.00 47.15 CSTC V-WR-25 9.82 1 7.65 7 ac-ft ' 2/2/99 10 : 10 : 57 am Sverdrup Civil Inc page 1 ' - BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE DEV, 100YR BASIN 3 2 ROUTED --------------------------------------------------------------------- --------------------------------------------------------------------- ' STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. V-WR-100 Description: V-WR-100 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (fU ___ cfs-- ------- (ft, ---cfs-- ------- (ft, ---cfs-- ------- (ft, ---Cfs-- ------- 9.55 0.0000 10.25 15.148 10.95 38.287 11.65 80.402 9.65 3.2767 10.35 16.950 11.05 43.357 11.75 87.564 ' 9.75 5.0729 10.45 19.106 11.15 48.769 11.85 94.983 9.85 6.8526 10.55 21.963 11.25 54.504 11.95 102.65 9.95 8.7520 10.65 25.374 11.35 60.547 12.05 106.55 1 10.05 10.813 10.75 29.263 11.45 16.815 10.15 13.055 10.85 33.579 11.55 73.507 Boeing Commercial Airplane Group Surface Water Management Project Pre-Development(100 year tailwater) CSTC Discharge Structure to Delta Area (120'V-Notch Weir) Tailwater Elev.= d 9.55 Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Added Flow Total Total (tt) Upstream Downstream Height c1 V Width contracted Width Flowrate Flowrate from V-Notch Flowrate Flowrate H tt Hid- ft) Y tt) br tt N b ft 1'I 0(cfs)I'I 0(cfs)(') 0(cis)I'1 cfa 0 m 8.5 0.0 1.1 8.5 0.00 0.00 0.00 0.00 8.6 0.1 1.1 8.5 0.01 0.00 0,00 0.00 8.7 0.2 1.1 8.5 0.08 0.00 0.00 0.00 8.8 0.3 1.1 8.5 0.21 #NUMI #NUMI #NUMI 8.9 0.4 1.1 8.5 0.44 #NUMI #NUMI #NUMI 9.0 0.5 1.1 8.5 0.77 #NUMI #NUMI #NUMI 9.1 0.6 1.1 8.5 1.21 #NUMI #NUMI #NUMI 9.2 0.7 1.1 8.5 1.78 #NUMI #NUMI #NUMI 9.3 0.8 1.1 8.5 2.48 #NUMI #NUMI #NUMI 9.4 0.9 1.1 8.5 3.33 #NUMI #NUMI #NUMI 9.5 1.0 1.1 8.5 4.33 #NUMI #NUMI #NUMI 9.6 1.1 1.1 8.5 5.50 2.35 2.35 1053.59 9.7 1.2 1.1 8.5 6.83 4.21 4.21 1887.76 9.8 1.3 1.1 8.5 8.34 5.94 5.94 2665.97 9.9 1.4 1.1 8.5 10.04 7.77 7.77 3485.30 10.0 1.5 1.1 8.5 11.93 9.74 1 9.74 4371.07 10.1 1.6 1.1 8.5 14.02 11.89 11.89 5334,96 10.2 1.7 1.1 8.5 16.32 14.22 14.22 6384.11 10.3 0.0 1.1 10.26 0.687 11.98 2 11.98 0.35 0.35 15.72 16.07 7213.81 10.4 0.1 1.1 10.26 0.628 11.98 2 11.98 2.11 2.11 15.72 17.83 8002.00 10.5 0.2 1.1 10.26 0.619 11.98 2 11.98 4.66 4.66 15.72 20.38 9148.89 10.6 0.3 1.1 10.26 0.616 11.98 2 11.97 7.82 7.82 15.72 23.54 10566.19 10.7 0.4 1.1 10.26 0.615 11.98 2 11.97 11.49 11.49 15.72 27.21 12211.16 10.8 0.5 1.1 10.26 0.614 11.98 2 11.97 15.60 15.60 15.72 31.32 14057.22 10.9 0.6 1.1 10.26 0.614 11.98 2 11.97 1 20.12 20.12 15.72 35.84 16085.74 11.0 0.7 1 1.1 10.26 0.614 11.98 2 11.97 1 25.01 25.01 15.72 40.73 1 18282.77 11.1 0.8 1 1.1 10.26 0.614 11.98 2 11.96 1 30.26 30.26 15.72 45.98 20637.38 11.2 0.9 1 1.1 10.26 0.615 11.98 2 11.96 35.94 35.84 15.72 51.56 23140.70 11.3 1.0 1 1.1 10.26 0.615 11.98 2 11.96 41.73 41.73 15.72 57.45 25785.37 11.4 1.1 1,1 10.26 0.615 11.98 2 11.96 47.92 47.92 15.72 63.64 28565.16 11.5 1.2 1.1 10.26 0.616 11.98 2 11.96 54.41 54.41 15.72 70.13 31474.70 11.6 1.3 1.1 10.26 0.617 11.98 2 11.95 61.17 61.17 15.72 76.89 34509.32 11.7 1.4 1.1 10.26 0.617 11.98 2 11.95 68.20 68.20 1 15.72 83.92 37664.90 11.8 1.5 1.1 10.26 0.618 11.98 2 11.95 75.49 75.49 1 15.72 91.21 40937.79 11.9 1.6 1.1 10.26 0.619 11.98 2 11.95 83.04 1 83.04 15.72 98.76 44324.72 12.0 1.7 1.1 10.26 0.619 11.98 2 11.95 90.83 90.83 15.72 106.55 1 47822.73 Weir transitions from V-Notch to Contracted Sharp-Crested Weir at a Stage of 10.26 For V-Notch Weir: (3)0=2.5 tan(02)Hs'(Bracer 8 King,Handbook of Hydraulics,eq.5-45) (3) If 8=120°,0=4.33 Ham`(Brater 8 King,Handbook of Hydraulics,eq.5-48b) For Contracted Sharp-Crested Weir: (1) C,=[0.6035+0.0813(FVY)+(0.000295/Y)]'[t+(0.00361/H)]-(Rehbock) (2) b..=b__-(0.1)(N)(H) (3) 0=2/3(Cl)(b.)(2g)"(1-1)a (4) 0,e=0rw.[1-(Hr/Hw)n]o.ses (5) Flow from V-Notch Weir is added to flow Irom rectangular weir. 01{ Z�2220Wr0rbvdr edweir.id*IV-Ndh W,ir(10oyr)I 2/2/99 10 : 10 : 58 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV, 100YR BASIN 3-2 ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------------------------------------------------------------------------- 100YR, PRE BASIN 3-2 ......... 0.00 55.42 CSTC V-WR-100 10.00 1 9.71 8 ac-ft Boeing Commercial Airplane Group Surface Water Management Project , Pre-Development ' Basin 3, Subbasins 3-1 and 3-2 24-Hour Peak Peak Peak 2-year ' Storm Inflow Stage Outflow Tailwater Event (cfs) (ft) (cfs) Elevation , 2 year 3.15 8.84 3.05 8.60 10 year 6.30 9.07 5.49 8.60 25 year 8.37 9.30 6.69 8.60 ' 100 year 10.62 9.54 8.15 8.60 Subbasins 3-1 and 3-2 routed through Delta Area to t Springbrook Creek. Sverdrup Civil, Inc. 014002\2220\engr\kbcalc30.x1s[Pre-Basin 3] Appendix D 2/4/99 ' 1/29/99 2 : 6 : 59 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 3 ROUTED TO SPRGBRK CRK STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. DELTA Description: DELTA ' STAGE <----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 8.90 114867 2.6370 10.30 279433 6.4149 11.70 634817 14.573 7.60 6984 0.1603 9.00 123750 2.8409 10.40 293411 6.7358 11.80 671609 15.418 ' 7.70 13968 0.3207 9.10 135125 3.1020 10.50 307388 7.0567 11.90 708400 16.263 7.80 20953 0.4810 9.20 146500 3.3632 10.60 321365 7.3775 12.00 745192 17.107 7.90 27937 0.6413 9.30 157875 3.6243 10.70 335343 7.6984 12.10 806852 18.523 8.00 34921 0.8017 9.40 169251 3.8855 10.80 349320 8.0193 12.20 861511 19.938 8.10 43804 1.0056 9.50 180626 4.1466 10.90 363297 8.3402 12.30 930170 21.354 8.20 52687 1.2095 9.60 192001 4.4077 11.00 377275 8.6610 12.40 991830 22.769 8.30 61570 1.4134 9.70 203376 4.6689 11.10 414066 9.5057 12.50 1053489 24.185 8.40 70453 1.6174 9.80 214751 4.9300 11.20 450858 10.350 12.60 1115148 25.600 8.50 79336 1.8213 9.90 226126 5.1911 11.30 487650 11.195 12.70 1176808 27.016 8.60 88218 2.0252 10.00 237502 5.4523 11.40 524442 12.040 12.80 1238467 28.431 ' 8.70 97101 2.2291 10.10 251479 5.7732 11.50 561233 12.884 12.90 1300127 29.847 8.80 105984 2.4331 10.20 265456 6.0940 11.60 598025 13.729 1 1 1/29/99 2 : 6 : 59 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 3 ROUTED TO SPRGBRK CRK STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. CSTC-OUT ' Description: CSTC-OUT STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> _(ft)=====cfs (ft)=====cfs (ft)=====cfs (ft)=====cfs=====________ , 8.60 0.0000 9.50 7.7207 10.40 19.444 11.30 37.306 8.70 1.2868 9.60 8.7974 10.50 21.029 11.40 39.520 ' 8.80 2.5736 9.70 9.8741 10.60 22.956 11.50 41.734 8.90 3.8603 9.80 10.951 10.70 24.884 11.60 44.202 9.00 5.1471 9.90 12.027 10.80 26.811 11.70 46.671 9.10 5.6618 10.00 13.104 10.90 28.738 11.60 49.140 9.20 6.1765 10.10 14.689 11.00 30.665 11.90 51.608 9.30 6.6913 10.20 16.274 11.10 32.879 12.00 54.077 9.40 7.2060 10.30 17.859 11.20 35.092 ' r Boeing Commercial Airplane Group Surface Water Management Project 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 5 5 67 21 5 9.50 0 8 8 124 32 8 10.00 3 10 13 187 39 13 10.50 10 11 21 257 46 21 11.00 18 13 31 334 51 31 11.50 28 14 42 418 57 42 12.00 39 15 54 508 61 54 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\Kbcalcl8.xls[Summary] MH OPENING MH STEP TYP TYP-- •. .. GALV TYPPOINT OF BILCO DOOR TIMBER IDENTIFYING LOOS I r ----_- COORDINATES 1 1 —36' DIP CL 53 WLxPE 1 TO SPRINGBROOK CREEK Ic _ I I I 1 ICl4�o—Tlce�co) 1 I I Or CONIC I ----- BOLTED WATERED JOINT so ��I (_ - CYLINDRICAL WATER INTAKE SCREEN OVERFLOW T-60 WITH ig SCREEN BY ' OPENING JOHNSON SC ENS OR APPROVED EOUAL .: b , b NOTE: FOR DETAILS NOT SHOWN SEE 1SSO(D) 6 PVC DRAIN pIP CAST INTO PVC UNION CONCRETE Ir ACCESS COVER Z y� F�V21� Sr(YZA 6 C ' PVC BALL VALVE DETAIL sRO OUTLETBSTTR CTU EEK / I-, SCALE: NONE 6'-cr _ io MH OPENING 6'-CIzE' 81LC DOOR OP NING �a PROVIDE REMOVABLE DRAT( _ W/ I— SMOOTH GALV STEEL � NOTE: BARS AT 6- OC VERTICAL EL 12.0 EL 15.2 STOP LOG ANCHOR TO ORIENTATION - CONSIST OF 5%B'• BOLT STOP LOG ANGLE GUIDE • NUTS AND WASHERS PAS G •r r THROUGH BOTH STOP L01 2'-0"x3,-cY , ANGLE GUIDES ON BOTH SIDES WILLOW PtANT1NCS OVERFLOW 3/� GALV WEB I - r ' SEE PLANTING PLAN OPENING STIFFENER O 1 OC ,FOR SPECIES AND 3G• OUTLET SPACING EL 9.S _ STOP LOG ANCHOR 1 1Ir SO BEVEL TO ,- —� [7 tX I.E.•EL 6. I.E. EL-5.9 I.E. EL.-5.40 I.E. EL S.4 0 6�i IDIA 6'• PVC 0.80X ' DRAIN LEVEL r' 3/4.0 EPDXY ANCHOR DOLTS.W NUTS AND WASHERS � •� , 6' EMBEDMENT O 12" O.C. r• r' (TYP) �• 6'x12' TIMBER EL 1.0 • STOP LOGS ' a a a v 0 SPRINGBROOK CREEK SECTION oLffm STRUCTURE_ _ A SCALE: NONE Sou CS(- L R E : T STIAn 0RA,n1/l%C-,E DETA►L.S -SHEET rj DRA\,I►NC— 1C0yCO) ' Boeing Commercial Airplane Group Surface Water Management Project ' 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 (ft) Head Height C1 (1) Width contracted Width Q(CfS)13) H(ft) Y(ft) bactual(ft) N b.,.(ft)(2) ' 9.5 0.0 9.5 0.000 3.0 2 3.00 0 10.0 0.5 9.5 0.614 3.0 1 2 2.99 3 10.5 1.0 9.5 0.615 3.0 2 2.98 10 ' 11.0 1.5 9.5 0.619 3.0 2 2.97 18 11.5 2.0 9.5 0.622 3.0 2 2.96 28 12.0 2.5 9.5 0.626 3.0 2 2.95 39 12.5 3.0 1 9.5 0.630 3.0 2 2.94 1 52 t 13.0 3.5 9.5 1 0.634 3.0 2 2.93 65 13.5 4.0 9.5 0.639 3.0 2 2.92 80 14.0 4.5 9.5 0.643 3.0 2 2.91 96 ' Notes: (1) C1=[0.6035+0.0813(H/Y)+(0.000295/Y)]`[1+(0.00361/H)F2 (Rehbock) (2) beff=bacfua1-(0.1)(N)(H) ' (3) Q=2/3(C1)(beff)(2g)1/2(H)3i2 CSTC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir,Stoplogs) Stage Hyd. Head Hyd.Head Weir Coefficient Actual Flowrate Flowrate Upstream Downstream Height C1 (2) Width Free Flow Submerged Hu (ft) Hdown(ft) Y(ft) bactual(ft) Qtr. (CfS)(3) Qsub.(CfS)(4) 8.60 1.1 1.10 7.5 0.618 16.0 61 0 9.00 1.5 1.10 7.5 0.622 16.0 98 67 9.5 2.0 1.10 7.5 0.627 16.0 152 124 10.0 2.5 1.10 7.5 0.632 16.0 214 187 10.5 3.0 1.10 7.5 0.637 16.0 283 257 11.0 3.5 1.10 7.5 0.642 16.0 360 334 11.5 4.0 1.10 7.5 0.648 16.0 444 418 t 12.0 4.5 1.10 7.5 0.653 16.0 534 508 12.5 5.0 1.10 7.5 0.658 16.0 630 604 13.0 5.5 1.10 7.5 0.664 16.0 733 707 13.5 6.0 1.10 7.5 0.669 16.0 842 816 14.0 6.5 1.10 7.5 0.675 16.0 957 931 Notes: (1) 2-year tailwater in Springbrook Creek=8.60(Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) C1=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)f2 (Rehbock) (3) Qfree=2/3(C1)(ba..aX2g)1/2(Hup)3/2 (4) Qsub=Qfree 11 -(Hdowr✓H up)3/210.385 ' 013893\2220\engr\Kbcalcl8.xls[E1andE3] Boeing Commercial Airplane Group Surface Water Management Project ' INLET PIPE OUTLET PIPE ' CSTC Delta Area Discharge Vault Element 2 CSTC Delta Area Discharge Vault Element 4 Length(ft)= 24 Length(ft)= 44 Diameter(in)= 18 Diameter(in)= 36 ' Invert Elevation= 6.0 Invert Elevation= 6.0 Number of Culverts= 1 Number of Culverts= 1 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 8.60 Tailwater, h2(ft)= 8.60 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)11 (ft) Hyd.Head Q(cfs)111 h1 (ft) h1 (ft) 8.6 2.6 0.00 8.6 2.6 0.00 8.7 2.7 2.57 8.7 2.7 10.50 ' 8.8 2.8 3.64 8.8 2.8 14.85 8.9 2.9 4.46 8.9 2.9 18.19 9.0 3.0 5.15 9.0 3.0 21.00 9.1 3.1 5.75 9.1 3.1 23.48 ' 9.2 3.2 6.30 9.2 3.2 25.72 9.3 3.3 6.81 9.3 3.3 27.78 9.4 3.4 7.28 9.4 3.4 29.70 9.5 3.5 7.72 9.5 3.5 31.50 9.6 3.6 8.14 9.6 3.6 33.21 9.7 3.7 8.54 9.7 3.7 34.83 9.8 3.8 8.92 9.8 3.8 36.38 9.9 3.9 9.28 9.9 3.9 37.86 ' 10.0 4.0 9.63 10.0 4.0 39.29 10.1 4.1 9.97 10.1 4.1 40.67 10.2 4.2 10.29 10.2 4.2 42.00 10.3 4.3 10.61 10.3 4.3 43.30 10.4 4.4 10.92 10.4 4.4 44.55 10.5 4.5 11.22 10.5 4.5 45.77 10.6 4.6 11.51 10.6 4.6 46.96 10.7 4.7 11.79 10.7 4.7 48.12 10.8 4.8 12.07 10.8 4.8 49.25 10.9 4.9 12.34 10.9 4.9 50.36 11.0 5.0 12.61 11.0 5.0 51.45 11.1 5.1 12.87 11.1 5.1 52.51 11.2 5.2 13.12 11.2 5.2 53.55 ' 11.3 5.3 13.37 11.3 5.3 54.57 11.4 5.4 13.62 11.4 5.4 55.57 11.5 5.5 13.86 11.5 5.5 56.55 11.6 5.6 14.10 11.6 5.6 57.52 11.7 5.7 14.33 11.7 5.7 58.47 11.8 5.8 14.56 11.8 5.8 59.40 11.9 5.9 14.78 11.9 5.9 60.32 12.0 6.0 15.01 12.0 6.0 61.23 Notes: A (1) Q=CdA0((2g(ht-h2))/(1t((29Cd2n2L)/r.43)))"2 Eq.5.71 CERM 013893\2220\engr\Kbcalc18.xls[Submerged Outlet-Free] ' 2/2/99 9 : 21 :4 am Sverdrup Civil Inc page 1 ' - BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE DEV, 2YR BASIN 3 ROUTED TO CREEK --------------------------------------------------------------------- --------------------------------------------------------------------- ' LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- ' 2YR, PRE BASIN 3 ............. 0.00 3.15 DELTA CSTC-OUT 8.84 2 3.05 3 ac-ft ! 2/2/99 9 :43 :44 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ! SURFACE WATER MANAGEMENT PROJECT PRE-DEV, 10YR BASIN 3 ROUTED TO CREEK --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY ! MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ! <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10YR, PRE BASIN 3 ............ 0.00 6.30 DELTA CSTC-OUT 9.07 2 5.49 3 ac-ft ! ! 1 1 ! 1 ! 1 1 i 2/2/99 9 : 50 :48 am Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE-DEV, 25YR BASIN 3 ROUTED TO CREEK ---------- -- LEVEL POOL TABLE SUMMARY i MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (Cf) i25YR, PRE BASIN 3 ............ 0.00 8.37 DELTA CSTC-OUT 9.30 2 6.69 4 ac-ft 1 1 i i 1 i 1 P Inc page 10 : 11 : 55 am Sverdrup Civil1 1 2/2/99 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT 1 PRE-DEV, 100YR BASIN 3 ROUTED TO CREEK ------------------------------ LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR, PRE BASIN 3 ........... 0.00 10.62 DELTA CSTC-OUT 9.54 2 8.15 4 ac-ft 1 1 1 1 1 1 1 i 1 1) File Input Hydrograph Storage Discharge LPool Proj : SWMP �eeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° WQ, PRE 4-1 & 4-4 0 . 00 0 . 88 4A PRE1&4 9 .28 0 . 86 8 ° 02YR, PRE 4-1 & 4-4 0 . 00 10 . 70 4A PRE1&4 11 . 86 4 . 33 9 ° �5YR, PRE 4-1 & 4-4 0 . 00 14 . 35 4A PRE1&4 12 . 34 4 . 70 10 ° 10YR, PRE 4-1 & 4-4 0 . 00 19 . 07 4A PRE1&4 12 . 97 5 . 14 11 ° 25YR, PRE 4-1 & 4-4 0 . 00 23 . 90 4A PRE1&4 13 . 36 5 . 39 12 ° 050YR, PRE 4-1 & 4-4 0 . 00 24 . 38 4A PRE1&4 13 .40 5 .42 13 ° 1100YR, PRE 4-1 & 4-4 0 . 00 28 . 77 4A PRE1&4 13 . 77 5 . 65 14 ° 0 0 0 o 0 ° D Press any key to exit ° eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeof �enu: Perform Level pool computations using input table instructions PEE - D�v��oPME� C SW MP ' I�ASIN '-A Sva�Asws `1-\ y_y Ro�TED 'CHRovvH P'1A��v iliac-Y. SwA�F 1 29 99 2 :30 :37 m Sverdrup Civil Inc page 1 / / P P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' PRE SWMP BSN 4-1&4-4 ROUTED THRU MAIN TK STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. 4A ' Description: POND4A 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 10.80 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 11.10 14439 0.3315 12.90 113236 2.5995 14.70 468063 10.745 9.40 874.51 0.0201 11.20 17565 0.4032 13.00 121087 2.7798 14.80 494732 11.357 9.50 1093 0.0251 11.30 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 9.70 1530 0.0351 11.50 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 9.90 1968 0.0452 11.70 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 12.10 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 12.30 66128 1.5181 14.10 308051 7.0719 15.90 90054807 2067 10.60 7662 0.1759 12.40 73979 1.6983 14.20 334719 7.6841 10.70 8575 0.1968 12.50 81630 1.8786 14.30 361388 8.2963 1/29/99 2 :30 : 37 pm Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP BSN 4-1&4-4 ROUTED THRU MAIN TK 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 3.5278 12.75 4.9894 14.55 6.1108 ' 9.25 0.8032 11.05 3.6245 12.85 5.0582 14.65 6.1671 9.35 1.1667 11.15 3.7187 12.95 5.1261 14.75 6.2229 9.45 1.4353 11.25 3.8105 13.05 5.1931 14.85 6.2783 9.55 1.6599 11.35 3.9002 13.15 5.2513 14.95 6.3331 9.65 1.8571 11.45 3.9879 13.25 5.3246 15.05 6.3875 9.75 2.0352 11.55 4.0737 13.35 5.3892 15.15 6.4414 9.85 2.1988 11.65 4.1577 13.45 5.4530 15.25 6.4948 9.95 2.3509 11.75 4.2401 13.55 5.5160 15.35 6.5478 10.05 2.4938 11.85 4.3209 13.65 5.5783 15.45 6.6004 10.15 2.6289 11.95 4.4002 13.75 5.6400 15.55 6.6526 1 10.25 2.7573 12.05 4.4780 13.85 5.7010 15.65 6.7044 10.35 2.8801 12.15 4.5546 13.95 5.7613 15.75 6.7558 10.45 2.9978 12.25 4.6299 14.05 5.8210 15.85 6.8068 10.55 3.1110 12.35 4.7040 14.15 5.8801 15.95 6.8574 1 10.65 3.2203 12.45 4.7769 14.25 5.9386 16.05 6.8826 10.75 3.3259 12.55 4.8488 14.35 5.9966 10.85 3.4283 12.65 4.9196 14.45 6.0540 Boeing Commercial Airplane Group Surface Water Management Project ' Pre-SWMP Basin 4 ' Subbasins 4-1 &4-4 Discharge Pipe Length(ft)= 101 Diameter(in)= 12 , Invert Elevation= 9.05 Number of Culverts= 1 Manning's n= 0.013 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 9.15 ' Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs) (ft) Hyd.Head Q(cfs) h,(ft) h,(ft) ' 9.15 0.1 0.00 12.60 3.5 4.88 9.20 0.1 0.59 12.70 3.6 4.95 9.30 0.2 1.02 12.80 3.7 5.02 9.40 0.3 1.31 12.90 3.8 5.09 ' 9.50 0.4 1.56 13.00 3.9 5.16 9.60 0.5 1.76 13.10 4.0 5.23 9.70 0.6 1.95 13.20 4.1 5.29 9.80 0.7 2.12 13.30 4.2 5.36 , 9.90 0.8 P.28 13.40 4.3 5.42 10.00 0.9 2.42 13.50 4.4 5.48 10.10 1.1 2.56 13.60 4.5 5.55 10.20 1.2 2.69 13.70 4.6 5.61 10.30 1.2 2.82 13.80 4.7 5.67 ' 10.40 1.3 2.94 13.90 4.8 5.73 10.50 1.4 3.06 14.00 4.9 5.79 10.60 1.5 3.17 14.10 5.0 5.85 10.70 1.6 3.27 14.20 5.1 5.91 10.80 1.7 3.38 14.30 5.2 5.97 10.90 1.8 3.48 14.40 5.3 1 6.03 11.00 1.9 3.58 14.50 5.4 6.08 11.10 2.0 3.67 14.60 5.5 6.14 11.20 2.1 3.77 14.70 5.6 6.20 11.30 2.2 3.86 14.80 5.7 6.25 11.40 2.3 3.94 14.90 5.8 6.31 11.50 2.4 4.03 15.00 5.9 6.36 11.60 2.5 4.12 15.10 6.0 6.41 ' 11. 00 2.6 4.20 15.20 6.1 6.47 11.80 2.7 4.28 15.30 6.2 6.52 11.90 2.8 4.36 15.40 6.3 6.57 12.00 2.9 4.44 15.50 6.4 6.63 ' 12.10 3.0 4.52 15.60 6.5 6.68 12.20 3.1 4.59 15.70 6.6 6.73 12.30 3.2 4.67 15.80 6.7 6.78 12.40 3.3 4.74 15.90 6.8 6.83 12.50 1 3.4 4.81 16.00 J 6.9 6.88 , Notes: (1) Q=CdAo((2g(h,-h2))/(1+((29Cd2n'L)/r,4r3)))v2 Eq.5.71 CERM 013893\2220\engr\kbcalc29.)ds iSubbasin 4-1&4-4i ' r 1/29/99 2 : 30 :38 pm Sverdrup Civil Inc page 3 r BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP BSN 4-1&4-4 ROUTED THRU MAIN TK LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, PRE 4-1 & 4-4 0.00 0.88 4A PRE1&4 9.28 8 0.86 610.85 cf 2YR, PRE 4-1 & 4-4 ........... 0.00 10.70 4A PRE1&4 11.86 9 4.33 38088.94 cf 5YR, PRE 4-1 & 4-4 ........... 0.00 14.35 4A PRE1&4 12.34 10 4.70 69485.94 cf ' 10YR, PRE 4-1 & 4-4 . 0.00 19.07 4A PRE1&4 12.97 11 5.14 3 ac-ft 25YR, PRE 4-1 & 4-4 ......... 0.00 23.90 4A PREl&4 13.36 12 5.39 4 ac-ft 50YR, PRE 4-1 & 4-4 .......... 0.00 24.38 4A PRE1&4 13.40 13 5.42 4 ac-ft 100YR, PRE 4-1 & 4-4 ......... 0.00 28.77 4A PRE1&4 13.77 14 5.65 6 ac-ft r r r r r r r r r r r r 1) File Input Hydrograph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; ' ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° 01°WQ, PRE 4-5 0 . 00 1 . 05 PONDB POND"B" 9 . 18 0 .41 1 ° °2YR, PRE 4-5 0 . 00 4 . 54 PONDB POND"B" 9 . 55 1 . 98 2 ° 05YR, PRE 4-5 0 . 00 5 . 62 PONDB POND"B" 9 . 69 2 . 30 3 ° 010YR, PRE 4-5 0 . 00 6 . 98 PONDB POND"B" 9 . 87 2 . 66 4 ° °25YR, PRE 4-5 0 . 00 8 . 35 PONDB POND"B" 10 . 05 3 . 28 5 ° 050YR, PRE 4-5 0 . 00 8 .48 PONDB POND"B" 10 . 07 3 . 35 6 ° 0100YR, PRE 4-5 0 . 00 9 . 71 PONDB POND"B" 10 . 21 3 . 86 7 °1 0 0 0 0 ° ° 0 0 ° _>Done<====_______________= Press any key to exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef� Menu: Perform Level pool computations using input table instructions C3AbkN `l 9-5 Rom cr_p �NRo��N , PON[) Q„ i .wok ' 1/29/99 2 :49 :2 pm Sverdrup Civil Inc page 1 P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, 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 11.11 51825 1.1197 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 21169 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 10.40 33367 0.7660 12.00 77587 1.7612 13.60 128392 2.9475 10.50 35967 0.8257 12.10 80675 1.8520 13.70 131713 3.0237 r t 1/29/99 2 :49 :3 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-5 ROUTED THRU POND "B" STAGE DISCHARGE TABLE====____________________ ' CUSTOM DISCHARGE ID No. POND"B" , Description: PONDB STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) Cfs-- ------- ' 9.15 0.0000 10.45 4.2750 11.75 6.0465 13.05 22.903 9.25 0.9585 10.55 4.4365 11.85 6.1620 13.15 23.719 9.35 1.3920 10.65 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 10.85 4.8890 12.15 7.6740 13.45 25.990 9.65 2.2160 10.95 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 2.8050 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 11.45 5.6870 12.75 19.584 14.05 29.653 10.25 3.9320 11.55 5.8095 12.85 21.155 10.35 4.1070 11.65 5.9290 12.95 22.050 r Boeing Commercial Airplane Group 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)t'I 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) (ft2) (ft') Hb(ft) C (cfs)(2) (cfs)(1) (cfs)12) (cfs)131 (cfs)(') 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 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 1.25 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 0.12 0.79 9.15 1.65 0.62 2.67 1.36 0.79 0.00 4.82 10.9 0.42 0.21 0.12 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 0.12 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 0.12 0.79 9.15 2.25 0.62 3.12 1.59 0.92 0.00 5.62 11.5 0.42 0.21 0.12 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 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 0.12 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 3.20 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 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 1 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 1 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)(2gHb)112 (3) Q=9.739(D)(H)-4 W&Fl- Q=3.782(D2)(H)vzorff-Fbw ' Flow transitions from weir to orifice flow at 0.80 feet of head. ' 013893\2220\engr\Ktcalc19.xls[2-Year Tailwater] 1/29/99 2 :49 :4 pm Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, 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 4-5 0.00 1.05 PONDB POND"B" 9.18 1 0.41 4238.77 cf , 2YR, PRE 4-5 .......... ....... 0.00 4.54 PONDB POND"B" 9.55 2 1.98 12677.56 cf 5YR, PRE 4-5 ................. 0.00 5.62 PONDB POND"B" 9.69 3 2.30 15804.16 cf 10YR, PRE 4-5 ................ 0.00 6.98 PONDB POND"B" 9.87 4 2.66 20067.91 cf ' 25YR, PRE 4-5 ................ 0.00 8.35 PONDB POND"B" 10.05 5 3.28 24287.34 cf 50YR, PRE 4-5 ................ 0.00 8.48 PONDB POND"B" 10.07 6 3.35 24685.91 cf 100YR, PRE 4-5 ............... 0.00 9.71 PONDB POND"B" 10.21 7 3.86 28440.31 cf ' r r D File Input Hydrograph Storage Discharge LPool Proj : SWMP �eeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° -------------------------------------------------------------------------- 0 WQ, PRE 4-1, 4-4, 4-5 0 . 00 1 . 23 P1&P4&P5 P1&P4&P5 9 . 19 1 . 03 8 ° 02YR, PRE 4-1, 4-4, 4-5 0 . 00 6 . 02 P1&P4&P5 Pl&P4&P5 9 . 74 5 . 68 9 ° 5YR, PRE 4-1, 4-4 , 4-5 0 . 00 6 . 73 P1&P4&P5 Pl&P4&P5 9 . 88 6 . 31 10 0 10YR, PRE 4-1, 4-4 , 4-5 0 . 00 7 . 36 P1&P4&P5 P1&P4&P5 10 . 03 6 . 96 11 ° 25YR, PRE 4-1, 4-4, 4-5 0 . 00 8 . 19 Pl&P4&P5 P1&P4&P5 10 . 17 7 .49 12 ° °50YR, PRE 4-1, 4-4, 4-5 0 . 00 8 . 28 Pl&P4&P5 P1&P4&P5 10 . 18 7 . 53 13 ° 100YR, PRE4-1, 4-4, 4-5 0 . 00 9 . 02 Pl&P4&P5 P1&P4&P5 10 . 30 7 . 96 14 ° 0 0 0 ' 0 0 ° Press any key to exit ° �eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef �enu: Perform Level pool computations using input table instructions SwMR ' _ -Li y- S RovTED r P 46:21:3 1 29 99 m Sverdrup Civil Inc page 1 , / / BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-1, 4-4 , & 4-5 ROUTED 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 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 r 1/29/99 3 :21 :46 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-1, 4-4 , & 4-5 ROUTED STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. POND"B" Description: PONDB r STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---Cfs-- ------- 9.15 0.0000 10.45 4.2750 11.75 6.0465 13.05 22.903 9.25 0.9585 10.55 4.4365 11.85 6.1620 13.15 23.719 9.35 1.3920 10.65 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 10.85 4.8890 12.15 7.6740 13.45 25.990 ' 9.65 2.2160 10.95 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 2.8050 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 11.45 5.6870 12.75 19.584 14.05 29.653 10.25 3.9320 11.55 5.8095 12.85 21.155 10.35 4.1070 11.65 5.9290 12.95 22.050 Boeing Commercial Airplane Group Surface Water Management Project ' Pre-SWMP Basin 4 ' Subbasins 4-1,4-4&4-5 Discharge Pipe Length(ft)= 724 Diameter(in)= 24 Invert Elevation= 8.15 Number of Culverts= 1 Manning's n= 0.013 Coefficient,Cd= 0.62 ' Tailwater,h2(ft)= 9.15 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs) ' (ft) Hyd.Head Q(cfs) In, (ft) In (ft) 9.15 1.0 0.00 12.60 4.4 13.78 9.20 1.1 1.66 12.70 4.5 13.98 9.30 1.2 2.87 12.80 1 4.6 14.18 9.40 1.3 3.71 12.90 4.7 14.37 9.50 1.4 4.39 13.00 4.8 14.56 9.60 1.5 4.98 13.10 4.9 14.75 ' 9.70 1.6 5.50 13.20 5.0 14.93 9.80 1.7 5.98 13.30 5.1 15.12 9.90 1.8 6.43 13.40 5.2 15.30 10.00 1.9 6.84 13.50 5.3 15.48 10.10 2.0 7.23 13.60 5.4 15.65 10.20 2.1 7.60 13.70 5.5 15.83 10.30 2.2 7.96 13.80 5.6 16.00 10.40 2.2 8.30 13.90 5.7 16.17 10.50 2.3 8.62 14.00 5.8 16.34 10.60 2.4 8.94 14.10 5.9 16.51 10.70 2.5 9.24 14.20 6.0 16.68 10.80 2.6 9.53 14.30 6.1 16.84 10.90 2.7 9.82 14.40 6.2 17.00 , 11.00 2.8 10.09 14.50 6.3 17.16 11.10 2.9 10.36 14.60 6.4 17.32 11.20 3.0 10.62 14.70 6.5 17.48 11.30 3.1 10.88 14.80 6.6 17.64 11.40 3.2 11.13 14.90 6.7 17.79 11.50 3.3 11.38 15.00 6.8 17.95 11.60 3.4 11.62 15.10 6.9 18.10 11.70 3.5 11.85 15.20 7.0 18.25 , 11.80 3.6 12.08 15.30 7.1 18.40 11.90 3.7 12.31 15.40 7.2 18.55 12.00 3.8 12.53 15.50 7.3 18.70 12.10 3.9 12.75 15.60 7.4 18.85 ' 12.20 4.0 12.96 15.70 7.5 18.99 12.30 4.1 13.17 15.80 7.6 19.14 12.40 4.2 13.38 15.90 7.7 19.28 12.50 4.3 13.58 16.00 7.8 19.42 , Notes: (1) Q=CdAo((2g(h,-h2))/(1+((29Cd2r,2L)/r,4")))112 Eq.5.71 CERM e 013893\2220\engr\kbca1c29.x1s[Subbasin 4-1,4-4,&4-51 ' 1/29/99 3 :21 :47 pm Sverdrup Civil Inc page 3 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-1, 4-4, & 4-5 ROUTED rLEVEL POOL TABLE SUMMARY=====__________________ ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, PRE 4-1,4-4,4-5 0.00 1.23 P1&P4&P5 P1&P4&P5 9.19 8 1.03 4795.72 cf 2YR, PRE 4-1,4-4,4-5 ......... 0.00 6.02 P1&P4&PS P1&P4&P5 9.74 9 5.68 18582.67 cf SYR, PRE 4-1,4-4,4-5 ......... 0.00 6.73 Pl&P4&PS P1&P4&P5 9.88 10 6.31 22017.26 cf ' 10YR,PRE 4-1,4-4,4-5 . ... 0.00 7.36 Pl&P4&P5 P1&P4&PS 10.03 11 6.96 26302.24 cf 25YR,PRE 4-1,4-4,4-5 ..... 0.00 8.19 P1&P4&P5 P1&P4&P5 10.17 12 7.49 31107.51 cf 50YR,PRE 4-1,4-4,4-5 ......... 0.00 8.28 Pl&P4&P5 P1&P4&P5 10.18 13 7.53 31556.14 cf ' 100YR,PRE4-1,4-4,4-5 ......... 0.00 9.02 P1&P4&P5 P1&P4&P5 10.30 14 7.96 35727.96 cf 1 r 1) File Input Hydrograph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee;� ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° 01°WQ, PRE SWMP 4-6 0 . 00 0 . 26 PONDC COMBO2 10 . 00 0 . 26 1 ° 02YR, PRE SWMP 4-6 0 . 00 1 . 29 PONDC COMBO2 11 .32 0 . 39 2 ° 05YR, PRE SWMP 4-6 0 . 00 1 . 66 PONDC COMBO2 11 .48 0 . 54 3 °� 010YR, PRE SWMP 4-6 0 . 00 2 . 14 PONDC COMBO2 11 . 67 0 . 69 4 ° 025YR, PRE SWMP 4-6 0 . 00 2 . 63 PONDC COMBO2 11 . 89 0 . 88 5 ° 050YR, PRE SWMP 4-6 0 . 00 2 . 68 PONDC COMBO2 11 . 91 0 . 90 6 ° 0100YR, PRE SWMP 4-6 0 . 00 3 . 13 PONDC COMBO2 12 . 11 1 . 05 7 0 0 0 o 0 ° ____________>Done<====_______________= Press any key to exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef' Menu: Perform Level pool computations using input table instructions ' ARE - OEM C �.OPME-N i cJ wf`-lI" QASit,J Lf—(o ROv CED iN2ovv�l ' J 0 a- YeAR Ati�.��z�=R = 91t5 1 ' 1 29 99 3 : 34 : 30 m Sverdrup Civil Inc a/ / p p page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4_6 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 1 1/29/99 3 :34 :30 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP , SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-6 ROUTED THRU POND "C" STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMBO2 r Description: POND "C" COMBO STRUCTURE Structure : PONDC2 Structure : Structure : RISER Structure : ' Structure : 1 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> -(ft)=====cfs (ft)=====cfs (ft)=====cfs (ft)=====cfs=====_______= r 10.00 0.0000 10.80 0.2995 11.60 0.6469 12.40 1.2161 10.10 0.1059 10.90 0.3177 11.70 0.7101 12.50 1.2671 10.20 0.1498 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 11.20 0.3669 12.00 0.9747 12.75 2.6021 10.50 0.2368 11.30 0.3818 12.10 1.0431 r 10.60 0.2594 11.40 0.3963 12.20 1.1050 10.70 0.2802 11.50 0.5680 12.30 1.1623 r r 1 r r r r r r r 1/29/99 3 : 34 :30 pm Sverdrup Civil Inc page 3 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-6 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 ft 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 1 1/29/99 3 :34 :30 pm Sverdrup Civil Inc page 4 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-6 ROUTED THRU 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---> (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 0.0000 12.70 0.8711 1 1/29/99 3 :34 :31 pm Sverdrup Civil Inc page 5 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4-6 ROUTED THRU 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 SWMP 4-6 ............. 0.00 0.26 PONDC COMB02 10.00 1 0.26 0.00 cf 2YR, PRE SWMP 4-6 ............ 0.00 1.29 PONDC COMB02 11.32 2 0.39 2036.56 cf 5YR, PRE SWMP 4-6 ............ 0.00 1.66 PONDC COMB02 11.48 3 0.54 3041,46 cf ' 10YR,PRE SWMP 4-6 0.00 2.14 PONDC COMB02 11.67 4 0.69 4367.47 cf 25YR,PRE SWMP 4-6 0.00 2.63 PONDC COMB02 11.89 5 0.88 5940.34 cf 50YR,PRE SWMP 4-6 ............ 0.00 2.68 PONDC COMB02 11.91 6 0.90 6092.61 cf ' 100YR,PRE SWMP 4-6 ........... 0.00 3.13 PONDC COMB02 12.11 7 1.05 7561.36 cf 1 1) File Input Hydrograph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ;' 0 MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° °WQ, PRE BASIN 4 0 . 00 1 . 24 4C 4C 9 . 12 0 . 89 8 °2YR, PRE BASIN 4 0 . 00 7 . 15 4C 4C 9 . 23 7 . 14 9 ° °5YR, PRE BASIN 4 0 . 00 8 . 13 4C 4C 9 . 24 8 . 13 10 0 -10YR, PRE BASIN 4 0 . 00 10 . 06 4C 4C 9 . 26 10 . 06 11 025YR, PRE BASIN 4 0 . 00 12 . 08 4C 4C 9 . 30 12 . 06 12 ° °50YR, PRE BASIN 4 0 . 00 12 . 27 4C 4C 9 . 30 12 . 25 13 ° 0100YR, PRE BASIN 4 0 . 00 13 . 97 4C 4C 9 . 33 13 . 77 14 0 0� 0 0 o 0 ° _______________>Done<====_______________= Press any key to exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef, Menu: Perform Level pool computations using input table instructions t pE\E1- 09tnC-tv-T 5Sw. -1 F C3A5��1 y SQo6P61t'jS Lj_1Iy-��y-3, `1-L1, y-5" F�L F_ASE RATES i d SMQGSROo�. C�2CrK ' t P 21:47:3 1 29 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4 , ROUTED TO SPRINGBROOK ' STAGE STORAGE TABLE ' 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- i6 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 188518 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 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 B.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 1/29/99 3 :47 :21 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4 , ROUTED TO SPRINGBROOK STAGE DISCHARGE TABLE 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 10.05 31.453 10.95 44.494 11.85 54.496 9.25 10.131 10.15 33.156 11.05 45.713 11.95 55.497 ' 9.35 14.714 10.25 34.777 11.15 46.901 12.05 56.479 9.45 18.103 10.35 36.325 11.25 48.060 12.15 57.445 9.55 20.935 10.45 37.809 11.35 49.191 12.25 58.394 9.65 23.423 10.55 39.237 11.45 50.297 12.35 59.329 ' 9.75 25.669 10.65 40.615 11.55 51.379 12.45 60.249 9.85 27.732 10.75 41.948 11.65 52.439 12.55 60.705 9.95 29.651 10.85 43.240 11.75 53.477 ' Boeing Commercial Airplane Group Surface Water Management Project ' Pre-SWMP Basin 4 Discharge to Springbrook Creek Length(ft)= 45 1 Diameter(in)= 36 Invert Elevation= 6.25 Number of Culverts= 1 Manning's n= 0.013 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 9.15 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I' (ft) Hyd.Head Q(cfs) h1 (ft) ht (ft) 9.15 2.9 0.00 12.60 6.3 61.60 ' 9.20 3.0 7.42 12.70 6.4 62.49 9.30 3.1 12.85 12.80 6.5 63.37 9.40 3.2 16.58 12.90 6.6 64.23 9.50 3.3 19.62 13.00 6.7 65.08 9.60 3.4 22.25 13.10 6.8 65.92 9.70 3.5 24.60 13.20 6.9 66.75 9.80 3.6 26.74 13.30 7.0 67.57 9.90 3.7 28.72 13.40 7.1 68.38 10.00 3.8 30.58 13.50 7.2 69.17 10.10 3.9 32.33 13.60 7.3 69.97 10.20 4.0 33.99 13.70 7.4 70.75 10.30 4.1 35.57 13.80 7.5 71.52 ' 10.40 4.2 37.08 13.90 7.6 72.29 10.50 4.2 38.54 14.00 7.7 73.04 10.60 4.3 39.94 14.10 7.8 73.79 10.70 4.4 41.29 14.20 7.9 74.53 10.80 4.5 42.60 14.30 8.0 75.27 ' 10.90 4.6 43.88 14.40 8.1 75.99 11.00 4.7 45.11 14.50 8.2 76.72 11.10 4.8 46.31 14.60 8.3 77.43 11.20 4.9 47.49 14.70 8.4 78.14 ' 11.30 5.0 48.63 14.80 8.5 78.84 11.40 5.1 49.75 14.90 8.6 79.53 11.50 5.2 50.84 15.00 8.7 80.22 11.60 5.3 51.91 15.10 8.8 80.90 ' 11.70 5.4 52.96 15.20 8.9 81.58 11.80 5.5 53.99 15.30 9.0 82.25 11.90 5.6 55.00 15.40 9.1 82.92 12.00 5.7 55.99 15.50 9.2 83.58 12.10 5.8 56.97 15.60 9.3 84.23 12.20 5.9 57.92 15.70 9.4 84.88 12.30 6.0 58.87 15.80 9.5 85.53 12.40 6.1 59.79 15.90 9.6 86.17 ' 12.50 6.2 60.71 16.00 9.7 86.81 Notes:(1) Q=Cd^A 0((2g(hi-h2))/(1t((29Cd2n2L)/rH4/3)))112r Eq.5.71 CERM 013893\2220\engr\kbca1c29.x1s[Basin 4 to Creek] 1/29/99 3 :47 :22 pm Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT PRE SWMP, BASIN 4, 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, PRE BASIN 4 0.00 1.24 4C 4C 9.12 8 0.89 36306 41 cf ' 2YR, PRE BASIN 4 ............. 0.00 7.15 4C 4C 9.23 9 7.14 38065.53 cf SYR, PRE BASIN 4 ............. 0.00 8.13 4C 4C 9.24 10 8.13 38277.68 cf JOYR,PRE BASIN 4 0.00 10.06 4C 4C 9.26 11 10.06 38630.82 cf 25YR,PRE BASIN 4 .... 0.00 12.08 4C 4C 9.30 12 12.06 39126.73 cf 50YR,PRE BASIN 4 ............. 0.00 12.27 4C 4C 9.30 13 12.25 39167.08 cf 100YR,PRE BASIN 4 ............ 0.00 13.97 4C 4C 9.33 14 13.77 39742.14 cf ' Boeing Commercial Airplane Group ' Surface Water Management Project ' Post-Development Basin A, Subbasin A-3 ' 24-Hour Peak Peak Peak 2-year Storm Inflow Stage Outflow Tailwater Event (cfs) (ft) (cfs) Elevation 2 year 21.96 9.41 15.69 9.30 10 year 37.07 10.06 24.51 9.80 ' 25 year 45.67 10.41 28.87 10.05 100 year 54.32 10.78 33.33 10.30 ' Subbasin A-3 routed through Pond "D" to CSTC Pond. ' Sverdrup Civil, Inc. 014002\2220\engr\kbca1c30.x1s[Post-Basin A-31 Appendix D 2/4/99 2/2/99 4 :56 :41 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT POST SWMP, POND"D" STORAGE STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. POND"D" , Description: POND "D" ST AGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> ' (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- 8 50 0.0000 0.0000 10.40 183154 4.2046 12.30 404905 9.2953 14.20 673943 15.472 8.60 8513 0.1954 10.50 193948 4.4524 12.40 417969 9.5953 14.30 689867 15.837 8.70 17025 0.3908 10.60 204742 4.7002 12.50 431034 9.8952 14.40 705792 16.203 ' 8.80 25538 0.5863 10.70 215537 4.9480 12.60 444098 10.195 14.50 721717 16.568 8.90 34050 0.7817 10.80 226331 5.1958 12.70 457162 10.495 14.60 737642 16.934 9.00 42563 0.9771 10.90 237126 5.4437 12.80 470226 10.795 14.70 753567 17.300 ' 9.10 52304 1.2007 11.00 247920 5.6915 12.90 483291 11.095 14.80 769491 17.665 9.20 62046 1.4244 11.10 259699 5.9619 13.00 496355 11.395 14.90 785416 18.031 9.30 71787 1.6480 11.20 271478 6.2323 13.10 510929 11.729 15.00 801341 18.396 9.40 81528 1.8716 11.30 283258 6.5027 13.20 525503 12.064 15.10 81B672 18.794 ' 9.50 91270 2.0953 11.40 295037 6.7731 13.30 540076 12.398 15.20 836003 19.192 9.60 101011 2.3189 11.50 306816 7.0435 13.40 554650 12.733 15.30 853334 19.590 9.70 110752 2.5425 11.60 318595 7.3139 13.50 569224 13.068 15.40 870665 19.988 ' 9.80 120493 2.7661 11.70 330374 7.5844 13.60 583798 13.402 15.50 887996 20.386 9.90 130235 2.9898 11.80 342154 7.8548 13.70 598372 13.737 15.60 905327 20.783 10.00 139976 3.2134 11.90 353933 8.1252 13.80 612945 14.071 15.70 922658 21.181 10.10 150770 3.4612 12.00 365712 8.3956 13.90 627519 14.406 15.80 939989 21.579 ' 10.20 161565 3.7090 12.10 378776 8.6955 14.00 642093 14.740 15.90 957320 21.977 10.30 172359 3.9568 12.20 391841 8.9954 14.10 658018 15.106 16.00 974651 22.375 2/2/99 7 : 5 :28 am Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEV 2YR, BASIN A-3 ROUTED --------------------------------------------------------------------- ' STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. POND"D" Description: PONDD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft, ---CfS-- ------- (ft, ---CfS-- ------- ' 9.30 0.0000 10.00 40.430 10 70 57 176 11 40 70.026 9.40 15.281 10.10 43.221 10.80 59.183 11.50 71.674 ' 9.50 21.611 10.20 45.843 10.90 61.124 11.60 73.285 9.60 26.468 10.30 48.323 11.00 63.005 11.70 74.861 9.70 30.562 10.40 50.681 11.10 64.832 11.80 76.405 ' 9.80 34.169 10.50 52.935 11.20 66.601 11.90 77.911 9.90 37.431 10.60 55.097 11.30 68.339 12.00 79.403 BoeingCommercial Airplane Group , P P Post-Development Surface Water Management Project (2 year tailwater) ' Pond "D" Outlet Structure Tailwater Elevation = 9.30 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ' (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 8.5 0.00 0.00 0.00 0.00 , 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 ' 8.9 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 , 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 9.4 30.04 21.53 15.28 15.28 9.5 42.49 30.45 21.61 21.61 , 9.6 52.04 37.30 26.47 26.47 9.7 60.09 43.07 30.56 30.56 9.8 67.18 48.15 34.17 34.17 ' 9.9 73.59 52.74 37.43 37.43 10.0 79.49 56.97 0.00 40.43 40.43 10.1 84.98 60.90 2.20 43.22 43.22 ' 10.2 90.13 64.60 6.22 45.84 45.84 10.3 95.01 68.09 11.43 48.32 48.32 10.4 99.64 71.42 17.59 50.68 50.68 , 10.5 104.07 74.59 24.59 52.94 52.94 10.6 108.32 77.64 32.32 55.10 55.10 10.7 112.41 80.57 40.73 57.18 57.18 10.8 116.36 83.40 49.77 59.18 59.18 ' 10.9 120.17 86.13 59.38 61.12 61.12 11.0 123.87 88.78 69.55 63.01 63.01 11.1 127.46 91.36 80.24 64.83 64.83 , 11.2 130.96 93.86 91.43 66.61 66.61 11.3 134.36 96.30 103.09 68.34 68.34 11.4 137.68 98.67 115.21 70.03 70.03 11.5 140.92 101.00 127.77 71.67 71.67 11.6 144.08 103.27 140.76 73.29 73.29 11.7 147.18 105.49 154.16 74.86 74.86 ' 11.8 150.22 107.66 167.96 76.41 76.41 11.9 153.19 109.80 182.15 77.92 77.92 12.0 156.11 111.89 196.72 79.40 79.40 014002\2220\engr\culverts.xls[Pond'D'outlet Summary(2yr)] Boeing Commercial Airplane Group ' Post-Development Surface Water Management Project (2 year tailwater) Culvert Design ' Submerged Outlet (Pond"D"Control Structure) INLET PIPE OUTLET PIPE ' Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 ' Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 9.30 Tailwater,h2(ft)= 9.30 ' Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I'1 (ft) Hyd.Head Q(cfs)I' h, (ft) h, (ft) 8.5 7.0 0.00 8.5 7.0 0.00 ' 8.6 7.1 0.00 8.6 7.1 0.00 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 ' 9.0 7.5 0.00 9.0 7.5 0.00 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 9.4 7.9 30.04 9.4 7.9 15.28 9.5 j 8.0 42.49 9.5 8.0 21.61 9.6 8.1 52.04 9.6 8.1 26.47 9.7 8.2 60.09 9.7 8.2 30.56 ' 9.8 8.3 1 67.18 9.8 8.3 34.17 9.9 8.4 73.59 9.9 8.4 37.43 10.0 8.5 79.49 10.0 8.5 40.43 10.1 8.6 84.98 10.1 8.6 43.22 10.2 8.7 90.13 10.2 8.7 45.84 ' 10.3 8.8 95.01 10.3 8.8 48.32 10.4 8.9 99.64 10.4 8.9 50.68 10.5 9.0 104.07 10.5 9.0 52.94 10.6 9.1 108.32 10.6 9.1 55.10 ' 10.7 9.2 112.41 10.7 9.2 57.18 10.8 9.3 116.36 10.8 9.3 59.18 10.9 9.4 120.17 10.9 9.4 61.12 11.0 9.5 123.87 11.0 9.5 63.01 ' 11.1 9.6 127.46 11.1 9.6 64.83 11.2 9.7 130.96 11.2 9.7 66.61 11.3 9.8 134.36 11.3 9.8 68.34 11.4 9.9 137.68 11.4 9.9 70.03 ' 11.5 10.0 140.92 11.5 10.0 71.67 11.6 10.1 144.08 11.6 10.1 73.29 11.7 10.2 147.18 11.7 10.2 74.86 11.8 10.3 150.22 11.8 10.3 76.41 11.9 10.4 153.19 11.9 10.4 77.92 ' 12.0 10.5 156.11 12.0 10.5 79.40 Notes: (1) Q=CdA0((2g(h1-h2))/(1+((29Cd2n2L)/rH413)))1/2 Eq.5.71 CERM 1 014002\2220%engr\culverts.xls(Submerged Outlet(2yr)J Boeing Commercial Airplane Group Surface Water Management Project Post-Development , (2 year tailwater) 36-inch Diameter Telescoping Outlet ' Riser, Dia= 36.00 In. No. of Risers= 2 Tailwater= 9.30 , Stage Dif. Head Flowrate (ft) at Orifice Riser , Hb(ft) (cfs)(1) 8.5 -0.80 0.00 8.6 -0.70 0.00 ' 8.7 -0.60 0.00 8.8 -0.50 0.00 8.9 -0.40 0.00 9.0 -0.30 0.00 ' 9.1 -0.20 0.00 9.2 -0.10 0.00 9.3 0.00 0.00 9.4 0.10 21.53 ' 9.5 0.20 30.45 9.6 0.30 37.30 9.7 0.40 43.07 ' 9.8 0.50 48.15 9.9 0.60 52.74 10.0 0.70 56.97 10.1 0.80 60.90 , 10.2 0.90 64.60 10.3 1.00 68.09 10.4 1.10 71.42 10.5 1 1.20 74.59 , 10.6 1.30 77.64 10.7 1.40 80.57 10.8 1.50 83.40 , 10.9 1.60 86.13 11.0 1.70 88.78 11.1 1.80 91.36 11.2 1.90 93.86 ' 11.3 2.00 96.30 11.4 2.10 98.67 11.5 2.20 101.00 11.6 2.30 103.27 ' 11.7 2.40 105.49 11.8 2.50 107.66 11.9 2.60 1 109.80 12.0 2.70 111.89 Notes: (1) Q=9.739(D)(Hff2,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)112,Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xls[36"Risers(2yr)] , ' BoeingCommercial Airplane Group P P ' Surface Water Management Project Post-Development (2 year tailwater) ' Suppressed Weir (inside Pond "D" discharge structure) ' Weir Length (ft) = 13.0 Weir Elevation = 10.00 ' Tailwater= 9.30 Stage Hyd. Head Flowrate ' (ft) Upstream Riser Hup (ft) (cfs) (1) 10.0 0.00 0.00 ' 10.1 0.10 2.20 10.2 0.20 6.22 10.3 0.30 11.43 10.4 0.40 17.59 10.5 0.50 24.59 10.6 0.60 32.32 10.7 0.70 40.73 10.8 0.80 49.77 10.9 0.90 59.38 11.0 1.00 69.55 ' 11.1 1.10 80.24 11.2 1.20 91.43 11.3 1.30 103.09 11.4 1.40 115.21 ' 11.5 1.50 127.77 11.6 1.60 140.76 11.7 1.70 154.16 ' 11.8 1.80 167.96 11.9 1.90 182.15 12.0 2.00 196.72 Notes: (1) Q = 2/3(b)(2g)112(H)3/2 1 014002\2220\engr\culverts.xis[Overflow Weir(2yr)] 3'-6' 3•-0' 4'-6" FLOOR BOX— NOTES: g ' U e e 1. ALL PIPES SHALL BE CAST INTO VAULT TE 24 OUTFALL WALLS DURING CONSTRUCTION OF VAULT. cIYPI ) NOTE: .• 2. PIPES ENTERING AND EXITING VAULT SHALL LADDERS OMITTED RAVE A PIPE JOINT LOCATED OUTSIDE THE U I F I FOR CLARITY n VAULT WITHIN DISTANCE NO GREATER THAN Y ryp 1/2 THE PIPE DIAMETER. °d rc� REFER TO DRAWING N REFER 00 FOR HIGH WATER IC(a I iX01 a a J LOCATION OF VAULT 36-0 TELESCOPING VALVE(NRS) EL 11.5 FLENGTH(EL 2'-5" w W I 1 t DRAN EESIGN (EL 8.00-8.50 El 9.75) LIFTING STRAP O w SV6 AND SV7 EL. 10.0 i�Vl cO w a VALVE GLAND GATE CANAL Z WIPER GASKET GATE SVl-SVI U _ y, 1 I• I ♦1 I I 1 1 I I 60TE INLET SV6 EL.6.50 0 N — PIPE JOINT A z w _ NOTE 2 _ EL. 7.60 _ _ _ 38TE DI SPOOL(FL.FL) ` �; i 6' s 36TE STEEL SPOOL(FLVPE) `U Z w I UDDER(iYP) GATE CANAL WITH SEEP RING GATE((4 PLCS) 4 tO 36 0 01 BASE I1SV7-SL4 • _ EL.5.56 BEND FL.FIOw —24'�MH 60'SLUIOE ( ) m , (ABA'TYP) 1 136TE TE(LESCOPING GATE PIPE JOINT � 24.0 CANAL GATE I I Y eANTISNOTE 2 SV5izIE 1.75 1 IE-1.5 ms U D+ SUMP W 24"0 OUTFALL ITH GRATING(TYP) j �j SHIM AND GROUT BASE PLATE ANCHORED 1 AS REQUIRED- W/(4)7/6TE ADHESIVE SiS y 60"SLUICE 1 1 B ANCHORS,MIN 6 5/6' yl td SATE 141-6 2'-6' iC(D 1 )001 n SECTION �A1 EMBEDMENT REMOVABLE SLAB ABOVE -REMOVABLE TOP SLAB NON-RISING FLOOR 80X ,1 STEM(TYP) I (ABOVE.TYP) HIGH WATER EL 11.5 36'TELESCOPING 60TE INLET VALVE(NRS),RANGE 10'-6' _ EL 6.DD-9.75(TW) DESIGN L A NOTE: IC(D IC(D)001 FOUR CLARITY E0 Jam)01 SPOOL(FUFL) �SEEP RING L+ DETAIL RAN BELOM TOP SLAB / I 1`M N i/4 STEEL PLATE 3 1C( 27 tt )SIT 12'6.0 1' 2' J' 4' S' 36TE DI BASE REINFORCING PER 24'CANAL GATE(NRS) BEND(FLdL) STRUCTURAL PLANS SV5 (TYP) BUSHED OOR 00% OPERATING NUT WALL OF PIPE TOP STEM BUSHING t DETAIL r3 • A SCALL NOW lt(0 I �D2 EXTEND OPENING AS n REQUIRED 70 ACCOMMODATE STEM AND LIFT ASSEMBLY NON-RISING STEM PER GATE/VALVE MANUFACTURER 4 NOTE:FIELD LOCATE FLOOR BOX CENTERED ABOVE STEM. DETAIL noo Box �21 SECTION �B1 I C(D ICb)s(Il 1C(0 1I 12.6.0 1 2' 3' 4' 5' ' 2 2 99 4 :44 :40 m Sverdrup Civil Inc page 1 / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 2YR, A-3 ROUTED THRU POND-ID" --------------------------------------------------------------------- --------------------------------------------------------------------- ' LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2YR, POST A-3 ................ 0.00 21.96 POND"D" POND"D" 9.41 1 15.69 12157.61 cf 4 Sverdrup Civil Inc page 1 ' 2/1/99 9 : 8 .3 pm p P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEV 10YR, BASIN A-3 ROUTED -------------------------------------- - - STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 10-PST-D , Description: 10-PST-D STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ' (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---cfS-- ------- 9.80 0.0000 10.40 37.431 11.00 52.935 11.60 64.832 9.90 15.281 10.50 40.430 11.10 55.097 11.70 66.608 10.00 21.611 10.60 43.221 11.20 57.176 11.80 68.339 ' 10.10 26.468 10.70 45.843 11.30 59.183 11.90 70.026 10.20 30.562 10.80 48.323 11.40 61.124 12.00 71.674 10.30 34.169 10.90 50.681 11.50 63.005 1 BoeingCommercial Airplane Group P P Post-Development Surface Water Management Project (10 year tailwater) Pond "D" Outlet Structure Tailwater Elevation = 9.80 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) (cfs) (cfs) (cfs) (cfs) cfs ' 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 ' 8.8 0.00 0.00 0.00 0.00 8.9 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 9.4 0.00 0.00 0.00 0.00 9.5 0.00 0.00 0.00 0.00 9.65 0.00 0.00 0.00 0.00 9.7 0.00 0.00 0.00 0.00 9.8 0.00 0.00 0.00 0.00 9.9 30.04 21.53 15.28 15.28 10.0 42.49 30.45 0.00 21.61 21.61 ' 10.1 52.04 37.30 1.40 26.47 26.47 10.2 60.09 43.07 3.87 30.56 30.56 10.3 67.18 48.15 7.05 34.17 34.17 10.4 73.59 52.74 10.82 37.43 37.43 10.5 79.49 56.97 15.10 40.43 40.43 10.6 84.98 60.90 19.84 43.22 43.22 10.7 90.13 64.60 25.01 45.84 45.84 ' 10.8 95.01 68.09 30.56 48.32 48.32 10.9 99.64 71.42 36.49 50.68 50.68 11.0 104.07 74.59 42.77 52.94 52.94 11.1 108.32 77.64 49.39 55.10 55.10 11.2 112.41 80.57 56.32 57.18 57.18 11.3 116.36 83.40 63.57 59.18 59.18 ' 11.4 120.17 86.13 71.12 61.12 61.12 11.5 123.87 88.78 78.96 63.01 63.01 11.6 127.46 91.36 87.08 64.83 64.83 11.7 130.96 93.86 95.47 66.61 66.61 11.8 134.36 96.30 104.14 68.34 68.34 11.9 137.68 98.67 113.07 70.03 70.03 12.0 140.92 101.00 122.25 71.67 71.67 014002\2220\engr\culverts.xls[Post-Pond T'Summary(10yr)] Boeing Commercial Airplane Group Post-Development Surface Water Management Project (10 year tailwater) Culvert Design Submerged Outlet , (Pond "D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 , Tailwater,h2(ft)= 9.80 Tailwater,h2(ft)= 9.80 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)0 (ft) Hyd.Head Q(cfs) h, (ft) h, (ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 ' 8.7 1 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 9.0 7.5 0.00 9.0 7.5 0.00 ' 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 9.4 7.9 0.00 9.4 7.9 0.00 9.5 8.0 0.00 9.5 8.0 0.00 9.6 8.1 0.00 9.6 8.1 0.00 9.7 8.2 0.00 9.7 8.2 0.00 9.8 8.3 0.00 9.8 8.3 0.00 9.9 8.4 30.04 9.9 8.4 15.28 ' 10.0 8.5 42.49 10.0 8.5 21.61 10.1 8.6 52.04 10.1 8.6 26.47 10.2 8.7 60.09 10.2 8.7 30.56 10.3 8.8 67.18 10.3 8.8 34.17 ' 10.4 8.9 73.59 10.4 8.9 37.43 10.5 9.0 79.49 10.5 9.0 40.43 10.6 9.1 84.98 10.6 9.1 43.22 10.7 9.2 90.13 10.7 9.2 45.84 ' 10.8 9.3 95.01 10.8 9.3 48.32 10.9 9.4 99.64 10.9 9.4 50.68 11.0 9.5 104.07 11.0 9.5 52.94 11.1 9.6 108.32 11.1 9.6 55.10 11.2 9.7 112.41 11.2 9.7 57.18 11.3 9.8 116.36 11.3 9.8 59.18 11.4 9.9 120.17 11.4 9.9 61.12 11.5 10.0 123.87 11.5 10.0 63.01 11.6 10.1 127.46 11.6 10.1 64.83 11.7 10.2 130.96 11.7 10.2 66.61 11.8 10.3 134.36 11.8 10.3 68.34 11.9 10.4 137.68 11.9 10.4 70.03 ' 12.0 10.5 140.92 12.0 10.5 71.67 Notes: (1) Q=CdA0((2g(h1-h2))/(1+((29Cd2n2L)�rHais)))vz Eq.5.71 CERM 014002\2220\engr\culverts.As[Post-Submerged Outlet(10yr)] ' Boeing Commercial Airplane Group Surface Water Management Project Post-Development (10 year tailwater) 36-inch Diameter Telescoping Outlet ' Riser, Dia= 36.00 in. No.of Risers= 2 ' Tailwater= 9.80 Stage Dif. Head Flowrate ' (ft) at Orifice Riser Hb(ft) (cfs)(v 8.5 -1.30 0.00 ' 8.6 -1.20 0.00 8.7 -1.10 0.00 8.8 -1.00 0.00 8.9 -0.90 0.00 ' 9.0 -0.80 0.00 9.1 -0.70 0.00 9.2 -0.60 0.00 9.3 -0.50 0.00 ' 9.4 -0.40 0.00 9.5 -0.30 0.00 9.6 -0.20 0.00 9.7 -0.10 0.00 9.8 0.00 0.00 9.9 0.10 21.53 10.0 0.20 30.45 ' 10.1 0.30 37.30 10.2 0.40 43.07 10.3 0.50 48.15 10.4 0.60 52.74 ' 10.5 0.70 56.97 10.6 0.80 60.90 10.7 0.90 64.60 ' 10.8 1.00 68.09 10.9 1.10 71.42 11.0 1.20 74.59 11.1 1.30 77.64 ' 11.2 1.40 80.57 11.3 1.50 83.40 11.4 1.60 86.13 11.5 1.70 88.78 ' 11.6 1.80 91.36 11.7 1.90 93.86 11.8 2.00 96.30 ' 11.9 2.10 98.67 12.0 2.20 101.00 Notes: (1) Q=9.739(D)(H)_�2,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)1/2, Orifice Flow(Waterworks Manual Eq 6-33) ' Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xis[Post-36"Risers(10yr)] Boeing Commercial Airplane Group , Surface Water Management Project Post-Development ' (10 year tailwater) Suppressed Weir (inside Pond"D"discharge structure) Weir Length(ft)= 13.0 ' Weir Elevation= 10.00 Tailwater= 9.80 Free Discharge Submerged e Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate (ft) Upstream (ft) Upstream Downstream Free Submerged H (ft) C tzt (cfs)(1) H. (ft) Hd-.(n) C,t2t (cfs)"I (cfs)c31 10.0 0.00 0.00 0.00 10.0 0.00 -0.20 #DIV/O! #DIV/O! Oh No! ' 10.1 0.10 0.64 1.40 10.1 0.10 -0.20 0.64 1.40 Oh No! r 0.20 0.62 3.87 10.2 0.20 -0.20 0.62 3.87 Oh No! 0.30 0.62 7.05 10.3 0.30 -0.20 0.62 7.05 Oh No! 0.40 0.62 10.82 10.4 0.40 -0.20 0.62 10.82 Oh No!0.50 0.61 15.10 10.5 0.50 -0.20 0.61 15.10 Oh No! 0.60 0.61 19.84 10.6 0.60 -0.20 0.61 19.84 Oh No! 0.70 0.61 25.01 10.7 0.70 -0.20 0.61 25.01 Oh No! 0.80 0.61 30.56 10.8 0.80 -0.20 0.61 30.56 Oh No! . 0.90 0.61 36.49 10.9 0.90 0.20 0.61 36.49 Oh No! ' 11.0 1.00 0.61 42.77 11.0 1.00 -0.20 0.61 42.77 Oh N2 ! 11.1 1.10 0.62 49.39 11.1 1.10 -0.20 0.62 49.39 Oh No! 11.2 1.20 0.62 56.32 11.2 1.20 -0.20 0.62 56.32 Oh No! 11.3 1.30 0.62 63.57 11.3 1.30 -0.20 0.62 63.57 Oh No! ' 11.4 1.40 0.62 71.12 11.4 1.40 -0.20 0.62 71.12 Oh No! 11.5 1.50 0.62 78.96 11.5 1.50 -0.20 0.62 78.96 Oh No! 11.6 1.60 0.62 87.08 11.6 1.60 -0.20 0.62 87.08 Oh No! 11.7 1.70 0.62 95.47 11.7 1.70 -0.20 0.62 95.47 Oh No! 11.8 1.80 0.62 104.14 11.8 1.80 -0.20 0.62 104.14 Oh No! ' 11.9 1.90 0.62 113.07 11.9 1.90 -0.20 0.62 113.07 Oh No! 12.0 2.00 0.62 1 122.25 12.0 2.00 -0.20 0.62 122.25 Oh No! Notes: , (1) Q=2/3(C,)(b)(2g)1/2(H)V2 (2) C,=[0.6035+0.0813(HN)+(0.000295N)]'[1+(0.00361/H)]32 (Rehbock) (3) Q,ub=Q,,_(1-(H&_/Hu,)112)0.385 014002\2220\engr\culverts.xls[Post-Overflow Weir(10yr)] , P 1:1:5 2 2/99 m Sverdrup Civil Inc page 1 / BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT POST SWMP 10YR, A-3 ROUTED THRU POND"D" LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE --------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' 10YR, POST BASIN A-3 ......... 0.00 37.07 POND"D" 10-PST-D 10.01 1 24.51 3 ac-ft 2/2/99 7 :58 : 59 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' POST-DEV 25YR, BASIN A-3 ROUTED STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 25-PST-D ' Description: 25-PST-D STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ' (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 10.05 0.0000 10.65 37.398 11.25 52.924 11.85 64.826 10.15 14.760 10.75 40.404 11.35 55.086 11.95 66.603 10.25 21.438 10.85 43.200 11.45 57.167 12.05 67.479 ' 10.35 26.375 10.95 45.825 11.55 59.175 10.45 30.502 11.05 48.308 11.65 61.117 10.55 34.127 11.15 50.668 11.75 62.998 1 ' Boeing Commercial Airplane Group Post-Development Surface Water Management Project ' (25 year tailwater) Pond "D" Outlet Structure Tailwater Elevation = 10.05 (in CSTC Pond) ' Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) (cfs) (cfs) (cfs) (cfs) cfs ' 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 8.9 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 ' 9.1 0.00 0.00 0.00 0.00 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 ' 9.4 0.00 0.00 0.00 0.00 9.5 0.00 0.00 0.00 0.00 9.65 0.00 0.00 0.00 0.00 9.7 0.00 0.00 0.00 0.00 ' 9.8 0.00 0.00 0.00 0.00 9.9 0.00 0.00 0.00 0.00 10.05 0.00 0.00 0.00 0.00 0.00 ' 10.2 21.24 21.53 2.33 15.28 15.28 10.3 36.80 30.45 5.19 21.61 21.61 10.4 47.50 37.30 8.68 26.47 26.47 10.5 56.21 43.07 12.72 30.56 30.56 10.6 63.73 48.15 17.23 34.17 34.17 10.7 70.46 52.74 22.19 37.43 37.43 10.8 76.60 56.97 27.55 40.43 40.43 10.9 82.28 60.90 33.30 43.22 43.22 11.0 87.59 64.60 39.40 45.84 45.84 11.1 92.60 68.09 45.85 48.32 48.32 ' 11.2 97.35 71.42 52.63 50.68 50.68 11.3 101.88 74.59 59.72 52.94 52.94 11.4 106.22 77.64 67.12 55.10 55.10 ' 11.5 110.39 80.57 74.82 57.18 57.18 11.6 114.40 83.40 82.80 59.18 59.18 11.7 118.28 86.13 91.06 61.12 61.12 ' 11.8 122.04 88.78 99.59 63.01 63.01 11.9 125.68 91.36 108.38 64.83 64.83 12.0 129.22 93.86 117.44 66.61 66.61 12.1 132.67 96.30 126.75 68.34 68.34 ' 014002\2220\engr\culverts.xls[Post-Pond'D'Summary(25yr)] Boeing Commercial Airplane Group Post-Development Surface Water Management Project (25 year tailwater) Culvert Design Submerged Outlet (Pond "D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 ' Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 ' Tailwater,h2(ft)= 10.05 Tailwater,h2(ft)= 10.05 Stage Upstream Flowrate Stage Upstream Flowrate ' (ft) Hyd.Head Q(cfs) (ft) Hyd. Head Q(cfs) h, (ft) hi (ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 ' 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 9.0 7.5 0.00 9.0 7.5 0.00 ' 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 9.4 7.9 0.00 9.4 7.9 0.00 9.5 8.0 0.00 9.5 8.0 0.00 9.6 8.1 0.00 9.6 8.1 0.00 9.7 8.2 0.00 9.7 8.2 0.00 9.8 8.3 0.00 9.8 8.3 0.00 9.9 8.4 0.00 9.9 8.4 0.00 , 10.05 8.6 0.00 10.05 8.6 0.00 10.1 8.6 21.24 10.2 8.7 15.28 10.2 8.7 36.80 10.3 8.8 21.61 10.3 8.8 47.50 10.4 8.9 26.47 ' 10.4 8.9 56.21 10.5 9.0 30.56 10.5 9.0 63.73 10.6 9.1 34.17 10.6 9.1 70.46 10.7 9.2 37.43 10.7 9.2 76.60 10.8 9.3 40.43 10.8 9.3 82.28 10.9 9.4 43.22 10.9 9.4 87.59 11.0 9.5 45.84 11.0 9.5 92.60 11.1 9.6 48.32 11.1 9.6 97.35 11.2 9.7 50.68 ' 11.2 9.7 101.88 11.3 9.8 52.94 11.3 9.8 106.22 11.4 9.9 55.10 11.4 9.9 110.39 11.5 10.0 57.18 11.5 10.0 114.40 11.6 10.1 59.18 ' 11.6 10.1 118.28 11.7 10.2 61.12 11.7 10.2 122.04 11.8 10.3 63.01 11.8 10.3 125.68 11.9 10.4 64.83 11.9 10.4 129.22 12.0 10.5 66.61 ' 12.0 10.5 132.67 12.1 10.6 68.34 Notes: (1) Q=CdAo((2g(hi-h2))/(1+((29Cd2n2L)/rH4,3 1/2,Eq.5.71 CERM ' 014002\2220\engr\culverts.xts[Post-Submerged Outlet(25yr)] ' ' Boeing Commercial Airplane Group Surface Water Management Project ' Post-Development (25 year tailwater) 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. ' No. of Risers= 2 Tailwater= 10.05 Stage Dif. Head Flowrate ' (ft) at Orifice Riser Hb(ft) (cfs)(11 8.5 -1.55 0.00 ' 8.6 -1.45 0.00 8.7 -1.35 0.00 8.8 -1.25 0.00 8.9 -1.15 0.00 ' 9.0 -1.05 0.00 9.1 -0.95 0.00 9.2 -0.85 0.00 9.3 -0.75 0.00 9.4 -0.65 0.00 9.5 -0.55 0.00 9.6 -0.45 0.00 ' 9.7 1 -0.35 0.00 9.8 -0.25 0.00 9.9 -0.15 0.00 10.05 0.00 0.00 ' 10.2 0.10 21.53 10.3 0.20 30.45 10.4 0.30 37.30 10.5 0.40 43.07 ' 10.6 0.50 48.15 10.7 0.60 52.74 10.8 0.70 56.97 ' 10.9 0.80 60.90 11.0 0.90 64.60 11.1 1.00 68.09 11.2 1.10 71.42 ' 11.3 1.20 74.59 11.4 1.30 77.64 11.5 1.40 80.57 11.6 1.50 83.40 ' 11.7 1.60 86.13 11.8 1.70 88.78 11.9 1.80 91.36 H .0 1.90 93.86 .1 2.00 96.30 ' Notes: (1) 0=9.739(D)(H)X2,Weir Flow(Waterworks Manual Eq 6-32) 0=3.782(D2)(H)'/2, Orifice Flow(Waterworks Manual Eq 6-33) ' Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xis[Post-36"Risers(25yr)] Boeing Commercial Airplane Group ' Surface Water Management Project Post-Development ' (25 year tailwater) Suppressed Weir (inside Pond"D"discharge structure) Weir Length(ft)= 13.0 Weir Elevation= 10.00 Tailwater= 10.05 Free Discharge Submerged , Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate (ft) Upstream (ft) Upstream Downstream Free Submerged H (ft) Cl(2) (cfs)(1) H (ft) Hdo,,,,,(ft) C,(2) (cfs)(1) (cfs)tat ' 10.05 0.05 0.00 Oh No! 10.05 0.05 0.05 0.67 0.52 0.00 10.2 0.15 0.63 Oh No! 10.2 0.15 0.05 0.63 2.53 2.33 10.3 0.25 0.62 Oh No! 10.3 0.25 0.05 0.62 5.38 5.19 10.4 0.35 0.62 Oh No! 10.4 0.35 0.05 0.62 8.87 8.68 10.5 0.45 0.61 Oh No! 10.5 0.45 0.05 0.61 12.90 12.72 ' 10.6 0.55 0.61 Oh No! 10.6 0.55 0.05 0.61 17.42 17.23 10.7 0.65 0.61 Oh No! 10.7 0.65 0.05 0.61 22.37 22.19 10.8 0.75 0.61 Oh No! 10.8 0.75 0.05 0.61 27.74 27.55 10.9 0.85 0.61 Oh No! 10.9 0.85 0.05 0.61 33.48 33.30 , 11.0 0.95 0.61 Oh No! 11.0 0.95 0.05 0.61 39.59 39.40 11.1 1.05 0.62 Oh No! 11.1 1.05 0.05 0.62 1 46.04 45.85 11.2 1.15 0.62 Oh No! 11.2 1.15 0.05 0.62 52.82 52.63 11.3 1.25 0.62 Oh No! 11.3 1.25 0.05 0.62 59.91 59.72 11.4 1.35 0.62 Oh No! 11.4 1.35 0.05 0.62 67.31 67.12 ' 11.5 1.45 0.62 Oh No! 11.5 1.45 0.05 0.62 75.00 74.82 11.6 1.55 0.62 Oh No! 11.6 1.55 0.05 0.62 82.98 82.80 11.7 1.65 0.62 Oh No! 11.7 1.65 0.05 0.62 91.24 91.06 11.8 1.75 0.62 Oh No! 11.8 1.75 0.05 0.62 99.77 99.59 ' 11.9 1.85 0.62 �Oh No! 11.9 1.85 0.05 0.62 108.57 108.38 12.0 1.95 0.62 Oh No! 12.0 1.95 0.05 0.62 117.63 117.44 12.1 2.05 0.62 Oh No! 12.1 2.05 0.05 0.62 126.94 126.75 Notes: , (1) Q=2/3(C,)(b)(2g)112(H)a2 (2) C,_[0.6035+0.0813(HN)+(0.000295/Y)]'[t+(0.00361/H)]"2 (Rehbock) (3) Qsub=Qf,_(1-(Hdown/Hip)y2)D.385 014002\2220\engftuNerts.xls[Post-Overflow Weir(25yr)] ' i 2/2/99 5 : 10 : 14 pm Sverdrup Civil Inc page 1 1 _BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 25YR, A 3 ROUTED THRU POND-ID-1 --------------------------------------------------------------------- --------------------------------------------------------------------- 1 LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 1 25YR, POST BASIN A-3 ......... 0.00 45.67 POND"D" 25-PST-D 10.41 1 28.87 4 ac-ft 1 1 1 1 1 1 i 1 1 1 1 i 1 p Inc page Sverdru Civil1 1 2/2/99 9 : 0 : 25 am BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT 1 POST-DEV 100YR, BASIN A-3 ROUTED -------------------------------------------- STAGE DISCHARGE TABLE 1 CUSTOM DISCHARGE ID No. 10OPST-D 1 Description: 10OPST-D STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> 1 (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 10.30 0.0000 10.80 34.169 11.30 48.323 11.80 59.183 10.40 15.281 10.90 37.431 11.40 50.681 11.90 61.124 10.50 21.611 11.00 40.430 11.50 52.935 12.00 63.005 1 10.60 26.468 11.10 43.221 11.60 55.097 10.70 30.562 11.20 45.843 11.70 57.176 1 1 1 1 1 1 1 1 i 1 Boeing Commercial Airplane Group Surface Water Management Project ' Post-Development (100 year tailwater) Suppressed Weir (inside Pond"D"discharge structure) ' Weir Length(ft)= 13.0 Weir Elevation= 10.00 Tailwater= 10.30 ' Free Discharge Submerged Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate (ft) Upstream (ft) Upstream Downstream Free Submerged ' H (ft) Cl tzl (cfs)(1) H (ft) Hd-(ft) Cl(2) (cfs)(1) (cfs)(1) 10.0 0.00 0.00 Oh No! 10.0 0.00 0.30 #DIV/0! #DIV/0! #DIV/01 10.1 0.10 0.64 Oh No! 10.1 0.10 0.30 0.64 1.40 #NUM! 10.2 0.20 0.62 Oh No! 10.2 0.20 0.30 0.62 3.87 #NUM! 10.3 0.30 0.62 Oh No! 10.3 0.30 0.30 0.62 7.05 #NUM! ' 10.4 0.40 0.62 Oh No! 10.4 0.40 0.30 0.62 10.82 7.23 10.5 0.50 0.61 Oh No! 10.5 0.50 0.30 0.61 15.10 11.87 10.6 0.60 0.61 Oh No! 10.6 0.60 0.30 0.61 19.84 16.78 10.7 0.70 0.61 Oh No! 10.7 0.70 0.30 0.61 25.01 22.03 10.8 0.80 0.61 Oh No! 10.8 0.80 0.30 0.61 30.56 27.64 10.9 0.90 0.61 Oh No! 10.9 0.90 0.30 0.61 36.49 33.61 11.0 1.00 0.61 Oh No! 11.0 1.00 0.30 0.61 42.77 39.92 11.1 1.10 0.62 Oh No! 11.1 1.10 0.30 0.62 49.39 46.55 11.2 1.20 0.62 Oh No! 11.2 1.20 0.30 0.62 56.32 53.50 11.3 1.30 0.62 Oh No! 11.3 1.30 0.30 0.62 63.57 60.76 11.4 1.40 0.62 Oh No! 11.4 1.40 0.30 0.62 71.12 68.31 11.5 1.50 0.62 Oh No! 11.5 1.50 0.30 0.62 78.96 76.16 11.6 1.60 0.62 Oh No! 11.6 1.60 0.30 0.62 87.08 84.28 11.7 1.70 0.62 Oh No! 11.7 1.70 0.30 0.62 95.47 92.68 ' 11.8 1.80 0.62 Oh No! 11.8 1.80 0.30 0.62 104.14 101.35 11.9 1.90 0.62 Oh No! 11.9 1.90 0.30 0.62 113.07 110.28 12.0 2.00 0.62 Oh No! 12.0 2.00 0.30 0.62 122.25 119.47 ' Notes: (1) O=2/3(C1)(b)(2g)1/2(H)"' (2) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[i+(0.00361/H)r2 (Rehbock) (3) Os�e=Qo-ee(1 (Hdow�Mw)y2)o.aes ' 014002\2220\engr\culverts.xls[Post-Overflow weir(100 yr)] it Boeing Commercial Airplane e Group Post-Development Surface Water Management Project (100 year tailwater) ' Pond "D" Outlet Structure Tailwater Elevation = 10.30 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ' (ft) (cfs) (cfs) (cfs) (cfs) cfs 8.5 0.00 0.00 0.00 0.00 ' 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 ' 8.9 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 ' 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 9.4 0.00 0.00 0.00 0.00 9.5 0.00 0.00 0.00 0.00 , 9.65 0.00 0.00 0.00 0.00 9.7 0.00 0.00 0.00 0.00 9.8 0.00 0.00 0.00 0.00 ' 9.9 0.00 0.00 0.00 0.00 10.0 0.00 0.00 #DIV/0! 0.00 #DIV/0! 10.1 0.00 0.00 #NUM! 0.00 #NUM! ' 10.2 0.00 0.00 #NUM! 0.00 #NUM! 10.3 0.00 0.00 #NUM! 0.00 #NUM! 10.4 30.04 21.53 7.23 15.28 15.28 ' 10.5 42.49 30.45 11.87 21.61 21.61 10.6 52.04 37.30 16.78 26.47 26.47 10.7 60.09 43.07 22.03 30.56 30.56 10.8 67.18 48.15 27.64 34.17 34.17 ' 10.9 73.59 52.74 33.61 37.43 37.43 11.0 79.49 56.97 39.92 40.43 40.43 11.1 84.98 60.90 46.55 43.22 43.22 ' 11.2 90.13 64.60 53.50 45.84 45.84 11.3 95.01 68.09 60.76 48.32 48.32 11.4 99.64 71.42 68.31 50.68 50.68 , 11.5 104.07 74.59 76.16 52.94 52.94 11.6 108.32 77.64 84.28 55.10 55.10 11.7 112.41 80.57 92.68 57.18 57.18 , 11.8 116.36 83.40 101.35 59.18 59.18 11.9 120.17 86.13 110.28 61.12 61.12 12.0 123.87 88.78 119.47 63.01 63.01 t 014002\2220\engr\cu1verts.x1s[Post-Pond"D"Summary(100 yr)] ' 1 r Boeing Commercial Airplane Group r Post-Development Surface Water Management Project (100 year tailwater) Culvert Design ' Submerged Outlet (Pond "D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 r Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 r Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 10.30 Tailwater,h2(ft)= 10.30 r Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)0 (ft) Hyd.Head Q(cfs)I'I h1 (ft) hI (ft) 8.5 7.0 0.00 8.5 7.0 0.00 ' 8.6 7.1 0.00 8.6 7.1 0.00 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 9.0 7.5 0.00 9.0 7.5 0.00 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 r 9.4 7.9 0.00 9.4 7.9 0.00 9.5 8.0 0.00 9.5 8.0 0.00 9.6 8.1 0.00 9.6 8.1 0.-0 9.7 8.2 0.00 9.7 8.2 0.00 9.8 8.3 0.00 9.8 8.3 0.00 9.9 8.4 0.00 9.9 8.4 0.00 10.0 8.5 0.00 10.0 8.5 0.00 10.1 8.6 0.00 10.1 8.6 0.00 10.2 8.7 0.00 10.2 8.7 0.00 ' 10.3 8.8 0.00 10.3 8.8 0.00 10.4 8.9 30.04 10.4 8.9 15.28 10.5 9.0 42.49 10.5 9.0 21.61 10.6 9.1 52.04 10.6 9.1 26.47 ' 10.7 9.2 60.09 10.7 9.2 30.56 10.8 9.3 67.18 10.8 9.3 34.17 10.9 9.4 73.59 10.9 9.4 37.43 11.0 9.5 79.49 11.0 9.5 40.43 ' 11.1 9.6 84.98 11.1 9.6 43.22 11.2 9.7 90.13 11.2 9.7 45.84 11.3 9.8 95.01 11.3 9.8 48.32 11.4 9.9 99.64 11.4 9.9 50.68 11.5 10.0 104.07 11.5 10.0 52.94 11.6 10.1 108.32 11.6 10.1 55.10 11.7 10.2 112.41 11.7 10.2 57.18 11.8 10.3 116.36 11.8 10.3 59.18 r 11.9 10.4 120.17 1 11.9 10.4 61.12 12.0 10.5 123.87 F 12.0 10.5 63.01 Notes: ' (1) Q=Cdk((2g(h,-h2))/(1+((29Cd2n2L)/r,43)))"2,Eq.5.71 CERM 1 ' 014002\2220\engr\culverts.xls[Post-Submerged Outlet(100 yr)] BoeingCommercial Airplane Group p p Surface Water Management Project ' Post-Development (100 year tailwater) 36-inch Diameter Telescoping Outlet , Riser, Dia= 36.00 in. No. of Risers= 2 ' Tailwater= 10.30 Stage Dif. Head Flowrate (ft) at Orifice Riser t Hb(ft) (cfs)"1 8.5 -1.80 0.00 8.6 -1.70 0.00 ' 8.7 -1.60 0.00 8.8 -1.50 0.00 8.9 -1.40 0.00 9.0 -1.30 0.00 ' 9.1 -1.20 0.00 9.2 1 -1.10 0.00 9.3 -1.00 0.00 9.4 -0.90 0.00 ' 9.5 -0.80 0.00 9.6 -0.70 0.00 9.7 -0.60 0.00 ' 9.8 -0.50 0.00 9.9 -0.40 0.00 10.0 -0.30 0.00 10.1 -0.20 0.00 ' 10.2 -0.10 0.00 10.3 0.00 0.00 10.4 0.10 21.53 10.5 0.20 30.45 ' 10.6 0.30 37.30 10.7 0.40 43.07 10.8 0.50 48.15 ' 10.9 0.60 52.74 11.0 0.70 56.97 11.1 0.80 60.90 11.2 0.90 64.60 ' 11.3 1.00 68.09 11.4 1.10 71.42 11.5 1.20 74.59 11.6 1.30 77.64 ' 11.7 1.40 80.57 11.8 1.50 83.40 11.9 1 1.60 86.13 ' 12.0 1.70 88.78 Notes: , (1) Q=9.739(D)(H)312,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)112, Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. , 014002\2220\engr\culverts.xls[Post-36"Risers(100 yr)] ' m Sverdrup Civil Incpage 2/2/99 5 :13 :34 p p 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 100YR, A 3 ROUTED THRU POND-ID" --------------------------------------------------------------------- ' LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' 100YR, POST A-3 .............. 0.00 54.32 POND"D" 10OPST-D 10.78 1 33.33 5 ac-ft 1 Boeing Commercial Airplane Group Surface Water Management Project ' Post-Development , Basin A, Subbasins A-2 and A-3 24-Hour Peak Peak Peak 2-year ' Storm Inflow Stage Outflow Tailwater Event (cfs) (ft) (cfs) Elevation ' 2 year 25.37 9.30 8.50 9.20 10 year 42.98 9.79 14.46 9.70 25 year 55.13 10.06 16.90 9.95 ' 100 year 69.76 10.28 19.86 10.15 Subbasins A-2 and A-3 routed through CSTC Pond to Delta Area. ' Sverdrup Civil, Inc. ' 014002\2220\engr\kbca1c30.x1s[Post-Basin A-2&A-3] Appendix D 2/4/99 2/2/99 4 :57 : 0 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, ENLARGED CSTC POND STORAGE ------------------------------------ STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. CSTC-ENL Description: CSTC ENLARGED STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft ---cf--- --AC-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- 8.50 0.0000 0.0000 9.40 318536 7.3126 10.30 680715 15.627 11.20 1094821 25.134 8.60 33236 0.7630 9.50 356625 8.1870 10.40 725263 16.650 11.30 1145958 26.308 ' 8.70 66471 1.5260 9.60 394714 9.0614 10.50 769811 17.672 11.40 1197094 27.481 8.80 99707 2.2890 9.70 432804 9.9358 10.60 814358 18.695 11.50 1248230 28.655 8.90 132942 3.0519 9.80 470893 10.810 10.70 858906 19.718 11.60 1299366 29.829 ' 9.00 166178 3.8149 9.90 508983 11.685 10.80 903454 20.740 11.70 13SO502 31.003 9.10 204267 4.6893 10.00 547072 12.559 10.90 948001 21.763 11.80 1401639 32.177 9.20 242357 5.5637 10.10 591620 13.582 11.00 992549 22.786 11.90 1452775 33.351 9.30 280446 6.4382 10.20 636167 14.604 11.10 1043685 23.960 12.00 1503911 34.525 I 1 ' 2/3/99 1 :50 : 51 pm Sverdrup Civil Inc page BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEV 2YR, BASINS A-2 & A-3 ROUTED ---------------------------------------------------------------- STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. CSTC-MOD , Description: WEIR-MOD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ' (ft) ---cfs-- ------- (ft) ---CfS-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 9.20 0.0000 10.00 38.287 10.80 66.234 11.60 111.92 9.30 8.9102 10.10 42.916 10.90 70.761 11.70 118.98 9.40 13.138 10.20 47.686 11.00 75.665 11.80 126.30 , 9.50 17.131 10.30 50.972 11.10 80.923 11.90 133.88 9.60 21.138 10.40 52.729 11.20 86.514 12.00 141.71 9.70 25.235 10.50 55.286 11.30 92.423 9.80 29.451 10.60 58.446 11.40 98.635 ' 9.90 33.799 10.70 62.115 11.50 105.14 The Boeing Commercial Airplane Group Post-Development Surface Water Management Project Contracted Broad-Crested Weir(2 year tallwater) (between CSTC Pond and Delta Area) Tailwater Elev.= 6.20 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (it) Upstream Downstream Height Cr tri Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate H (it) Hm,.,�(it) Y(it) b.c..i(it) N b.n.(it) Q(cfs)r'r Q(cfs)w H (it) Y(it) b.m (It) Q(cfs)mr Q(cfs)r.i Q(cfs) Q(gpm) 8.5 0.0 0.7 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 0.7 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 0.7 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 0.7 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 0.7 8.5 1 0.62 7.31 2 7.30 6 0 0.00 1 0.00 9.0 0.5 0.7 8.5 0.61 7.31 2 7.30 8 0 0.00 0.00 9.1 0.6 0.7 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 0.7 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 0.7 8.5 0.62 7.31 2 7.30 17 9 8.91 3999.17 9.4 0.9 0.7 8.5 0.62 7.31 2 7.29 21 13 13.14 5896.67 9.5 1.0 0.7 8.5 0.62 7.31 2 7.29 24 17 17.13 7689.02 9.6 1.1 0.7 8.5 0.62 7.31 2 7.29 28 21 21.14 9487.49 9.7 1.2 0.7 8.5 0.62 7.31 2 7.29 32 25 25.23 11326.06 9.8 1.3 0.7 8.5 1 0.62 7.31 2 7.29 36 29 29.45 13218.30 9.9 1.4 0.7 8.5 0.62 7.31 2 7.28 40 34 33.80 15170.21 10.0 1.5 0.7 8.5 0.62 7.31 2 7.28 44 38 38.29 17184.44 10.1 1.6 0.7 8.5 0.62 7.31 2 7.28 49 43 42.92 19262.01 '10.2 1.7 `' `'0.7 8.5 0.62 7.31 : 2 7.28 -` 54 '48 47.69. 21403.09 10.3 -1.1 0.69 51 '51 0.0 10.26 11.98 0 0 50.97 22878,02 10.4 -1.1 0.63 51 51 0.1 10.26 11.98 2 2 52.73 23666.42 10.5 -1.1 0.62 51 51 0.2 10.26 11.98 5 5 55.29 24813.93 10.6 -1.1 0.62 1 51 51 0.3 10.26 11.98 8 6 58.45 26232.37 10.7 -1.1 0.61 51 51 0A 10.26 11.98 11 11 62.12 27879.15 10.8 -1.1 0.61 51 51 0.5 10.26 11.98 16 16 66.23 29727.74 10.9 -1.1 0.61 51 51 0.6 10.26 11.98 20 20 70.76 31759.60 11.0 -1.1 0.61 51 51 0.7 10.26 11.98 25 25 75.67 33960.86 11.1 -1.1 0.61 51 51 0.8 10.26 11.98 30 30 80.92 36320.65 11.2 -1.1 0.61 51 51 0.9 10.26 11.98 36 36 86.51 38930.18 11.3 -1.1 0.61 51 51 1.0 10.26 11.98 42 42 92.42 41482.15 11.4 -1.1 0.62 51 51 1.1 10.26 11.98 4b 48 98.63 44270.38 11.5 -1.1 0.62 51 51 1.2 10.26 11.98 55 55 105.14 47189.56 11.6 -1.1 0.62 51 51 1.3 10.26 11.98 61 61 111.92 50235.07 11.7 -1.1 0.62 51 51 1.4 10.26 11.98 68 68 118.98 53402.87 11.8 -1.1 0.62 51 51 1.5 10.26 11.98 76 76 126.30 56689.33 11.9 -1.1 0.62 51 51 1.6 10.26 1 11.98 83 83 133.88 60091.24 12.0t�� 1 -1.1 0.62 51 51 1.7 10.26 1 11.98 91 91 141.71 63605.69 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir. (1) Cr=[0.6035+0.0813(WY)+(0.000295/Y)1'11+(0.00361/H))'(Rehbock) (2) b.rFb__-(0.1)(N)(H) (3) Q=2/3(Cr)(b.n1(2g)rn(H)an (4) Q_=QN..(1-(Hd_/Hw)"10.ass For Suppressed Sharp-Crested Weir. (5) Q=2/3(Cr)(b)(2g)rn(H)� (6) Q_=Q...(1-(H._/Hw)'rzf- o/400z¢zmvegnoomr.aad- .I.ICSTC Wmr(2 r)l 4 :46 : 18 m Sverdrup Civil Inc page 1 ' 2/2/99 p P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 2YR, A-2 & A-3 ROUTED TO DELTA -------------------- - LEVEL POOL TABLE SUMMARY , MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2YR, POST A-2 & A-3 .......... 0.00 25.37 CSTC-ENL CSTC-MOD 9.30 2 8.50 6 ac-ft r i 2/3/99 1 : 51 :32 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEV 10YR, BASIN A-2 & A-3 ROUTED --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 10-PST-C Description: 10-PST-C STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---Cfs-- ------- 9.70 0.0000 10.30 41.482 10.90 61.271 11.50 95.649 9.80 15.445 10.40 43.239 11.00 66.175 11.60 102.43 9.90 21.780 10.50 45.796 11.10 71.433 11.70 119.41 10.00 27.355 10.60 48.956 11.20 77.024 11.80 116.81 10.10 32.691 10.70 52.625 11.30 82.933 11.90 124.39 10.20 37.963 10.80 56.744 11.40 89.145 12.00 132.22 The Boeing Commercial Airplane Group Post-Development Surface Water Management Project Contracted Broad-Crested Weir(10 year tallwater) (between CSTC Pond and Delta Area) Tailwater Elev._ 9.70:. Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (it) Upstream Downstream Height C,(1) Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hw(it) H,(iq Y(it) b,(it) N b,rt.(fl)t2t Q(cfs) Q(cis)141 H (it) Y(it) bm_(it) Q(cfs)"I 0(cfs) Q(cfs) 0(gprn) 8.5 0.0 1.2 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 1.2 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 1.2 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 1.2 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 1.2 8.5 0.62 7.31 2 7.30 6 0 0.00 1 0.00 9.0 0.5 1.2 8.5 0.61 7.31 2 7.30 8 0 0.00 0.00 9.1 0.6 1.2 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 1.2 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 1.2 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 1.2 8.5 0.62 7.31 2 7.29 21 0 0.00 0.00 9.5 1.0 1.2 8.5 0.62 7.31 2 7.29 24 0 0.00 0.00 9.6 1.1 1.2 8.5 0.62 7.31 2 7.29 28 0 0.00 0.00 9.7 1.2 1.2 8.5 0.62 7.31 2 7.29 32 0 0.00 0.00 9.8 1.3 1.2 8.5 1 0.62 7.31 1 2 7.29 36 15 1 15.44 6932.19 9.9 1.4 1.2 8.5 0.62 7.31 2 7.28 40 22 21.78 9775.34 10.0 1.5 1.2 8.5 0.62 7.31 2 7.28 44 27 27.36 12277.79 10.1 1.6 1.2 8.5 0.62 7.31 2 7.28 49 33 32.69 14672.93 10:2 1.7 1.2 8.6 fim 7.31 2 7.28 54 38 37.96'' 17030.18 10.3 -0.6 0.69 41 41 0.0 10.26 11.98 0 0 41.48 18618.62 10.4 -0.6 0.63 41 41 0.1 10.26 11.98 2 2 43.24 19407.01 10.5 -0.6 0.62 41 41 0.2 10.26 11.98 5 5 45.80 20554.52 10.6 -0.6 0.62 41 1 41 0.3 1 10.26 11.98 8 8 48.96 21972.97 10.7 -0.6 0.61 41 41 0.4 10.26 11.98 11 11 52.63 23619.75 10.8 -0.6 0.61 41 41 0.5 10.26 11.98 16 16 56.74 25468.33 10.9 -0.6 0.61 41 41 0.6 10.26 11.98 20 20 61.27 27500.19 11.0 -0.6 0.61 41 41 0.7 10.26 11.98 25 25 66.18 29701.45 11.1 -0.6 0.61 41 41 0.8 10.26 11.98 30 30 71.43 32061.25 11.2 -0.6 0.61 41 41 0.9 10.26 11.98 36 36 77.02 34570.78 11.3 -0.6 0.61 41 41 1.0 10.26 11.98 42 42 82.93 37222.74 11.4 1 -0.6 0.62 41 41 1.1 10.26 11.98 48 48 89.14 40010.97 11.5 -0.6 0.62 41 41 1.2 1 10.26 11.98 55 55 95.65 42930.15 11.6 -0.6 0.62 41 41 1.3 10.26 11.98 61 61 102.43 45975.67 11.7 -0.6 0.62 41 41 1.4 10.26 11.98 68 68 109.49 49143.46 11.8 -0.6 0.62 41 41 1.5 10.26 11.98 76 76 116.81 52429.. 2 11.9 -0.6 0.62 41 41 1.6 10.26 1 11.98 83 1 83 1 124.39 155831.83 12.0 -0.6 0.62 41 41 1.7 10.26 11.98 91 1 91 1 132.22 159346.29 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir: (1) Ct=[0.6035+0.0813(FUY)+(0.000295/Y))'[l+(0.00361/H)I"(Rehbock) (2) bwFb.a -(0.1)(N)(H) (3) 0=2/3(Ct)(ben)l29)t (H)" (4) Qe, =Qe«[1-(H__/Hw)n]o ass For Suppressed Sharp-Crested Weir. (5) 0=2/3(Ct)(b)(29)trz(H)- (6) Q_=Q_(1-(H,,_WHw)arz)a.aes 0140D22220wngAcontracted weir.)b fcsrC Wok(10 yr)) 1 2/2/99 5 : 5 :29 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP 1 SURFACE WATER MANAGEMENT PROJECT POST SWMP 10YR, A-2 & A-3 ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10YR, POST A-2 & A-3 ......... 0.00 42.98 CSTC-ENL 10-PST-C 9.79 2 14.46 11 ac-ft 1 1 j 1 1 1 1 1 1 1 2/3/99 1 : 51 :52 pm Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-DEV 25YR, BASIN A-2 & A-3 ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 25-PST-C Description: 25-PST-C STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> , (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 9.95 0.0000 10.55 39.536 11.15 66.388 11.75 105.31 10.05 18.375 10.65 42.951 11.25 72.138 11.85 112.76 10.15 26.169 10.75 46.844 11.35 78.199 11.95 120.47 10.25 31.596 10.85 51.167 11.45 84.557 12.05 124.38 10.35 34.521 10.95 55.883 11.55 91.202 10.45 36.677 11.05 60.964 11.65 98.123 w� ww �w � ® r� ww � w w w w w� �w ww ww w■� w� ww The Boeing Commercial Airplane Group Post-Development Surface Water Management Project Contracted Broad-Crested Weir(25 year tailwater) (between CSTC Pond and Delta Area) Tailwater Elev._`' 9.95 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (ft) Upstream Downstream Height Ct in Width contracted Width Flowrale Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrale H (n) H_(it) Y(n) b„a„v(it) N b.e.(ft)Ist Q(cfs) 0(GIs)tO H (ft) Y(ft) b."(ft) Q(cfs) Q(cfs)tut 0(GIs) 0(gpm) 8.5 0.0 1.5 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 1.5 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 1.5 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 1.5 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 1.5 8.5 0.62 7.31 2 7.30 6 0 0.00 0.00 9.0 0.5 1.5 8.5 0.61 7.31 2 7.30 8 0 0.00 0.00 9.1 0.6 1.5 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 1.5 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 1.5 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 1.5 8.5 0.62 7.31 2 7.29 21 0 0.00 0.00 9.5 1.0 1.5 8.5 0.62 7.31 2 7.29 24 0 0.00 0.00 9.6 1.1 1.5 8.5 0.62 7.31 2 7.29 28 0 0.00 0.00 9.7 1.2 1.5 8.5 0.62 7.31 2 7.29 32 0 1 0.00 0.00 9.8 1.3 1 1.5 8.5 0.62 7.31 2 7.29 36 0 0.00 0.00 9.9 1.4 1.5 8.5 0.62 7.31 2 7.28 40 0 0.00 0.00 10.0 1.5 1.5 8.5 0.62 7.31 2 7.28 44 14 13.96 6266.42 10.1 1.6 1.5 8.5 0.62 7.31 2 7.28 49 23 22.79 10228.09 10.2 1.7; 1.6 8.6 ";0.62 7.31 2 7.28 64 30 l; '29.66 13262.64 10.3 -0.3 0.69 33 33 '. 0.0 10.26 11.98 0 0 33.64 15099.78 10.4 -0.3 0.63 33 33 0.1 10.26 11.98 2 2 35.40 15888.18 10.5 -0.3 0.62 33 33 0.2 10.26 11.98 5 5 37.96 1 17035.69 10.6 -0.3 0.62 33 33 0.3 10.26 11.98 8 8 41.12 18454.13 10.7 -0.3 0.61 33 33 0.4 10.26 11.98 11 11 44.79 20100.91 10.8 -0.3 0.61 33 33 0.5 10.26 11.98 16 16 48.90 21949.50 10.9 -0.3 1 0.61 33 33 0.6 10.26 11.98 20 20 53.43 23981.36 11.0 -0.3 0.61 33 33 0.7 10.26 11.98 25 25 58.34 26182.62 11.1 -0.3 0.61 33 33 0.8 10.26 11.98 30 30 63.59 28542.41 11.2 -0.3 0.61 33 33 0.9 10.26 11.98 36 36 69.18 31051.94 11.3 -0.3 0.61 33 33 1.0 10.26 11.98 42 42 75.09 33703.91 11.4 -0.3 0.62 1 1 33 33 1.1 10.26 1 11.98 48 48 81.30 36492.13 11.5 -0.3 0.62 33 33 1.2 10.26 11.98 55 55 87.81 39411.31 11.6 -0.3 0.62 33 33 1.3 10.26 11.98 61 61 94.59 42456.83 11.7 -0.3 0.62 33 33 1.4 10.26 11.98 68 68 101.65 45624.62 11.8 -0.3 0.62 33 33 1.5 10.26 11.98 76 76 108.97 48911.09 11.9 -0.3 0.62 33 33 1.6 10.26 11.98 83 83 116.55 52313.00 12.0 -0.3 0.62 33 33 1.7 10.26 11.98 91 91 124.38 55827.45 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir: (1) Ct=[0.6035+0.0813(WY)+(0.000295/Y)]'[l+(0.00361/H)]" (Rehbock) (2) b.#-b..,-(0.1)(N)(H) (3) 0=2/3(Cr)(b.n)(2g)"(H)- (4) Dee=0...11-(Hd_/Hw)an]oaas For Suppressed Sharp-Crested Weir. (5) 0=2/3(Cr)(b)(2g)trz(H)a (6) 0,,,.=0...11-(Hm.dHw)-f 0140o222�ngnconlra ted v k.xls lcsrC weir(25 rill P 6:11:5 2 2 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 25YR, A-2 & A-3 ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR, POST A-2 & A-3 ......... 0.00 55.13 CSTC-ENL 25-PST-C 10.06 2 16.90 13 ac-ft 2/3/99 2 : 0 :55 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-SWMP 100YR, A-2 & A-3 ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 10OPST-C Description: 10OPST-C STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 10.15 0.0000 10.65 32.261 11.15 55.698 11.65 87.433 10.25 19.523 10.75 36.154 11.25 61.448 11.75 94.623 10.35 23.831 10.85 40.477 11.35 67.509 11.85 102.07 10.45 25.987 10.95 45.193 11.45 73.867 11.95 109.78 10.55 28.846 11.05 50.274 11.55 80.512 12.05 113.69 The Boeing Commercial Airplane Group Post-Development Surface Water Management Project Contracted Broad-Crested Weir(100 year tailwater) (between CSTC Pond and Delta Area) Tailwater Elev.= 10.16 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (it) Upstream Downstream Height C�(') Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hw(it) H_. (it) Y(it) b_.,(it) N b.n.(it) Q(Cis)"' Q(cfs) H (it) V(it) b__(it) Q(cfs)"' Q(cis)"' Q(cfs) Q(gpm) 8.5 0.0 1.7 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 1.7 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 1.7 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 1.7 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 1.7 8.5 0.62 7.31 2 7.30 6 0 0.00 1 0.00 9.0 0.5 1.7 8.5 0.61 7.31 2 7.30 8 0 0.00 0.00 9.1 0.6 1.7 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 1.7 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 1.7 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 1.7 8.5 0.62 7.31 2 7.29 21 0 0.00 0.00 9.5 1.0 1.7 8.5 0.62 7.31 2 7.29 24 0 0.00 0.00 9.6 1.1 1.7 8.5 0.62 7.31 2 7.29 28 0 0.00 0.00 9.7 1.2 1.7 8.5 0.62 7.31 2 7.29 32 0 0.00 0.00 9.8 1.3 1 1.7 8.5 1 0.62 7.31 1 2 7.29 36 0 0.00 0.00 9.9 1.4 1.7 8.5 0.62 7.31 2 7.28 40 0 0.00 0.00 10.0 1.5 1.7 8.5 0.62 7.31 2 7.28 44 0 0.00 0.00 10.1 1.6 1.7 8.5 0.62 7.31 2 7.28 49 0 0.00 0.00 10.2 1.7 ; 1.7 > ale 0.62 7.31 2 728 54 18 16.09' 7222.98' 10.3 -0.1 0.69 23:, 23 0.0 10.26 11.98 0 0 22.95 10301.78 10.4 -0.1 0.63 23 23 0.1 10.26 11.98 2 2 24.71 11090.17 10.5 -0.1 0.62 23 23 0.2 10.26 11.98 5 5 27.27 12237.68 10.6 -0.1 0.62 23 23 0.3 10.26 11.98 8 8 30.43 13656A3 10.7 •0.1 0.61 23 23 0.4 10.26 11.98 11 11 34.10 15302.91 10.8 -0.1 0.61 23 23 0.5 10.26 11.98 16 16 38.21 17151.49 10.9 -0.1 0.61 23 23 0.6 10.26 11.98 20 20 42.74 19183.35 11.0 -0.1 0.61 23 23 0.7 10.26 11.98 25 25 47.65 21384.61 11.1 -0.1 0.61 23 23 0.8 10.26 11.98 30 30 52.90 23744.41 11.2 -0.1 0.61 23 23 0.9 10.26 11.98 36 36 58.49 26253.94 11.3 •0.1 0.61 23 23 1.0 MR 11.98 42 42 64.40 128905.90 11.4 -0.1 0.62 1 23 23 1.1 10.26 11.98 48 48 70.61 31694.13 11.5 -0.1 1 0.62 23 23 1.2 10.26 11.96 55 55 77.12 34613.31 11.6 -0.1 1 0.62 23 23 1.3 10.26 11.98 61 61 83.90 37658.83 11.7 •0.1 0.62 23 23 1.4 10.26 11.98 68 68 90.96 40826.62 11.8 •0.1 0.62 23 23 1.5 10.26 11.98 76 76 98.28 44113.08 11.9 -0.1 1 0.62 23 23 1 1.6 10.26 1 11.98 83 83 105.86 47515.00 12.0 -0.1 1 0.62 23 23 1 1.7 10.26 1 11.98 91 91 113.69 51029.45 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir. (1) C,=[0.6035+0.0813(HN)+(0.000295N)]'[l+(0.00361/H)]'(Rehbock) (2) bwFb„_-(0.1)(N)(H) (3) Q=2/3(CJ(b.v)(2g)'rz(H)a (4) Q_=Qrw[1-(H..,JHw)af aas For Suppressed Sharp-Crested Weir. (5) Q=2/3(Cl)(b)(2g)r2(H)"(6) Qa =Q_I-(Hm.4Hw)w1,o w 014002g220,@ngr%oon#W@d wok.ab fCSTC Wok(100 yr)I M = Im � M M M M 2/3/99 2 : 0 :56 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-SWMP 100YR, A-2 & A-3 ROUTED lLEVEL POOL TABLE SUMMARY=====__________________ rMATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) -------------------------------------------------- 100YR, POST A-2&A-3 .......... 0.00 69.76 CSTC-ENL 100PST-C 10.28 2 19.86 15 ac-ft r r r r r r r r r r r Boeing Commercial Airplane Group Surface Water Management Project Post-Development , Basin A, Subbasins A-1, A-2 and A-3 24-Hour Peak Peak Peak 2-year Storm Inflow Stage Outflow Tailwater Event cfs (ft) (cfs) Elevation 2 year 8.83 9.18 6.10 8.60 10 year 15.02 9.66 9.46 8.60 25 year 17.60 9.92 12.22 8.60 100 year 20.69 10.12 15.00 8.60 Subbasins A-1, A-2 and A-3 routed through Delta Area to , Springbrook Creek. r r i 1 r r 1 r r Sverdrup Civil, Inc. 014002\2220\engr\kbca1c30.x1s[Post-Basin A] Appendix D 2/4/99 2/1/99 1 : 37 :27 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, BASIN A, ROUTED TO SPRINGBROOK STAGE STORAGE TABLE CUSTOM STORAGE ID No. DELTA Description: DELTA STAGE <----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 8.90 114867 2.6370 10.30 279433 6.4149 11.70 634817 14.573 7.60 6984 0.1603 9.00 123750 2.8409 10.40 293411 6.7358 11.80 671609 15.418 7.70 13961 0.3207 9.10 135125 3.1020 10.50 307388 7.0567 11.90 708400 16.263 7.80 20953 0.4810 9.20 146500 3.3632 10.60 321365 7.3775 12.00 745192 17.107 7.90 27937 0.6413 9.30 157875 3.6243 10.70 335343 7.6984 12.10 806852 18.523 8.00 34921 0.8017 9.40 169251 3.8855 10.80 349320 8.0193 12.20 868511 19.938 8.10 43804 1.0056 9.50 180626 4.1466 10.90 363297 8.3402 12.30 930170 21.354 8.20 52687 1.2095 9.60 192001 4.4077 11.00 377275 8.6610 12.40 991830 22.769 8.30 61570 1.4134 9.70 203376 4.6689 11.10 414066 9.5057 12.50 1053489 24.185 8.40 70453 1.6174 9.80 214751 4.9300 11.20 450658 10.350 12.60 1115148 25.600 8.50 79336 1.8213 9.90 226126 5.1911 11.30 487650 11.195 12.70 1176808 27.016 8.60 88218 2.0252 10.00 237502 5.4523 11.40 524442 12.040 12.80 1238467 28.431 8.70 97101 2.2291 10.10 251479 5.7732 11.50 561233 12.884 12.90 1300127 29.847 8.80 105984 2.4331 10.20 265456 6.0940 11.60 598025 13.729 i r 2/1/99 1 :37 :27 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP,BASIN A, ROUTED TO SPRINGBROOK STAGE DISCHARGE TABLE====____________________ CUSTOM DISCHARGE ID No. CSTC-OUT Description: CSTC-OUT I STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 8.60 0.0000 9.50 7.7207 10.40 19.444 11.30 37.306 8.70 1.2868 9.60 8.7974 10.50 21.029 11.40 39.520 8.80 2.5736 9.70 9.8741 10.60 22.956 11.50 41.734 , 8.90 3.8603 9.80 10.951 10.70 24.884 11.60 44.202 9.00 5.1471 9.90 12.027 10.80 26.811 11.70 46.671 9.10 5.6618 10.00 13.104 10.90 26.738 11.80 49.140 9.20 6.1765 10.10 14.689 11.00 30.665 11.90 51.608 9.30 6.6913 10.20 16.274 11.10 32.879 12.00 54.077 9.40 7.2060 10.30 17.859 11.20 35.092 1 r r r r r 1 r Boeing Commercial Airplane Group Surface Water Management Project CSTC Delta Area Discharge Vault Summary (Basin 3 Discharge Structure to Springbrook Creek) Stage Vault Inlet Capacit I Vault Interior Capacity Vault Outlet Capacity Actual Vault 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)(1) CfS (7) 8.60 0 0 0 0 0 0 9.00 0 5 5 67 20 5 9.50 0 7 7 124 30 7 10.00 3 9 13 187 38 13 10.50 10 11 20 257 44 20 11.00 18 12 30 334 49 30 11.50 28 13 41 418 54 41 12.00 39 14 53 508 59 53 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\Kbcalc18.xls(Summary) 4'-Cr MH OPENING MH STEP TYP TYP__ •. GALV TYP 6•-0'x6'-Cr BILCO DOOR POINT OF TIMBER _-_-_ LOGS K)ENTIFYING I 1- COORDINATES , 1 I J6' DIP CL 53 Ft.xPE 1 I TO SPRINGBROOK CREEK I I b ; 1 b4 I —ILI -- IC94 OT 1 84(0) i for CONC-� II I 1 BOLTED FLANGED JOINT SO --_-- L _ CYLINDRICAL WATER INTAKE SCREEN ff OVERFLOW -� 7-60 WITH 1 E7 SCREEN BY OPENING :_•: JOHNSON SCREENS OR APPROVED EOUAL b J b NOTE: FOR DETAILS NOT SHOWN SEE 1560(D) on 6' PVC DRAIN DIP CAST INTO PVC UNION 6' ACCESS COVE '- CONCRETE Z Y/Z FI1rL/2g .S r&ZA 4 C PVC BALL VALVESPRINGRO /;� E ON �jQlNGBQ�K DETAIL OUTLETBSTT UCTU EEK SCALE: NONE 0 iC1 iC64(D) �/�£E/c/ gL �• 6 r •" MH OPENING / �\\ DOOR OPENING 4 r 1 • r r • i PROVIDE REMOVABLE GRATk •'- , "' W/ 1 SMOOTH GALV STEEL - NOTE: BARS AT 6- OC VERTICAL EL 12.0 EL 15.2 STOP LOG ANCHOR TO ORIENTATION B STOP LOG ANGLE GUIDE �, CONSIST OF SHEOLTS � NUTS AND WASHERS BS PAS` THROUGH BOTH STOP L 2'-0'x3'-Cl ANGLE GUIDES ON BOTH WILLOW PLANTINGS /-MEN 3/!r GALV WE I - SIDES SEE PLAITING PLAN OPENING STIFFENER O 12j OC FOR SPECIES AND TYP I ' SPAGNG EL 9.3 J6'o OUT LET 6' BEVEL TO SO �. STOP LOG ANCHOR 1 v - d I.E. EL 6. I.E. EL-5.9 / I.E. EL.-5.40 LE. EL 5.4 0.42% W4 DIA , / 6's PvCC 0.00% ORAMI LEVEL ' 1/4'0 EPDXY d v ANCHOR BOLTS, r r NUTS AND WASHERS 6' EMBEDMENT (TYP) O.C. • 6'x12' TIMBER EL 1.0 � STOP LOGS �. v -d SPRINGBROOK CREEK SECTION OUTLET $TRUCTU A SCALE: NONE 1 D 1 0) rjovRCE : CSTL S►i r DL?vE1.oPMEN-C 5Ton ORAWAGE DETA%L-S' —SHEET 5 DAAwiNC— \COyC6) 1 1 Boeing Commercial Airplane Group Surface Water Management Project iCSTC Delta Area Discharge Vault Element 1 (2'x 3'Overflow Contracted Broad-Crested Weir) Stage Hydraulic Weir Coefficient Actual No.of sides Effective Flowrate (ft) Head Height C,(1) Width contracted Width Q(cfs)(3) H(ft) Y(ft) bathe,(ft) N ben.(ft)12) 9.5 0.0 9.5 0.000 3.0 2 3.00 0 10.0 0.5 9.5 0.614 3.0 2 2.99 3 10.5 1.0 9.5 0.615 3.0 2 2.98 10 11.0 1.5 9.5 0.619 3.0 2 2.97 18 11.5 2.0 9.5 0.622 3.0 2 2.96 28 12.0 2.5 9.5 0.626 3.0 2 2.95 39 12.5 3.0 9.5 0.630 3.0 2 2.94 52 13.0 3.5 1 9.5 0.634 3.0 2 2.93 65 13.5 1 4.0 9.5 0.639 3.0 2 2.92 80 14.0 4.5 9.5 0.643 3.0 2 2.91 96 ' Notes: (1) C,_[0.6035+0.0813(H/`)+(0.000295/Y)]`[1+(0.00361/H)]f (Rehbock) (2) beff=bactual-(0.1)(N)(H) (3) Q=2/3(Ct)(befr)(2g)"2(H)3r2 CSTC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir,Stoplogs) Stage Hyd.Head Hyd.Head Weir Coefficient Actual Flowrate Flowrate (ft)(t) Upstream Downstream Height C1 (2) Width Free Flow Submerged H (ft) Hdown(ft) Y(ft) b.t.,(ft) Qfr.(cfs)(3) %U'.(cfs)(4) 8.60 1.1 1.10 7.5 0.618 16.0 61 0 9.00 1.5 1.10 7.5 0.622 16.0 98 67 9.5 2.0 1.10 7.5 0.627 16.0 152 124 10.0 2.5 1.10 7.5 0.632 16.0 214 187 10.5 3.0 1.10 7.5 0.637 16.0 283 257 11.0 3.5 1.10 7.5 0.642 16.0 360 334 11.5 4.0 1.10 7.5 0.648 16.0 444 418 12.0 4.5 1.10 7.5 0.653 16.0 534 508 12.5 5.0 1.10 7.5 0.658 16.0 630 604 13.0 5.5 1.10 7.5 0.664 16.0 733 707 13.5 6.0 1.10 7.5 0.669 16.0 842 816 I 14.0 6.5 1.10 7.5 0.675 16.0 957 931 Notes: (1) 2-year tailwater in Springbrook Creek=8.60(Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) C,_[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]f (Rehbock) (3) Qlree=2/3(C1)(bactua,)(2g)V2(HUP)3rz (4) Qsub=Qfree[1 -(Hd.r/ '")312]0.385 1 t 013893\2220\engr\Kbcatc18.)ds[EtandE3] Boeing Commercial Airplane Group Surface Water Management Project INLET PIPE OUTLET PIPE CSTC Delta Area Discharge Vault Element 2 CSTC Delta Area Discharge Vault Element 4 Length(ft)= 24 Length(ft)= 44 Diameter(in)= 18 Diameter(in)= 36 Invert Elevation= 6.0 Invert Elevation= 6.0 Number of Culverts= 1 Number of Culverts= 1 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater, h2(ft)= 8.60 Tailwater,h2(ft)= 8.60 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)t'� (ft) Hyd.Head Q(cfs)I'I h, (ft) h, (ft) 8.6 2.6 0.00 8.6 2.6 0.00 8.7 2.7 2.43 8.7 2.7 10.06 8.8 1 2.8 3.44 8.8 2.8 14.23 8.9 2.9 4.22 8.9 2.9 17.42 9.0 3.0 4.87 9.0 3.0 20.12 9.1 3.1 5.44 9.1 3.1 22.50 9.2 3.2 5.96 9.2 3.2 24.64 9.3 3.3 6.44 9.3 3.3 26.62 9.4 3.4 6.88 9.4 3.4 28.45 9.5 3.5 7.30 9.5 3.5 30.18 9.6 3.6 7.70 9.6 3.6 31.81 9.7 3.7 8.07 9.7 3.7 33.37 9.8 3.8 8.43 9.8 3.8 34.85 9.9 3.9 8.77 9.9 3.9 36.27 10.0 4.0 9.11 10.0 4.0 37.64 10.1 4.1 9.43 10.1 4.1 38.96 10.2 4.2 9.73 10.2 4.2 40.24 10.3 4.3 10.03 10.3 4.3 41.48 10.4 4.4 10.32 10.4 4.4 42.68 10.5 4.5 10.61 10.5 4.5 43.85 10.6 4.6 10.88 10.6 4.6 44.99 10.7 4.7 11.15 10.7 4.7 46.10 10.8 4.8 11.41 10.8 4.8 47.19 10.9 4.9 11.67 10.9 4.9 48.25 11.0 5.0 11.92 11.0 5.0 49.28 11.1 5.1 12.17 11.1 5.1 50.30 11.2 5.2 12.41 11.2 5.2 51.30 11.3 5.3 12.65 11.3 5.3 52.27 11.4 5.4 12.88 11.4 5.4 53.23 11.5 5.5 13.11 11.5 5.5 54.18 11.6 5.6 13.33 11.6 5.6 55.10 ' 11.7 5.7 13.55 11.7 5.7 56.01 11.8 5.8 13.77 11.8 5.8 56.91 11.9 5.9 13.98 11.9 5.9 57.79 12.0 6.0 14.19 12.0 6.0 58.66 Notes: (1) Q=CA((2g(h1-h2))/0+((29Cd2n2L)/rH4")))t2,Eq.5.71 CERM 013893\2220\,engr\Kbca1c18.x1s[Submerged Outlet-Free] I2/2/99 4 :49 : 53 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 2YR, BASIN A ROUTED TO CREEK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2YR, POST BASIN A ............ 0.00 8.83 DELTA CSTC-OUT 9.18 3 6.10 3 ac-ft i i t 2/2/99 5 : 6 : 53 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 10YR, BASIN A ROUTED TO CREEK ----------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10YR, POST BASIN A ........... 0.00 15.02 DELTA CSTC-OUT 9.66 3 9.46 5 ac-ft ! 1 1 1 1 1 1 1 I i j t ' 2/2/99 5 :12 : 9 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 25YR, BASIN A ROUTED TO CREEK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR, POST BASIN A ........... 0.00 17.60 DELTA CSTC-OUT 9.92 3 12.22 5 ac-ft 1 2/3/99 2 :2 :21 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST-SWMP 100YR, BASIN A ROUTED TO CREEK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR, POST BASIN A .......... 0.00 20.69 DELTA CSTC-OUT 10.12 3 15.00 6 ac-ft r t f r r D File Input Hydrograph Storage Discharge LPool Proj : SWMP �eeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee ; MATCH INFLOW STO DIS PEAK PEAK OUT 0 0 DESCRIPTION PEAK PEAK No. No. STG OUT HYD 0 WQ, POST BASIN B-1 0 . 00 0 . 06 BASINB 1 B-1 10 . 80 0 . 06 8 0 2YR, POST BASIN B 1 0 . 00 0 . 80 BASINB-1 B-1 10 . 80 0 . 80 9 05YR, POST BASIN B-1 0 . 00 1 . 08 BASINB-1 B-1 10 . 80 1 . 08 10 0 110YR, POST BASIN 3-1 0 . 00 1 .45 BASINB-1 B-1 10 . 80 1 .45 11 0 25YR, POST BASIN B-1 0 . 00 1 . 82 BASINB-1 B-1 10 . 80 1 . 82 12 0 050YR, POST BASIN B-1 0 . 00 1 . 86 BASINB-1 B-1 10 . 80 1 . 86 13 0 1100YR, POST BASIN B-1 0 . 00 2 . 20 BASINB-1 B-1 10 . 80 2 . 20 14 0 0 0 0 o Press any key to exit °eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef enu: Perform Level pool computations using input table instructions ' PQST -OEV E LO PneNT SW M P 13ASiN 3� SUg(3ASlN g-� R��T�fl �o ' PRRc.t�c.G "CRAC.K� r 2/1/99 9 : 2 :48 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP,BSN B-1, ROUTED TO PRACTICE TK STAGE STORAGE TABLE CUSTOM STORAGE ID No. BASINB-1 Description: BASINB-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- 14 00 0.0000 0.0000 14.80 17240 0.3958 15.60 50050 1.1490 16.40 104650 2.4024 14.10 2155 0.0495 14.90 19395 0.4452 15.70 54800 1.2580 16.50 113550 2.6067 14.20 4310 0.0989 15.00 21550 0.4947 15.80 59550 1.3671 16.60 122450 2.8111 14.30 6465 0.1484 15.10 26300 0.6038 15.90 64300 1.4761 16.70 131350 3.0154 14.40 8620 0.1979 15.20 31050 0.7128 16.00 69050 1.5852 16.80 140250 3.2197 14.50 10775 0.2474 15.30 35800 0.8219 16.10 77950 1.7895 16.90 149150 3.4240 14.60 12930 0.2968 15.40 40550 0.9309 16.20 86850 1.9938 ' 14.70 15085 0.3463 15.50 45300 1.0399 16.30 95750 2.1981 1 2/1/99 9 :2 :48 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, BSN B-1, ROUTED TO PRACTICE TK STAGE DISCHARGE TABLE I CUSTOM DISCHARGE ID No. B-1 Description: BASINB-1 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ' (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- ------------ 10.80 2.9405 12.20 3.9979 13.60 4.8291 15.00 5.5368 10.90 3.0283 12.30 4.0629 13.70 4.8830 15.10 5.5839 11.00 3.1136 12.40 4.1269 13.80 4.9364 15.20 5.6307 11.10 3.1967 12.50 4.1899 13.90 4.9892 15.30 5.6770 11.20 3.2776 12.60 4.2520 14.00 5.0414 15.40 5.7230 11.30 3.3566 12.70 4.3132 14.10 5.0931 15.50 5.7686 11.40 3.4338 12.80 4.3735 14.20 5.1443 15.60 5.8138 11.50 3.5093 12.90 4.4330 14.30 5.1950 15.70 5.8567 ' 11.60 3.5832 13.00 4.4917 14.40 5.2452 15.80 5.9033 11.70 3.6555 13.10 4.5497 14.50 5.2949 15.90 5.9475 11.80 3.7265 13.20 4.6069 14.60 5.3442 16.00 5.9914 11.90 3.7962 13.30 4.6634 14.70 5.3930 12.00 3.8646 13.40 4.7193 14.80 5.4413 12.10 3.9318 13.50 4.7745 14.90 5.4893 r r Boeing Commercial Airplane Group Surface Water Management Project , Post-SWMP Basin B,Subbasin B-1 Discharge to Practice Track Length(ft)= 160 Diameter(in)= 12 Invert Elevation= 10.80 Number of Culverts= 1 Manning's n= 0.013 Coefficient,Cd= 0.62 , Tailwater,h2(ft)= 9.15 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I'i (ft) Hyd.Head Q(cfs)I' h, (ft) h, (ft) 10.80 0.0 2.94 14.30 3.5 5.20 10.90 0.1 3.03 14.40 3.6 5.25 11.00 0.2 3.11 14.50 1 3.7 5.29 11.10 0.3 3.20 14.60 3.8 5.34 11.20 0.4 3.28 14.70 3.9 5.39 11.30 0.5 3.36 14.80 4.0 5.44 11.40 0.6 3.43 14.90 4.1 5.49 11.50 0.7 3.51 15.00 4.2 5.54 11.60 0.8 3.58 15.10 4.3 5.58 11.70 0.9 3.66 15.20 4.4 5.63 11.80 1.0 3.73 15.30 4.5 5.68 , 11.90 1.1 3.80 15.40 4.6 5.72 12.00 1.2 3.86 15.50 4.7 5.77 12.10 1.3 3.93 15.60 4.8 5.81 12.20 1.4 4.00 15.70 4.9 5.86 , 12.30 1.5 4.06 15.80 5.0 5.90 12.40 1.6 4.13 15.90 5.1 5.95 12.50 1.7 4.19 16.00 5.2 5.99 12.60 1.8 4.25 16.10 5.3 6.03 12.70 1.9 4.31 16.20 5.4 6.08 12.80 2.0 4.37 16.30 5.5 6.12 12.90 2.1 4.43 16.40 5.6 6.16 13.00 2.2 4.49 16.50 5.7 6.21 ' 13.10 2.3 4.55 16.60 5.8 6.25 13.20 2.4 4.61 16.70 5.9 6.29 13.30 2.5 4.66 16.80 6.0 6.33 13.40 2.6 4.72 16.90 6.1 6.37 ' 13.50 2.7 4.77 17.00 6.2 6.41 13.60 2.8 4.83 17.10 6.3 6.45 13.70 2.9 4.88 17.20 6.4 6.50 13.80 3.0 4.94 17.30 6.5 6.54 ' 13.90 3.1 4.99 17.40 6.6 6.58 14.00 3.2 5.04 17.50 6.7 6.61 14.10 3.3 5.09 17.60 6.8 6.65 14.20 3.4 5.14 17.70 6.9 6.69 Notes: (1) Q=CdAo((2g(h1-h2))/(1+((29Cd2n2L)/rH4/3)))1/2 Eq.5.71 CERM 013893\2220\engr\kbca1c29.x1s[Basin B-1] , 1 2/1/99 9 : 2 :49 am Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP,BSN B-1, ROUTED TO PRACTICE TK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ---------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, POST BASIN B-1 0.00 0.06 BASINB-1 B-1 10.80 8 0.06 0.00 Cf 2YR, POST BASIN B-1 0.00 0.80 BASINB-1 B-1 10.80 9 0.80 0.00 Cf 5YR, POST BASIN B-1 .......... 0.00 1.08 BASINB-1 B-1 10.80 10 1.08 0.00 Cf 1 10YR,POST BASIN B-1 0.00 1.45 BASINB-1 B-1 10.80 11 1.45 0.00 Cf 25YR,POST BASIN B-1 0.00 1.82 BASINS-1 B-1 10.80 12 1.82 0.00 Cf 50YR,POST BASIN B-1 .......... 0.00 1.86 BASINB-1 B-1 10.80 13 1.86 0.00 Cf 100YR,POST BASIN B-1 ......... 0.00 2.20 BASINS-1 B-1 10.80 14 2.20 0.00 Cf 1 1 1 1 1 t 1 1 1 1 1 1 t 1) File Input Hydrograph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee;� ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° °WQ, POST BASIN B-3 0 . 00 0 . 26 PONDC COMBO2 10 . 00 0 .26 1 ° 02YR, POST BASIN B-3 0 . 00 1 . 29 PONDC COMBO2 11 . 32 0 . 39 2 ° °SYR, POST BASIN B-3 0 . 00 1 . 66 PONDC COMBO2 11 .48 0 . 54 3 ° 010YR, POST BASIN B-3 0 . 00 2 . 14 PONDC COMBO2 11 . 67 0 . 69 4 025YR, POST BASIN B-3 0 . 00 2 . 63 PONDC COMBO2 11 . 89 0 . 88 5 050YR, POST BASIN B-3 0 . 00 2 . 68 PONDC COMBO2 11 . 91 0 . 90 6 ° °100YR, POST BASIN B-3 0 . 00 3 . 13 PONDC COMBO2 12 . 11 1 . 05 7 0 o ° o ° -----==>Done<____________________ Press any key to exit aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Menu: Perform Level pool computations using input table instructions (COST DF_�ELoP r�F�t i 5W rnP v4BA5��1 �3-3 Ro-jTED , iwRu��N POND C_ 1 2/1/99 8 :4 :31 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, 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 0.0219 12.00 6724 0.1544 12.80 13281 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 i 1 1 1 1 i 1 1 r 2/1/99 8 :4 : 32 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP , SURFACE WATER MANAGEMENT PROJECT POST SWMP, 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 : STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> 1 (ft) ---CfS-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 10 00 0.0000 10.80 0.2995 11.60 0.6469 12.40 1.2161 1 10.10 0.1059 10.90 0.3177 11.70 0.7101 12.50 1.2671 10.20 0.1498 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 11.20 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 11.40 0.3963 12.20 1.1050 10.70 0.2802 11.50 0.5680 12.30 1.1623 i 1 1 1 1 1 1 1 1 1 1 2/1/99 8 :4 : 32 am Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, BASIN B-3 , ROUTED THRU POND C STAGE DISCHARGE TABLE 1 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 ft 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 1 1 1 1 1 i 1 1 2/1/99 8 :4 : 32 am Sverdrup Civil Inc page 4 BOEING COMMERCIAL AIRPLANE GROUP , SURFACE WATER MANAGEMENT PROJECT POST SWMP, BASIN B-3 , ROUTED THRU 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---> ' (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 0.0000 12.70 0.8711 2/1/99 8 :4 :32 am Sverdrup Civil Inc page 5 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, BASIN B-3 , ROUTED THRU POND C LEVEL POOL TABLE SUMMARY=====__________________ MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------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 1.29 PONDC COMB02 11.32 2 0.39 2036.56 cf SYR, POST BASIN B-3 .......... 0.00 1.66 PONDC COMB02 11.48 3 0.54 3041.46 cf ' 10YR,POST BASIN B-3 0.00 2.14 PONDC COMB02 11.67 4 0.69 4367.47 cf 25YR,POST BASIN B-3 0.00 2.63 PONDC COMB02 11.89 5 0.88 5940.34 cf 50YR,POST BASIN B-3 .......... 0.00 2.68 PONDC COMB02 11.91 6 0.90 6092.61 cf 100YR,POST BASIN B-3 ......... 0.00 3.13 PONDC COMB02 12,11 7 1.05 7561.36 cf r r I D File Input Hydrograph Storage Discharge LPool Proj : SWMP ieeeeeeeeeeeeeeeeeeeeeeeeeeeRouting Comparison Tableeeeeeeeeeeeeeeeeeeeeeeeeeee;� ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° °WQ, POST BASIN B 0 . 00 0 .43 4C BASINB 7 . 20 0 . 00 8 ° 02YR, POST BASIN B 0 . 00 3 . 03 4C BASINB 9 . 13 1 . 37 9 ° 05YR, POST BASIN B 0 . 00 3 . 99 4C BASINB 9 . 14 2 . 01 10 ° 010YR, POST BASIN B 0 . 00 5 . 31 4C BASINB 9 . 18 3 . 52 11 025YR, POST BASIN B 0 . 00 6 . 70 4C BASINB 9 . 22 5 . 82 12 0� 050YR, POST BASIN B 0 . 00 6 . 84 4C BASINB 9 . 22 6 . 10 13 ° 0100YR, POST BASIN B 0 . 00 8 . 10 4C BASINB 9 . 24 8 . 10 14 0 1 o ° o ° o ° __________>Done<====_______________= Press any key to exit aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef r Menu: Perform Level pool computations using input table instructions ' P(Ds1 OE\1r LOP rMr--N i WM1" SAS,N �J SU j313A5)fQ5 -�, 8 -� , 4 13-3 RL)J'Ep �PR1N � 6Ro01` L��Eli ' -`(EAR 9,15 2/1/99 9 :27 : 17 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT POST SWMP,BSN B, 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 114079 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 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 2.2066 14.00 237606 5.4547 7.20 11903 0.2733 9.50 42312 0.9729 11.80 99508 2.2144 14.10 252061 5.7815 ' 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 54179 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 2/1/99 9 : 27 : 18 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP , SURFACE WATER MANAGEMENT PROJECT POST SWMP,BSN B, ROUTED TO SPRINGBROOK STAGE DISCHARGE TABLE====____________________ CUSTOM DISCHARGE ID No. BASINB ' Description: BASINB STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> -(ft)=====cfs 'ft)=====cfs (ft)=====cfs (ft)=====cfs=====________ , 9.15 0.0000 10.95 39.667 12.75 56.101 14.55 68.711 9.25 9.0319 11.05 40.754 12.85 56.875 14.65 69.344 9.35 13.118 11.15 41.813 12.95 57.639 14.75 69.972 ' 9.45 16.139 11.25 42.846 13.05 56.392 14.85 70.594 9.55 18.664 11.35 43.855 13.15 59.136 14.95 71.210 9.65 20.882 11.45 44.841 13.25 59.871 15.05 71.622 9.75 22.884 11.55 45.805 13.35 60.597 15.15 72.428 9.85 24.723 11.65 46.750 13.45 61.314 15.25 73.029 9.95 26.434 11.75 47.676 13.55 62.023 15.35 73.625 ' 10.05 28.041 11.85 48.584 13.65 62.724 15.45 74.216 10.15 29.560 11.95 49.476 13.75 63.417 15.55 74.803 10.25 31.004 12.05 50.352 13.85 64.103 15.65 75.385 10.35 32.384 12.15 51.213 13.95 64.781 15.75 75.963 ' 10.45 33.707 12.25 52.060 14.05 65.452 15.85 76.536 10.55 34.981 12.35 52.893 14.15 66.117 15.95 77.105 10.65 36.209 12.45 53.713 14.25 66.775 16.05 77.389 , 10.75 37.397 12.55 54.521 14.35 67.426 10.85 38.549 12.65 55.317 14.45 68.072 Boeing Commercial Airplane Group Surface Water Management Project Post-SWMP Basin B Discharge to Springbrook Creek Length (ft)= 150 ' Diameter(in)= 36 Invert Elevation= 6.07 Number of Culverts= 1 Manning's n= 0.013 ' Coefficient,Cd= 0.62 Tailwater,h2(ft)= 9.15 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs) I'I (ft) Hyd. Head Q(cfs) ' h1 (ft) h, (ft) 9.15 3.1 0.00 12.60 6.5 54.92 9.20 3.1 6.61 12.70 6.6 55.71 ' 9.30 3.2 11.45 12.80 6.7 56.49 9.40 3.3 14.78 12.90 6.8 57.26 9.50 3.4 17.49 13.00 6.9 58.02 9.60 3.5 19.84 13.10 7.0 58.77 1 9.70 3.6 21.93 13.20 7.1 59.51 9.80 3.7 23.84 13.30 7.2 60.24 9.90 3.8 25.61 13.40 7.3 60.96 10.00 3.9 27.26 13.50 7.4 61.67 10.10 4.0 28.82 13.60 7.5 62.38 10.20 4.1 30.30 13.70 7.6 63.07 10.30 4.2 31.71 13.80 7.7 63.76 10.40 4.3 33.06 13.90 7.8 64.44 10.50 4.4 34.36 14.00 7.9 65.12 10.60 4.5 35.61 14.10 8.0 65.79 10.70 4.6 36.81 14.20 8.1 66.45 10.80 4.7 37.98 14.30 8.2 67.10 ' 10.90 4.8 39.12 14.40 8.3 67.75 11.00 4.9 40.22 14.50 8.4 68.39 11.10 5.0 41.29 14.60 8.5 69.03 11.20 5.1 42.34 14.70 8.6 69.66 11.30 5.2 43.36 14.80 8.7 70.28 11.40 5.3 44.35 14.90 8.8 70.90 11.50 5.4 45.33 15.00 8.9 71.52 11.60 5.5 46.28 15.10 9.0 72.13 11.70 5.6 47.22 15.20 9.1 72.73 11.80 5.7 48.13 15.30 9.2 73.33 11.90 5.8 49.03 15.40 9.3 73.92 12.00 5.9 49.92 15.50 9.4 74.51 1 12.10 6.0 50.79 15.60 9.5 75.10 12.20 6.1 51.64 15.70 9.6 75.68 12,30 6.2 52.48 15.80 9.7 76.25 12.40 6.3 53.31 15.90 9.8 76.82 1 12.50 6.4 54.12 16.00 9.9 77.39 Notes: (1) Q=CdAo((2g(hl-h2))/(1+((29Cd2n2L)/rHa3)))112 Eq.5.71 CERM ' 013893\2220\engr\kbca1c29.x1s[Basin B to Creek] 2/1/99 9 :27 : 19 am Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP , SURFACE WATER MANAGEMENT PROJECT POST SWMP, BSN B, 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 BASIN B 0.00 0.43 4C BASINB 7.20 8 0.00 11940.05 cf ' 2YR, POST BASIN B ....... 0.00 3.03 4C BASINB 9.13 9 1.37 36510.10 cf 5YR, POST BASIN B ............ 0.00 3.99 4C BASINB 9.14 10 2.01 36734.04 cf 10YR,POST BASIN B 0.00 5.31 4C BASINS 9.18 11 3.52 37265.44 cf , 25YR,POST BASIN B ...... 0.00 6.70 4C BASINB 9.22 12 5.82 37933.21 cf 50YR,POST BASIN B ............ 0.00 6.84 4C BASINS 9.22 13 6.10 37999.08 cf 100YR,POST BASIN B ........... 0.00 8.10 4C BASINB 9.24 14 8.10 38247.31 cf 1 ' APPENDIX E WATER QUALITY EVALUATIONS 1 i i 1 1 1 1 1 r r 1 ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Appendix E February 1999 ! ' 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: ! Site Map of Water Quality Collection Points, Figure E.I 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 1 i 1 1 1 1 1 1 1 i 1 ! Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc Appendix E- 1 February 1999 i ' PROJECT SIlE ` _ . y SCALE: NONE SPRINGBROOK CREEK � � ' W O 5 i. �� t � ' I tl C — of• - tq V 7- Or ASIN00 _ - �— , ' Q Q t _�_ I S ' � S MARSH Z Z a H , - WETLANDS O O In BASIN 4 i0l"WASIN 3 1 ' C� I o BASIN 6 SW 16th ST z 1 ---- _ _ f c. ------------ -------•-- __---- i ' _ `BNRR t UPRR el `•t_? l �rj - I 1.- �� � WEST VA_.� -7 GREEN RIVER l7rl� weC-lL IN C. w w ■ m+ AccEPuetm n ,.,s 8 WATER QUALITY MONITORING POINTS or lun47 SURFACE WATER MANAGEMENT FIG. E•1 PROJECT of CNL 0"C IANCACRES WU PARK Longacres Park On-Site Water Quality Monitoring Laboratory Analysis and Field Testing Report Springbrook Creek March 31, 1992 Feld Data Lab Analysis Stage Gage Air Temp Water C.Cond. Date Time Reading' ('C) Temp('C) pH DG(mg/1) (umhos/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 12 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 8.9 6.75 7.56 139 5.8 28 12/16/91 10:05 3.92 0 4.9 7.07 4.94 307 8.0 19 12/22/91 10:00 4.13 5 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 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 11:40 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 #Samples Stage Gage Air Temp Water Temp C.Cond. Composited Date Time Reading (°C) ('C) pH DO(mg/1) (umhos/cm) TOC(mg/1) TSS(mg/1) Comments 1 06/19/91 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 CW23/91 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 ll/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 1.50 930 26.0 41 DO&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 7.32 4.58 392 28.0 200 03/02/92 12:20 6.50 10 11.5 7.31 N/A 673 Bad DO reading 03/09/92 13:10 6.50 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 �r r r iiiv r shirr r r r w r �e r r r r � r w 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 / / 1 N/A 1 Very low ow 11/04/91 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 South Marsh Outlet (Site #6) Date Time TOC(mg/1) TSS(mg/1) I Comments 11/11/91 08:30 14.0 9 1 first flush rain 11/18/91 12:15 14.0 15 11/25/91 17:00 20 4 Longaeres Park On-Site Water Quality Monitoring Storm Event Monitoring Laboratory and Field Testing Report March 31, 1992 Feld Data Air Temp Water Temp C.Cond. Site Date Time Gage Elev. (°C) ('C) pH DO(mg/1) (umhos/cm) Comments Springbrook 12/05/91 14:50 6.10 9 9.7 7.35 8.9 124 Storm event 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#7) Springbrook 01/29/92 12:40 6.65 10 10.0 6.90 9.7 84 Storm event 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#7) I.ab Analysis Biochemical Chemical Nitrate T-Org Total Total Oil Total Total Total Oxygen Oxygen +Nitrite Halogens ICeldahl do Grease Organic Phosphate Suspended Demand Demand as N (SW 9020) Nitrogen (413.1) Carbon as P Solids Site Date Time (mg/0 (mg/l) (mg/n (mg/1) N(mg/1) (mg/1) (mg/1) (mg/I) (mg/1) 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 Net 12/05/91 16:25 10 16 0.03 0.02 0.50 5 11 0.17 4 Storm event 1 (Site V) 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 V) APPENDIX F WATER QUALITY DESIGN Surface Water Management Project-Drainage Report Sverdrup Civil, Inc. 014002\2220\wp\drnrpt02.doc Appendix F February 1999 APPENDIX F WATER QUALITY DESIGN ' This appendix contains calculations completed for design of the project water quality wetpond located south of the enlarged CSTC pond. Information included consists of: ' : Wetpond Sizing for Post-Development Conditions Wetpond Sizing for Masterplan Conditions • Basin Routing Summary for Water Quality Storm Events I 1 Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Appendix F-1 February 1999 Sverdrup JOB NUMBER BY BOEING COMMERCIAL AIRPLANE GROUP SHEET ' 014002 KJB SURFACE WATER MANAGEMENT PROJECT 1 DATE CHECKED STORM DRAINAGE DESIGN °F 02/04/99 JJS WETPOND SIZING FOR POST-DEVELOPMENT CONDITIONS ' SCOPE including surface area and volume requirements for a wetpond ' Determine the size inc g q constructed to replace Pond`B". ' REFERENCES • City of Renton Building Regulation, Chapter 22 "Storm and Surface Water Drainage" ' • King County Surface Water Design Manual (KCSWDM) • Area Weighted Runoff Coefficient for Drainage Basin A, Subbasin A-3 • 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.) ASSUMPTIONS Pond `B" will be filled in and all stormwater flowing to Pond `B" will be re-directed to a new wetpond/detention pond (Pond "D"). Assume all treatment will be provided for in a single cell pond, similar to the CSTC project. Biofiltration is not required if the treatment facility has twice the volume and surface area ' required by the KCSWDM per Scott Woodbury's review comment #1 in City of Renton Memo, dated May 28, 1997. PROCEDURE This project will not create more than 1 acre of new impervious surface subject to vehicular , use; however, Pond "D" will be constructed to replace Pond `B" which currently has more 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. 014002\2220\engr\kbca1c31.doc ' Sverdrup JOB NUMBER BY BOEING COMMERCIAL AIRPLANE GROUP SHEET 014002 KJB SURFACE WATER MANAGEMENT PROJECT 2 DATE CHECKED STORM DRAINAGE DESIGN of 02/04/99 JJS WETPOND SIZING FOR POST—DEVELOPMENT ' CONDITIONS 1. Determine Required Wetpond Surface Area: Per KCSWDM page 1.3.5-1, the required design water surface area shall be 1% of the impervious surface area in the drainage subbasin contributing to the facility: ' SA = 0.01*AimP 1 where, SA = surface area required AimP = impervious contributing area AimP = 935,575 ft2 (see attached basin summary) ' therefore, SA = 0.01*935,575 SA = 9,356 ft' This surface area must be multiplied by 2 since no biofiltration is being provided. SA = 9,356*2 SA= 18,712 ft2, (Pond "D" provides 78,000 ft2) 2. Determine Required Wetpond Volume: 1 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: 1 P2/3 storm volume = 62,908 ft3 (see attached basin summary) Volume must be multiplied by 2 since no biofiltration is being provided(per Scott Woodbury, City of Renton). tVolume = 62,908*2 Volume = 125,816 ft3 (289,725 ft3 provided) 014002\2220\engr\kbca1c31.doc 3 , Boeing Commercial Airplane Group Surface Water Management Project(SWMP) Area Weighted Runoff Coefficient ' Post-Development SWMP Drainage Basin A (South Main Track1Bldg 25-20 Basin) Sub-Basin A-3 Soil Hydrologic Curve Land Use Area Weight Weighted ' Group Group Number Description s 0 Curve Number Ur D 98 Building Roofs 268,789 8% 7.90 Ur D 98 Pavements 640,185 19% 18.80 Ur D 91 Gravel Parking Lots 313,377 9% 8.55 Ur C 87 Sand Racing Track(dirt road) 200,038 6% 5.22 Ur D 90 Lawns 1,220,651 37% 32.93 Ur D 92 Horse walking Areas fair 305,321 9% 8.42 Ur D 89 Meadow 84,231 3% 2.25 Wo D 98 Pavements 9,549 0% 0.28 Wo D 91 Gravel Parking Lots 35,991 1% 0.98 ' Wo D 92 Lawns 143,100 4% 3.95 Ng B 98 Pavements 17,052 1% 0.50 Ng B 85 Gravel Parking Lots 9,447 0% 0.24 Ng B 85 Lawns fair 88,534 3% 2.26 ITOTALS1 3,336,265 100% 92.26 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) = 21.48 Acres Impervious area curve number = 98.00 ' Pervious area(curve number<98) = 55.11 Acres Pervious area curve number = 90.03 Basin Composite Curve Number = 92.26 , Basin Total Area = 76.59 Acres 014002/2220tongr/-KbcalcV.As[Post-Basin A-31 1/28/99 Sverdrup Civil,Inc. 1 2/4/99 1 : 13 : 36 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP yl� 1 SURFACE WATER MANAGEMENT PROJECT POST SWMP, WATER QUALITY - BASIN A-3 1 BASIN SUMMARY BASIN ID: A-3-WQ NAME: BASIN A-3 POST SWMP, WQ 1 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 76 . 59 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP 1 PRECIPITATION. . . . : 0 . 67 inches AREA. . : 55 . 11 Acres 21 . 48 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 . 87 cfs VOL: 1 .44 Ac-ft TIME: 480 min i 1 1 1 1 1 r r r 1 r 5 Commercial Airplane Group Boeing p p Surface Water Management Project , Pond "D" t Elevation Area (ft) Area acres Volume (ft) 2 22,607 0.51899 - 3 28,620 0.65702 25,614 4 35,091 0.80559 57,469 5 41,932 0.96262 95,981 6 49,053 1.12611 141,473 7 56,357 1.29377 194,178 8 63,817 1.46503 254,265 8.5 78,024 1.79117 289,725 , 9 92,230 2.11732 332,289 10 102,596 2.35527 429,702 11 113,293 2.60084 537,646 12 122,291 2.80742 655,437 13 138,994 3.19086 786,080 14 152,482 3.50051 931,818 , 15 166,014 3.81116 1,091,066 16 180,606 4.14614 1,264,376 r r r r r r r 014002\2220\engr\pond-vo1.x1s[Pond•e•] Sverdrup Civil, Inc. q(o CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: May 28, 1997 TO: Clint Morgan FROM: Scott WoodburySOJ 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 A/B 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: Pre-CSTC(baseline)= 159.26 acres Post-CSTC= 164.64 acres Post 25-20= 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 4B 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. 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 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. 5. Please include a brief explanation in the report of how the total release rates from Basin 4B 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 also noted within the text of the report. i Sverdrup JOB NUMBER BY BOEING COMMERCIAL AIRPLANE GROUP SHEET 014002 KJB SURFACE WATER MANAGEMENT PROJECT 1 DATE CHECKED STORM DRAINAGE DESIGN of 02/04/99 JJS WETPOND SIZING FOR MASTERPLAN CONDITIONS SCOPE Determine the size of the wetpond including surface area and volume requirements for masterplan conditions at Longacres Office Park. REFERENCES • City of Renton Building Regulation, Chapter 22 "Storm and Surface Water Drainage" , • King County Surface Water Design Manual (KCSWDM) • Area Weighted Runoff Coefficient for Masterplan Drainage Basin Pond "D" ' • 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.) ' ASSUMPTIONS Assume all treatment will be provided for in a single cell pond, similar to the CSTC project. Biofiltration is not required if the treatment facility has twice the volume and surface area required by the KCSWDM per Scott Woodbury's review comment #1 in City of Renton Memo, dated May 28, 1997. PROCEDURE More than 1 acre of new impervious surface subject to vehicular use will be created under the , current masterplan. Therefore, per Special Requirement #5 of the KCSWDM, this project must provide Special Water Quality Controls. r 014002\2220\engr\kbca1c32.doc Sverdru P ' JOB NUMBER BY BOEING COMMERCIAL AIRPLANE GROUP SHEET 014002 KJB SURFACE WATER MANAGEMENT PROJECT 2 DATE CHECKED STORM DRAINAGE DESIGN OF 02/04/99 JJS WETPOND SIZING FOR MASTERPLAN CONDITIONS 1. Determine Required Wetpond Surface Area: Per KCSWDM page 1.3.5-1, the required design water surface area shall be 1% of the impervious surface area in the drainage subbasin contributing to the facility: ' SA = 0.01*&,,p where, SA = surface area required A;np = impervious contributing area Aimp = 3,247,444 ft2 (see attached basin summary) therefore, SA = 0.01*3,247,444 1 SA = 32,474 ft2 This surface area must be multiplied by 2 since no biofiltration is being provided. ' SA= 32,474*2 SA= 64,948 ft2, (Pond "D" provides 78,000 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 = 149,671 ft3 (see attached basin summary) Volume must be multiplied by 2 since no biofiltration is being provided (per Scott Woodbury, City of Renton). ' Volume= 149,671*2 Volume=299,342 ft3 (289,725 ft3 provided) 014002\2220\engr\kbca1c32.doc Boeing Commercial Airplane Group 3/7 Surface Water Management Project Area Weighted Runoff Coefficient Pond "D" Basin Master Plan Final Buildout , Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number Description sf Curve Number Ur D 98 Building Roofs 659,648 13% 12.74 Ur D 98 Pavements 2,480,559 49% 47.89 Ur D 90 Landscaping ood) 1,828,615 36% 32.42 , Ur D 100 1 Water Surfaces 1 107,237 2% 2.11 ITOTALS1 1 5,076,059 100% 95.16 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) = 74.55 Acres Impervious area curve number = 98.07 ' Pervious area(curve number<98) = 41.98 Acres Pervious area curve number = 90.00 Basin Composite Curve Number = 95.16 ' Basin Total Area = 116.53 Acres 01 4002/2220/engr/-Kbcalcl0.)ds[Pond'D'] 211/99 Sverdrup Civil,Inc. 2/4/99 1 : 14 :4 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP � � SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, WATER QUALITY - POND"D" BASIN SUMMARY BASIN ID: PNDD-WQ NAME: MASTERPLAN POND "D" , WQ ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . . 17 . 00 min 17 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE: 8 . 59 cfs VOL: 3 .44 Ac-ft TIME: 480 min Boeing Commercial Airplane Group Surface Water Management Project Pond "D" 1 Elevation Area (ft2) Area acres Volume (ft) 2 22,607 0.51899 - 3 28,620 0.65702 25,614 4 35,091 0.80559 57,469 5 41,932 0.96262 95,981 6 49,053 1.12611 141,473 1 7 56,357 1.29377 194,178 8 63,817 1.46503 254,265 8.5 78,024 1.79117 289,725 9 92,230 2.11732 332,289 10 102,596 2.35527 429,702 11 113,293 2.60084 537,646 12 122,291 2.80742 655,437 13 138,994 3.19086 786,080 14 152,482 3.50051 931,818 15 166,014 3.81116 1,091,066 , 16 180,606 4.14614 1,264,376 i 1 1 1 1 1 1 1 1 014002%2220\sngrlpond-vo1.x1s[Pond•D•] Sverdrup Civil, Inc. 1 CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: May 28, 1997 TO: Clint Morgan FROM: Scott Woodbury-50 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: Pre-CSTC(baseline)= 159.26 acres Post-CSTC= 164.64 acres Post 25-20= 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 4B 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. 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 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. 5. Please include a brief explanation in the report of how the total release rates from Basin 4B 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 also noted within the text of the report. I 1H/ERv\oJ5 (yU£'JC of OAKFSOA�-.'�) Pf ROwoti (Weil o: oA4C5o��� / � I PAJFNCr•,1•( OV\LpwcS "TQ AL / 7070o G 7coo 7g3]t85 \q e55oo ' 1 �0.20 yg5oo 1 /. 7y53oo Ig 1oo 71775o Sou 53o 6C-1 iau �5?5� So)x 11 3 5`+11975 SF I ; Sq7 Geo , 1 �90730 oP S7 So :?03'2 45S SF ' I 25-30 xa' x x 25-20 n �; ixt �...:......... .. 25-10 67.600 SF I I I i� i al I w i I ........ _.... ; 25-21 i .- 52.550 SF E— t 58th ST. 25-31 i 3 • Ili : : � ..:• ..' N � O t. i E—$. I I — 25-23 ...... 52.550 SF I I 25-32 ax SUBSTATION I ...::. YARD a a 25-24 I 4 xa ci 0 I '• •' 25-50 -. 52.550 SF $a 25-40 xa Iq / x r I I 25-51 1 1 ... N tV 25-41 I s ax� i a 52 550 SF 1 I 25-60 .................. ..._... 52,550 SF � s : ::.: � p131v1\22to�OwG�K56� nw r� rr �r rr rr �r rr r� �r rr r rr rr rr ■r r r r r Boeing Commercial Airplane Group Surface Water Management Project Basin Routing Summary Water Quality Storm Event(free discharge into Springbrook Creek) for Post Development SWMP and Masterplan Water Quality Storm Event Pond "D" CSTC Pond Delta Area Peak Peak Peak Basin Peak Peak Peak Weir Peak Peak Peak Creek Inflow Stage Outflow Tailwater Inflow Stage Outflow Elevation Inflow Stage Outflow Tailwater cfs ft cfs Elevation cfs ft cfs) (cfs) (ft cfs Elevation Post SWMP 2.87 8.67 1.04 8.63 3.99 8.63 1.49 8.50 1.53 7.60 1.51 n/a Master Ian 8.59 8.88 4.60 8.70 6.15 8.69 2.75 8.50 2.80 7.65 2.76 n/a Sverdrup Civil, Inc. 014002\2220\engr\kbcalc30.xls[Water Quality] Appendix F 2/4/99 m Sverdrup Civil Inc page 1 ' 2/4/99 8 : 58 : 22 a P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' POND"D" STORAGE VOLUME ------------- STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. POND"D" ' Description: POND "D" STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8.50 0.0000 0.0000 10.40 183154 4.2046 12.30 404905 9.2953 14.20 673943 15 472 ' 8.60 8513 0.1954 10.50 193948 4.4524 12.40 417969 9.5953 14.30 689867 15.837 8.70 17025 0.3908 10.60 204742 4.7002 12.50 431034 9.8952 14.40 705792 16.203 , 8.80 25538 0.5863 10.70 215537 4.9480 12.60 444098 10.195 14.50 721717 16.568 8.90 34050 0.7817 10.80 226331 5.1958 12.70 457162 10.495 14.60 737642 16.934 9.00 42563 0.9771 10.90 237126 5.4437 12.80 470226 10.795 14.70 753567 17.300 9.10 52304 1.2007 11.00 247920 5.6915 12.90 483291 11.095 14.80 769491 17.665 ' 9.20 62046 1.4244 11.10 259699 5.9619 13.00 496355 11.395 14.90 785416 18.031 9.30 71787 1.6480 11.20 271478 6.2323 13.10 510929 11.729 15.00 801341 18.396 9.40 81528 1.8716 11.30 283258 6.5027 13.20 525503 12.064 15.10 818672 18.794 , 9.50 91270 2.0953 11.40 295037 6.7731 13.30 540076 12.398 15.20 836003 19.192 9.60 101011 2.3189 11.50 306816 7.0435 13.40 554650 12.733 15.30 853334 19.590 9.70 110752 2.5425 11.60 318595 7.3139 13.50 569224 13.068 15.40 870665 19.988 9.80 120493 2.7661 11.70 330374 7.5844 13.60 583798 13.402 15.50 887996 20.386 , 9.90 130235 2.9898 11.80 342154 7.8548 13.70 598372 13.737 15.60 905327 20.783 10.00 139976 3.2134 11.90 353933 8.1252 13.80 612945 14.071 15.70 922658 21.181 10.10 150770 3.4612 12.00 365712 8.3956 13.90 627519 14.406 15.80 939989 21.579 ' 10.20 161565 3.7090 12.10 378776 8.6955 14.00 642093 14.740 15.90 957320 21.977 10.30 172359 3.9568 12.20 391841 8.9954 14.10 658018 15.106 16.00 974651 22.375 ' 2/4/99 8 :34 : 17 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, WATER QUALITY, A-3 (POND"D" ) STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. PNDDFREE Description: PNDDFREE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- ' 8.63 0.0000 9.53 45.829 10.43 64.827 11.33 79.400 8.73 1.9863 9.63 48.310 10.53 66.604 11.43 80.857 8.83 5.3265 9.73 50.671 10.63 68.334 11.53 82.288 8.93 9.6840 9.83 52.926 10.73 70.022 11.63 83.695 9.03 14.854 9.93 55.088 10.83 71.671 11.73 85.079 9.13 20.724 10.03 57.169 10.93 73.282 11.83 86.440 ' 9.23 27.216 10.13 59.176 11.03 74.858 11.93 87.781 9.33 35.153 10.23 61.118 11.13 76.402 12.03 88.709 9.43 43.204 10.33 63.000 11.23 77.915 r r Boeing Commercial Airplane Group Post-Development Surface Water Management Project (free discharge to Springbrook Creek) ' Pond D Outlet Structure Tailwater Elevation = 8.63 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ' ft) (cfs) cfs (cfs) (cfs) (cfs) 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 8.7 25.14 1.08 12.79 1.08 8.8 39.17 4.10 19.92 4.10 ' 8.9 49.37 8.20 25.11 8.20 9.0 57.79 13.15 29.39 13.15 9.1 65.13 18.83 33.13 18.83 9.20 71.73 25.15 36.48 25.15 ' 9.3 77.77 32.05 39.55 32.05 9.4 83.37 59.75 42.40 42.40 9.5 88.62 63.51 45.07 45.07 9.6 93.57 67.06 47.59 47.59 9.7 98.28 70.44 49.99 49.99 9.8 102.76 73.65 52.27 52.27 , 9.9 107.07 76.74 54.46 54.46 10.0 111.20 79.70 0.00 56.56 56.56 10.1 115.19 82.56 2.20 58.59 58.59 10.2 119.04 85.32 6.22 60.55 60.55 10.3 122.78 87.99 11.43 62.45 62.45 10.4 126.40 90.59 17.59 64.29 64.29 10.5 129.92 93.11 24.59 66.08 66.08 , 10.6 133.35 95.57 32.32 67.82 67.82 10.7 136.69 97.97 40.73 69.52 69.52 10.8 139.95 100.31 49.77 71.18 71.18 , 10.9 143.14 102.59 59.38 72.81 72.81 11.0 146.26 104.83 69.55 74.39 74.39 11.1 149.31 107.02 80.24 75.95 75.95 11.2 152.31 109.16 91.43 77.47 77.47 , 11.3 155.24 111.26 103.09 78.96 78.96 11.4 158.12 113.33 115.21 80.43 80.43 11.5 160.95 115.36 127.77 81.86 81.86 ' 11.6 163.73 117.35 140.76 83.28 83.28 11.7 166.46 119.31 154.16 84.67 84.67 11.8 169.15 121.23 167.96 86.04 86.04 11.9 171.80 123.13 182.15 87.38 87.38 12.0 174.41 125.00 196.72 88.71 88.71 014002\2220\engr\culverts.xls[Pond'D"outlet Summary-Free] , Boeing Commercial Airplane Group Post-Development Surface Water Management Project (free discharge to Springbrook Creek) Culvert Design Submerged Outlet (Pond"D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 ' Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 ' Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 8.63 Tailwater,h2 M)= 8.63 Stage Upstream Flowrate Stage Upstream Flowrate ' (ft) Hyd.Head Q(cfs)t' (ft) Hyd.Head Q(Cfs)t' ht (ft) h1 (ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 ' 8.7 7.2 25.14 8.7 7.2 12.79 8.8 7.3 39.17 8.8 7.3 19.92 8.9 7.4 49.37 8.9 7.4 25.11 9.0 7.5 57.79 9.0 7.5 29.39 9.1 7.6 65.13 9.1 7.6 33.13 9.2 7.7 71.73 9.2 7.7 36.48 9.3 7.8 77.77 9.3 7.8 39.55 9.4 7.9 83.37 9.4 7.9 42.40 9.5 8.0 88.62 9.5 8.0 45.07 9.6 8.1 93.57 9.6 8.1 47.59 9.7 8.2 98.28 9.7 8.2 49.99 9.8 8.3 102.76 9.8 8.3 52.27 9.9 8.4 107.07 9.9 8.4 54.46 ' 10.0 8.5 111.20 10.0 8.5 56.56 10.1 8.6 115.19 10.1 8.6 58.59 10.2 8.7 119.04 10.2 8.7 60.55 10.3 8.8 122.78 10.3 8.8 62.45 ' 10.4 8.9 126.40 10.4 8.9 64.29 10.5 9.0 129.92 10.5 9.0 66.08 10.6 9.1 133.35 10.6 1 9.1 67.82 10.7 9.2 136.69 10.7 9.2 69.52 10.8 9.3 139.95 10.8 9.3 71.18 10.9 1 9.4 143.14 10.9 9.4 72.81 11.0 9.5 146.26 11.0 9.5 74.39 11.1 9.6 149.31 11.1 9.6 75.95 ' 11.2 9.7 152.31 11.2 9.7 77.47 11.3 9.8 155.24 11.3 9.8 78.96 11.4 9.9 158.12 11.4 9.9 80.43 11.5 10.0 160.95 11.5 10.0 81.86 11.6 10.1 163.73 11.6 10.1 83.28 ' 11.7 10.2 166.46 11.7 10.2 84.67 11.8 10.3 169.15 11.8 10.3 86.04 11.9 10.4 171.80 11.9 1 10.4 87.38 12.0 10.5 174.41 12.0 10.5 88.71 ' Notes: (1) Q=CdA0((2g(h1-h2)A1+((29Cd2n2L)/rH13)))1/2 Eq.5.71 CERM i i 014002\2220\engr\culverts.xls[Submerged Outlet-Free] Boeing Commercial Airplane Group Surface Water Management Project Post-Development ' (free discharge to Springbrook Creek) 36-inch Diameter Telescoping Outlet Riser Dia= 36.00 in. , No.of Risers= 2 Tailwater= 8.63 ' Stage Dif. Head Flowrate (ft) at Orifice Riser ' Hb(ft) (cfs)cv 8.5 -0.13 0.00 8.6 -0.03 0.00 ' 8.7 0.07 1.08 8.8 0.17 4.10 8.9 0.27 8.20 9.0 0.37 13.15 ' 9.1 0.47 18.83 9.2 0.57 25.15 9.3 0.67 32.05 9.4 1 0.77 59.75 9.5 0.87 63.51 9.6 0.97 67.06 9.7 1.07 70.44 9.8 1.17 73.65 9.9 1.27 76.74 10.0 1.37 79.70 10.1 1.47 82.56 ' 10.2 1.57 85.32 10.3 1.67 87.99 10.4 1.77 90.59 10.5 1.87 93.11 ' 10.6 1.97 95.57 10.7 2.07 97.97 10.8 2.17 100.31 10.9 2.27 102.59 11.0 2.37 104.83 11.1 2.47 107.02 11.2 2.57 109.16 ' 11.3 2.67 111.26 11.4 2.77 113.33 11.5 2.87 115.36 11.6 2.97 117.35 ' 11.7 3.07 119.31 11.8 3.17 121.23 11.9 3.27 123.13 12.0 3.37 125.00 , Notes: (1) Q=9.739(D)(H)312,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(1­1)1"2,Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. 014002\2220\engr\culverts.xis[36"Risers-Free] , 2/4/99 8 : 34 : 18 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, WATER QUALITY, A 3 (POND"D" ) ----------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' WQ, POST SWMP A-3 ............ 0.00 2.87 POND"D" PNDDFREE 8.67 1 1.04 14875.96 cf 1 : 56 : 23 am Sverdrup Civil Inc page 1 2/4/99 8 P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT 1 WATER QUALITY, POND"D" ROUTED - MASTE(ZQ�r�N STAGE DISCHARGE TABLE 1 CUSTOM DISCHARGE ID No. PNDDFREE 1 Description: PNDDFREE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> 1 (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 8 70 0.0000 9.60 45 843 10.50 64.832 11.40 79.403 1 8.80 1.8478 9.70 48.323 10.60 66.608 11.50 80.860 8.90 5.2265 9.80 50.681 10.70 68.339 11.60 82.291 1 9.00 9.6017 9.90 52.935 10.80 70.026 11.70 83.698 9.10 14.783 10.00 55.097 10.90 71.674 11.80 85.081 9.20 20.660 10.10 57.176 11.00 73.285 11.90 86.443 9.30 27.158 10.20 59.183 11.10 74.861 12.00 87.783 1 9.40 40.430 10.30 61.124 11.20 76.405 9.50 43.221 10.40 63.005 11.30 77.918 i 1 i i i 1 1 1 1 1 i Boeing Commercial Airplane Group Masterplan (free discharge to Springbrook Creek) Pond "D" Outlet Structure Tailwater Elevation= 8.70 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 30.04 1.85 15.28 1.85 t 8.9 42.49 5.23 21.61 5.23 9.0 52.04 9.60 26.47 9.60 9.1 60.09 14.78 30.56 14.78 9.20 67.18 20.66 34.17 20.66 9.3 73.59 27.16 37.43 27.16 9.4 79.49 56.97 40.43 40.43 ' 9.5 84.98 60.90 43.22 43.22 9.6 90.13 64.60 45.84 45.84 9.7 95.01 68.09 48.32 48.32 9.8 99.64 71.42 50.68 50.68 ' 9.9 104.07 74.59 52.94 52.94 10.0 108.32 77.64 0.00 55.10 55.10 10.1 112.41 80.57 2.20 57.18 57.18 10.2 116.36 83.40 6.22 59.18 59.18 10.3 120.17 86.13 11.43 61.12 61.12 10.4 123.87 88.78 17.59 63.01 63.01 ' 10.5 127.46 91.36 24.59 64.83 64.83 10.6 130.96 93.86 32.32 66.61 66.61 10.7 134.36 96.30 40.73 68.34 68.34 10.8 137.68 98.67 49.77 70.03 70.03 10.9 140.92 101.00 59.38 71.67 71.67 11.0 144.08 103.27 69.55 73.29 73.29 11.1 147.18 105.49 80.24 74.86 74.86 11.2 150.22 107.66 91.43 76.41 76.41 11.3 153.19 109.80 103.09 77.92 77.92 11.4 156.11 111.89 115.21 79.40 79.40 11.5 158.98 113.94 127.77 80.86 80.86 11.6 161.79 115.96 140.76 82.29 82.29 11.7 164.56 117.94 154.16 83.70 83.70 11.8 167.28 119.89 167.96 85.08 85.08 11.9 169.95 121.81 182.15 86.44 86.44 12.0 172.59 123.70 196.72 87.78 87.78 01400212220\engr\cu1verts.x1s[Pond"D'Summary-Free Boeing Commercial Airplane Group Masterplan (free discharge to Springbrook Creek) Culvert Design Submerged Outlet (Pond"D" Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 8.70 Tailwater,h2(ft)= 8.70 Stage Upstream Flowrate Stage Upstream Flowrate ' (ft) Hyd.Head Q(cfs)I'I (ft) Hyd.Head Q(cfs)M hi(ft) hi (ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 ' 8.7 1 7.2 0.00 8.7 7.2 0.00 8.8 7.3 30.04 8.8 7.3 15.28 8.9 7.4 42.49 8.9 7.4 21.61 9.0 7.5 52.04 9.0 7.5 26.47 ' 9.1 7.6 60.09 9.1 7.6 30.56 9.2 7.7 67.18 9.2 7.7 34.17 9.3 7.8 73.59 9.3 7.8 37.43 9.4 7.9 79.49 9.4 7.9 40.43 9.5 8.0 84.98 9.5 8.0 43.22 ' 9.6 8.1 90.13 9.6 8.1 45.84 9.7 8.2 95.01 9.7 8.2 48.32 9.8 8.3 99.64 9.8 8.3 50.68 9.9 8.4 104.07 9.9 8.4 52.94 10.0 8.5 108.32 10.0 8.5 55.10 10.1 8.6 112.41 10.1 8.6 57.18 10.2 8.7 116.36 10.2 8.7 59.18 10.3 8.8 120.17 10.3 8.8 61.12 ' 10.4 8.9 123.87 10.4 8.9 63.01 10.5 9.0 127.46 10.5 9.0 64.83 10.6 9.1 130.96 10.6 9.1 66.61 10.7 9.2 134.36 10.7 9.2 68.34 10.8 9.3 137.68 10.8 9.3 70.03 10.9 9.4 140.92 10.9 9.4 71.67 11.0 9.5 144.08 11.0 9.5 73.29 11.1 9.6 147.18 11.1 9.6 74.86 11.2 9.7 150.22 11.2 9.7 76.41 , 11.3 9.8 153.19 11.3 9.8 77.92 11.4 9.9 156.11 11.4 9.9 79.40 11.5 10.0 158.98 11.5 10.0 80.86 11.6 10.1 161.79 11.6 10.1 82.29 11.7 10.2 164.56 11.7 10.2 83.70 11.8 10.3 167.28 11.8 1 10.3 85.08 11.9 10.4 169.95 11.9 10.4 86.44 12.0 10.5 172.59 1 12.0 10.5 87.78 Notes: (1) Q=CdA0((2g(h,-h2))/(1+((29Cd2n2L)/rH41 3)))112 Eq.5.71 CERM 0140022220\engrbulverts.xls[Outlet-Free] ' Boeing Commercial Airplane Group Surface Water Management Project Masterplan (free discharge to Springbrook Creek) 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. No. of Risers= 2 Tailwater= 8.70 Stage Dif. Head Flowrate (ft) at Orifice Riser Hb(ft) (cfs)(1) 8.5 0.20 0.00 8.6 -0.10 0.00 8.7 0.00 0.00 8.8 0.10 1.85 8.9 0.20 5.23 9.0 0.30 9.60 9.1 0.40 14.78 9.2 0.50 20.66 9.3 0.60 27.16 ' 9.4 0.70 56.97 9.5 0.80 60.90 9.6 0.90 64.60 9.7 1.00 68.09 9.8 1.10 71.42 9.9 1.20 74.59 10.0 1.30 77.64 10.1 1.40 80.57 10.2 1.50 83.40 10.3 1.60 86.13 10.4 1.70 88.78 10.5 1.80 91.36 10.6 1.90 93.86 10.7 2.00 96.30 10.8 2.10 98.67 10.9 2.20 101.00 11.0 2.30 103.27 11.1 2.40 105.49 11.2 2.50 107.66 ' 11.3 2.60 109.80 11.4 2.70 111.89 11.5 2.80 113.94 11.6 2.90 115.96 11.7 3.00 117.94 11.8 3.10 119.89 11.9 3.20 121.81 12.0 3.30 123.70 Notes: (1) Q=9.739(D)(H)3�2,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)'t2, Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engrlculverts.xls[36"Riser-Free] 1 2/4/99 8 : 56 : 24 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP 1 SURFACE WATER MANAGEMENT PROJECT WATER QUALITY, POND"D" ROUTED - ►�AS'tGRP�/�nJ LEVEL POOL TABLE SUMMARY=====_________________= 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE 1 <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, MASTER, POND"D° .......... 0.00 8.59 POND"D" PNDDFREE 8.88 1 4.60 32466.21 cf 1 i 1 1 1 1 1 1 1 1 2/4/99 8 : 58 :38 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ENLARGED CSTC POND STORAGE VOLUME STAGE STORAGE TABLE CUSTOM STORAGE ID No. CSTC-ENL ' Description: CSTC ENLARGED STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- ' 8 50 0.0000 0.0000 9.40 318536 7.3126 10.30 680715 15.627 11.20 1094821 25.134 8.60 33236 0.7630 9.50 356625 8.1870 10.40 725263 16.650 11.30 1145958 26.308 8.70 66471 1.5260 9.60 394714 9.0614 10.50 769811 17.672 11.40 1197094 27.481 8.80 99707 2.2890 9.70 432804 9.9358 10.60 814358 18.695 11.50 1248230 28.655 8.90 132942 3.0519 9.80 470893 10.810 10.70 858906 19.718 11.60 1299366 29.829 9.00 166178 3.8149 9.90 508983 11.685 10.80 903454 20.740 11.70 1350502 31.003 9.10 204267 4.6893 10.00 547072 12.559 10.90 948001 21.763 11.80 1401639 32.177 9.20 242357 5.5637 10.10 591620 13.582 11.00 992549 22.786 11.90 1452775 33.351 9.30 280446 6.4382 10.20 636167 14.604 11.10 1043685 23.960 12.00 1503911 34.525 2/4/99 8 :35 : 25 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, WQ, A-2 & A-3 (CSTC POND) STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. CSTCFREE Description: CSTCFREE , STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- ________________________________________________________________________________________________________ 8.50 0.0000 9.40 20.520 10.30 56.922 11.20 92.464 ' 8.60 0.7885 9.50 24.050 10.40 58.679 11.30 98.373 8.70 3.0254 9.60 27.768 10.50 61.236 11.40 104.58 8.80 3.9655 9.70 31.667 10.60 64.396 11.50 111.09 ' 8.90 6.0860 9.80 35.740 10.70 68.065 11.60 117.87 9.00 8.4937 9.90 39.981 10.80 72.184 11.70 124.93 9.10 11.160 10.00 44.385 10.90 76.711 11.80 132.25 9.20 14.063 10.10 48.948 11.00 81.615 11.90 139.83 9.30 17.187 10.20 53.666 11.10 86.873 12.00 147.66 1 The Boeing Commercial Airplane Group Surface Water Management Project Contracted Broad-Crested Weir(free discharge at Springbrook Creek) (between CSTC Pond and Delta Area) Tailwater Elev 760 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (ft) Upstream Downstream Height C1 i't Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hw(ft) H_(ft) Y(ft) b.ae.i(ft) N ben.(ft)rn Q(cfs)"I Q(cfs)w H.(ft) Y(ft) b„a_(ft) Q(cfs)wi Q(cts)fur Q(cfs) Q(gpm) 8.6 0.0 -0.9 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 -0.9 8.5 0.64 7.31 2 7.31 1 1 0.79 353.89 8.8 0.3 -0.9 8.5 0.62 7.31 2 7.31 3 3 3.03 1357.91 8.8 0.3 -0.9 8.5 0.62 7.31 2 7.31 4 4 3.97 1779.84 8.9 0.4 -0.9 8.5 0.62 7.31 2 7.30 6 6 6.09 2731.58 9.0 0.5 -0.9 8.5 0.61 7.31 2 7.30 1 8 8 8.49 3812.22 9.1 0.6 -0.9 8.5 0.61 7.31 2 7.30 11 11 11.16 5008.80 9.2 0.7 -0.9 8.5 0.61 7.31 2 7.30 14 14 14.06 6311.89 9.3 0.8 -0.9 8.5 0.62 7.31 2 7.30 17 17 17.19 7714.20 9.4 0.9 -0.9 8.5 0.62 7.31 2 7.29 21 21 20.52 9209.89 9.5 1.0 -0.9 8.5 0.62 7.31 2 7.29 24 24 24.05 10794.17 9.6 1.1 -0.9 8.5 0.62 7.31 2 7.29 28 28 27.77 12463.02 9.7 1.2 -0.9 8.5 0.62 7.31 2 7.29 32 32 31.67 14212.98 9.8 1.3 1 -0.9 8.5 0.62 7.31 2 7.29 36 36 35.74 16041.09 9.9 1.4 -0.9 8.5 1 0.62 7.31 1 2 7.28 40 40 39.98 17944.71 10.0 1.5 -0.9 8.5 0.62 7.31 2 7.28 44 44 44.39 19921.55 10.1 1.6 -0.9 8.5 0.62 7.31 2 7.28 49 49 48.95 21969.54 ,10.2 - 1t7 1.0.9 - 8.6: 54 54-. _r _ '5167 24096.82 10.3 -2.7 0.69 '57 r 57� 0.0 10.26 11.98 0 0 56.92 25548.57 10.4 -2.7 0.63 57 57 0.1 10.26 11.98 2 2 58.68 26336.96 10.5 -2.7 0.62 57 57 0.2 10.26 11.98 5 5 61.24 27484.47 10.6 -2.7 0.62 57 1 57 0.3 10.26 11.98 8 8 64.40 28902.92 10.7 -2.7 0.61 57 57 0.4 10.26 11.98 11 11 68.07 30549.70 10.8 -2.7 0.61 57 57 0.5 10.26 11.98 16 16 72.18 32398.28 10.9 -2.7 0.61 57 57 0.6 10.26 11.98 20 20 76.71 34430.14 11.0 -2.7 0.61 57 57 0.7 10.26 11.98 25 25 81.62 36631.40 11.1 -2.7 0.61 57 57 0.8 10.26 11.98 30 30 86.87 38991.20 11.2 -2.7 0.61 57 57 0.9 10.26 11.98 36 36 92.46 41500.73 11.3 -2.7 0.61 57 57 1.0 10.26 11.98 42 42 98.37 44152.69 11.4 -2.7 0.62 57 57 1.1 10.26 11.98 48 48 104.58 46940.92 11.5 1 1 -2.7 0.62 57 57 1.2 10.26 11.98 55 55 111.09 49860.10 11.6 -2.7 0.62 57 57 1.3 10.26 11.98 61 61 117.87 52905.62 11.7 -2.7 1 0.62 57 57 1.4 10.26 11.98 68 68 124.93 56073.41 11.8 -2.7 0.62 57 57 1.5 10.26 11.98 76 76 132.25 59359.87 11.9 -2.7 1 1 0.62 57 57 1.6 10.26 11.98 83 83 139.83 62761.78 12.0 -2.7 0.62 57 57 1.7 10.26 11.98 91 91 147.66 66276.24 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir. (1) C1=[0.6035+0.0813(FtN)+(0.000295/Y)]'[l+(0.00361/H)]�(Rehbock) (2) b.,-b­-(0.1)(N)(H) (3) Q=2/3(Cr)(b.«,)(2g)'n(H)- (4) Q.w=Qk«[1-(Hd_WHw)w1 For Suppressed Sharp-Crested Weir. (5) 0=2/3(C1)(b)(2g)1n(H)r (6) Q_=0k..[1-(Hmwi/Hw)refo 014002,2220VngAwntraded wel-Is ICSTC Weir-Free] 2/4/99 8 : 35 :26 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP , SURFACE WATER MANAGEMENT PROJECT POST SWMP, WQ, A-2 & A-3 (CSTC POND) LEVEL POOL TABLE SUMMARY=====__________________ MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------- WQ, POST A-2 & A-3 ........... 0.00 3.99 CSTC-ENL CSTCFREE 8.63 2 1.49 43722.38 cf ' 2/4/99 8 : 57 : 10 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT WATER QUALITY, CSTC ROUTED - M1{SIER PLPOJ STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. CSTCFREE Description: CSTCFREE STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- ________________________________________________________________________________________________________ ' 8.50 0.0000 9.40 20.520 10.30 56.922 11.20 92.464 8.60 0.7885 9.50 24.050 10.40 58.679 11.30 98.373 8.70 3.0254 9.60 27.768 10.50 61.236 11.40 104.58 8.80 3.9655 9.70 31.667 10.60 64.396 11.50 111.09 8.90 6.0860 9.80 35.740 10.70 68.065 11.60 117.87 9.00 8.4937 9.90 39.981 10.80 72.164 11.70 124.93 ' 9.10 11.160 10.00 44.385 10.90 76.711 11.80 132.25 9.20 14.063 10.10 48.948 11.00 81.615 11.90 139.83 9.30 17.187 10.20 53.666 11.10 86.873 12.00 147.66 The Boeing Commercial Airplane Group Masterplan Contracted Broad-Crested Weir(free discharge at Springbrook Creek) (between CSTC Pond and Delta Area) Tailwater Elev. 8 - Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (it) Upstream Downstream Height C1(1) Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hw(ft) Hm„a Mi Y(it) b__(ft) N ban(ft) 0(Cis)1'I Q(Cis)141 H.(ft) Y(it) banau Of) 0(cis)1" Q(cis)1a1 Q(cis) Q(gpm) 8.5 0.0 -0.9 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 -0.9 8.5 0.64 7.31 2 7.31 1 1 0.79 353.89 8.8 0.3 -0.9 8.5 0.62 7.31 2 7.31 3 3 3.03 1357.91 8.8 0.3 -0.9 8.5 0.62 7.31 2 7.31 4 4 3.97 1779.84 8.9 0.4 -0.9 8.5 0.62 7.31 2 7.30 6 6 6.09 2731.58 9.0 0.5 -0.9 8.5 0.61 7.31 2 7.30 8 8 8.49 381222 9.1 0.6 -0.9 8.5 0.61 7.31 2 7.30 11 11 11.16 5008.80 9.2 0.7 -0.9 8.5 0.61 7.31 2 7.30 14 14 14.06 6311.89 9.3 0.8 -0.9 8.5 0.62 7.31 2 7.30 17 17 17.19 7714.20 9.4 0.9 -0.9 8.5 0.62 7.31 2 7.29 21 21 20.52 9209.89 9.5 1.0 -0.9 8.5 0.62 7.31 2 7.29 24 24 24.05 10794.17 9.6 1.1 -0.9 8.5 0.62 7.31 2 7.29 28 28 27.77 12463.02 9.7 1.2 -0.9 8.5 0.62 7.31 2 7.29 32 32 31.67 1 14212.98 9.8 1.3 1 -0.9 8.5 0.62 7.31 2 7.29 36 36 3.5.74 16041.09 9.9 1.4 1 -0.9 8.5 0.62 7.31 2 7.28 40 40 39.98 17944.71 10.0 1.5 -0.9 8.5 0.62 7.31 2 7.28 44 44 44.39 19921.55 10.1 1.6 -0.9 8.5 0.62 7.31 2 7.28 49 49 _ 48.95 21969.54 °40.2 1.7 r. -0:S 8.5,,. .."0:62. 7.31<, 2 .-"...7 28. 54 Y 5a 63.57 24086:82 10.3 •2.6 0.69 57 57 -'' 0.0 10.26 11.98�• 0 •• 0 56.92 25548.57 10.4 -21 0.63 57 57 0.1 10.26 11.98 2 2 58.68 26336.96 10.5 -2.6 0.62 57 57 0.2 10.26 11.98 5 5 61.24 27484.47 10.6 •2.6 0.62 57 57 0.3 10.26 11.98 8 8 64.40 28902.92 10.7 -2.6 0.61 57 57 0.4 10.26 11.98 11 11 68.07 30549.70 10.8 -2.6 0.61 57 57 0.5 10.26 11.98 16 16 72.18 3239828 10.9 -2.6 0.61 57 57 0.6 10.26 11.98 20 20 76.71 34430.14 11.0 •2.6 0.61 57 57 0.7 10.26 11.98 25 25 81.62 36631.40 11.1 -2.6 0.61 57 57 0.8 10.26 11.98 30 30 86.87 3899120 11.2 -2.6 0.61 57 57 0.9 10.26 11.98 36 36 92.46 41500.73 11.3 •2.6 0.61 57 57 1.0 10.26 11.98 42 1 42 98.37 44152.69 11.4 -2.6 0.62 57 57 1.1 10.26 11.98 48 48 104.58 46940.92 11.5 -2.6 0.62 57 57 1.2 10.26 11.98 55 55 111.09 49860.10 11.6 -2.6 0.62 57 57 1.3 10.26 11.98 61 61 117.87 52905.62 11.7 •2.6 0.62 57 57 1.4 10.26 11.98 68 68 124.93 56073.41 11.8 -2.6 0.62 57 57 1.5 10.26 11.98 76 76 132.25 59359.87 11.9 -2.6 0.62 57 1 57 1.6 1 10.26 11.98 83 83 139.83 62761.78 12.0 •2.6 0.62 57 57 1.7 10.26 1 11.98 91 91 147.66 66276.24 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir: (1) C1=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)l� (Rehbock) (2) barFb._-(0.1)(N)(H) (3) Q=2/3(C1)(bea(29)1n(H)an (4) Q_=Qe„[1 (Hmw/Hw)vz]o.aes For Suppressed Sharp-Crested Weir. (5) Q=2/3(C1)(b)(29)'n(H)v (6) Q_=Qk.[1•(Hmen/Hw)an]o.aas 0140022220\engi+contracted wel-Is(Final-Weir-Free] 2/4/99 8 : 57 : 11 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT WATER QUALITY, CSTC ROUTED - NP,Sj68jLAN ' LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' WQ, MASTER, CSTC ............. 0.00 6.15 CSTC-ENL CSTCFREE 8.69 2 2.75 62372.52 cf 99 8 : 58 :48 am Sverdru Civil Inc page 1 ' 2/4/ P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ENLARGED DELTA AREA STORAGE VOLUME STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. DELTA Description: DELTA STAGE <----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 8.90 114867 2.6370 10.30 279433 6.4149 11.70 634817 14 573 ' 7.60 6984 0.1603 9.00 123750 2.8409 10.40 293411 6.7358 11.80 671609 15.418 7.70 13968 0.3207 9.10 135125 3.1020 10.50 307388 7.0567 11.90 708400 16.263 7.80 20953 0.4810 9.20 146500 3.3632 10.60 321365 7.3775 12.00 745192 17.107 ' 7.90 27937 0.6413 9.30 157875 3.6243 10.70 335343 7.6984 12.10 806852 18.523 8.00 34921 0.8017 9.40 169251 3.8855 10.80 349320 8.0193 12.20 868511 19.938 8.10 43804 1.0056 9.50 180626 4.1466 10.90 363297 8.3402 12.30 930170 21.354 8.20 52687 1.2095 9.60 192001 4.4077 11.00 377275 8.6610 12.40 991830 22.769 8.30 61570 1.4134 9.70 203376 4.6689 11.10 414066 9.5057 12.50 1053489 24.185 8.40 70453 1.6174 9.80 214751 4.9300 11.20 450858 10.350 12.60 1115148 25.600 , 8.50 79336 1.8213 9.90 226126 5.1911 11.30 487650 11.195 12.70 1176808 27.016 8.60 88218 2.0252 10.00 237502 5.4523 11.40 524442 12.040 12.80 1238467 28.431 8.70 97101 2.2291 10.10 251479 5.7732 11.50 561233 12.884 12.90 1300127 29.847 8.80 105984 2.4331 10.20 265456 6.0940 11.60 598025 13.729 , r ' 2/4/99 8 :37 : 1 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT WATER QUALITY, BASIN A (DELTA) TO CRK STAGE DISCHARGE TABLE r CUSTOM DISCHARGE ID No. DELTFREE ' Description: DELTFREE ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---Cfs-- ------- (ft) ---CfS-- ------- ' 7.50 0.0000 7.90 5.1471 8.30 7.2791 8.70 8.9151 7.60 1.7261 8.00 5.7547 8.40 7.7207 8.80 9.2791 7.70 3.6396 8.10 6.3039 8.50 8.1383 8.90 9.6294 ' 7.80 4.4575 8.20 6.8090 8.60 8.5355 9.00 9.9674 Boeing Commercial Airplane Group Surface Water Management Project CSTC Delta Area Discharge Vault Summary (Basin 3 Discharge Structure to Springbrook Creek) Stage Vault Inlet Capacity Vault Interior Capacity Actual Vault (ft) �'� Contracted Broad- 18"RCP Total Inlet Broad-Crested Weir Release Rate Crested Weir(cfs)(2) Inlet(cfs)(3) Capacity(cfs)(4) (Stoplogs)(cfs)(5) CfS (s) 7.50 0 0 0 0 0 7.60 0 3 3 2 2 7.70 0 4 4 5 4 7.80 0 4 4 9 4 7.90 0 5 5 13 5 8.00 0 6 6 19 6 8.10 0 6 6 24 6 8.20 0 7 7 31 7 8.30 0 7 7 38 7 8.40 0 8 8 45 8 8.50 0 8 8 53 8 8.60 0 9 9 61 9 8.70 0 9 9 70 9 8.80 0 9 9 79 9 8.90 0 10 10 88 10 9.00 0 10 10 98 10 Notes: (1) stoplogs in discharge vault are set at elevation 7.5. (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 c3�capacity (5) Refer to CSTC Delta Area Discharge Vault Element 3 for details. (6) Vault inlet capacity, internal capacity and outlet capacity were compared to determine the actual release rate from the vault. 013747\2210\engr\Kbcalcl8.xls[Summary-Free] l� l� li• l� l� � l� � � li li• l� r � � IS � � l� 10'—U _4—Cr MH OPENING MH STEP TYP TYP-- •. .. �. 000/8 GALV TYP 6'-0'xs,-Cr POINT OF T BILCO DOOR IDENTIFYING r1M P R (� COORDINATES -� LOOS I I I 1 36' DIP CL. 53 FLxPE I TO SPRINGBROOK CREEK 1 A 1 IC84 0)IctA(o) I 1 15' COHC-� I I 1 4 BOLTED FLANGED JOINT SO 1 i (_ -__-__ CYLINDRICAL wATER INTAKE SCREEN O :�: /JOHNSON SCREENS ORE N BY OPEWNG APPROVED EOUAL ENMG b b NOTE: FOR DETAILS NOT SHOWN _ �� `� n SEE 1S80(D) fr PVC DRAIN KZZ�DIP CAST INTO PVC 6' ACCESS COVER CONCRETE '� Y2 rL1rv� S,CaA �► PVC BALL VALVE E� ON i SPRINGBROOK CREEK .SPielNCaBRoo�C DETAIL OUTLET STRUCTURE �/�E�< �L p SCALE: NNE 7 1I MH OPENING--_ 6'-0-x6' BILC DOOR OP NING PROVIDE jAA) RAT( - w/ I- SSTEEL - NOTE: BARS ATAL EL 12.0 EL 15.2 ORIENTAT STOP LOG ANCHOR TO STOP LOG ANGLE GUIDE ' CONSIST OR 5%ii"f BOLTS. NUTS AND WASHERS PASSING THROUGH BOTH STOP LOG 2'-0"x3'-Cr ANGLE GUIDES N BOTH wtLLOW PLANTINGS i RFLOW 3/8" GAIv WEB I SIDES SEE PLA OPENING STIFFCNER O 11 OC - FOR SPE TYP I _ SPACING EL 9.5 OUTLET 16 50 BEVEL TO STOP LOG ANCHOR �. v I.E.-EL 6. I.E. EL-5.9 I.E. EL.-5.40 I.E. EL 5.4 V 0.42% 6WT4 DIA C"I PVC DRAB! LEVEL 3/ro EPDXY o' � ANCHOR BOLTS, t ` NUTS AND WASHERS 6- EMBEDMENT 01; O.C. (TYP) � �• - i' r ' 6-x17' TINDER EL 1.0 STOP LOGS i v SPRINGBROOK CREEK SECTION OUTLETSTRUCTURF SCALE: NONE t 0 t 0) So�RCE : CSTL S►%(-7 �i.vE�oPMENT S'Cof '\ ORAWNGE UETAu-S' -SHEET 5 DAAvJkN6 \COyCO) Boeing Commercial Airplane Group ' Surface Water Management Project 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 ' (ft) Head Height Ct(') Width contracted Width Q(cfs)(3) H(ft) Y(ft) bactuaf(ft) N belt.(ft)(2) 9.5 0.0 9.5 0.000 3.0 2 3.00 0 ' 10.0 0.5 9.5 0.614 3.0 2 2.99 3 10.5 1.0 9.5 0.615 3.0 2 2.98 10 11.0 1.5 9.5 0.619 3.0 2 2.97 18 11.5 2.0 9.5 0.622 3.0 2 2.96 28 ' 12.0 2.5 9.5 0.626 3.0 2 2.95 39 12.5 3.0 9.5 0.630 3.0 2 2.94 52 13.0 3.5 9.5 1 0.634 3.0 2 2.93 65 13.5 4.0 9.5 0.639 3.0 2 2.92 80 t 14.0 4.5 9.5 0.643 3.0 2 2.91 96 Notes: (1) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]3/2 (Rehbock) (2) beff=ba=aI-(0•1)(N)(H) (3) Q=2/3(Ct)(beff)(2g)112(I I)si2 ' CSTC Delta Area Discharge Vault Element 3 , (Submerged Supressed Broad-Crested Weir,Stoplogs) Stage Hyd.Head Weir Coefficient Actual Flowrate ' (ft)t'f Upstream Height Ct(2) Width Free Flow H„ (ft) Y(ft) bactnaf(ft) Qfree WS)(3) 7.5 0.0 7.5 #DIV/0! 16.0 0 ' 7.6 0.1 7.5 0.638 16.0 2 7.7 0.2 7.5 0.622 16.0 5 7.8 0.3 7.5 0.618 16.0 9 7.9 0.4 7.5 0.616 16.0 13 ' 8.0 0.5 7.5 0.616 16.0 19 8.1 0.6 7.5 0.616 16.0 24 8.2 0.7 7.5 0.616 16.0 31 8.3 0.8 7.5 0.616 16.0 38 ' 8.4 0.9 7.5 0.617 16.0 45 8.5 1.0 7.5 0.618 16.0 53 8.6 1.1 7.5 0.618 16.0 61 8.7 1.2 7.5 0.619 16.0 70 ' 8.8 1.3 7.5 0.620 16.0 79 8.9 1 1.4 7.5 0.621 16.0 88 9.0 1 1.5 7.5 0.622 16.0 98 ' Notes: (1) Stoplogs are at elevation 7.5. , (2) C,_[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]32 (Rehbock) (3) Qfree=2/3(C1)(b,.,I)(2g)1'2(HuP)3/2 013893\2220\engMbcalc18.xls[E1andE3-Free] BoeingCommercial Airplane Group p Surface Water Management Project INLET PIPE CSTC Delta Area Discharge Vault Element 2 Length (ft)= 24 Diameter(in)= 18 Invert Elevation= 6.0 Number of Culverts= 1 Manning's n= 0.013 ' Coefficient, Cd= 0.62 Tailwater, h2(ft) = 7.50 ' Stage Upstream Flowrate (ft) Hyd. Head Q(cfs) hi (ft) 7.5 1.5 0.00 7.6 1.6 2.57 7.7 1.7 3.64 7.8 1.8 4.46 7.9 1.9 5.15 8.0 2.0 5.75 8.1 2.1 6.30 8.2 2.2 6.81 8.3 2.3 7.28 8.4 2.4 7.72 8.5 2.5 8.14 8.6 2.6 8.54 8.7 2.7 8.92 8.8 2.8 9.28 8.9 2.9 9.63 9.0 3.0 9.97 Notes: (1) Q=CdA0((2g(h1-h2)A1+((29Cd2n2L)/rHai3)))1i2 Eq. 5.71 CERM r 013893\2220\engr\Kbcalcl8.xls[Submerged Outlet-Free] 2/4/99 8 :36 :28 am Sverdrup Civil Inc page 1 r BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , POST SWMP, WQ, BASIN A (DELTA) TO CRK LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-__=====DESCRIPTION--------->--(cfs)--(cfs)---id----id--<=STAGE>_id---(cfs)-VOL-(cf) r WQ, POST BASIN A ............. 0.00 1.53 DELTA DELTFREE 7.60 3 1.51 6984.20 cf r r r r r r r r r r r r r r r 2/4/99 8 : 57 :55 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT WATER QUALITY, DELTA ROUTED TO CREEK MAST60"h^J ' LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION--------->--(cfs)--(cfs)_--id-_==id=-<-STAGE>-id-__(cfs)-VOL-(cf) WQ, MASTER, DELTA ............ 0.00 2.80 DELTA DELTFREE 7.65 3 2.76 10771.53 cf 1 APPENDIX G CONVEYANCE SYSTEM DESIGN t 1 ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Appendix G February 1999 ' APPENDIX G CONVEYANCE SYSTEM DESIGN This appendix contains calculations detailing the design of the project conveyance systems. ' 1. Post-Development SWMP Basin A and Masterplan Conditions Table—Basin Routing Summary, 25-Year and 100-Year Tailwater in Springbrook ' Creek. This table is a listing of Basin Routing Summaries for each subbasin in post-development Basin A as well as the entire site west of Oakesdale Ave. SW under masterplan conditions. The data is included to ' show the relationship among water surfaces between subbasins, using 25- and 100-year tailwaters in Springbrook Creek. It also determines water surface elevations forming the tailwater for the following Backwater ' Analyses. Stage - Storage Table Stage - Discharge Table ' Detailed Discharge Structure Analysis Level Pool Table Summary 1 2. Post-Development SWMP Conditions,Backwater Analysis of F-Line Building 25-20 "F-Line," 25-year 24-hour backwater analysis ' Building 25-20 "F-Line," 100-year 24-hour backwater analysis 3. Masterplan Conditions, Backwater Analysis of F-Line ' Building 25-20 "F-Line," 25-year 24-hour backwater analysis Building 25-20 "F-Line," 100-year 24-hour backwater analysis ' 4. Table R.W. Beck, East Side Green River Watershed Project (ESGRWP), Plan and Environmental Impact Statement Volume 1 Draft. Tables 8.2 - Summary of ' Hydraulic Results - Flood Control Alternatives, dated December 1996. t Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc Appendix G-I February 1999 Boeing Commercial Airplane Group Surface Water Management Project Basin Routing Summary 25-year and 100-year Tailwaters in Springbrook Creek for Post Development SWMP and Masterplan Post Development SWMP 24-Hour Subbasin A-3 Pond"D"to CSTC Pond Subbasins A-2 and A-3 CSTC to Delta Subbasins A-1 A-2,and A-3 Delta to Creek Storm Peak Peak Peak Basin Peak Peak Peak Basin Peak Peak Peak Creek Event Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater cfs ft cfs Elevation cfs ft cfs Elevation cfs ft cfs Elevation 25 year 45.67 10.85 20.77 10.65 42.62 10.67 10.03 10.35 10.49 10.36 7.65 10.00 100 year 54.32 11.30 23.62 11.051 50.17 11.08 12.39 11.0011 12.96 11.00 0.00 12.80 Masterplan 24-Hour Pond"D" Basin Pond"D"to CSTC Pond Pond"D" &CSTC Basins CSTC to Delta Pond"D",CSTC & Delta Basins Delta to Creek Storm Peak Peak Peak Basin Peak Peak Peak Basin Peak Peak Peak Creek Event Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater Inflow Stage Outflow Tailwater cfs ft cfs Elevation Cfs ft cfs Elevation cfs ft Cfs Elevation 25 year 75.82 11.80 43.26 11.00 71.03 11.02 16.45 10.85 16.97 10.82 13.30 10.00 100 year 88.63 12.56 46.09 11.65 78.26 11.66 16.95 11.60 17.51 11.52 0.00 12.80 Sverdrup Civil, Ino. 014002\2220\engr\kbca1c30.x1s[25yr and 100yr TW in Creek] Appendix G 2/4/99 M M M M M M M M M r M M w = � 2/3/99 8 : 8 : 8 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POND"D" STORAGE VOLUME ' STAGE STORAGE TABLE CUSTOM STORAGE ID No. POND"D" Description: POND "D" ' STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8.50 0.0000 0.0000 10.40 183154 4.2046 12.30 404905 9.2953 14.20 673943 15.472 8.60 8513 0.1954 10.50 193948 4.4524 12.40 417969 9.5953 14.30 689867 15.837 ' 8.70 17025 0.3908 10.60 204742 4.7002 12.50 431034 9.8952 14.40 705792 16.203 8.80 25538 0.5863 10.70 215537 4.9480 12.60 444098 10.195 14.50 721717 16.568 8.90 34050 0.7817 10.80 226331 5.1958 12.70 457162 10.495 14.60 737642 16.934 9.00 42563 0.9771 10.90 237126 5.4437 12.80 470226 10.795 14.70 753567 17.300 ' 9.10 52304 1.2007 11.00 247920 5.6915 12.90 483291 11.095 14.80 769491 17.665 9.20 62046 1.4244 11.10 259699 5.9619 13.00 496355 11.395 14.90 785416 18.031 9.30 71787 1.6480 11.20 271478 6.2323 13.10 510929 11.729 15.00 801341 18.396 ' 9.40 81528 1.8716 11.30 283258 6.5027 13.20 525503 12.064 15.10 818672 18.794 9.50 91270 2.0953 11.40 295037 6.7731 13.30 540076 12.398 15.20 836003 19.192 9.60 101011 2.3189 11.50 306816 7.0435 13.40 554650 12.733 15.30 853334 19.590 ' 9.70 110752 2.5425 11.60 318595 7.3139 13.50 569224 13.068 15.40 870665 19.988 9.80 120493 2.7661 11.70 330374 7.5844 13.60 583798 13.402 15.50 887996 20.386 9.90 130235 2.9898 11.80 342154 7.8548 13.70 598372 13.737 15.60 905327 20.783 10.00 139976 3.2134 11.90 353933 8.1252 13.80 612945 14.071 15.70 922658 21.181 ' 10.10 150770 3.4612 12.00 365712 8.3956 13.90 627519 14.406 15.80 939989 21.579 10.20 161565 3.7090 12.10 378776 8.6955 14.00 642093 14.740 15.90 957320 21.977 10.30 172359 3.9568 12.20 391841 8.9954 14.10 658018 15.106 16.00 974651 22.375 1 ' 2/3/99 9 :33 . 12 am Sverdrup Civil Inc page BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SMWP, 25YR TW, BSN A-3 ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 25P-PNDD ' Description: 25P-PNDD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> , (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 10 65 0.0000 11.45 43.200 12.25 61.117 13.05 74 857 ' 10.75 14.760 11.55 45.825 12.35 62.998 13.15 76.401 10.85 21.438 11.65 48.308 12.45 64.826 13.25 77.915 , 10.95 26.375 11.75 50.668 12.55 66.603 13.35 79.399 11.05 30.502 11.85 52.924 12.65 68.334 13.45 80.856 11.15 34.127 11.95 55.086 12.75 70.022 13.55 81.578 11.25 37.398 12.05 57.167 12.85 71.670 , 11.35 40.404 12.15 59.175 12.95 73.281 ' Boeing Commercial Airplane Group Post-Development Surface Water Management Project ' (25 year tailwater in Springbrook Creek) Pond "D" Outlet Structure t Tailwater Elevation = 10.65 (in CSTC Pond) ' Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) (cfs) (cfs) (cfs) (cfs) cfs ' 10.00 0.00 0.00 #DIV/0! 0.00 #DIV/0! 10.1 0.00 0.00 #NUM! 0.00 #NUM! 10.2 0.00 0.00 #NUM! 0.00 #NUM! ' 10.3 0.00 0.00 #NUM! 0.00 #NUM! 10.4 j 0.00 0.00 #NUM! 0.00 #NUM! 10.5 0.00 0.00 #NUM! 0.00 #NUM! ' 10.6 0.00 0.00 #NUM! 0.00 #NUM! 10.7 21.24 15.23 10.51 10.81 10.81 10.8 36.80 26.37 18.40 18.72 18.72 10.9 47.50 34.05 25.30 24.16 24.16 ' 11.0 56.21 40.28 32.14 28.59 28.59 11.1 63.73 45.68 39.12 32.42 32.42 11.2 70.46 50.50 46.31 35.84 35.84 11.3 76.60 54.90 53.74 38.96 38.96 11.4 82.28 58.97 61.43 41.85 41.85 11.5 87.59 62.78 69.38 44.55 44.55 ' 11.6 92.60 66.37 77.59 47.10 47.10 11.7 97.35 69.77 86.06 49.52 49.52 11.8 101.88 73.02 94.78 51.82 51.82 11.9 106.22 76.13 103.75 54.03 54.03 ' 12.0 110.39 79.12 112.98 56.15 56.15 12.1 114.40 81.99 122.45 58.19 58.19 12.2 118.28 84.77 132.16 60.16 60.16 12.3 122.04 87.47 142.11 62.07 62.07 12.4 125.68 90.08 152.30 63.93 63.93 12.5 129.22 92.62 162.72 65.73 65.73 12.6 132.67 95.09 173.37 67.48 67.48 12.7 136.03 97.49 184.25 69.19 69.19 12.8 139.31 99.84 195.35 70.86 70.86 ' 12.9 142.51 102.14 206.67 72.48 72.48 13.0 145.64 104.38 218.22 74.08 74.08 13.1 148.71 106.58 229.98 75.64 75.64 13.2 151.71 108.73 241.95 77.17 77.17 ' 13.3 154.66 110.85 254.14 78.66 78.66 13.4 157.55 112.92 266.54 80.13 80.13 13.5 160.39 114.95 279.14 81.58 81.58 ' 014002\2220\engr\culverts.xls[Post-Pond'D'Summary 25yr TW] Boeing Commercial Airplane Group Post-Development Surface Water Management Project ' (25 year tailwater in Springbrook Creek) Culvert Design Submerged Outlet ' (Pond"D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 ' Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 t Tailwater,h2(ft)= 10.65 Tailwater,h2(ft)= 10.65 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I'I (ft) Hyd.Head Q(cfs) h1 (ft) h1 (ft) 10.00 8.5 0.00 10.00 8.5 0.00 10.1 8.6 0.00 10.1 8.6 0.00 10.2 1 8.7 0.00 10.2 1 8.7 0.00 , 10.3 8.8 0.00 10.3 8.8 0.00 10.4 8.9 0.00 10.4 8.9 0.00 10.5 9.0 0.00 10.5 9.0 0.00 10.6 9.1 0.00 10.6 9.1 0.00 , 10.7 9.2 21.24 10.7 9.2 10.81 10.8 9.3 36.80 10.8 9.3 18.72 10.9 9.4 47.50 10.9 9.4 24.16 11.0 9.5 56.21 11.0 9.5 28.59 ' 11.1 9.6 63.73 11.1 9.6 32.42 11.2 9.7 70.46 11.2 9.7 35.84 11.3 9.8 76.60 11.3 9.8 38.96 11.4 9.9 82.28 11.4 9.9 41.85 ' 11.5 10.0 87.59 11.5 10.0 44.55 11.6 10.1 92.60 11.6 10.1 47.10 11.7 10.2 97.35 11.7 10.2 49.52 11.8 10.3 101.88 11.8 10.3 51.82 ' 11.9 10.4 106.22 11.9 10.4 54.03 12.0 10.5 110.39 12.0 10.5 56.15 12.1 10.6 114.40 12.1 10.6 58.19 12.2 10.7 118.28 12.2 10.7 60.16 ' 12.3 10.8 122.04 12.3 10.8 62.07 12.4 10.9 125.68 12.4 10.9 63.93 12.5 11.0 129.22 12.5 11.0 65.73 12.6 11.1 132.67 12.6 11.1 67.48 12.7 11.2 136.03 12.7 11.2 69.19 12.8 11.3 139.31 12.8 11.3 70.86 12.9 11.4 142.51 12.9 11.4 72.48 13.0 11.5 145.64 13.0 11.5 74.08 ' 13.1 11.6 148.71 13.1 11.6 75.64 13.2 11.7 151.71 13.2 11.7 77.17 13.3 11.8 154.66 13.3 11.8 78.66 13.4 11.9 157.55 13.4 11.9 80.13 ' 13.5 12.0 160.39 13.5 12.0 81.58 Notes: (1) Q=CdA0((2g(hl-h2))/(1+((29Cd2n2L)/rH43)))1',Eq.5.71 CERM ' 014002\2220\engr\culverts.)ds[Post-Submerged Outlet 25yr TWl ' ' Boeing Commercial Airplane Group Surface Water Management Project Post-Development (25 year tailwater in Springbrook Creek) 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. ' No. of Risers= 2 Tailwater= 10.65 Stage Dif. Head Flowrate ' (ft) at Orifice Riser Hb(ft) (cfs)(1) 10.00 -0.65 0.00 10.1 -0.55 0.00 10.2 -0.45 0.00 10.3 -0.35 0.00 10.4 -0.25 0.00 ' 10.5 -0.15 0.00 10.6 -0.05 0.00 10.7 0.05 15.23 10.8 0.15 26.37 ' 10.9 0.25 34.05 11.0 0.35 40.28 11.1 0.45 45.68 ' 11.2 0.55 50.50 11.3 0.65 54.90 11.4 0.75 58.97 11.5 0.85 62.78 ' 11.6 0.95 66.37 11.7 1.05 69.77 11.8 1.15 73.02 11.9 1.25 76.13 ' 12.0 1.35 79.12 12.1 1.45 81.99 12.2 1.55 84.77 ' 12.3 1.65 87.47 12.4 1.75 90.08 12.5 1.85 92.62 12.6 1.95 95.09 ' 12.7 2.05 97.49 12.8 2.15 99.84 12.9 2.25 102.14 13.0 2.35 104.38 13.1 2.45 106.58 13.2 2.55 108.73 13.3 2.65 110.85 ' 13.4 2.75 112.92 13.5 2.85 114.95 ' Notes: (1) Q=9.739(D)(H)312,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)1/2, Orifice Flow(Waterworks Manual Eq 6-33) ' Flow transitions from weir to orifice flow at 0.80 feet of head. 014002\2220\engr\culverts.xls[Post-36"Risers 25yr TW) Boeing Commercial Airplane Group ' Surface Water Management Project Post-Development ' (25 year tailwater in Springbrook Creek) Suppressed Weir (inside Pond"D"discharge structure) Weir Length(ft)= 13.0 ' Weir Elevation= 10.00 Tailwater= 10.65 Free Discharge Submerged , Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate (ft) Upstream (ft) Upstream Downstream Free Submerged Hu (ft) C (2) (cfs)11) H. (ft) Hd-(n) C,(2� (cfs)(11 (cfs)(3) 10.00 0.00 0.00 Oh No! 10.00 0.00 0.65 #DIV/01 #DIV/0! #DIV/01 , 10.1 0.10 0.64 Oh No! 10.1 0.10 0.65 0.64 1.40 #NUM! 10.2 0.20 0.62 Oh No! 10.2 0.20 0.65 0.62 3.87 #NUM! 10.3 0.30 0.62 Oh No! 10.3 0.30 0.65 0.62 7.05 #NUM! 10.4 0.40 0.62 Oh No! 10.4 0.40 0.65 0.62 10.82 #NUM! ' 10.5 0.50 0.61 Oh No! 10.5 0.50 0.65 0.61 15.10 #NUM! 10.6 0.60 0.61 Oh No! 10.6 0.60 0.65 0.61 19.84 #NUM! 10.7 0.70 0.61 Oh No! 10.7 0.70 0.65 0.61 25.01 10.51 10.8 0.80 0.61 Oh No! 10.8 0.80 0.65 0.61 30.56 18.40 10.9 0.90 0.61 Oh No! 10.9 0.90 0.65 0.61 36.49 25.30 ' 11.0 1.00 0.61 Oh No! 11.0 1.00 0.65 0.61 42.77 32.14 11.1 1.10 0.62 Oh Not 11.1 1.10 0.65 0.62 49.39 39.12 11.2 1.20 0.62 Oh No! 11.2 1.20 0.65 0.62 56.32 46.31 11.3 1.30 0.62 Oh No! 11.3 1 1.30 0.65 0.62 63.57 53.74 , 11.4 1.40 0.62 Oh No! 11.4 1.40 0.65 0.62 71.12 61.43 11.5 1.50 0.62 Oh No! 11.5 1.50 0.65 0.62 78.96 69.38 11.6 1.60 0.62 Oh No! 11.6 1.60 0.65 0.62 87.08 77.59 11.7 1.70 0.62 Oh No! 11.7 1.70 0.65 0.62 95.47 86.06 11.8 1.80 0.62 Oh No! 11.8 1.80 0.65 0.62 104.14 94.78 ' 11.9 1.90 0.62 Oh No! 11.9 1.90 0.65 0.62 113.07 103.75 12.0 2.00 0.62 Oh No! 12.0 2.00 0.65 0.62 122.25 112.98 12.1 2.10 0.62 Oh No! 12.1 2.10 0.65 0.62 131.69 122.45 12.2 2.20 0.62 Oh No! 12.2 2.20 0.65 0.62 141.38 132.16 , 12.3 2.30 0.62 Oh No! 12.3 2.30 0.65 0.62 151.31 142.11 12.4 2.40 0.62 Oh No! 12.4 2.40 0.65 0.62 161.48 152.30 12.5 2.50 0.63 Oh No! 12.5 2.50 0.65 0.63 171.88 162.72 12.6 2.60 0.63 Oh No! 12.6 2.60 0.65 0.63 182.52 173.37 12.7 2.70 0.63 Oh No! 12.7 2.70 0.65 0.63 193.39 184.25 , 12.8 2.80 0.63 Oh No! 12.8 2.80 0.65 0.63 204.48 195.35 12.9 2.90 0.63 Oh No! 12.9 2.90 0.65 0.63 215.80 206.67 13.0 3.00 0.63 Oh No! 13.0 3.00 0.65 0.63 227.33 218.22 13.1 3.10 0.63 Oh No! 13.1 3.10 0.65 0.63 239.09 229.98 13.2 3.20 0.63 Oh No! 13.2 3.20 0.65 0.63 251.06 241.95 ' 13.3 3.30 0.63 Oh No! 13.3 3.30 0.65 0.63 263.25 254.14 13.4 3.40 0.63 Oh No! 13.4 3.40 0.65 0.63 275.65 266.54 13.5 3.50 0.63 Oh No! 13.5 3.50 0.65 0.63 288.25 279.14 Notes: ' (1) Q=2/3(C1)(b)(2g)1/2(H)a2 (2) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)r2 (Rehbock) (3) Q sub=Qf,_(1-(Hdo /Hup)y2)o.3e5 , 014002\2220\engr\culverts.xls[Post-Overflow Weir 25yr TW] ' 2/3/99 9 :33 : 13 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SMWP, 25YR TW, BSN A-3 ROUTED LEVEL POOL TABLE SUMMARY=====__________________ ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' 25YR TW,POST A-3 0.00 45.67 POND"D" 25P-PNDD 10.85 1 20.77 5 ac-ft 1 t p page Sverdru Civil Inc1 , 2/3/99 4 : 54 : 23 pm BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 100YR TW, BASIN A-3 ROUTED ---------------------------------------- STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 10OTPT-D ' Description: 10OTPT-D STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> , (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 11 05 0.0000 11.85 43.200 12.65 61.117 13.45 74.857 ' 11.15 14.760 11.95 45.825 12.75 62.998 13.55 76.401 11.25 21.438 12.05 48.308 12.85 64.826 13.65 77.915 ' 11.35 26.375 12.15 50.668 12.95 66.603 13.75 79.399 11.45 30.502 12.25 52.924 13.05 68.334 13.85 80.856 11.55 34.127 12.35 55.086 13.15 70.022 13.95 82.288 11.65 37.398 12.45 57.167 13.25 71.670 14.05 82.997 ' 11.75 40.404 12.55 59.175 13.35 73.281 Boeing Commercial Airplane Group Post-Development Surface Water Management Project (100 year tai Water in Springbrook Creek) Pond "D" Outlet Structure Tailwater Elevation = 11.05 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) (cfs) (cfs) cfs (cfs) cfs ' 11.0 0.00 0.00 #NUM! 0.00 #NUM! 11.1 21.24 0.65 17.48 10.81 10.81 11.2 36.80 3.39 29.20 18.72 18.72 ' 11.3 47.50 7.30 38.62 24.16 24.16 11.4 56.21 12.10 47.50 28.59 28.59 11.5 63.73 17.64 56.24 32.42 32.42 ' 11.6 70.46 23.83 65.03 35.84 35.84 11.7 76.60 30.62 73.93 38.96 38.96 11.8 82.28 37.95 82.99 41.85 41.85 11.9 87.59 62.78 92.23 44.55 44.55 ' 12.0 92.60 66.37 101.68 47.10 47.10 12.1 97.35 69.77 111.33 49.52 49.52 12.2 101.88 73.02 121.20 51.82 51.82 ' 12.3 106.22 76.13 131.28 54.03 54.03 12.4 110.39 79.12 141.58 56.15 56.15 12.5 114.40 81.99 152.09 58.19 58.19 12.6 118.28 84.77 162.82 60.16 60.16 12.7 122.04 87.47 173.77 62.07 62.07 12.8 125.68 90.08 184.94 63.93 63.93 ' 12.9 129.22 92.62 196.32 65.73 65.73 13.0 132.67 95.09 207.91 67.48 67.48 13.1 136.03 97.49 219.71 69.19 69.19 13.2 139.31 99.84 231.72 70.86 70.86 ' 13.3 142.51 102.14 243.94 72.48 72.48 13.4 145.64 104.38 256.37 74.08 74.08 13.5 148.71 106.58 269.01 75.64 75.64 ' 13.6 151.71 108.73 281.84 77.17 77.17 13.7 154.66 110.85 294.88 78.66 78.66 13.8 157.55 112.92 308.12 80.13 80.13 ' 13.9 160.39 114.95 321.57 81.58 81.58 14.0 163.18 116.95 335.21 83.00 83.00 1 014002\2220\engr\culverts.xls[Post-Pond"D"Summary 100yr TW] Boeing Commercial Airplane Group Post-Development Surface Water Management Project ' (100 year tailwater in Springbrook Creek) Culvert Design Submerged Outlet ' (Pond"D" Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 ' Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 ' Coefficient,Cd= 0.62 Coefficient, Cd= 0.62 Tailwater, h2(ft)= 11.05 Tailwater, h2(ft)= 11.05 Stage Upstream Flowrate Stage Upstream Flowrate ' (ft) Hyd. Head Q(cfs) t'I (ft) Hyd.Head Q(cfs) h, (ft) h, (ft) 11.0 9.5 0.00 11.0 9.5 0.00 ' 11.1 9.6 21.24 11.1 9.6 10.81 11.2 9.7 36.80 11.2 9.7 18.72 11.3 9.8 47.50 11.3 9.8 24.16 ' 11.4 9.9 56.21 11.4 9.9 28.59 11.5 10.0 63.73 11.5 10.0 32.42 11.6 10.1 70.46 11.6 10.1 35.84 11.7 10.2 76.60 11.7 10.2 38.96 ' 11.8 10.3 82.28 11.8 10.3 41.85 11.9 10.4 87.59 11.9 10.4 44.55 12.0 10.5 92.60 12.0 10.5 47.10 12.1 10.6 97.35 12.1 10.6 49.52 , 12.2 1 10.7 101.88 12.2 10.7 51.82 12.3 10.8 106.22 12.3 1 10.8 54.03 12.4 10.9 110.39 12.4 10.9 56.15 12.5 11.0 114.40 12.5 11.0 58.19 ' 12.6 11.1 118.28 12.6 11.1 60.16 12.7 11.2 122.04 12.7 11.2 62.07 12.8 11.3 125.68 12.8 11.3 63.93 12.9 11.4 129.22 12.9 11.4 65.73 , 13.0 11.5 132.67 13.0 11.5 67.48 13.1 11.6 136.03 13.1 11.6 69.19 13.2 11.7 139.31 13.2 11.7 70.86 , 13.3 11.8 142.51 13.3 11.8 72.48 13.4 11.9 145.64 13.4 11.9 74.08 13.5 12.0 148.71 13.5 12.0 75.64 13.6 12.1 151.71 13.6 12.1 77.17 , 13.7 12.2 154.66 1 13.7 12.2 78.66 13.8 12.3 157.55 13.8 12.3 80.13 13.9 12.4 160.39 13.9 12.4 81.58 14.0 12.5 163.18 14.0 12.5 83.00 ' Notes: (1) Q=CdA0((2g(h1-h2)R1+((29Cd2n2L)/r,,4")))1'2 Eq. 5.71 CERM , 014002\2220\engr\culverts.xls(Post-Submerged Outlet 100yr TWI ' ' BoeingCommercial Airplane Group P p Surface Water Management Project Post-Development (100 year tailwater in Springbrook Creek) 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. No. of Risers= 2 Tailwater= 11.05 ' Stage Dif. Head Flowrate (ft) at Orifice Riser Hb(ft) (cfs)(t) ' 11.0 -0.05 0.00 11.1 0.05 0.65 11.2 0.15 3.39 ' 11.3 0.25 7.30 11.4 0.35 12.10 11.5 0.45 17.64 11.6 0.55 23.83 11.7 0.65 30.62 11.8 0.75 37.95 ' 11.9 0.85 62.78 12.0 0.95 66.37 12.1 1.05 69.77 12.2 1.15 73.02 ' 12.3 1.25 76.13 12.4 1.35 79.12 12.5 1.45 81.99 ' 12.6 1.55 84.77 12.7 1.65 87.47 12.8 1.75 90.08 12.9 1.85 92.62 13.0 1.95 95.09 13.1 2.05 97.49 13.2 2.15 99.84 13.3 2.25 102.14 13.4 2.35 104.38 13.5 2.45 106.58 ' 13.6 2.55 108.73 13.7 2.65 110.85 13.8 2.75 112.92 13.9 2.85 114.95 14.0 2.95 116.95 Notes: (1) Q = 9.739(D)(H)3/2, Weir Flow (Waterworks Manual Eq 6-32) Q = 3.782(D2)(H)1/2, Orifice Flow (Waterworks Manual Eq 6-33) ' Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xls[Post-36"Risers 100yr TW] Boeing Commercial Airplane Group ' Surface Water Management Project , Post-Development (100 year tailwater in Springbrook Creek) Suppressed Weir (inside Pond "D" discharge structure) Weir Length (ft)= 13.0 Weir Elevation = 10.00 Tailwater= 11.05 Submerged r Stage Hyd. Head Hyd. Head Coefficient Flowrate Flowrate (ft) Upstream Downstream Free Submerged Hu (ft) Hdown (ft) Ct (2) (Cfs)(1) (CfS)(3) 11.0 1.00 1.05 0.61 42.77 #NUM! 11.1 1.10 1.05 0.62 49.39 17.48 11.2 1.20 1.05 0.62 56.32 29.20 ' 11.3 1.30 1.05 0.62 63.57 38.62 11.4 1.40 1.05 0.62 71.12 47.50 11.5 1.50 1.05 0.62 78.96 56.24 ' 11.6 1.60 1.05 0.62 87.08 65.03 11.7 1.70 1.05 0.62 95.47 73.93 11.8 1.80 1.05 0.62 104.14 82.99 11.9 1.90 1.05 0.62 113.07 92.23 ' 12.0 2.00 1.05 0.62 122.25 101.68 12.1 2.10 1.05 0.62 131.69 111.33 12.2 2.20 1.05 0.62 141.38 121.20 , 12.3 2.30 1.05 0.62 151.31 131.28 12.4 2.40 1.05 0.62 161.48 141.58 12.5 2.50 1.05 0.63 171.88 152.09 12.6 2.60 1.05 0.63 182.52 162.82 ' 12.7 2.70 1.05 0.63 193.39 173.77 12.8 2.80 1.05 0.63 204.48 184.94 12.9 2.90 1.05 0.63 215.80 196.32 13.0 3.00 1.05 0.63 227.33 207.91 13.1 3.10 1.05 0.63 239.09 219.71 13.2 3.20 1.05 0.63 251.06 231.72 13.3 3.30 1.05 0.63 263.25 243.94 13.4 3.40 1.05 0.63 275.65 256.37 13.5 3.50 1.05 0.63 288.25 269.01 13.6 3.60 1.05 0.63 301.07 281.84 ' 13.7 3.70 1.05 0.63 314.09 294.88 13.8 3.80 1.05 0.64 327.32 308.12 13.9 3.90 1.05 0.64 340.75 321.57 14.0 4.00 1.05 0.64 354.38 335.21 Notes: (1) Q=2/3( C,)(b)(2g)1/2(I I)3/2 (2) C,= [0.6035+0.0813(HN)+(0.000295N)]"[1+(0.00361/H)]3/2 (Rehbock) (3) Qsub=Qfree(1-(Hd., /H.P)3/2)0.385 ' 014002\2220\engr\culverts.xls[Post-Overflow Weir 100yr TW] ' 1 P 19:55:4 2 3 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP 1 SURFACE WATER MANAGEMENT PROJECT POST SWMP 100YR TW, BASIN A-3 ROUTED LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE --------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 1 100YR TW PST A-3 ............. 0.00 54.32 POND"D" 10OTPT-D 11.30 1 23.62 6 ac-ft 1 1 1 1 i 1 1 1 1 1 1 1 1 1 Sverdrup Civil Inc page 1 2/3/99 3 :49 :4 pm Sver p p g BOEING COMMERCIAL AIRPLANE GROUP 1 SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR TW, POND"D" ROUTED STAGE DISCHARGE DISCHARGE TABLE 1 CUSTOM DISCHARGE ID No. 25T-PNDD 1 Description: 25T-PNDD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> 1 (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 11.00 0.0000 11.70 40.430 12.40 57.176 13.10 70.026 11.10 15.281 11.80 43.221 12.50 59.183 13.20 71.674 11.20 21.611 11.90 45.843 12.60 61.124 13.30 73.285 1 11.30 26.468 12.00 48.323 12.70 63.005 13.40 74.861 11.40 30.562 12.10 50.681 12.80 64.832 13.50 76.405 11.50 34.169 12.20 52.935 12.90 66.608 11.60 37.431 12.30 55.097 13.00 68.339 1 i i 1 1 1 1 1 1 1 1 1 ' Boeing Commercial Airplane Group Masterplan ' (25 year tailwater in Springbrook Creek) Pond "D" Outlet Structure Tailwater Elevation = 11.00 (in CSTC Pond) ' Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) cfs) (cfs) (cfs (cfs) cfs ' 10.00 0.00 0.00 #DIV/0! 0.00 #DIV/0! 10.1 0.00 0.00 #NUM! 0.00 #NUM! 10.2 0.00 0.00 #NUM! 0.00 #NUM! ' 10.3 0.00 0.00 #NUM! 0.00 #NUM! 10.4 0.00 0.00 #NUM! 0.00 #NUM! 10.5 0.00 0.00 #NUM! 0.00 #NUM! ' 10.6 0.00 0.00 #NUM! 0.00 #NUM! 10.7 0.00 0.00 #NUM! 0.00 #NUM! 10.8 0.00 0.00 #NUM! 0.00 #NUM! 10.9 0.00 0.00 #NUM! 0.00 #NUM! ' 11.0 0.00 0.00 #NUM! 0.00 #NUM! 11.1 30.04 21.53 22.73 15.28 15.28 11.2 42.49 30.45 32.48 21.61 21.61 11.3 52.04 37.30 41.26 26.47 26.47 11.4 60.09 43.07 49.80 30.56 30.56 11.5 67.18 48.15 58.34 34.17 34.17 11.6 73.59 52.74 66.98 37.43 37.43 11.7 79.49 56.97 75.78 40.43 40.43 11.8 84.98 60.90 84.77 43.22 43.22 ' 11.9 90.13 64.60 93.95 45.84 45.84 12.0 95.01 68.09 103.35 48.32 48.32 12.1 99.64 71.42 112.96 50.68 50.68 12.2 104.07 74.59 122.80 52.94 52.94 12.3 108.32 77.64 132.85 55.10 55.10 12.4 112.41 80.57 143.13 57.18 57.18 12.5 116.36 83.40 153.62 59.18 59.18 ' 12.6 120.17 86.13 164.34 61.12 61.12 12.7 123.87 88.78 175.27 63.01 63.01 12.8 127.46 91.36 186.43 64.83 64.83 12.9 130.96 93.86 197.79 66.61 66.61 13.0 134.36 96.30 209.37 68.34 68.34 13.1 137.68 98.67 221.17 70.03 70.03 13.2 140.92 101.00 233.17 71.67 71.67 ' 13.3 144.08 103.27 245.39 73.29 73.29 13.4 147.18 105.49 257.81 74.86 74.86 13.5 150.22 107.66 270.44 76.41 76.41 ' 014002\2220\engr\culverts.xls[Final-Pond'D'Summary 25yr TW] Boeing Commercial Airplane Group Masterplan ' (25 year tailwater in Springbrook Creek) Culvert Design Submerged Outlet ' (Pond "D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 ' Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's in= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 ' Tailwater,h2(ft)= 11.00 Tailwater,h2(ft)= 11.00 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs) 'i (ft) Hyd. Head Q(cfs) h, (ft) hi (ft) 10.00 8.5 0.00 10.00 8.5 0.00 10.1 8.6 0.00 10.1 8.6 0.00 ' 10.2 1 8.7 0.00 10.2 8.7 0.00 10.3 8.8 0.00 10.3 8.8 0.00 10.4 8.9 0.00 10.4 8.9 0.00 10.5 9.0 0.00 10.5 9.0 0.00 ' 10.6 9.1 0.00 10.6 9.1 0.00 10.7 9.2 0.00 10.7 9.2 0.00 10.8 9.3 0.00 10.8 9.3 0.00 10.9 9.4 0.00 10.9 9.4 0.00 11.0 9.5 0.00 11.0 9.5 0.00 11.1 9.6 30.04 11.1 9.6 15.28 11.2 9.7 42.49 11.2 9.7 21.61 11.3 9.8 52.04 11.3 9.8 26.47 11.4 9.9 60.09 11.4 9.9 30.56 ' 11.5 10.0 67.18 11.5 10.0 34.17 11.6 10.1 73.59 11.6 10.1 37.43 11.7 10.2 79.49 11.7 10.2 40.43 11.8 10.3 84.98 11.8 10.3 43.22 ' 11.9 10.4 90.13 11.9 10.4 45.,94 12.0 10.5 95.01 12.0 10.5 48.32 12.1 10.6 99.64 12.1 10.6 50.68 12.2 10.7 104.07 12.2 10.7 52.94 12.3 10.8 108.32 12.3 10.8 55.10 12.4 10.9 112.41 12.4 10.9 57.18 12.5 11.0 116.36 12.5 11.0 59.18 12.6 11.1 120.17 12.6 11.1 61.12 ' 12.7 11.2 123.87 12.7 11.2 63.01 12.8 11.3 127.46 12.8 11.3 64.83 12.9 11.4 130.96 12.9 11.4 66.61 13.0 11.5 134.36 13.0 11.5 68.34 13.1 11.6 137.68 13.1 11.6 70.03 13.2 11.7 140.92 13.2 11.7 71.67 13.3 11.8 144.08 13.3 11.8 73.29 13.4 11.9 147.18 13.4 11.9 74.86 ' 13.5 12.0 150.22 13.5 12.0 76.41 Notes: (1) Q=Cdk((2g(hi-h2))/(1+((29Cd2n2L)/rH4"3)))112 Eq.5.71 CERM 014002\2220\engr\culverts.x1s[Final-Submerged Outlet 25yr TW] ' ' Boeing Commercial Airplane Group Surface Water Management Project Masterplan (25 year tailwater in Springbrook Creek) ' 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 In. ' No. of Risers= 2 Tailwater= 11.00 Stage Dif. Head Flowrate (ft) at Orifice Riser Hb(ft) (cfs)(1) 10.00 -1.00 0.00 10.1 -0.90 0.00 10.2 -0.80 0.00 10.3 -0.70 0.00 10.4 -0.60 0.00 ' 10.5 -0.50 0.00 10.6 -0.40 0.00 10.7 -0.30 0.00 10.8 -0.20 0.00 10.9 -0.10 0.00 11.0 0.00 0.00 11.1 0.10 21.53 11.2 0.20 30.45 11.3 0.30 37.30 11.4 0.40 43.07 11.5 0.50 48.15 11.6 0.60 52.74 11.7 0.70 56.97 11.8 0.80 60.90 11.9 0.90 64.60 ' 12.0 1.00 68.09 12.1 1.10 71.42 12.2 1.20 74.59 ' 12.3 1.30 77.64 12.4 1.40 80.57 12.5 1.50 83.40 12.6 1.60 86.13 12.7 1.70 88.78 12.8 1.80 91.36 12.9 1.90 93.86 13.0 2.00 96.30 I 13.1 2.10 98.67 13.2 2.20 101.00 13.3 2.30 103.27 13.4 2.40 105.49 13.5 2.50 107.66 Notes: (1) Q=9.739(D)(H)3/2,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)1/2, Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. 014002\2220\engr\culverts.xis[Final-36"Risers 25yr TW] Boeing Commercial Airplane Group ' Surface Water Management Project Masterplan (25 year tailwater in Springbrook Creek) Suppressed Weir (inside Pond'D'discharge structure) Weir Length(ft)= 13.0 ' Weir Elevation= 10.00 Tailwater= 11.00 Free Discharge Submerged , Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate (ft) Upstream (ft) Upstream Downstream Free Submerged H. (ft) Cl(2) (cfs)(1) H. (ft) Hd-(ft) Cl(x( (cfs)(11 (cfs)(3) 10.00 0.00 0.00 Oh No! 10.00 0.00 1.00 #DIV/0! #DIV/0! #DIV/0! 10.1 0.10 0.64 Oh No! 10.1 0.10 1.00 0.64 1.40 #NUM! 10.2 0.20 0.62 Oh No! 10.2 0.20 1.00 0.62 3.87 #NUM! 10.3 0.30 0.62 Oh No! 10.3 0.30 1.00 0.62 7.05 #NUM! 10.4 0.40 0.62 Oh No! 10.4 0.40 1.00 0.62 10.82 #NUM! 10.5 0.50 0.61 Oh No! 10.5 0.50 1.00 0.61 15.10 #NUM! 10.6 0.60 0.61 Oh No! 10.6 0.60 1.00 0.61 19.84 #NUM! 10.7 0.70 0.61 Oh No! 10.7 0.70 1.00 0.61 25.01 #NUM! 10.8 0.80 0.61 Oh No! 10.8 0.80 1.00 0.61 30.56 #NUM! 10.9 0.90 0.61 Oh No! 10.9 0.90 1.00 0.61 36.49 #NUM! , 11.0 1.00 0.61 Oh No! 11.0 1.00 1.00 0.61 42.77 #NUM! 11.1 1.10 0.62 Oh No! 11.1 1.10 1.00 0.62 49.39 22.73 11.2 1.20 0.62 Oh No! 11.2 1.20 1.00 0.62 56.32 32.48 11.3 1.30 0.62 Oh No! 11.3 1.30 1.00 0.62 63.57 41.26 11.4 1.40 0.62 Oh No! 11.4 1.40 1.00 0.62 71.12 49.80 11.5 1.50 0.62 Oh No! 11.5 1.50 1.00 0.62 78.96 58.34 11.6 1.60 0.62 1 Oh No! 11.6 1.60 1 1.00 0.62 87.08 66.98 11.7 1.70 0.62 Oh No! 11.7 1.70 1.00 0.62 95.47 75.78 11.8 1.80 0.62 Oh No! 11.8 1.80 1.00 0.62 104.14 84.77 ' 11.9 1.90 0.62 Oh No! 11.9 1.90 1.00 0.62 113.07 93.95 12.0 2.00 0.62 Oh No! 12.0 2.00 1.00 0.62 122.25 103.35 12.1 2.10 0.62 Oh No! 12.1 2.10 1.00 0.62 131.69 112.96 12.2 2.20 0.62 Oh No! 12.2 2.20 1.00 0.62 141.38 122.80 , 12.3 2.30 0.62 Oh No! 12.3 2.30 1.00 0.62 151.31 132.85 12.4 2.40 0.62 Oh No! 12.4 2.40 1.00 0.62 161.48 143.13 12.5 2.50 0.63 Oh No! 12.5 2.50 1.00 0.63 171.88 153.62 12.6 2.60 0.63 Oh No! 12.6 2.60 1.00 0.63 182.52 164.34 12.7 2.70 0.63 Oh No! 12.7 2.70 1.00 0.63 193.39 175.27 12.8 2.80 0.63 Oh No! 12.8 2.80 1.00 0.63 204.48 186.43 12.9 2.90 0.63 Oh No! 12.9 2.90 1.00 0.63 215.80 197.79 13.0 3.00 0.63 Oh No! 13.0 3.00 1.00 0.63 227.33 209.37 13.1 3.10 0.63 Oh No! 13.1 3.10 1.00 0.63 239.09 221.17 13.2 3.20 0.63 Oh No! 13.2 3.20 1.00 0.63 251.06 233.17 , 13.3 3.30 0.63 Oh No! 13.3 3.30 1.00 0.63 263.25 245.39 13.4 3.40 0.63 Oh No! 13.4 3.40 1.00 0.63 275.65 257.81 13.5 3.50 0.63 Oh No! 13.5 3.50 1.00 0.63 288.25 270.44 Notes: ' (1) Q=2/3(C1)(b)(2g)1/2(H)3/2 (2) C,_[0.6035+0.0813(H/Y)+(0.000295/Y))'[1+(0.00361/H)r2 (Rehbock) (3) Qsub=Qf,.(1-(Hd._//Hw)y2)0.385 014002\M0\engr\culverts.xls[Final-Overflow Weir 25yr TW] ' 2/3/99 3 :49 :5 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR TW, POND"D" ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR TW MSTR POND"D" .. 0.00 75.82 POND"D" 25T-PNDD 11.80 1 43.26 8 ac-ft t Sverdrup Civil Inc page 1 2/3/99 5 : 50 : 38 pm p BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR TW IN CREEK, POND "D" ------------------------------- STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 10OTM-D Description: 10OTM-D STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 11 65 0.0000 12.15 34.127 12.65 48.308 13.15 59 175 11.75 14.760 12.25 37.398 12.75 50.668 13.25 61.117 11.85 21.438 12.35 40.404 12.85 52.924 13.35 62.998 ' 11.95 26.375 12.45 43.200 12.95 55.086 13.45 64.826 12.05 30.502 12.55 45.825 13.05 57.167 13.55 65.726 1 Boeing Commercial Airplane Group Masterplan ' (100 year tailwater in Springbrook Creek) Pond "D" Outlet Structure 1 Tailwater Elevation = 11.65 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ft (cfs) (cfs) (cfs) (cfs) cfs 11.0 0.00 0.00 #NUM! 0.00 #NUM! 11.1 0.00 0.00 #NUM! 0.00 #NUM! 11.2 0.00 0.00 #NUM! 0.00 #NUM! 11.3 0.00 0.00 #NUM! 0.00 #NUM! 11.4 0.00 0.00 #NUM! 0.00 #NUM! 11.5 0.00 0.00 #NUM! 0.00 #NUM! 1 11.6 0.00 0.00 #NUM! 0.00 #NUM! 11.7 1 21.24 0.65 28.63 10.81 10.81 11.8 36.80 3.39 46.38 18.72 18.72 11.9 47.50 34.05 59.74 24.16 24.16 12.0 56.21 40.28 71.76 28.59 28.59 12.1 63.73 45.68 83.22 32.42 32.42 12.2 70.46 50.50 94.42 35.84 35.84 12.3 76.60 54.90 105.54 38.96 38.96 12.4 82.28 58.97 116.67 41.85 41.85 12.5 87.59 62.78 127.87 44.55 44.55 ' 12.6 92.60 66.37 139.17 47.10 47.10 12.7 97.35 69.77 150.60 49.52 49.52 12.8 101.88 73.02 162.17 51.82 51.82 12.9 106.22 76.13 173.90 54.03 54.03 13.0 110.39 79.12 185.80 56.15 56.15 13.1 114.40 81.99 197.87 58.19 58.19 13.2 118.28 84.77 210.12 60.16 60.16 13.3 122.04 87.47 222.55 62.07 62.07 13.4 125.68 90.08 235.16 63.93 63.93 13.5 129.22 92.62 247.96 65.73 65.73 1 1 1 1 1 0 1 4002\2220\eng r\culverts.xls[Final-Pond"D'Summary 100yr TW] Boeing Commercial Airplane Group Masterplan ' (100 year tailwater in Springbrook Creek) Culvert Design Submerged Outlet ' (Pond "D" Control Structure) INLET PIPE OUTLET PIPE , Length (ft)= 41 Length (ft)= 142 Diameter(in)= 60 Diameter(in) = 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n = 0.013 Manning's n= 0.013 Coefficient, Cd= 0.62 Coefficient, Cd= 0.62 Tailwater, h2 (ft) = 11.65 Tailwater, h2(ft) = 11.65 ' Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd. Head Q(cfs) �'� (ft) Hyd. Head Q(cfs) h1 (ft) h1 (ft) 11.0 9.5 0.00 11.0 9.5 0.00 11.1 9.6 0.00 11.1 9.6 0.00 , 11.2 9.7 0.00 11.2 9.7 0.00 11.3 9.8 0.00 11.3 9.8 0.00 11.4 9.9 0.00 11.4 9.9 0.00 11.5 10.0 0.00 11.5 10.0 0.00 11.6 10.1 0.00 11.6 10.1 0.00 11.7 10.2 21.24 11.7 10.2 10.81 11.8 10.3 36.80 11.8 10.3 18.72 11.9 10.4 47.50 11.9 10.4 24.16 12.0 10.5 56.21 12.0 10.5 28.59 12.1 10.6 63.73 12.1 10.6 32.42 12.2 10.7 70.46 12.2 10.7 35.84 12.3 10.8 76.60 12.3 1 10.8 38.96 12.4 10.9 82.28 12.4 10.9 41.85 12.5 11.0 87.59 12.5 11.0 44.55 12.6 11.1 92.60 12.6 11.1 47.10 12.7 11.2 97.35 12.7 11.2 49.52 12.8 11.3 101.88 12.8 11.3 51.82 12.9 11.4 106.22 12.9 11.4 54.03 13.0 11.5 110.39 13.0 11.5 56.15 , 13.1 11.6 114.40 13.1 11.6 58.19 13.2 11.7 118.28 13.2 11.7 60.16 13.3 11.8 122.04 13.3 11.8 1 62.07 13.4 11.9 125.68 13.4 1 11.9 63.93 13.5 12.0 129.22 13.5 12.0 65.73 Notes: (1) Q=CdAO((29(hi-h2))/0+((29Cdzn2L)/rH43)))t� Eq. 5.71 CERM 014002\2220\engr\culverts.xls[Final-Submerged Outlet 100yr Twl , BoeingCommercial Airplane Group P Masterplan ' (100 year tailwater in Springbrook Creek) 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. No. of Risers = 2 ' Tailwater= 11.65 Stage Dif. Head Flowrate (ft) at Orifice Riser Hb(ft) (cfs) (1) 11.0 -0.65 0.00 11.1 -0.55 0.00 11.2 -0.45 0.00 11.3 -0.35 0.00 11.4 -0.25 0.00 11.5 -0.15 0.00 11.6 -0.05 0.00 11.7 0.05 0.65 11.8 0.15 3.39 11.9 0.25 34.05 12.0 0.35 40.28 12.1 0.45 45.68 12.2 0.55 50.50 12.3 0.65 54.90 12.4 0.75 58.97 12.5 0.85 62.78 12.6 0.95 66.37 ' 12.7 1.05 69.77 12.8 1.15 73.02 12.9 1.25 76.13 13.0 1.35 79.12 13.1 1.45 81.99 13.2 1.55 84.77 13.3 1.65 87.47 13.4 1.75 90.08 13.5 1.85 92.62 rNotes: (1) Q = 9.739(D)(H)312, Weir Flow (Waterworks Manual Eq 6-32) Q =3.782(D2)(H)112, Orifice Flow (Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. 014002\2220\engr\culverts.xis[Final-36'Risers 100yr TW] 1 BoeingCommercial Airplane Group P P Masterplan (100 year tailwater in Springbrook Creek) r Suppressed Weir (inside Pond "D" discharge structure) ' Weir Length (ft) = 13.0 Weir Elevation = 10.00 ' Tailwater= 11.65 Submer ed , Stage Hyd. Head Hyd. Head Coefficient Flowrate Flowrate (ft) Upstream Downstream Free Submerged Hu (ft) Hdown (ft) C1 (2) (cfs) (1) (CfS) (3) , 11.0 1.00 1.65 0.61 42.77 #NUM! 11.1 1.10 1.65 0.62 49.39 #NUM! 11.2 1.20 1.65 0.62 56.32 #NUM! 11.3 1.30 1.65 0.62 63.57 #NUM! 11.4 1.40 1.65 0.62 71.12 #NUM! 11.5 1.50 1.65 0.62 78.96 #NUM! 11.6 1.60 1.65 0.62 87.08 #NUM! 11.7 1.70 1.65 0.62 95.47 28.63 11.8 1.80 1.65 0.62 104.14 46.38 11.9 1.90 1.65 0.62 113.07 59.74 12.0 2.00 1.65 0.62 122.25 71.76 12.1 2.10 1.65 0.62 131.69 83.22 12.2 2.20 1.65 0.62 141.38 94.42 ' 12.3 2.30 1.65 0.62 151.31 105.54 12.4 2.40 1.65 0.62 161.48 116.67 12.5 2.50 1.65 0.63 171.88 127.87 12.6 2.60 1.65 0.63 182.52 139.17 12.7 2.70 1.65 0.63 193.39 150.60 12.8 2.80 1.65 0.63 204.48 162.17 12.9 2.90 1.65 0.63 215.80 173.90 13.0 3.00 1.65 0.63 227.33 185.80 13.1 3.10 1.65 0.63 239.09 197.87 ' 13.2 3.20 1.65 0.63 251.06 210.12 13.3 3.30 1.65 0.63 263.25 222.55 13.4 3.40 1.65 0.63 275.65 235.16 13.5 3.50 1.65 0.63 288.25 247.96 Notes: (1) Q = 2/3(C,)(b)(2g)1/2(H)3/2 (2) C,=[0.6035+0.0813(HN)+(0.000295N))`[1+(0.00361/H)ff (Rehbock) (3) Qsub=Qfree(1-(Hdown/HuP)'V2)0.385 , 014002\2220\engr\culverts.xls[Final-Overflow Weir 100yr TW] 2/3/99 5 : 50 :39 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR TW IN CREEK, POND "D" rLEVEL POOL TABLE SUMMARY=====__________________ MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR TW MSTR POND D 0.00 88.63 POND"D" 10OTM-D 12.56 1 46.09 10 ac-ft m Sverdrup Civil Inc page 1 2/3/99 8 : 8 :25 a P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ENLARGED CSTC POND STORAGE VOLUME STAGE STORAGE TABLE CUSTOM STORAGE ID No. CSTC-ENL Description: CSTC ENLARGED STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8 50 0.0000 0.0000 9.40 318536 7.3126 10.30 680715 15.627 11.20 1094821 25.134 8.60 33236 0.7630 9.50 356625 8.1870 10.40 725263 16.650 11.30 1145958 26.308 8.70 66471 1.5260 9.60 394714 9.0614 10.50 769811 17.672 11.40 1197094 27.481 , 8.80 99707 2.2890 9.70 432804 9.9358 10.60 814358 18.695 11.50 1248230 28.655 8.90 132942 3.0519 9.80 470893 10.810 10.70 858906 19.718 11.60 1299366 29.829 9.00 166178 3.8149 9.90 508983 11.685 10.80 903454 20.740 11.70 1350502 31.003 9.10 204267 4.6893 10.00 547072 12.559 10.90 948001 21.763 11.80 1401639 32.177 9.20 242357 5.5637 10.10 591620 13.582 11.00 992549 22.786 11.90 1452775 33.351 9.30 280446 6.4382 10.20 636167 14.604 11.10 1043685 23.960 12.00 1503911 34.525 i 1 1 1 1 1 I P 28:31:3 2 3 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, 25YR TW, BSN A-2,A-3 ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 25P-CSTC Description: 25P-CSTC STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 10.35 0.0000 11.25 38.435 12.15 102.91 13.05 186.84 10.45 2.9077 11.35 44.496 12.25 111.34 13.15 197.23 1 10.55 5.8084 11.45 50.854 12.35 120.01 13.25 207.83 10.65 9.2352 11.55 57.499 12.45 128.90 13.35 218.62 10.75 13.135 11.65 64.420 12.55 138.02 13.45 229.62 10.85 17.460 11.75 71.610 12.65 147.35 13.55 235.11 10.95 22.178 11.85 79.061 12.75 156.91 11.05 27.260 11.95 86.765 12.85 166.67 11.15 32.685 12.05 94.717 12.95 176.65 i 1 1 1 1 r 1 1 1 1 g ommo warn Namuni rn rem omu�mn�c�a-c�ma,n 008888888888888888888�-000Nm�� ;�° ��m8�� '8� m ��° ��m � LL p o0 oocoo 00000000000�mm Nv�mcvP$`n�i my a�m m umio u'i mms e o m F o 00000000000 odo ^e,�,$,^o mo�_`a,e rno� � p o ---- ------���� ¢a `m o U oamm�'r°coi c"'v�i`Fieevi%o.mcn`�arno��`yr'������N NN ri p 3 m mm m m cn m �d3 y 3Y c00000000 ocoo 0cm 00000000 000000 Y m m E G C i G O m 0 N—V N O n m T 0 O a Zr, mc'i c'i ' 2 'o a a` c 8m- � Ga ;boo 000000 000 000 0000 000000 00000 0000 o Ern E Q�m 9 t o�o� mmQyd,$0000000 00000 000000 000000000 m LL p E N ao .z I o g Mmn U N 3 c �C m aaE .omzw m m U FL- >v .Z y� H m 3 m EEE a m aa3 y^ nr � A C C cwmm N 1.1.1.m mN N.1 O U 3 Y m o S o O m gg v � o o Z N 2 0 0 0 0 0 -- -- g U o c o o p p m m m ED -a U o p p op p p n mo o FF N H (7 z 3 U 2/3/99 3 :31 :29 pm Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP, 25YR TW, BSN A-2 ,A-3 ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR TW POST A-2,A-3 0.00 42.62 CSTC-ENL 25P-CSTC 10.67 2 10.03 19 ac-ft 1 99 4 :57 : 50 m Sverdrup Civil Inc page 1 ' 2/3/ p P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' POST SWMP 100YR TW, BASIN A-2 ,A-3 ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 10OTPT-C Description: 10OTPT-C STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---Cfs-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 11.00 0.0000 11.80 64.755 12.60 132.66 13.40 214.23 11.10 15.427 11.90 72.457 12.70 142.13 13.50 225.33 11.20 22.623 12.00 80.386 12.80 151.82 13.60 236.62 ' 11.30 29.371 12.10 88.541 12.90 161.71 13.70 248.11 11.40 36.109 12.20 96.923 13.00 171.81 13.80 259.78 11.50 42.974 12.30 105.53 13.10 182.12 13.90 271.65 11.60 50.022 12.40 114.35 13.20 192.62 14.00 283.70 11.70 57.278 12.50 123.40 13.30 203.33 The Boeing Commercial Airplane Group Post-Development Surface Water Management Project Contracted Broad-Crested Weir(100 year tailwater in Springbrook Creek) (between CSTC Pond and Delta Area) 100-year Tailwater Elev. = 11.00 CSTC Weir Stage Hyd.Head Coefficient Hyd.HeadWeir Actual Free Actual Total Total (ft) Downstrea C,0) Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hd_(ft) H P(ft) Y(ft) b_t_1(ft) Q(efs)12, Q(efs)01 Q(cfs) Q(gpm) 10.9 0.7 0.61 0.6 10.26 11.98 20 0 0.00 0.00 11.0 0.7 0.61 0.7 10.26 11.98 25 0 0.00 0.00 11.1 0.7 0.61 0.8 10.26 11.98 30 15 15.43 6923.96 11.2 0.7 0.61 0.9 10.26 11.98 36 23 22.62 10154.07 11.3 0.7 0.61 1.0 10.26 11.98 42 29 29.37 13182.42 11.4 0.7 0.62 1.1 10.26 11.98 48 36 36.11 16206.63 11.5 0.7 0.62 1.2 10.26 11.98 55 43 42.97 19287.96 11.6 0.7 0.62 1.3 10.26 11.98 61 50 50.02 22451.36 11.7 0.7 0.62 1.4 10.26 11.98 68 57 57.28 25708.23 11.8 0.7 0.62 1.5 10.26 11.98 76 65 64.75 29063.92 11.9 0.7 0.62 1.6 10.26 11.98 83 72 72.46 32520.77 12.0 0.7 0.62 1.7 10.26 11.98 91 80 80.39 36079.55 12.1 0.7 0.62 1.8 10.26 11.98 99 89 88.54 39740.14 12.2 0.7 0.62 1.9 10.26 11.98 107 97 96.92 43501.92 12.3 0.7 0.62 2.0 10.26 11.98 116 106 105.53 47364.00 12.4 0.7 0.62 2.1 10.26 11.98 125 114 114.35 51325.33 12.5 0.7 0.62 2.2 10.26 11.98 134 1 123 123.40 1 55384.79 12.6 0.7 0.62 2.3 10.26 11.98 143 133 132.66 59541.24 12.7 0.7 0.62 2.4 10.26 11.98 152 142 142.13 63793.53 12.8 0.7 0.62 2.5 10.26 11.98 162 152 151.82 68140.54 12.9 0.7 0.63 2.6 10.26 11.98 172 162 161.71 72581.17 13.0 0.7 0.63 2.7 10.26 11.98 182 172 171.81 77114.35 13.1 0.7 0.63 2.8 10.26 11.98 192 182 182.12 81739.08 13.2 0.7 0.63 2.9 10.26 11.98 203 193 192.62 86454.38 13.3 0.7 0.63 3.0 10.26 11.98 214 203 203.33 91259.30 13.4 0.7 0.63 3.1 10.26 11.98 224 214 214.23 96152.94 13.5 0.7 0.63 3.2 10.26 11.98 236 225 225.33 101134.46 13.6 0.7 0.63 3.3 10.26 11.98 247 237 236.62 106203.02 13.7 0.7 0.63 3.4 10.26 11.98 258 248 248.11 111357.85 13.8 1 0.7 0.63 3.5 10.26 11.98 270 260 259.78 116598.20 13.9 0.7 0.63 3.6 10.26 11.98 282 272 271.65 121923.34 14.0 0.7 0.63 3.7 10.26 11.98 294 284 11 283.70 127332.60 For Suppressed Sharp-Crested Weir: (1) Cl=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]312 (Rehbock) (2) Q=2/3(Ci)(b)(2g)112(H)3'2 (3) Qs.b=Qfree[1 -(Hd_ HW)3/2]o.385 0 1 400 212 22 0\engr\contracted weir.xls[CSTC Weir 100 yr TWI 2/3/99 4 :57 : 50 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 100YR TW, BASIN A-2,A-3 ROUTED LEVEL POOL TABLE SUMMARY=====__________________ , MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR TW PST A-2,A-3 0.00 50.17 CSTC-ENL 10OTPT-C 11.08 2 12.39 24 ac-ft r r r 2 3 99 3 : 50 : 1 m Sverdrup Civil Inc page 1 / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR TW, CSTC POND ROUTED rSTAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 25T-CSTC Description: 25T-CSTC rSTAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft, ---cfs-- ------- (ft, ---cfS-- ------- (ft) ---cfs-- ------- 10 85 0.0000 11.55 50.223 12 25 104.44 12.95 169.83 10.95 12.133 11.65 57.238 12.35 113.12 13.05 180.03 r 11.05 18.518 11.75 64.501 12.45 122.03 13.15 190.42 11.15 24.535 11.85 72.010 12.55 131.16 13.25 201.02 11.25 30.637 11.95 79.761 12.65 140.51 13.35 211.82 11.35 36.931 12.05 87.752 12.75 150.07 13.45 222.81 r11.45 43.455 12.15 95.978 12.85 159.85 13.55 228.36 1 i 1 1 r r r r r r r n r pp I-M 000QQo r f7N888880080088�0� 88.... {w{ppmmppWp� NNON00 0 0 0 0 pNj W m N NO n ^NyyW m-�pOppNppppppppp p ppppppppppp p p pp ppp.mP^ lh O f e%2 f0 n n m 9 I C 8888888$8 H$88$$88$$SO 888hbMNn{��nlrOmp�m`�nnNN Pnyf^Nlt7p IN`,�l�yy! , d OCOO GG 000CCOOCOGG{�GG C OOCb�NNf7QO�miO�9.99 goal^'m W NNN O ......... a � pp m V N N N N N N N N N N N N N N N N N 3= Y O C C O O C C G G O C G C G C G G O C O C O C O C O C O O O O G O Y m m oqq Eqp U m 0 O^N N O N m r m P 0^N N O N m r m P 0^N P1 e m m r m P D^N 0 o N `3 y o 0 0 0 0 0 0 0 0 0 0 11- lo�o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o �y c Ci O e N , m `m c m m ^ m= �' ; ❑ 1m o O^tof mm^�.�aNNmt�a�e$oo 0000000 000000 0000000000000000 00 m m T C E�"r �nnnn nnrnnnn�' � m v � 3 a t U H D Z 10 s 0 `og ���cl c�ln t�t�ln taw�In e'n eo�In� � eQ� �nrnnnl�rnn nr�nnr:nrr>; m O m p++ ��yy��yy �y��yy Nay��yy �yP�ip�O��O 4D fOm mfO NiD fNO fp tNp lO f0�0 fND fD fD��fND N1D iD 1p�010 mt0 U .Sl= 8fD(O 10 fOm mmm o bm.m10 tp�m oU C C O O O O O O O O O O O O o U � 3'&ymmmmmpdmmmmmmmmroomo g', m Z effaveefeaf aeeoeeYmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm '� 8 p V 3 N[V tV N tV N fV cV N tV N N N c�i cV tV N N C C C C O C O O C G O G C O O G C G G O C G G G G G G C G C G G C it m 0 S m gH mPO^NNemLH mmjH ^ N 'R I 2/3/99 3 : 50 :2 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR TW, CSTC POND ROUTED LEVEL POOL TABLE Si.JNIMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR TW MSTR CSTC 0.00 71.03 CSTC-ENL 25T-CSTC 11.02 2 16.45 23 ac-ft r m Sverdrup Civil Inc page 1 ' 2/3/99 5 :52 :4 p P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR TW IN CREEK, CSTC STAGE DISCHARGE TABLE , CUSTOM DISCHARGE ID No. 10OTM-C Description: 10OTM-C STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 11 60 0.0000 12.30 86.596 13.00 155 01 13.70 232.08 ' 11.70 28.424 12.40 95.910 13.10 165.47 13.80 243.82 11.80 39.798 12.50 105.35 13.20 176.11 13.90 255.75 , 11.90 49.675 12.60 114.95 13.30 186.94 14.00 267.86 12.00 59.039 12.70 124.70 13.40 197.95 12.10 68.224 12.80 134.63 13.50 209.14 12.20 77.383 12.90 144.73 13.60 220.52 , r t The Boeing Commercial Airplane Group Masterplan (100 year tailwater in Springbrook Creek) Contracted Broad-Crested Weir (between CSTC Pond and Delta Area) 100-year Tailwater Elev. = 11.60 11 cSTC weir Stage Hyd.Head Coefficient Hyd.Head Weir Actual Free Actual Total Total (ft) Downstream C, (') Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hd.,,,,r,(ft) H (ft) Y(ft) bad-I M) Q(cfs) Q(cfs)13 Q(cfs) Q(gpm) 11.0 1.3 0.61 0.7 10.26 11.98 25 0 0.00 0.00 11.1 1.3 0.61 0.8 10.26 11.98 30 0 0.00 0.00 11.2 1.3 0.61 0.9 1 10.26 11.98 36 0 0.00 0.00 11.3 1.3 0.61 1.0 10.26 11.98 42 0 0.00 0.00 11.4 1.3 0.62 1.1 10.26 11.98 48 0 0.00 0.00 11.5 1.3 0.62 1.2 10.26 11.98 55 0 0.00 0.00 11.6 1.3 0.62 1.3 10.26 11.98 61 0 0.00 0.00 11.7 1.3 0.62 1.4 10.26 11.98 68 28 28.42 12757.35 11.8 1.3 0.62 1.5 10.26 11.98 76 40 39.80 17862.36 11.9 1.3 0.62 1.6 10.26 11.98 83 50 49.68 22295.73 12.0 1.3 0.62 1.7 10.26 11.98 91 59 59.04 26498.67 12.1 1.3 0.62 1.8 10.26 11.98 99 68 68.22 30621.19 12.2 1.3 0.62 1.9 10.26 11.98 107 77 77.38 34731.77 12.3 1.3 0.62 2.0 10.26 11.98 116 87 86.60 38866.78 12.4 1.3 0.62 2.1 10.26 11.98 125 96 95.91 43047.34 12.5 1.3 0.62 2.2 10.26 11.98 134 105 105.35 47286.47 12.6 1.3 0.62 2.3 10.26 11.98 143 115 114.95 51592.55 12.7 1.3 0.62 2.4 10.26 11.98 152 125 124.70 55971.09 12.8 1.3 0.62 2.5 10.26 11.98 162 135 134.63 60425.75 12.9 1.3 0.63 2.6 10.26 11.98 172 145 144.73 64959.03 13.0 1.3 0.63 2.7 10.26 11.98 182 155 155.01 69572.54 13.1 1.3 0.63 2.8 10.26 11.98 192 165 165.47 74267.38 13.2 1.3 0.63 2.9 10.26 11.98 203 176 176.11 79044.21 13.3 1.3 0.63 3.0 10.26 11.98 214 187 186.94 83903.39 13.4 1.3 0.63 3.1 10.26 11.98 224 198 197.95 88845.08 13.5 1.3 0.63 3.2 10.26 11.98 236 209 209.14 93869.29 13.6 1.3 0.63 3.3 10.26 11.98 247 221 220.52 98975.90 13.7 1.3 0.63 3.4 10.26 11.98 258 232 232.08 104164.74 13.8 1.3 0.63 3.5 10.26 11.98 270 244 243.82 109435.53 13.9 1.3 0.63 3.6 10.26 11.98 282 256 255.75 114787.99 14.0 1.3 0.63 3.7 10.26 11.98 294 268 267.86 120221.78 For Suppressed Sharp-Crested Weir: (1) C,=[0.6035+0.0813(H/Y)+(0.000295N)]'[1+(0.00361/H)j2 (Rehbock) (2) Q=2/3(Ct)(b)(2g)112(H)312 (3) Qwb=Qua.[1 -(Hd../H P)3/210.385 014002\2220\engr\contracted weir.xis[Final-Weir 100 yr TWI 2/3/99 5 : 52 : 5 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR TW IN CREEK, CSTC LEVEL POOL TABLE SUMMARY=====__________________ ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE , <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR TW MSTR CSTC 0.00 78.26 CSTC-ENL 10OTM-C 11.66 2 16.95 31 ac-ft ' 1 2 3 99 9 :4 : 53 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT DELTA STORAGE VOLUME ' STAGE STORAGE TABLE 1 CUSTOM STORAGE ID No. DELTA Description: DELTA ' STAGE <----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 8.90 114867 2.6370 10.30 279433 6.4149 11.70 634817 14.573 7.60 6984 0.1603 9.00 123750 2.8409 10.40 293411 6.7358 11.80 671609 15.418 ' 7.70 13968 0.3207 9.10 135125 3.1020 10.50 307388 7.0567 11.90 708400 16.263 7.80 20953 0.4810 9.20 146500 3.3632 10.60 321365 7.3775 12.00 745192 17.107 7.90 27937 0.6413 9.30 157875 3.6243 10.70 335343 7.6984 12.10 806852 18.523 8.00 34921 0.8017 9.40 169251 3.8855 10.80 349320 8.0193 12.20 868511 19.938 ' 8.10 43804 1.0056 9.50 180626 4.1466 10.90 363297 8.3402 12.30 930170 21.354 8.20 52687 1.2095 9.60 192001 4.4077 11.00 377275 8.6610 12.40 991830 22.769 8.30 61570 1.4134 9.70 203376 4.6689 11.10 414066 9.5057 12.50 1053489 24.185 6.40 70453 1.6174 9.80 214751 4.9300 11.20 450858 10.350 12.60 1115148 25.600 8.50 79336 1.8213 9.90 226126 5.1911 11.30 487650 11.195 12.70 1176808 27.016 8.60 88218 2.0252 10.00 237502 5.4523 11.40 524442 12.040 12.80 1238467 28.431 ' 8.70 97101 2.2291 10.10 251479 5.7732 11.50 561233 12.884 12.90 1300127 29.847 8.80 105984 2.4331 10.20 265456 6.0940 11.60 598025 13.729 i 1 1 1 1 i 1 1 8 am Sverdrup Civil Inc page 1 ' 2/3/99 8 : 51 . 1 P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR TW, DELTA ROUTED TO CRK STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 25T-DELI Description: 25T-DELT STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 10.00 0.0000 11.30 16.854 12.60 23.930 13.90 29.318 10.10 2.1002 11.40 17.521 12.70 24.378 14.00 29.702 10.20 4.2005 11.50 18.189 12.80 24.826 14.10 30.062 ' 10.30 6.3007 11.60 18.751 12.90 25.274 14.20 30.423 10.40 8.4010 11.70 19.314 13.00 25.723 14.30 30.783 10.50 10.501 11.80 19.677 13.10 26.135 14.40 31.143 10.60 11.371 11.90 20.440 13.20 26.547 14.50 31.504 , 10.70 12.241 12.00 21.002 13.30 26.959 14.60 31.844 10.80 13.111 12.10 21.498 13.40 27.371 14.70 32.185 10.90 13.981 12.20 21.994 13.50 27.784 14.80 32.526 11.00 14.851 12.30 22.490 13.60 28.167 14.90 32.B67 11.10 15.518 12.40 22.986 13.70 28.551 15.00 33.208 11.20 16.186 12.50 23.481 13.80 28.935 ' Boeing Commercial Airplane Group Surface Water Management Project Post-Development Basin A (25 year tailwater in Springbrook Creek) 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) (l) Contracted Broad- 18" RCP Total Inlet Broad-Crested Weir 36"DIP Outlet Release Rate Crested Weir(cfs) (2) Inlet(cfs)(3) Capacity(cfs)c4 (Stoplogs)(cfs)(5) (cfs)(13) CfS (7) 10.00 0 0 0 0 0 0 10.50 8 3 11 163 11 11 11.00 17 4 20 252 15 15 11.50 26 4 31 341 18 18 12.00 38 5 43 434 21 21 12.50 50 6 56 533 23 23 13.00 64 6 70 637 26 26 13.50 78 7 85 746 28 28 14.00 94 7 101 862 30 30 14.50 111 8 119 983 32 32 15.00 128 8 137 1110 33 33 Notes: (1) 25-year tailwater in Springbrook Creek= 10.00 (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\Kbcalcl8.xls(Summary 25yr TWI MH OPENING MH STEP TYP ' TYP- •. . .r .. • ' ._/ • \�L3x3x3/8 GALY TYP a•_0•x8'-o' ' POINT OF TIMBER _- B1LCO DOOR IDENTIFYING LSTOP OOS I (- 000FtOINATES 1 I 1 36' DIP CL 53 FLxPE 1 I TO SPRINGBROOK CREEK ' I i I t' L 1 - — -- - A 1 I iCei D ICe4(0) I 1 SI Ir O CONC-� II 1 ----- 1 x BOLTED FLANGED JOINT _ CYLJNDRtC& WATER INTAKE SCREEN OVERFLOW L T-60 WITH I/S SCREEN BY OPENING r JOHNSON SC INS OR APPROVED EQUAL b -;: b NOTE: FOR DETAILS NOT SHOWN i--�` t I SEE 1580(D) 4 Ir PYC DRAIN DIP CAST INTO Ir AACCCESS�COVER 2._ CONCRETE Z Y/L F✓TV/� • rCaA 6 PVC BALL VALVE Evtzyql— ON •$�RlN(aN4Q�K DETAIL sOUTLET BSTRUCTURE CREEKROOK / I 1 �EK QE; , SCALE: NONE ICI o IC64(0) C �'L �S�(R F�TvRtz ' G'oNv1-YA,vCF LO MH OPENING /\\ ' '�`\`\ DOOR OPENING PROVIDE REMOVABLE GRATk - W/ I- SMOOTH GALV STEEL - NOTE: BARS AT 6' OC VERTICAL EL 12.0 EL 15.2 STOP LOG ANCHOR TO ORIENTATION CONSIST OF 578-0 BOLTS. STOP LOG ANGLE GUIDE •, NUTS AND WASHERS PASSING - THROUGH BOTH STOP l 2'-Orx3'-0• , ANGLE GUIDES ON BOTH Wp1.OW PLANTINGS ! RFLOW 3/8" CALV WEB I - SIDES SEE PLANTING PLAN OPENING STIFFENER O 11 OC FOR SPECIES AND TYP I ' SPACING EL 9.3 3G OUTLET I Ir SO BEVEL TO ,. • STOP LOG AN - r a LE. EL. 6. I.E. EL-5.9 I.E. EL-5.40 LE EL 5.4 0.42X 6O`4 DIA 6•s PVCo.eoz DRAM LEVEL ' 3/4-0 EPDXY •�' - ANCHOR BOLTS. r r NUTS AND WASHERS 6' EMBEDMENT O 12' O.C. ,• ' 6*x12 TIMBER EL 1.0 STOP LOGS SPRINGBROOK CREEK SECTION OUTLET LTRUCTURt~-_ -- -- A- SCAM NONE o' ) 5010ME : CSTL S G 015\rEl-•0PMEfJ-T ' '5*tD? "1 0RAtrjNGE DETAu S -SWEET 5 DRAWtN6 %C0yCO) ' Boeing Commercial Airplane Group Surface Water Management Project ' Post-Development Basin A (25 year tailwater in Springbrook Creek) ' CSTC Delta Area Discharge Vault Element 1 (2'x 3'Overflow Contracted Broad-Crested Weir) ' Stage Hyd.Head Hyd. Head Weir Coefficient Actual No.of sides Effective Flowrate Flowrate (ft) Upstream Downstream Height C,(') Width contracted Width Free Submerged Hu (ft) Hdo.(ft) Y(n) baotnsi(ft) N bett.(n)(2) Q(CfS)(3) Q(CfS)(4) 10.0 0.5 0.5 9.5 0.614 3.0 2 2.99 3 0 10.5 1.0 0.5 9.5 0.615 3.0 2 2.98 10 8 11.0 1.5 0.5 9.5 0.619 3.0 2 2.97 18 17 11.5 2.0 0.5 9.5 0.622 3.0 2 2.96 28 26 12.0 2.5 0.5 9.5 0.626 3.0 2 2.95 39 38 12.5 3.0 0.5 9.5 0.630 3.0 2 2.94 52 50 13.0 3.5 0.5 9.5 0.634 3.0 2 2.93 65 64 13.5 4.0 0.5 9.5 0.639 3.0 2 2.92 80 78 14.0 4.5 0.5 9.5 0.643 3.0 2 2.91 96 94 ' 14.5 5.0 0.5 9.5 0.647 3.0 2 2.90 112 111 15.0 5.5 0.5 9.5 0.651 3.0 2 2.89 130 128 Notes: ' (1) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]`[1+(0.00361/H)]3�2 (Rehbock) (2) ben=bactua,-(0.1)(N)(H) (3) O=2/3(C1)(ben)(2g)v2(H)3/2 ' (4) Qsub=Oft..11 -(Hdom,/HuP)WiO.385 ' CSTC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir,Stoplogs) Stage Hyd. Head Hyd. Head Weir Coefficient Actual Flowrate Flowrate Upstream Downstream Height C,(2) Width Free Flow Submerged H (ft) Hdown(n) Y(ft) bactua,(ft) Of.(cfs)(3) Qsub.(CfS)(4) 10.0 2.5 2.50 7.5 0.632 16.0 214 0 ' 10.5 3.0 2.50 7.5 0.637 16.0 283 163 11.0 3.5 2.50 7.5 1 0.642 16.0 360 252 11.5 4.0 2.50 7.5 0.648 16.0 444 341 12.0 4.5 2.50 7.5 0.653 16.0 534 434 ' 12.5 5.0 2.50 7.5 0.658 16.0 630 533 13.0 5.5 2.50 7.5 0.664 16.0 733 637 13.5 6.0 2.50 7.5 0.669 16.0 842 746 14.0 6.5 2.50 7.5 0.675 16.0 957 862 14.5 7.0 1 2.50 7.5 0.680 16.0 1078 983 15.0 7.5 2.50 7.5 0.685 16.0 1205 1110 Notes: (1) 2-year tailwater in Springbrook Creek=8.60(Table 8-2, ESGRWSP, R.W. Beck,Dec 1996) (2) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]`[1+(0.00361/H)]3/2 (Rehbock) (3) Qfree=2/3(Ct)(bactuai)(/2g)v2(I I P)3/2 (4) Qsub=Qfree 11 -(HdowM H,,P)3/2]0.385 ' 013893\2220\engr\K calc18.xls[EtandE325yrTW] Boeing Commercial Airplane Group Surface Water Management Project ' Post-Development Basin A (25 year tailwater in Springbrook Creek) , INLET PIPE OUTLET PIPE CSTC Delta Area Discharge Vault Element 2 CSTC Delta Area Discharge Vault Element 4 , Length (ft)= 24 Length(ft)= 44 Diameter(in)= 18 Diameter(in)= 36 Invert Elevation= 6.0 Invert Elevation= 6.0 Number of Culverts= 1 Number of Culverts= 1 ' Manning's n= 0.013 Manning's n= 0.013 Coefficient, Cd= 0.62 Coefficient, Cd= 0.62 Tailwater, h2(ft)= 10.00 Tailwater, h2(ft) = 10.00 ' Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd. Head Q (cfs) �'� (ft) Hyd. Head Q (cfs) h, (ft) hi (ft) 10.0 4.0 0.00 10.0 4.0 0.00 10.1 4.1 2.57 10.1 4.1 10.50 10.2 4.2 3.64 10.2 4.2 14.85 10.3 4.3 4.46 10.3 4.3 18.19 10.4 4.4 5.15 10.4 4.4 21.00 10.5 4.5 5.75 10.5 4.5 23.48 10.6 4.6 6.30 10.6 4.6 25.72 ' 10.7 4.7 6.81 10.7 4.7 27.78 10.8 4.8 7.28 10.8 4.8 29.70 10.9 4.9 7.72 10.9 4.9 31.50 11.0 5.0 8.14 11.0 5.0 33.21 , 11.1 5.1 8.54 11.1 5.1 34.83 11.2 5.2 8.92 11.2 5.2 36.38 11.3 5.3 9.28 11.3 5.3 37.86 11.4 1 5.4 9.63 11.4 5.4 39.29 ' 11.5 5.5 9.97 11.5 5.5 40.67 11.6 5.6 10.29 11.6 5.6 42.00 11.7 5.7 10.61 11.7 5.7 43.30 ' 11.8 5.8 10.92 11.8 5.8 1 44.55 11.9 5.9 11.22 11.9 5.9 45.77 12.0 6.0 11.51 12.0 6.0 46.96 Notes: ' (1) Q =CdA0((2g(h1-h2))/0+((29Cd2n2L)/rH13)))112 Eq.5.71 CERM r 013893\2220\engr\Kbcalc18.xls[Submerged Outlet 25yr TW] , ' 2/3/99 3 : 33 : 8 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 25YR TW, BASIN A ROUTED TO CRK ' LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR TW POST BASIN A ......... 0.01 10.49 DELTA 25T-DELT 10.36 3 7.65 7 ac-ft 2/3/99 3 : 50 :43 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR TW, DELTA ROUTED TO CRK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE , <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2SYR TW MSTR DELTA ........... 0.00 16.97 DELTA 2ST-DELT 10.82 3 13.30 8 ac-ft t ' 4 : 59 :22 m Sverdrup Civil Inc page 1 2/3/99 P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT 100YR TW IN CREEK, BASIN A ROUTED TO CRK --------------------------------------------------------------------- --------------------------------------------------------------------- ' STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 10OTDELT Description: 10OTDELT ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft, ---cfs-- ------- (ft, ---cfs-- ------- (ft, ---cfs-- ------- ' 12 80 0 0000 13 40 17 521 14 00 21.002 14 60 23 930 12.90 7.4255 13.50 18.189 14.10 21.498 14.70 24.378 ' 13.00 14.851 13.60 18.751 14.20 21.994 14.80 24.826 13.10 15.518 13.70 19.314 14.30 22.490 14.90 25.274 13.20 16.186 13.80 19.877 14.40 22.986 15.00 25.723 13.30 16.854 13.90 20.440 14.50 23.481 Boeing Commercial Airplane Group Surface Water Management Project Post-Development Basin A (100 year tailwater in Springbrook Creek) 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) 12.80 0 0 0 0 0 0 13.00 25 4 29 238 15 15 13.50 47 4 51 425 18 18 14.00 65 5 70 573 21 21 14.50 83 6 89 713 23 23 15.00 102 6 108 852 26 26 Notes: (1) 100-year tailwater in Springbrook Creek= 12.80 (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 c2>capacity and 18" RCP c3) 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\Kbcalc18.xls[Summary 100yr TW] � � � lllllll� � � l� ll� llllr � llll� r � � ■■� l� ■■■ Ir l� 4'—C' MH OPENING MH STEP TYP TYP- •. . .r .. rTMI31 GALV TYP 6'-O'a8'-D' _ BILCO DOOR IOEHTIFYING OF R i r ----- COORDINATES- I I I I 36- DIP CL 53 FL:PE I 1 TO SPRINGBROOK CREEK I 1 I b I --- 04 •' I A I 1 IC64 D IC84(0) IC CONC-� I i i . BOLTED FLANGED JOINT so L-------- CYUNORICAL WATER INTAKE SCREEN OVERFLOW-� T-60 WITH I/C SCREEN BY OPENING + JOHNSON SCkIRS OR APPROVED EQUAL b , I b NOTE: FOR DETAILS NOT SHOWN i� SEE 1S80(0) C PVC DRAIN PVCDIP CAST INTO UNION C ACCESS COVER 2 CONCRETE z yR FL17'v/Zg .S'Ta2A 6 C PVC BAIL VALVE SPRINGEvtvlr' av tN6BR�K DETAIL OOUTLETB STRUCTURE CREEKROOK SCALE: NONE IcI D 1CWD) �� / :L top\(R FVTURE ; 5 roKA`E 6'-Cl Gv[NT On, SPRINGOILJUV 7 �+---- --� `Q �O MH OPENING �\\`\ 141 DOOR OP NINC Lc PROVIDE REMOVABLE DRAT( W/ 1 SMOOTH GALV STEEL NOTE: BARS AT 6' OC VERTICAL EL 12.0 EL 15.2 ORIENTATK)N -_- STOP LOG ANCHOR TO STOP LOG ANGLE GUIDE �, CONSIST OF 57BV BOLTS. NUTS AND WASHERS PASSING THROUGH BOTH STOP LOG 2'-0-:3'-0 , ANGLE GUIDES ON BOTH WILLOW PLANTINGS RFLOW 3/8" CAIV WEB - r SIDES SEE PLANTING PLAN OPENING STIFFENER O 1 OC - FOR SPECIES AND TYP + SPACING EL 9.S - 3670 OUTLET 1C SO BEVEL TO - ,. STOP LOG ANCHOR - v I.E. EL 7.5 EL: 6. I.E. EL-S.9 I.E. EL-5.40 I.E. EL 5.4 0.42X 6(r4 OIA ef PVC 0.80% DRAIN LEVEL - 3/4'f EPDXY �' v ANCHOR DOLTS. ` NUTS AM WASHERS C EMBEDMENT (TYP) a;_.,-O.C. r' CX12- TIMBER EL 1.0 STOP LOGS �4 r 4 . 4 0 1 SPRINGBROOK CREEK SECTION OUTLET_FTRUCTURE r SCALE; NONE - - 1 0 I ) $ovRc.E : CSTL S► G DivEL-OPMENT S'TDW\ 0[ZAINAvE DETAtl.-S -SHEET 5 DRAvJVJ`6 1C0yC6) Boeing Commercial Airplane Group Surface Water Management Project Post-Development Basin A t (100 year tailwater in Springbrook Creek) CSTC Delta Area Discharge Vault Element 1 , (2'x 3'Overflow Contracted Broad-Crested Weir) Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Flowrate Flowrate (ft) Upstream Downstream Height C,(1) Width contracted Width Free Submerged Hu (ft) Hd..(ft) Y(ft) baetual(ft) N beff.(ft)(2) Q(cfs)(3) Q(cfs)14) 12.8 3.3 3.3 9.5 0.633 3.0 2 2.93 60 0 13.0 3.5 3.3 9.5 0.634 3.0 2 2.93 65 25 , 13.5 4.0 3.3 9.5 0.639 3.0 2 2.92 80 47 14.0 4.5 3.3 9.5 0.643 3.0 2 2.91 96 65 14.5 5.0 3.3 9.5 0.647 3.0 2 2.90 112 83 15.0 5.5 3.3 9.5 0.651 3.0 2 2.89 130 102 Notes: (1) C,_[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]3/2 (Rehbock) , (2) ben=bactua,-(0.1)(N)(H) (3) Q=2/3(C1)(beff)(2g)12(H)32 (4) Qsub=Qfree 11 -(Hd.,.Hup)32]0.3115 CSTC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir,Stoplogs) , Stage Hyd.Head Hyd.Head Weir Coefficient Actual Flowrate Flowrate (ft)(1) Upstream Downstream Height C,(2) Width Free Flow Submerged ' Hu (ft) Hduwn(ft) Y(ft) beotuai(ft) at.(cfs)13) Qsub.(cfs)(4) 12.8 5.3 5.30 7.5 0.662 16.0 691 0 13.0 5.5 5.30 7.5 0.664 16.0 733 238 13.5 6.0 5.30 7.5 1 0.669 16.0 842 425 ' 14.0 6.5 5.30 7.5 1 0.675 16.0 957 573 14.5 7.0 5.30 7.5 1 0.680 16.0 1078 713 15.0 7.5 5.30 7.5 1 0.685 16.0 1205 852 Notes: (1) 2-year tailwater in Springbrook Creek=8.60(Table 8-2, ESGRWSP, R.W.Beck,Dec 1996) (2) C,_[0.6035+0.0813(H/Y)+(0.000295/Y)]`[1+(0.00361/H)]312 (Rehbock) ' (3) Qtree=2/3(C1)(bactuai)(2g)12(Hu 2 v)3 (4) Qsub=Qfree 11 -(H,,.,./Hup)_12]0.365 013893\2220\engr\Kbcalc18.xls[EtandE3 100yr TWJ Boeing Commercial Airplane Group ' Surface Water Management Project Post-Development Basin A ' (100 year tailwater in Springbrook Creek) INLET PIPE OUTLET PIPE CSTC Delta Area Discharge Vault Element 2 CSTC Delta Area Discharge Vault Element 4 Length(ft) = 24 Length(ft)= 44 Diameter(in)= 18 Diameter(in)= 36 Invert Elevation= 6.0 Invert Elevation= 6.0 Number of Culverts= 1 Number of Culverts= 1 Manning's n= 0.013 Manning's n= 0.013 Coefficient, Cd= 0.62 Coefficient, Cd= 0.62 ' Tailwater, h2(ft)= 12.80 Tailwater, h2(ft)= 12.80 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd. Head Q(cfs) �' (ft) Hyd. Head Q (cfs) h1 (ft) h1 (ft) 12.8 6.8 0.00 12.8 6.8 0.00 13.0 7.0 3.64 13.0 7.0 14.85 13.1 7.1 4.46 13.1 7.1 18.19 13.2 7.2 5.15 13.2 7.2 21.00 13.3 7.3 5.75 13.3 7.3 23.48 13.4 7.4 6.30 13.4 7.4 25.72 13.5 7.5 6.81 13.5 7.5 27.78 13.6 7.6 7.28 13.6 7.6 29.70 13.7 7.7 7.72 13.7 7.7 31.50 13.8 7.8 8.14 13.8 7.8 33.21 ' 13.9 7.9 8.54 13.9 7.9 34.83 14.0 8.0 8.92 14.0 8.0 36.38 14.1 8.1 9.28 14.1 8.1 37.86 I 14.2 8.2 9.63 14.2 8.2 39.29 14.3 8.3 9.97 14.3 8.3 40.67 14.4 8.4 10.29 14.4 8.4 42.00 14.5 8.5 10.61 14.5 8.5 43.30 14.6 8.6 10.92 14.6 8.6 44.55 14.7 8.7 11.22 14.7 8.7 45.77 14.8 8.8 11.51 14.8 8.8 46.96 14.9 8.9 11.79 14.9 8.9 48.12 ' 15.0 9.0 12.07 15.0 9.0 49.25 Notes: (1) Q =CdA0((2g(h1-h2))/(1+((29Cd2n2L)/rH4/3)))1/2, Eq. 5.71 CERM 013893\2220\engr\K1bcalc18.xls[Submerged Outlet 100yr TW] p P2/3/99 4m 49:58: Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT POST SWMP 100YR TW,BASIN A ROUTED TO CRK LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR TW PST BASIN A ......... 0.00 12.96 DELTA 10OTDELT 11.00 3 0.00 9 ac-ft 2/3/99 5 : 53 : 6 pm Sverdrup Civil Inc page 1 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR TW IN CRK, DELTA TO CRK ----------------------------- ----- - 1 LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ---------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 1 100YR TW MSTR DELTA .......... 0.00 17.51 DELTA 100TDELT 11.52 3 0.00 13 ac-ft 1 1 1 1 i 1 1 1 1 1 1 1 1 1 datf_25.dat �OST- DEv E LoP f`'1�N � ��n1 fr1,� a5- `�EPtl� �vTvRE CorvvE�fiN�� E��►JT i� _ �i�E s�T 8u�LrbinlG �S-�� 5i ern i F i i REVIEW OF THE PIPE-DATA PI OUTLET INLET IN OVERFLO BND STRU 0 , # LENGTH DI TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 68.00 24 1 5.50 6.00 5 .50 .0098 2.0 .0398 .67 12.00 0 4.5 .00 i 2 155.00 24 1 6.00 6.89 5 .50 .0098 2.0 .0398 .67 13.60 0 6.0 .00 3 284.00 24 1 7.00 8.30 5 .50 .0098 2.0 .0398 .67 15.80 0 4.5 .00 4 191.50 24 1 8.30 9.20 5 .50 .0098 2.0 .0398 .67 17.18 0 6.0 .31 5 10.50 24 1 9.20 9.25 5 .50 .0098 2.0 .0398 .67 17.00 0 6.0 .43 , 6 137.00 24 1 9.25 9.85 5 .50 .0098 2.0 .0398 .67 17.20 0 6.0 .07 7 63.00 24 1 9.85 11.50 5 .50 .0098 2.0 .0398 .67 17.00 0 6.0 .37 8 61.00 24 1 10.10 10.30 5 .50 .0098 2.0 .0398 .67 17.00 0 5.0 .61 9 85.00 24 1 10.30 10.60 5 .50 .0098 2.0 .0398 .67 17.00 90 4.5 1.36 10 217.00 18 1 10.60 11.40 5 .50 .0098 2.0 .0398 .67 17.11 0 4.0 .34 11 230.00 18 1 11.40 12.20 4 .20 .0045 2.0 .0317 .69 17.00 90 4.0 1.70 12 20.50 12 1 12.20 12.27 5 .50 .0098 2.0 .0398 .67 17.30 90 4.0 .00 13 122.00 12 1 12.27 12.71 4 .20 .0045 2.0 .0317 .69 16.40 90 4.0 6.50 , 14 8.00 8 1 12.71 12.75 5 .50 .0098 2.0 .0398 .67 15.93 0 1.0 .00 15 55.00 8 1 12.75 12.95 5 .50 .0098 2.0 .0398 .67 ENTER: E - EDIT PIPE-DATA, F - FILE PIPE-DATA, M - MENU ' ltf-25.dat ------------------------------------------------------------------------ OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: ') SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE s ENTER: TW-ELEV .85 ------------------------------------------------------------------------------- FLOW CONDITIONS PIPE NO.15 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 49,0 SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A s 1) ENTER: VELOCITY(fps) UPSTREAM 5 ------------------------------------------------------------------------------- ITER: QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 9.38,9.38,0,1 OPE NO. 1: 68 LF - 2411CP a .74% OUTLET: 5.50 INLET: 6.00 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 12.00 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 �(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 9.38 5.02 11.02 * .012 1.10 .94 5.35 5.35 4.95 5.02 1.48 PIPE NO. 2: 155 LF - 2411CP is .57% OUTLET: 6.00 INLET: 6.89 INTYP: 5 lNC NO. 2: OVERFLOW-EL: 13.60 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .00 (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxx 9.38 4.43 11.32 * .012 1.10 1.01 5.02 5.02 4.36 4.43 1.48 PIPE NO. 3: 284 LF - 2411CP a .46% OUTLET: 7.00 INLET: 8.30 INTYP: 5 1NC NO. 3: OVERFLOW-EL: 15.80 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 9.38 3.51 11.81 * .012 1.10 1.08 4.32 4.32 3.44 3.51 1.48 IPE NO. 4: 191 LF - 2411CP a .47% OUTLET: 8.30 INLET: 9.20 INTYP: 5 NC NO. 4: OVERFLOW-EL: 17.18 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .31 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 9.38 3.05 12.25 * .012 1.10 1.07 3.51 3.51 2.90 3.05 1.56 IPE NO. 5: 10 LF - 2411CP is .48% OUTLET: 9.20 INLET: 9.25 INTYP: 5 NC NO. 5: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .43 1(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 7.16 3.10 12.35 * .012 .96 .91 3.05 3.05 3.01 3.10 1.34 PIPE NO. 6: 137 LF - 2411CP 9 .44% OUTLET: 9.25 INLET: 9.85 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 17.20 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE NWO HWI ***##****###**###***##***##***####****#***###****##***##**##****##**###***##*** 5.01 2.60 12.45 * .012 .79 .77 3.10 3.10 2.57 2.60 1.07 PIPE NO. 7: 63 LF - 2411CP 8 2.62% OUTLET: 9.85 INLET: 11.50 INTYP: 5 JUNC NO. 7: OVERFLOW-El: 17.00 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .37 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ##*****##***##****#****##***##****##***###*******##**##***#***##***####**#****# 4.68 1.17 12.67 * .012 .77 .47 2.60 2.60 .88 1.17 1.04 , PIPE NO. 8: 61 LF - 2411CP 9 .33% OUTLET: 10.10 INLET: 10.30 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: .61 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 3.42 2.40 12.70 * .012 .65 .68 2.57 2.57 2.38 2.40 .89 PIPE NO. 9: 85 LF - 2411CP Q .35% OUTLET: 10.30 INLET: 10.60 INTYP: 5 , JUNC NO. 9: OVERFLOW-EL: 17.00 BEND: 90 DEG DIA/WIDTH: 4.5 Q-RATIO: 1.36 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI 2.12 2.12 12.72 * .012 .51 .52 2.40 2.40 2.11 2.12 .69 PIPE NO.10: 217 LF - 1811CP a .37% OUTLET: 10.60 INLET: 11.40 INTYP: 5 ' JUNC NO.10: OVERFLOW-EL: 17.11 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , ***#*******#****#******#*****#****##*****###****#*****##***##*****#****###**#** .90 1.35 12.75 * .012 .36 .37 2.12 2.12 1.34 1.35 .48 PIPE NO.11: 230 LF - 1811CP W .35% OUTLET: 11.40 INLET: 12.20 INTYP: 4 ' JUNC NO.11: OVERFLOW-EL: 17.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.70 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ' ***##*****##*****###***##***####****##****##****####*###*#**###***#****##****#* .67 .60 12.80 * .012 .31 .33 1.35 1.35 .58 .60 .41 PIPE NO.12: 20 LF - 1211CP a .34% OUTLET: 12.20 INLET: 12.27 INTYP: 5 JUNC NO.12: OVERFLOW-EL: 17.30 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *#***###******#******#****###*****###***##****####****##****##***###****##***## .25 .55 12.82 * .012 .21 .23 .60 .60 .54 .55 .28 PIPE NO.13: 122 LF - 12"CP a .36% OUTLET: 12.27 INLET: 12.71 INTYP: 4 JUNC NO.13: OVERFLOW-EL: 16.40 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 6.50 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ##*******##***##****##*****##*****##****###***##***********#*****##*****#***##* .25 .30 13.01 * .012 .21 .23 .55 .55 .24 .30 .28 1 IPE NO.14: 8 LF - 811CP a .50% OUTLET: 12.71 INLET: 12.75 INTYP: 5 NC NO.14: OVERFLOW-EL: 15.93 BEND: 0 DEG DIA/WIDTH: 1.0 G-RATIO: .00 �(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW1 .03 .26 13.01 * .012 .09 .09 .30 .30 .26 .26 .11 tPE NO.15: 55 LF - 8"CP a .36% OUTLET: 12.75 INLET: 12.95 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .03 .12 13.07 * .012 .09 .10 .26 .26 .11 .12 .11 SPECIFY: R REVISE, N NEWJOB, F FILE, S STOP 1 1 1 i i i 1 t 1 t 1 1 1 1 datf_100.dat FOST - QFvcLoPt-lEiv_T C�Q- \ 5-AR FvTu S'i"ORAC�E EvE�l aL4- H�.�R 6AL`�wA'GcrZ {�►.��LYStS ' It ,-L\►.JL All Bo � 5 -� o S►it REVIEW OF THE PIPE-DATA PI OUTLET INLET IN OVERFLO BND STRU 0 # LENGTH DI TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 68.00 24 1 5.50 6.00 5 .50 .0098 2.0 .0398 .67 12.00 0 4.5 .00 , 2 155.00 24 1 6.00 6.89 5 .50 .0098 2.0 .0398 .67 13.60 0 6.0 .00 3 284.70 24 1 6.89 7.83 5 .50 .0098 2.0 .0398 .67 15.80 0 4.5 .00 4 190.50 24 1 7.83 9.20 5 .50 .0098 2.0 .0398 .67 17.18 0 6.0 .31 5 10.50 24 1 9.20 9.25 5 .50 .0098 2.0 .0398 .67 17.00 0 6.0 .43 ' 6 137.00 24 1 9.25 9.85 5 .50 .0098 2.0 .0398 .67 17.20 0 6.0 .07 7 63.00 24 1 9.85 11.50 5 .50 .0098 2.0 .0398 .67 17.00 0 6.0 .36 8 61.00 24 1 10.10 10.30 5 .50 .0098 2.0 .0398 .67 17.00 0 5.0 .60 9 85.00 24 1 10.30 10.60 5 .50 .0098 2.0 .0398 .67 17.00 90 4.5 1.35 ' 10 217.00 18 1 10.60 11.40 5 .50 .0098 2.0 .0398 .67 17.11 0 4.0 .34 11 230.00 18 1 11.40 12.20 4 .20 .0045 2.0 .0317 .69 17.00 90 4.0 1.71 12 20.50 12 1 12.20 12.27 5 .50 .0098 2.0 .0398 .67 17.30 90 4.0 .00 13 122.00 12 1 12.27 12.71 4 .20 .0045 2.0 .0317 .69 16.40 90 4.0 6.78 14 10.00 8 1 12.71 12.75 5 .50 .0098 2.0 .0398 .67 15.93 0 1.0 .00 15 55.00 8 1 12.75 12.95 5 .50 .0098 2.0 .0398 .67 ENTER: E - EDIT PIPE-DATA, F - FILE PIPE-DATA, M - MENU ltf_100.dat ---------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE s �) ENTER: TW-ELEV �.30 ------------------------------------------------------------------------------- FLOW CONDITIONS PIPE N0.15 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 49,0 SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A s I) ENTER: VELOCITY(fps) UPSTREAM 5 ------------------------------------------------------------------------------- ITER: QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 11.38,11.38,0,1 OPE NO. 1: 68 LF - 2411CP a .74% OUTLET: 5.50 INLET: 6.00 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 12.00 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 �I(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* �11.38 5.56 11.56 * .012 1.22 1.05 5.80 5.80 5.45 5.56 1.64 PIPE NO. 2: 155 LF - 2411CP a .57% OUTLET: 6.00 INLET: 6.89 INTYP: 5 lNC NO. 2: OVERFLOW-EL: 13.60 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .00 (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* '11.38 5.12 12.01 * .012 1.22 1.14 5.56 5.56 5.01 5.12 1.64 PIPE NO. 3: 284 LF - 2411CP is .33% OUTLET: 6.89 INLET: 7.83 INTYP: 5 1NC NO. 3: OVERFLOW-EL: 15.80 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* �11.38 4.91 12.74 * .012 1.22 1.37 5.12 5.12 4.80 4.91 1.65 IPE NO. 4: 190 LF - 2411CP a .72% OUTLET: 7.83 INLET: 9.20 INTYP: 5 NC NO. 4: OVERFLOW-EL: 17.18 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .31 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �***************************************************************************** 11.38 4.17 13.37 * .012 1.22 1.06 4.91 4.91 3.95 4.17 1.75 IPE NO. 5: 10 LF - 2411CP a .48% OUTLET: 9.20 INLET: 9.25 INTYP: 5 NC NO. 5: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .43 1(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 8.69 4.27 13.52 * .012 1.06 1.02 4.17 4.17 4.13 4.27 1.50 PIPE NO. 6: 137 LF - 2411CP a .44% OUTLET: 9.25 INLET: 9.85 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 17.20 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ++#****#****#*#***##****##*****#*+****##+***###+++***#+**###*+***#+***###+**##+ 6.07 3.80 13.65 * .012 .88 .85 4.27 4.27 3.76 3.80 1.19 PIPE NO. 7: 63 LF - 2411CP 8 2.62% OUTLET: 9.85 INLET: 11.50 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .36 , Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *###++*###+++*##++####+###***###+*####*+####++*####*#+######++*##+*+*++**##++*# 5.68 2.27 13.77 * .012 .85 .52 3.80 3.80 2.19 2.27 1.17 ' PIPE NO. 8: 61 LF - 2411CP 8 .33% OUTLET: 10.10 INLET: 10.30 INTYP: 5 ' JUNC NO. 8: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: .60 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 4.17 3.52 13.82 * .012 .72 .75 3.67 3.67 3.49 3.52 .99 PIPE NO. 9: 85 LF - 2411CP 9 .35% OUTLET: 10.30 INLET: 10.60 INTYP: 5 ' JUNC NO. 9: OVERFLOW-EL: 17.00 BEND: 90 DEG DIA/WIDTH: 4.5 Q-RATIO: 1.35 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.61 3.26 13.86 * .012 .57 .58 3.52 3.52 3.24 3.26 .77 PIPE NO.10: 217 LF - 1811CP 2 .37% OUTLET: 10.60 INLET: 11.40 INTYP: 5 ' JUNC NO.10: OVERFLOW-EL: 17.11 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI *##*#***###+***##+*+*+#++***++++**#*****#+++**###+***+***#+****#++***+++**#+*** 1.11 2.50 13.90 * .012 .40 .41 3.26 3.26 2.49 2.50 .53 PIPE NO.11: 230 LF - 1811CP a .35% OUTLET: 11.40 INLET: 12.20 INTYP: 4 , JUNC NO.11: OVERFLOW-EL: 17.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.71 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , ++**+#*#++*++#+****#++****##*+***+*****##+****##+**#*#***++*+***#+***#++**#++** .83 1.72 13.92 * .012 .34 .36 2.50 2.50 1.71 1.72 .46 PIPE NO.12: 20 LF - 1211CP a .34% OUTLET: 12.20 INLET: 12.27 INTYP: 5 ' JUNC NO.12: OVERFLOW-EL: 17.30 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +####+**######*####++*###+++***###++*##++***##++*####**#####+*##*+**##***####** .31 1.65 13.92 * .012 .23 .25 1.72 1.72 1.65 1.65 .31 PIPE NO.13: 122 LF - 1211CP a .36% OUTLET: 12.27 INLET: 12.71 INTYP: 4 JUNC NO.13: OVERFLOW-EL: 16.40 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 6.78 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ##*++*####++**#++***#++***#++***##+***##+**+#++**#+*****+*+**++*+*******#+**##* .31 1.23 13.94 * .012 .23 .25 1.65 1.65 1.23 1.23 .31 ' PE NO.14: 10 LF - 8"CP a .40% OUTLET: 12.71 INLET: 12.75 INTYP: 5 NC NO.14: OVERFLOW-EL: 15.93 BEND: 0 DEG DIA/WIDTH: 1.0 Q-RATIO: .00 (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************************************************************** .04 1.20 13.95 * .012 .09 .10 1.23 1.23 1.20 1.20 .12 �PE NO.15: 55 LF - 8"CP a .36% OUTLET: 12.75 INLET: 12.95 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI .04 1.01 13.96 * .012 .09 .11 1.20 1.20 1.01 1.01 .12 SPECIFY: R REVISE, N NEWJOB, F - FILE, S STOP 1 datf-25.dat r V-::: RPLAN aIS r,E colvvc(atj � BJ1 1 i REVIEW OF THE PIPE-DATA PI OUTLET INLET IN OVERFLO BND STRU Q r # LENGTH D1 TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 68.00 24 1 5.50 6.00 5 .50 .0098 2.0 .0398 .67 12.00 0 4.5 .00 ' 2 155.00 24 1 6.00 6.89 5 .50 .0098 2.0 .0398 .67 13.60 0 6.0 .00 3 284.00 24 1 7.00 8.30 5 .50 .0098 2.0 .0398 .67 15.80 0 4.5 .00 4 191.50 24 1 8.30 9.20 5 .50 .0098 2.0 .0398 .67 17.18 0 6.0 .31 5 10.50 24 1 9.20 9.25 5 .50 .0098 2.0 .0398 .67 17.00 0 6.0 .43 ' 6 137.00 24 1 9.25 9.85 5 .50 .0098 2.0 .0398 .67 17.20 0 6.0 .07 7 63.00 24 1 9.85 11.50 5 .50 .0098 2.0 .0398 .67 17.00 0 6.0 .37 8 61.00 24 1 10.10 10.30 5 .50 .0098 2.0 .0398 .67 17.00 0 5.0 .61 9 85.00 24 1 10.30 10.60 5 .50 .0098 2.0 .0398 .67 17.00 90 4.5 1.36 , 10 217.00 18 1 10.60 11.40 5 .50 .0098 2.0 .0398 .67 17.11 0 4.0 .34 11 230.00 18 1 11.40 12.20 4 .20 .0045 2.0 .0317 .69 17.00 90 4.0 1.70 12 20.50 12 1 12.20 12.27 5 .50 .0098 2.0 .0398 .67 17.30 90 4.0 .00 13 122.00 12 1 12.27 12.71 4 .20 .0045 2.0 .0317 .69 16.40 90 4.0 6.50 , 14 8.00 8 1 12.71 12.75 5 .50 .0098 2.0 .0398 .67 15.93 0 1.0 .00 15 55.00 8 1 12.75 12.95 5 .50 .0098 2.0 .0398 .67 ENTER: E - EDIT PIPE-DATA, F - FILE PIPE-DATA, M - MENU , 1 1 r 1 1 1 1 Itf-25 dat ---------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: �) SPECIFY TYPE OF TAILWATER DATA INPUT: S SINGLE TW-ELEV. F TW/HW DATA FILE s ENTER: TW-ELEV .80 ------------------------------------------------------------------------------- '1FLOW CONDITIONS PIPE NO.15 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 49,0 SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A 1) ENTER: VELOCITY(fps) UPSTREAM 5 -----------------------------------------------------------------------I-T-E--:-- R QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 9.38,9.38,0,1 lIPE NO. 1: 68 LF - 2411CP a .74% OUTLET: 5.50 INLET: 6.00 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 12.00 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 l(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx ' 9.38 5.97 11.97 * .012 1.10 .94 6.30 6.30 5.90 5.97 1.48 PIPE NO. 2: 155 LF - 24"CP a .57% OUTLET: 6.00 INLET: 6.89 INTYP: 5 (NC NO. 2: OVERFLOW-EL: 13.60 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .00 (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx ' 9.38 5.38 12.27 * .012 1.10 1.01 5.97 5.97 5.31 5.38 1.48 PIPE NO. 3: 284 LF - 2411CP @ .46% OUTLET: 7.00 INLET: 8.30 INTYP: 5 �UNC NO. 3: OVERFLOW-EL: 15.80 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 9.38 4.46 12.76 * .012 1.10 1.08 5.27 5.27 4.39 4.46 1.48 IIPE NO. 4: 191 LF - 2411CP a .47'X OUTLET: 8.30 INLET: 9.20 INTYP: 5 UNC NO. 4: OVERFLOW-EL: 17.18 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .31 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 'xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 9.38 4.00 13.20 * .012 1.10 1.07 4.46 4.46 3.85 4.00 1.56 IIPE NO. 5: 10 LF - 2411CP a .48% OUTLET: 9.20 INLET: 9.25 INTYP: 5 UNC NO. 5: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .43 1 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 7.16 4.05 13.30 * .012 .96 .91 4.00 4.00 3.96 4.05 1.34 PIPE NO. 6: 137 LF - 2411CP 8 .44% OUTLET: 9.25 INLET: 9.85 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 17.20 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .07 ' Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ***##***##***###**###***#***##**###****#****#**###*#*###***##***#***##***##**## 5.01 3.55 13.40 * .012 .79 .77 4.05 4.05 3.52 3.55 1.07 ' PIPE NO. 7: 63 LF - 2411CP 8 2.62% OUTLET: 9.85 INLET: 11.50 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: .37 ' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ##***###*#*##**##**##***##***#***##**####*####***###**#**###**####**##***##**## 4.68 1.97 13.47 * .012 .77 .47 3.55 3.55 1.92 1.97 1.04 ' PIPE NO. 8: 61 LF - 2411CP 8 .33% OUTLET: 10.10 INLET: 10.30 INTYP: 5 , JUNC NO. 8: OVERFLOW-EL: 17.00 BEND: 0 DEG DIA/WIDTH: 5.0 Q-RATIO: .61 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 3.42 3.21 13.51 * .012 .65 .68 3.37 3.37 3.19 3.21 .89 PIPE NO. 9: 85 LF - 2411CP 8 .35% OUTLET: 10.30 INLET: 10.60 INTYP: 5 , JUNC NO. 9: OVERFLOW-EL: 17.00 BEND: 90 DEG DIA/WIDTH: 4.5 Q-RATIO: 1.36 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 2.12 2.93 13.53 * .012 .51 .52 3.21 3.21 2.92 2.93 .69 PIPE NO.10: 217 LF - 1811CP 2 .37% OUTLET: 10.60 INLET: 11.40 INTYP: 5 ' JUNC NO.10: OVERFLOW-EL: 17.11 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: .34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI , *****#*****#***#****##****#****##**##*#***##********##****#******************** .90 2.15 13.55 * .012 .36 .37 2.93 2.93 2.15 2.15 .48 PIPE NO.11: 230 LF - 1811CP a .35% OUTLET: 11.40 INLET: 12.20 INTYP: 4 , JUNC NO.11: OVERFLOW-EL: 17.00 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.70 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , *####***###**###*######**###**###**####**###**###****#**#####*###**##***###**## .67 1.37 13.57 * .012 .31 .33 2.15 2.15 1.37 1.37 .41 PIPE NO.12: 20 LF - 1211CP is .34% OUTLET: 12.20 INLET: 12.27 INTYP: 5 ' JUNC NO.12: OVERFLOW-EL: 17.30 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI ' **#####**#####***###**###**######***###**########***###**####*###****###**###*# .25 1.31 13.58 * .012 .21 .23 1.37 1.37 1.31 1.31 .28 PIPE NO.13: 122 LF - 1211CP a .36% OUTLET: 12.27 INLET: 12.71 INTYP: 4 JUNC NO.13: OVERFLOW-EL: 16.40 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 6.50 ' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .25 .88 13.59 * .012 .21 .23 1.31 1.31 .88 .88 .28 ' I PE NO.14: 8 LF - 8"CP a .50% OUTLET: 12.71 INLET: 12.75 INTYP: 5 NC NO.14: OVERFLOW-EL: 15.93 BEND: 0 DEG DIA/WIDTH: 1.0 0-RATIO: .00 �(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .03 .85 13.60 * .012 .09 .09 .88 .88 .85 .85 .11 �PE NO.15: 55 LF - 811CP is .36% OUTLET: 12.75 INLET: 12.95 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .03 .66 13.61 * .012 .09 .10 .85 .85 .66 .66 .11 SPECIFY: R - REVISE, N NEWJOB, F - FILE, S - STOP $atf 100 .dat 1 EJ�NT Pa.1A.L`:515 L NC- A s- D s,►C i REVIEW OF THE PIPE-DATA PI OUTLET INLET IN OVERFLO BND STRU Q # LENGTH DI TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 68 . 00 24 1 5 . 50 6 . 00 5 . 50 . 0098 2 . 0 . 0398 . 67 12 . 00 0 4 . 5 . 00 2 155 . 00 24 1 6 . 00 6 . 89 5 . 50 . 0098 2 . 0 . 0398 . 67 13 . 60 0 6 . 0 . 00 3 284 . 70 24 1 6 . 89 7 . 83 5 . 50 . 0098 2 . 0 . 0398 . 67 15 . 80 0 4 . 5 . 00 4 190 . 50 24 1 7 . 83 9 . 20 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 18 0 6 . 0 . 31 5 10 . 50 24 1 9 . 20 9 . 25 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 00 0 6 . 0 .43 6 137 . 00 24 1 9 . 25 9 . 85 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 20 0 6 . 0 . 07, 7 63 . 00 24 1 9 . 85 11 . 50 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 00 0 6 . 0 . 36 8 61 . 00 24 1 10 . 10 10 . 30 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 00 0 5 . 0 . 60 9 85 . 00 24 1 10 . 30 10 . 60 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 00 90 4 . 5 1 . 35 10 217 . 00 18 1 10 . 60 11 .40 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 11 0 4 . 0 . 34 11 230 . 00 18 1 11 .40 12 . 20 4 . 20 . 0045 2 . 0 . 0317 . 69 17 . 00 90 4 . 0 1 . 71 12 20 . 50 12 1 12 . 20 12 . 27 5 . 50 . 0098 2 . 0 . 0398 . 67 17 . 30 90 4 . 0 . 00 13 122 . 00 12 1 12 . 27 12 . 71 4 . 20 . 0045 2 . 0 . 0317 . 69 16 .40 90 4 . 0 6 . 781 14 10 . 00 8 1 12 . 71 12 . 75 5 . 50 . 0098 2 . 0 . 0398 . 67 15 . 93 0 1 . 0 . 00 15 55 . 00 8 1 12 . 75 12 . 95 5 . 50 . 0098 2 . 0 . 0398 . 67 1 ENTER: E - EDIT PIPE-DATA, F - FILE PIPE-DATA, M - MENU 1 1 1 ttf-100 .dat I----------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: USPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE ENTER: TW-ELEV 56 t----------------------------------------------------------------------------- INFLOW ---------- INFLOW CONDITIONS PIPE NO. 15 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: t) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 14 .49, 0 SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A 3) ENTER: VELOCITY (fpS) UPSTREAM '. 5 ------------------------------------------------------------------------------- 1TTER: QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2 , EXPANDED=3) 11 . 38, 11 . 38, 0, 1 tPE NO. 1 : 68 LF - 2411CP @ . 74% OUTLET: 5 . 50 INLET: 6 . 00 INTYP: 5 JUNC NO. 1 : OVERFLOW-EL: 12 . 00 BEND: 0 DEG DIA/WIDTH: 4 . 5 Q-RATIO: . 00 L (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 11 . 38 6 . 00 12 . 82 * . 012 1 . 22 1 . 05 7 . 06 7 . 06 6 . 71 6 . 82 1 . 64 PIPE NO. 2 : 155 LF - 2411CP @ . 57% OUTLET: 6 . 00 INLET: 6 . 89 INTYP: 5 JINC NO. 2 : OVERFLOW-EL: 13 . 60 BEND: 0 DEG DIA/WIDTH: 6 . 0 Q-RATIO: . 00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI r1l . 38 5 . 56 12 .45 * . 012 1 . 22 1 . 14 6 . 00 6 . 00 5 .45 5 . 56 1 . 64 L,P E NO. 3 : 284 LF - 2411CP @ . 33% OUTLET: 6 . 89 INLET: 7 . 83 INTYP: 5 C NO. 3 : OVERFLOW-EL: 15 . 80 BEND: 0 DEG DIA/WIDTH: 4 . 5 Q-RATIO: . 00 � (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************************************************** 11 . 38 5 .35 13 . 18 * . 012 1 . 22 1 . 37 5 . 56 5 . 56 5 . 24 5 . 35 1 . 65 IPE NO. 4 : 190 LF - 2411CP @ . 72% OUTLET: 7 . 83 INLET: 9 .20 INTYP: 5 (NC NO. 4 : OVERFLOW-EL: 17 . 18 BEND: 0 DEG DIA/WIDTH: 6 . 0 Q-RATIO: .31 (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 11 .38 4 . 61 13 . 81 * . 012 1 . 22 1 . 06 5 .35 5 . 35 4 . 39 4 . 61 1 . 75 PIPE NO. 5 : 10 LF - 24"CP @ .48% OUTLET: 9 .20 INLET: 9 . 25 INTYP: 5 ' JUNC NO. 5 : OVERFLOW-EL: 17 . 00 BEND: 0 DEG DIA/WIDTH: 6 . 0 Q-RATIO: . 43 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 8 . 69 4 . 71 13 . 96 * . 012 1 . 06 1 . 02 4 . 61 4 . 61 4 . 57 4 . 71 1 . 50 PIPE NO. 6 : 137 LF 24"CP @ .44o OUTLET: 9 . 25 INLET: 9 . 85 INTYP: 5' JUNC NO. 6 : OVERFLOW-EL: 17 .20 BEND: 0 DEG DIA/WIDTH: 6 . 0 Q-RATIO: . 07 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , ******************************************************************************* 6 . 07 4 . 24 14 . 09 * . 012 . 88 . 85 4 . 71 4 . 71 4 . 20 4 . 24 1 . 19' PIPE NO. 7 : 63 LF - 24"CP @ 2 . 62% OUTLET: 9 . 85 INLET: 11 . 50 INTYP: 5 JUNC NO. 7 : OVERFLOW-EL: 17 . 00 BEND: 0 DEG DIA/WIDTH: 6 . 0 Q-RATIO: . 36, Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 5 . 68 2 . 71 14 . 21 * . 012 . 85 . 52 4 .24 4 . 24 2 . 63 2 . 71 1 . 17 PIPE NO. 8 : 61 LF - 24"CP @ . 33% OUTLET: 10 . 10 INLET: 10 . 30 INTYP: 5' JUNC NO. 8 : OVERFLOW-EL: 17 . 00 BEND: 0 DEG DIA/WIDTH: 5 . 0 Q-RATIO: . 60 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4 . 17 3 . 96 14 . 26 * . 012 . 72 . 75 4 . 11 4 . 11 3 . 93 3 . 96 . 99 PIPE NO. 9 : 85 LF - 24"CP @ . 35% OUTLET: 10 . 30 INLET: 10 . 60 INTYP: 5 JUNC NO. 9 : OVERFLOW-EL: 17 . 00 BEND: 90 DEG DIA/WIDTH: 4 . 5 Q-RATIO: 1 . 35� Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 . 61 3 . 70 14 . 30 * . 012 . 57 . 58 3 . 96 3 . 96 3 . 68 3 . 70 . 77, PIPE NO. 10 : 217 LF - 18"CP @ . 37% OUTLET: 10 . 60 INLET: 11 .40 INTYP: 5 JUNC NO. 10 : OVERFLOW-EL: 17 . 11 BEND: 0 DEG DIA/WIDTH: 4 . 0 Q-RATIO: . 34, Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 1 . 11 2 . 94 14 . 34 * . 012 .40 .41 3 . 70 3 . 70 2 . 93 2 . 94 . 53 PIPE NO. 11 : 230 LF - 1811CP @ . 35% OUTLET: 11 .40 INLET: 12 . 20 INTYP: 4' JUNC NO. 11 : OVERFLOW-EL: 17 . 00 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 1 . 71 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ' ******************************************************************************* . 83 2 . 16 14 . 36 * . 012 . 34 . 36 2 . 94 2 . 94 2 . 15 2 . 16 .46 PIPE NO. 12 : 20 LF - 12"CP @ . 34% OUTLET: 12 . 20 INLET: 12 . 27 INTYP: 5 JUNC NO. 12 : OVERFLOW-EL: 17 . 30 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: . 01 I (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************************************************************** . 31 2 . 09 14 . 36 * . 012 . 23 . 25 2 . 16 2 . 16 2 . 09 2 . 09 .31 LPE NO. 13 : 122 LF - 12"CP @ . 36% OUTLET: 12 . 27 INLET: 12 . 71 INTYP : 4 JUNC NO. 13 : OVERFLOW-EL: 16 .40 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 6 . 78 (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************************************************** 31 1 . 67 14 . 38 * 012 . 23 . 25 2 . 09 2 . 09 1 . 67 1 . 67 .31 r PIPE NO. 14 : 10 LF - 8"CP @ .40o OUTLET: 12 . 71 INLET: 12 . 75 INTYP : 5 JINC NO. 14 : OVERFLOW-EL: 15 . 93 BEND: 0 DEG DIA/WIDTH: 1 . 0 Q-RATIO: . 00 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************************************************** . 04 1 . 64 14 . 39 * . 012 . 09 . 10 1 . 67 1 . 67 1 . 64 1 . 64 . 12 rIPE NO. 15 : 55 LF - 811CP @ . 36o OUTLET: 12 . 75 INLET: 12 . 95 INTYP : 5 Q (CFS) HW (FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI . 04 1 .45 14 .40 * . 012 . 09 . 11 1 . 64 1 . 64 1 .45 1 .45 . 12 �PECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP _r r i r r r r r r OM M i s it s M M s MMM s s s MMM TABLE 8-2 Summary of Hydraulic Results - Flood Control Alternatives 2-Year Current Conveyance Event (Elevation Datum NGVD) MG= Q.O Alternative I-No Action SC:Altermtive 2 SC:Altemative 2 SC:Alternative 3 SC:Akernative 3 PC:Alternative 2 PC:Altermtive 3 PC:Alternative 2 PC:Alternative 3 23ST:Altermtive 2 23ST:Altttnative 3 23ST:Altemadve 3 2.3ST:Akemative 3 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 WETLAND: See Note 1 WE ILAND: See Note 1 WEII.AND: See Note 2 WET►UND: See Note 2 2-Yesr Current Flow 2-Year Current Flow 2-Year Current Flow 2-Year Current Flow 2-Year Current Flow Roadway Top Bev. Loatiotn/Descriptiou Flow Bev Flow Bev Flow Elev Flow Bev Flow Elev cfs feet) (cfs) (felt) (cfs) (feet) (cfs) (feet cfs feet Panther Creek u/s of SR-167(3) 62 61 60 61 61 Panther Creek South SR-167 Xing(3) 0 30 0 31 Proposed Culvert Crossing of 33 14.1 9 13.7 34 14.1 9 13.7 SR-167 at SW 23rd Street(3) SW 23rd Street Channel d/s 41 10.9 24 8.2 42 8.7 25 9.5 of Fist valley Road(3) Rolling Hills Creek at Renton 68 20.4 66 20.3 66 20.3 68 20.4 67 20.3 Shopping Center Cult'.Outlet(3)(4) Rolling Hills u/s 132"culvert(3)(4) 68 16.6 66 16.6 66 16.6 68 16.6 67 16.6 SR-167 north crossing 45 14.66 39 14.1 39 13.7 39 14.1 39 13.8 Springbrook Creek BRPS outflow 532 3.9 525 3.8 540 3.9 499 3.8 507 3.8 BRPS Forebay Inflow 533 4 530 4.1 545 4.1 499 4 509 4 Grady Way u/s 456 5.7 451 5.9 465 6 426 5.8 430 5.8 SW l6th Sleet 453 6.3 449 6.3 464 6.4 425 &2 429 6.2 Confluence of Rolling Hills Creek 449 8.7 438 7.5 452 7.6 417 7.5 420 7.5 Confluence of SW 23rd St Chanel 396 9.6 3% 8 409 9.1 382 8.5 386 8.5 SW th u/s 17.9 385 10.26 356 8.4 391 8.5 371 8.9 SW 34th u/s 14.9 341 10.95 336 9.5 344 9.7 335 9.8 335 10 Oakesdale d/s 17.1 340 11.61 335 10.7 343 10.8 341 10.9 340 11 Oakesdak u/s 17.1 323 11.87 315 10.8 323 10.9 321 10.9 321 11 SW Ord d/s 22.9 320 12.48 313 11.9 320 12 319 11.7 320 11.8 SW 43rd u/s 22.9 320 12.59 313 12.1 320 12.2 319 12 320 12 Nis (1) This alternative includes Wetland 12:Ahermdve 2,Wetland 7N:Ahernative 1:Wetland 32 Alternative 1. pp (2) This ahcmative imhtdes Wetland 12:Akermtive 2,Wetland 7N:Ahermtive 1:Wetland 32 Alternative 2. `gyp V RC-1E R.W. peOl, E ASI 'SIDE G R E.E N (3) FEQ simulated flows at these locations are based upon frequency analysis of Springbrook Creek inflows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC,1996) for flows R►V E ft V.!N--t ER SNE 0 PR AT E LT based upon frequency analysis of Panther Creek and Rolling Hills Creek. Q LAn1 AND E N J I�0 t.�► E N A( Z f 1 P n L� (4) Flows are based upon assumption that capacity restriction through Renton Shopping Center is improved such that noattemdoo from surface poddingoccurs. $Tn-TEMENT VM- 1 DRiNF% pnTCD (5) u/s-upstream,d/s-downstream OE�.EMBER 1y96. s s s s s s �s s u s s s� ss ■s s u s s �s TABLE 8-2 (Continued) Summary of Hydraulic Results - Flood Control Alternatives 2-Year Future dove ance Even K%jfAF To ac 5�u0.A6C EvENT (Elevation Datum NGVD) Mr4= Alternative 1-No Action SC:Alternative 2 SC:Alternauve 2 SC:Alternative 3 SC:Alternative 3 PC:Alternative 2 PC:Akernative 3 PC:Alternative 2 PC:Alternative 3 23ST:Alternative 2 23ST:Alternative 3 23ST:Alternative 3 23ST:Altern2tive 3 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 WETLAND: See Note I WETI.AND: See Note I WETLAND: See Note 2 WERaND: See Note 2 2-Year Future Flow 2-Year Future Flow 2-Year Future Flow 2-Year Future Flow 2-Year Furore Flow Roadway Top Bev. Location/Description Flow Bev Flow Elev Flow Elev Flow Elev Flow Bev tfs feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet Panther Creek Ws of SR-167(3) 62 62 62 62 62 Panther Creek South SR-167 Xing(3) 0 31 0 31 Proposed Culvert Crossing of 35 14.1 10 13.8 35 14.1 10 13.8 SR-167 at SW 23rd Street(3) SW 23rd Street Channel d/s 56 11.1 37 9.5 55 9.9 37 9.9 of East Valley Road(3) Rolling Hills Creek at Renton 70 20.4 70 20.4 70 20.4 70 20.4 70 20.4 Shopping Center Culy.Outlet(3)(4) Rolling Hills u/s 132'culvert(3)(4) 70 16.59 69 16.6 69 16.6 69 16.6 69 16.6 SR-167 north crossing 45 14.67 40 14.1 40 13.8 40 14.1 40 13.8 Springbrook Creek BRPS outflow 726 953 3.9 835 3.9 754 3.8 763 3.9 BRPS Forebay Inflow 728 3.8 954 4.4 843 4.4 764 4.3 773 4.3 Grady Way u/s 593 6.2 741 6.9 742 6.9 662 6.6 668 6.7 394 6.7 733 7.2 733 7.2 654 7 660 7 Confluence of Rolling Hills Creek 561 9.4 708 8.7 709 8.7 638 8.6 640 8.6 Confluence of SW 23rd St Channel 526 10.4 657 9.4 660 9.4 597 9.7 598 9.7 SW 27th s 17.9 518 11.5 608 9.9 631 9.9 555 10.2 577 10.2 SW 34th u/s 14.9 564 12.9 575 11.1 561 11.1 534 11.2 534 11.4 Oakesdale d/s 17.1 567 13.5 575 12.3 575 12.3 576 12.4 576 12.5 Oakesdale u/s 17.1 527 14.3 535 12.6 525 12.6 524 12.4 524 12.5 SW Ord d/s 22.9 525 14.65 530 13.6 530 13.5 530 13.3 530 13.4 SW Ord u/s 22.9 525 14.9 530 13.9 530 13.8 530 13.7 530 13.7 Notes (1) This alternative includes Wetland 12:Ahernative 2,Wetland 7N:Alternative 1:Wetland 32 Alternative 1. (2) 11"alternative includes Wetland 12:Alternative 2,Wetland 7N:Ahemadve 1:Wetland 32 Alternative 2. (3) FEQ simulated flows at these locations are based upon frequency analysis of Springbrook Creek inflows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC,1996) for flows based upon frequency analysis of Panther Creek and Rolling Hilo Creek. (4) Flows are based upon assumption that capacity restriction through Renton Shopping Center is improved such that Do attemution from surface podding occurs. (5) u/s-upstream,d/s-downstream car i ar■r ad �. t� am iim i it i i i i i TABLE 8-2 (Continued) Summary of Hydraulic Results - Flood Control Alternatives 25-Year Future Conveyance Event (Elevation Datum NGVD) AvG G Alternative I-No Action SC:Altemadve 2 SC:Alternadve 2 SC:Alternative 3 SC:Altemative 3 PC:Alternadve 2 PC:Alternative 3 PC:Alternative 2 PC:Alternative 3 23ST:Alternative 2 23ST:AItemadve 3 23ST:Alternarive 3 23ST:Alternadve 3 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 WE ilAND: See Note I WETLAND: See Note I WETLAND: See Note 2 WETLAND: See Note 2 25-Year Fart.Flow 25-Yar Fri Flow 25-Year Put.Flow 25-Ye2r Pot.Flow 25-Ye3r Htt.Flow Roadway Conveyance Conveyance Conveyance Conveyance Conveyance Top Elev. Location/Description Flow Elev Flow Elev Flow Elev Flow Elev Flow Elev cfs feet cfs fen) (cfs) (feet) (cfs) (feet) (cfs) (feet Panther Creek u/s of SR-167(3) 96 95 95 96 95 Panther Creek South SR-167 Xing(3) 0 38 0 38 Proposed Culvert Crossing of 86 15.5 38 15.6 86 15.5 38 15.6 SR-167 at SW 23rd Street(3) SW 23rd Street Channel d/s 113 12 66 10.9 114 12 66 11.5 of East Valley Road(3) Rolling Hills Creek at Renton 102 20.94 100 20.9 101 20.9 103 20.9 101 20.9 Shopping Center Culy.Outlet(3)(4) Rolling Hills u/s 132'culvert(3)(4) 102 17.02 100 17 101 17 103 17 101 17 SR-167 north crossing 82 16 66 15.5 68 15.6 66 15.5 69 15.6 Sprmgbrook Creek BRPS outflow 1095 4.1 1219 4.1 1231 4.1 1189 4.1 1181 4.1 BRPS Forebay Inflow 1095 4.6 1228 4.8 1230 4.9 1197 4.9 1189 4.8 Grady Way u/s 959 7.2 1098 7.9 1083 7.8 1063 7.8 1052 7.8 SW 16th Street 951 7.8 1088 8.1 1074 8.1 1053 8 1043 8 on ence o o mg t is Lreek 933 11.1 1060 9.9 1047 9.9 1033 to 1021 10 Confluence of SW 23rd St Channel 943 12.1 980 10.7 966 10.6 957 11.2 943 11.2 17.9 831 14.26 883 11.2 918 11.2 858 11.7 893 11.7 SW 34th u/s 14.9 847 15.4 836 12.3 842 12.4 827 12.6 927 12.7 Oakesdak d/s 17.1 849 15.94 941 13.4 842 13.6 846 13.9 846 14 Oakesdale u/s 17.1 800 17.36 796 14.2 799 14.3 794 14 794 14 SW Ord d/s 22.9 795 17.6 791 15.1 792 15.2 793 15 793 15 SW 43rd Ws 22.9 795 18.12 791 15.6 792 15.7 793 15.5 793 15.5 Notes (1) This alternative includes Wetland 12:Ahernative 2,Wetland 7N:Ahernative 1:Wetland 32 Alternative 1. (2) This alternative includes Wetland 12:Ahernative 2,Wetland 7N:Ahernative 1:Wetland 32 Alternative 2. (3) FEQ simulated flows at these locations are based upon frequency analysis of Springbrook Creek Mows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC,1996) for flows based upon frequency analysis of Panther Creek and Rolling Hills Creek. (4) Flows are based upon assumpdon that capacity restriction through Renton Shopping Center is improved such that no attenuation from surface ponding occurs. (5) Ws-upstream,d/s-downstream IF r r r■ r rr r ■r r r r it r r r r r r r �r TABLE 8-2 (Continued) Summary of Hydraulic Results - Flood Control Alternatives 100-Year Future Storage Event (Elevation Datum NGVD) Alternative I-No Action SC:Alternative 2 SC:Alterru Live 2 SC:Alternstive 3 SC:Aiternative 3 PC:Alternative 2 PC:Alternative 3 PC:Alternative 2 PC:Alternative 3 233T:Alternative 2 23ST:Altermtive 3 23ST:Alternative 3 23ST:AIternatioe 3 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 WETLAND: See Note 1 WETLAND: See Note I WETLAND: See Note 2 WETLAND: See Note 2 100-Yr Fut.Flow 100-Yr Fut.Flow 100-Yr Fut.Flow 100-Yr Fut.Flow 100-Yr Fut.Flow Roadway Storage Stange S-Re Storage Storage Top Elev. LocanonMescription Flow Elev Flow Elev Flow Elev Flow Elev Flow Elev ch feet ch feet ch feet) (cfs) (feet) (cfs) (feet Panther Creek Ws of SR-167(3) 92 92 92 93 87 Panther Creek South SR-167 Xing(3) 0 34 0 33 Proposed Culvert Crossing of 64 1.5 28 15 64 15 27 IS SR-167 at SW 23rd Street(3) SW 23rd Street Channel d/s 94 13.4 59 13.1 95 13 59 12.9 of East valley Read(3) Rolling Hills Creek at Rerun 99 20.89 98 20.9 99 20.9 100 20.9 94 20.8 Shopping Center Culy.Outlet(3)(4) Rolling Hills Ws 132"culvert(3)(4) 99 16.94 98 16.9 98 16.9 99 16.9 94 16.9 SR-167 north crossing 69 15.6 54 15 54 15 53 15 53 15 Springbrook Creek BRPS outflow 1700 13 1700 13.1 1700 12.9 1700 12.7 1700 12.6 BRPS Fotebaylnnow 1153 13 1216 13.1 1223 12.9 1207 12.7 1176 12.6 Grady Way Ws 1045 13 1097 13.2 1105 12.9 1079 12.7 I026 12.7 SW 16th Street 960 13 1085 13.2 1090 12.9 1057 12.7 loll 12.7 Confluence of Rolling Hills Creek 898 13.14 1025 13.2 1024 13 986 12.9 941 12.7 Confluece of SW 23rd St Channel 807 13.3 948 13.3 948 13.1 907 12.9 870 12.8 SW 27th s 17.9 775 14.3 866 13.4 900 13.1 910 13 951 12.9 SW 34th Ws 14.9 945 15.2 853 13.6 954 13.4 $01 13.2 814 13.2 Oakesdale d/s 17.1 946 15.8 955 14 956 13.8 854 13.8 951 13.9 Oakesdsle u/s 17.1 792 17.3 802 14.4 802 14.3 801 13.9 799 13.9 SW 43rd d/s 22.9 783 17.6 798 15.2 798 15.2 798 15 796 15 SW 43rd Ws 22.9 783 18 798 15.7 798 15.7 798 15.4 796 15.5 Notes (1) This alternative includes Wetland 12:Alternative 2,Wetland 7N:Alternative 1:Wetland 32 Alternative 1. (2) This alternative includes Wetland 12:Alterrative 2.Wetland 7N:Aiternative 1:Wetland 32 Alternative 2. (3) FEQ simulated flows at these locations are based upon frequency,analysis of Springbrook Creek innows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC,1996) for flows based upon frequency analysis of Panther Creek and Rolling Hills Creek. (4) Flows are based upon assumption that capacity restriction through Renton Shopping Center is improved such that no attenuation from surface ponding occurs. (5) Ws-upstream,tits-downstream TABLE 8-2 (Continued) Summary of Hydraulic Results - Flood Control Alternatives 100-Year Future Conveyance Event (Elevation Datum NGVD) MG Alternative I-No Action SC:Alternative 2 SC:Alternative 2 SC:Altcrnarive 3 SC:Altemative 3 PC:Altemative 2 PC:Alternative 3 PC:Altemative 2 PC:Ahernative 3 23ST:Altemative 2 23ST:Altcmadve 3 23ST:AItemative 3 23ST:AItemative 3 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 PIPE: Alternative 2 WEnAND: See Note I WERAND: See Note I WETLAND: See Note 2 WETLAND: See Note 2 100-Yr Put.Flow 100-Yr fart.Flow 100-Yr Pot.Flow 100-Yr Hut.Flow 100-Yr Pot.Flow Roadway Conveyance Conveyance Conveyance Conveyance Conveyance Top Elev. Location/Description Flow Elev Flow - Elev Flow Elev Flow Elev Flow Elev cfs feet) (cfs) (feet) (cfs) (feet) (cfs) (feet crs feet Panther Creek u/s of SR-167(3) 170 165 165 167 167 ,Panther Creek South SR-167 Xing(3) 0 38 0 38 Proposed Culvert Crossing of 107 16.1 48 16.2 107 16.1 48 16.2 SR-167 at SW 23rd Street(3) SW 23rd Street Chamrcl d/s 159 12.7 103 12.0 163 12.6 104 12.3 of Eat Valley Road(3) Rolling Hills Creek at Renton Shopping Center Culy.Oudet(3X4) 174 21.8 173 21.8 173 21.8 174 21.8 174 21.8 Rolling Hills u/s 132"culvert(3)(4) 174 17.8 173 17.7 173 17.7 173 17.7 173 17.7 SR-167 north crossing 98 17.0 87 16.1 86 16.1 88 16.1 87 16.1 Springhrook Creek BRPS outflow 1223 4.1 1700 4.72 1700 4.5 1593 4.35 1589 5.2 BRPS Forebay Inflow 1223 4.7 1747 5.4 1720 5.3 1595 5.2 1597 4.3 Grady Way uls 1110 7.6 1498 9.8 1461 8.7 1389 8.5 1370 8.5 SW 16th Street 1106 8.2 1488 9.1 1452 9.0 1383 8.9 1363 8.9 Confluence of Rolling Hills Creek1088 11.6 1441 11 1405 11.0 147 10.9 1324 10.9 Confluence of SW 23rd St Channel 989 12.6 1344 11.9 1309 11.8 1254 12.2 1232 12.2 SW LIM u s 17.9 989 15.6 1251 12.4 1303 12.4 1147 12.7 1190 12.7 SW 34th u/s 14.9 1219 16.1 1239 13.6 1239 13.6 1217 13.7 1219 13.8 Oakesdale d/s 17.1 1227 16.9 1239 15.1 1239 15.0 1256 15.6 1256 15.6 Oakesdale u/s 17.1 1167 17.9 1160 16.7 1160 16.7 1164 15.7 1165 15.7 SW 43rd d/s 22.9 1159 18.3 1148 17.4 1148 17.4 1155 16.8 1155 16.9 SW 43rd u/s 22.9 1158 19.5 1148 18.6 1148 18.6 1155 17.92 1155 18.0 Notes (1) This alternative includes Wetland 12:Ahernative 2,Wetland 7N:Altemative I:Wcdand 32 Alternative 1. (2) This alternative includes Wetland 12:Ahemative 2,Wetland 7N:Alternative I:Wetland 32 Alternative 2. (3) FEQ simulated flows at these locations are based upon frequency analysis of Springbrook Creek inflows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC,1996) for flows based upon frequency analysis of Panther Creek and Rolling Hills Creek. (4) Flows are based upon assumption that capacity restriction through Renton Shopping Center is improved such that no attenuation from surface ponding occurs. (5) u/s-upstream,d/s-downstream f APPENDIX H GROUNDWATER INFORMATION 1 i 1 1 1 1 1 1 1 1 i Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\dmrpt02.doc Appendix H February 1999 APPENDIX H GROUNDWATER INFORMATION ' This appendix contains information related to the Longacres Office Park groundwater conditions. Groundwater information was produced by GeoEngineers, Inc., and is taken from Report, Geotechnical Engineering and Hydrogeological Services, CSTC Pond Expansion Boeing Longacres Park, Renton, Washington, April 23, 1998, and "Report, Supplemental Hydrogeologic Services, Surface Water Management Project, Boeing Longacres Park, Renton Washington," January 22, 1999. Information included consists of: [Monitor Well/Dewatering Well Location] Site Plan, Figure 2, GeoEngineers, 1999 Expansion Pond Soil Profile,Figure 3, GeoEngineers, 1999 Figure, 1998-1999 Groundwater Monitoring North to South SWMP Area Table, Boeing Longacres Surface Water Management Project Groundwater Monitoring Data Figure, Cumulative Precipitation, 1999 Water Year Additional information related to the CSTC Main Pond was produced by GeoEngineers, ' Inc., and reported in Report, Supplemental Geotechnical Engineering Services, CSTC Pond Expansion, Boeing Longacres Park, Renton Washington, January 22, 1999 and Geotechnical Consultation Potential Lake Impacts, Boeing Longacres Park, Renton, 1 Washington for Boeing Support Services, December 9, 1991. ' surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 014002\2220\wp\drnrpt02.doc Appendix H-1 February 1999 I -I i I n 1 II i11 V Oqv A, EXISTING POND �iin� I�• rr -40 MW DW e� YW-41 �. NORTH LOBE , 1, w 3� -=•_�' v. { / / n DW- SOUTH LOBE Sww 44 ff• iI - - �. -� . _ _ _ i N o N o N EXPLANATION: Z N N MW-2 • MONITORING WELL 0 150 300 DW-1 O DEWATERING WELL L. I —I o. Al A' SOIL PROFILE SCALE IN FEET g Note: The locations of all features shown are approximate. 3 SITE PLAN ? Reference: Drawing entitled "Sverdrup Civil, Inc., BCAG Headquarters Longacres, Additional Topogrophic and Geo��Engineers opp y W 'fie, d /17/ FIGURE 2 a i r r ri rr r� rr rr r rr rr r �r r rr r� r r� r r m m L� o z z W N O 0 0 0 0 t� o 0 Z Z Z w W W w Ir- O 0 0 �-. Z V) ^Z N L 41 in N N � p 3 ; O a a o a may\ y Io to A NNN N o N nno o A' 3 ;a l 0 3 L N w w N U °'moo I N a°= I o o to 20 Iww� al 20 Ground Surface O 3 3 Silt and organic sill Existing O >: with occasional layers w10 Pond of silty sand (ML to OL) 10 w Z Z O_ O F m W~ Expansi7PondlotWm — — 2 O — — — — — ?_ Silt ? \ 0 w \ ft 0 7 1 7_ Silt 7 —10 Fine to medium sand with —10 varying amounts of silt (SP to SM) 3 m 0 N N N —20 04 ± N L� 0 A N a —30 HORIZONTAL SCALE: 1" = 100' —35 VERTICAL SCALE: 1" = 10' rrr _ VERTICAL EXAGGERATION: 1OX Note: 1. The subsurface conditions shown ore based on interpolation between widely spaced explorations and should be considered opproximate; EXPANSION POND SOIL PROFILE 9 actual subsurface conditions may vary from those shown. Geo OftEngineers 2. Refer to Figure 2 for location of Profile A—A'. FIGURE 3 1998-99 Ground Water Monitoring Monitoring Wells - North to South SWMP Area 16.0 Stormwater Pond 15.5 15.0 CSTC Pond Expansion Berm 14.5 14.0 ' I Shallow well 13.5 13.0 Shallow well , 12.5 , 12.0 Shallow well , 11.5 , 11.0 , 10.5 10.0 c 9.5 9.0 ai 8.5 ul 8.0 - L +: 7.5 �a 7.0 - 6.5 c 6.0 0 5.5 5.0 4.5 4.0 3.5 3.0 - 2.5 2.0 1.5 1.0 0.5 0.0 W W "� "� A A, 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 i3gigiz 3 3 3 3 3 3 3 3 m ro ro ro 2w 9 ��' f ro m a g m m f I � a a �' o ar � � ao a a' �' � a aaa Source: GeoEngineers, Inc. Note: 11/20 and 11/23 readings may be affected due to adjacent test well pumping tests. Sverdrup Civil, Inc. got aoo2\222o\engr\weudata-t 99ts t 99s.Xis-98-99 chart N-s 2/3/99 ' Boeing Longacres Surface Water Management Project Ground Water Monitoring Data 1998-99 Monitoring Ground Water Monitoring Well Date Elevation(feet) MW-38 4/9/98 9.49 MW-38 4/16/98 9.02 MW-38 4/21/98 8.81 MW-38 5121/98 7.85 MW.98 6/10/98 7.82 ' MW-38 6/24/98 7.58 MW-38 7/20/98 6.60 MW-38 8/27/98 4.62 Mw-38 9/18/98 4.05 ' MW-38 10/2/98 4.39 MW-38 10/10/98 4.69 MW-38 10/14/98 5.13 MW-38 10/15/98 5.25 ' MW-38 10/16/98 5.28 MW-38 10/23/98 5.51 MW-38 10/30/98 6.05 MW-38 11/2/98 6.18 MW-38 11/5/98 7.27 MW-38 11/6/98 7.40 MW-38 11/12/98 7.38 Mw-38 11/20/98 10.41 MW-38 11/23/98 10.74 MW-38 12/1/98 10.87 MW-38 12/4/98 10.73 MW-38 12/17/98 10.78 MW-38 12/30/98 11.04 MW-38 1/7/99 10.67 MW-38 1/20/99 10.92 MW-38 1/28/99 10.87 ' MW-39 4/9/98 6.98 MW-39 4/16/98 6.73 M W-39 4/21/98 6.73 MW-39 5/21/98 6.48 ' MW-39 6/10/98 6.33 MW-39 6/24/98 6.39 MW-39 7/20/98 6.24 MW-39 8/27/98 6.12 MW-39 9/18/98 6.06 ' MW-39 10/2/98 5.93 MW-39 10/10/98 6.03 MW-39 10/14/98 6.42 MW-39 10/15/98 6.37 ' MW-39 10/16/98 6.32 MW-39 10/23/98 6.26 MW-39 10/30/98 6.35 MW-39 11/2/98 6.39 M W-39 11/5/98 6.66 MW-39 11/6/98 6.58 MW-39 11/12/98 6.54 M W-39 11/20/98 7.27 M W-39 11/23/98 4.31 MW-39 12/1/98 9.15 MW-39 12/4/98 8.91 MW-39 12/17/98 9.24 M W-39 12/30/98 10.24 MW-39 1/7/99 9.28 MW-39 1/20/99 9.93 MW-39 1/28/99 9.43 ' MW-40 4/9/98 10.54 MW-40 4/16/98 10.05 MW-40 4/21/98 9.68 MW-40 5/21/98 8.13 ' MW-40 6/10/98 7.71 MW-40 6/24/98 7.23 MW-40 7/20/98 6.12 MW-40 8/27/98 Dry SVERDRUP CIVIL,N \014002\2220\ENGR\welldata-98-99 Data 1 of 4 99 =Y998-99Monitvrl»g;, I Ground Water Monitoring Well Date Elevation(feet) MW-40 9/18/98 Dry MW-40 10l2/98 Dry MW-40 10/10/98 Dry MW-40 10/14/98 Dry MW-40 10/15/98 Dry ' MW-40 10/16/98 Dry MW-40 10/23/98 Dry MW-40 10/30/98 Dry MW-40 11/2/98 Dry , MW-40 11/5/98 Dry MW-40 11/6/98 Dry MW-40 11/12/98 5.66 MW-40 11/20/98 11.14 MW-40 11/23/98 11.93 MW-40 12/1/98 12.24 MW-40 12/4/98 11.99 MW-40 12/17/98 12.15 ' MW-40 12/30/98 12.45 MW-40 1/7/99 11.89 MW-40 1/20/99 12.39 MW-40 1/28/99 12.39 ' MW-41 4/9/98 7.34 MW-41 4/16/98 7.05 MW-41 4/21/98 7.10 MW-41 5/21/98 6.86 ' MW-41 6/10/98 6.61 MW-41 6/24/98 6.71 MW-41 7/20/98 6.55 MW-41 8/27/98 6.46 ' MW-41 9/18/98 6.37 MW-41 10/2/98 6.20 MW-41 10/10/98 6.30 MW-41 10/14198 6.68 MW-41 10/15/98 6.64 ' MW-41 10/16/98 6.59 MW-41 10/23/98 6.51 MW-41 10/30/98 6.63 MW-41 11/2/98 6.64 ' MW-41 11/5/98 6.95 MW-41 11/6/98 6.86 MW-41 11/12/98 6.82 MW-41 11/20/98 7.44 I MW-41 11/23/98 6.19' MW-41 12/1/98 9.45 MW-41 12/4/98 9.27 MW-41 12/17/98 9.59 MW-41 12/30/98 10.59 MW-41 1/7/99 9.64 MW-41 1/20/99 10.29 MW-41 1/28/99 9.79 ' MW-42 4/9/98 11.07 MW-42 4/16/98 10.89 MW-42 4121/98 10.80 MW-42 5/21/98 9.52 , MW-42 6/10/98 9.09 MW-42 6/24/98 8.78 MW-42 7/20/98 7.47 MW-42 8/27/98 6.79 MW-42 9/18/98 6.53 MW-42 10/2/98 6.46 MW-42 10/10/98 6.27 MW-42 10/14/98 6.45 MW-42 10/15/98 6.48 MW-42 10/16/98 6.44 MW-42 10/23/98 6.47 MW-42 10/30/98 6.55 ' MW-42 11/2/98 6.60 MW-42 11/5/98 6.75 MW-42 11/6/98 6.78 SVERDRUP CIVIL,INC. ' \014002\2220\ENGR\welldata-98-99 Data 2 of 4 214/99 1998-99 MonKortng Ground Water Monitoring Well Date Elevation(feet) MW-42 11/12/98 6.84 MW-42 11/20/98 7.63 MW-42 11/23/98 9.26 MW-42 12/1/98 11.72 1 MW-42 12/4/98 11.66 MW-42 12/17/98 12.12 MW-42 12/30/98 12.85 MW-42 1 n/99 11.74 MW-42 1/20/99 12.64 MW-42 1/28/99 12.34 MW-43 4/9/98 11.81 MW-43 4/16/98 11.41 MW-43 4/21/98 11.30 MW-43 5/2 1 /98 10.20 MW-43 6/10/98 9.81 MW-43 6/24/98 9.42 ' MW-43 7/20/98 8.57 MW-43 8/27/98 7.54 MW-43 9/18/98 7.14 MW-43 10/2/98 6.94 ' MW-43 10/10/98 6.96 MW-43 10/14/98 6.83 MW-43 10/15/98 6.89 MW-43 10/16/98 6.93 MW-43 10/23198 7.05 MW-43 10/30/98 7.17 MW-43 11/2/98 7.31 MW-43 11/5/98 7.38 MW-43 11/6/98 7.40 MW-43 11/12/98 7.68 MW-43 11/20/98 8.74 MW-43 11/23✓98 10.55 MW-43 12/1/98 12.37 MW-43 12/4/98 12.93 MW-43 12/17/98 12.87 MW-43 12/30/98 14.85 MW-43 1/7/99 13.81 MW-43 1/20/99 13.91 MW-43 1/28/99 14.01 MW-44 419/98 11.95 MW-44 4/16/98 11.65 MW-44 4/21/98 11.58 MW-44 5/21/98 10.35 MW-44 6/10/98 10.05 MW-44 6/24/98 9.54 MW-44 7/20/98 8.76 ' MW-44 8/27/98 Dry MW-44 9/18/98 Dry MW-44 10/2/98 Dry MW-44 10/10/98 Dry MW-44 10/14/98 Dry MW-44 1 0/1 5/98 Dry MW-44 10/16/98 Dry MW-44 10/23/98 Dry MW-44 10/30/98 Dry MW-44 11/2/98 Dry MW-44 11/5/98 Dry MW-44 11/6/98 Dry MW-44 11/12/98 Dry MW-44 11/20/98 8.26 MW-44 11/23/98 10.79 MW-44 12/1/98 12.83 MW-44 12/4/98 12.73 ' MW-44 12/17/98 13.19 MW-44 12/30/98 14.76 MW-44 1/7/99 12.71 MW-44 1/20/99 14.81 ' MW-44 1/28/99 14.76 MW-45 4/9/98 11.85 MW-45 4/16/98 11.55 MW-45 4/21/98 11.47 ' SVERDRUP CIVIL,INC. \014002t2220\ENGR\Welldata-98-99 Data 3 of 4 2/4/99 ;,.1598=99 Monitoring . ,t:. ' round Water Monitofing Well Date Elevation(feet) MW-45 5/21/98 10.26 MW-45 6/10/98 9.94 MW-45 6/24/98 9.41 MW-45 7/20/98 8.63 MW-45 8/27/98 7.62 MW-45 9/18/98 7.21 MW45 10/2/98 7.02 MW-45 10/10/98 6.93 MW-45 10/14/98 6.95 , MW-45 10/15/98 7.02 MW-45 10/16/98 7.06 MW-45 10/23/98 7.27 MW-45 10/30/98 7.39 MW-45 11/2/98 7.52 MW-45 11/5/98 7.60 MW45 11/6/98 7.59 MW-45 11/12/98 7.90 MW-45 11/20/98 8.55' MW-45 11/23/98 10.55 MW-45 12/1/98 12.66 MW-45 12/4/98 12.57 , MW-45 12/17/98 13.02 MW-45 12/30/98 14.52 MW-45 1/7/99 12.50 MW-45 1/20/99 14.60 , MW-45 1/28199 14.45 MW-46 4/9/98 10.93 MW-46 4/16/98 10.77 MW-46 4/21/98 10.78 MW-46 5/21/98 9.75 MW-46 6/10/98 9.44 MW-46 6/24/98 9.17 MW-46 7/20/98 8.32 MW-46 8/27/98 7.55 MW46 9/18/98 7.20 , MW-46 10/2/98 7.13 MW46 10/10/98 7.14 MW-46 10/14/98 7.39 MW-46 10/15/98 7.48 MW-46 10/16/98 7.50 , MW-46 10/23/98 7.77 MW-46 10/30/98 7.95 MW-46 11/2/98 7.99 MW-46 11/5/98 8.18 MW-46 11/6/98 8.33 MW-46 11/12/98 8.38 MW-46 11/20/98 7.79' MW-46 11/23/98 9.62 , MW-46 12/1/98 12.25 MW-46 12/4/98 11.95 MW-46 12/17/98 12.15 MW-46 12/30/98 12.91 ' MW-46 1/7/99 11.84 MW-46 1/20/99 12.79 MW-46 1/28/99 12.49 Note: Data were compiled from GeoEngineers"Report: Geotechnical Engineering and Hydrogeologic Services, CSTC Pond Expansion',April 23,1998 as modified ' by June 1998 topographic survey data and 5/21/98 and 6/10/98 readings. Readings for 6/24/98 are the average of 4 readings taken over the course of the day. ' Reading may be affected due to adjacent test well pumping tests. SVERDRUP CnnL,INC. , \014002\2220\ENGR\welldata-98-99 Data 4 of 4 2/4/99 CUMULATIVE PRECIPITATION, 1999 Water Year Seattle Station and Boeing CSTC Station 40.00 Above Normal 35.00 Normal(Sea-Tac) 30.00 Observed(Sea-Tac) 25.00 y 20.00 C oeing TC 15.00 Below Normal 10.00 Normal (Sea-Tac) Observed(Sea-Tac) . .,.Boeing CSTC 5.00 0.00 m m m m m m m m m m m m m m rn rn m m m m m m rn rn rn rn m rn m rn m m m rn m m rn rn rn m rn rn rn m rn rn m rn m m rn rn rn rn rn m rn Q� Q� Q m m m Q Q� m U2 t� Ol N a Ol to t3 _O n e O ENV V (NV (� O�l ID (Z O O_ �_ �_ N N O�1 N (� Ol �V Q fa Sources: Boeing CSTC data from Pacific Resources Group;Sea-Tac data from NWS Sverdrup Civil, Inc. \014002\2220\engr\98PRECIP.x,s-99 Cumul 2/2/99 APPENDIX I TEMPORARY EROSION/SEDIMENTATION CONTROL (TESC) ' Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 0 1 4002\2220%wp%drnrpt02.doc Appendix I February 1999 1 APPENDIX I MASTERPLAN HYDROLOGY AND RETENTION/DETENTION CALCULATIONS This appendix contains information related to Section IV(D) "Retention/Detention System" and is organized as follows: 1. Masterplan Drainage Map 2. Pond "D" Basin ' 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. Figure—Time of Concentration Table—Masterplan Condition Time of Concentration or Travel Time. Detailed hydrographs for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, ' 24-hour events and the 100-year 7-day event. ' 3. CSTC Basin 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. ' Figure—Time of Concentration Table—Masterplan Condition Time of Concentration or Travel Time. ' Detailed hydrographs for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, 24-hour events and the 100-year 7-day event. r Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. 0 1 4002\2220\wp\drnrpt02.doc Appendix I-1 February 1999 4. CSTC Delta Basin 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. Figure—Time of Concentration ' Table—Masterplan Condition Time of Concentration or Travel Time. Detailed hydrographs for Water Quality, 2-, 5-, 10-, 25-, 50-, and 100-year, , 24-hour events and the 100-year 7-day event. 5. Masterplan—Pond "D"Basin , Routing Comparison Table Stage - Storage Table Stage - Discharge Table Detailed Discharge Structure Analysis Level Pool Table Summary 6. Masterplan—CSTC Basin ' Routing Comparison Table , Stage - Storage Table Stage- Discharge Table Detailed Discharge Structure Analysis , Level Pool Table Summary 7. Masterplan—Delta Basin , Routing Comparison Table Stage - Storage Table Stage - Discharge Table ' Detailed Discharge Structure Analysis Level Pool Table Summary 8. Masterplan—Basin B a. Subbasin B-3 Routed Through Pond "C" Stage - Storage Table , Stage - Discharge Table Level Pool Table Summary b. Basin B Release Rates to Springbrook Creek Release Rate Summary Surface Water Management Project-Drainage Report Sverdrup Civil, Ino. , 014002\2220\wp\drnrpt02.doc Appendix I-2 February 1999 � 1 \ ap5 25-02 25-0 1 SUBSTATION SW 16TH STREET O �a 0 25_01 0 o � � 25-30 �s 25-20 'o 25-2 25-31 1 25-23 f f 3 SUBSTATION ' YARD 25-32 25-24 O , 3 m a � 1 25-50 v 25-40LL, N Z --- UII L 25-51 1 I 25-41 SW 27TH STREET L 1 25-60 1 Boeing Commercial Airplane Group 1 Surface Water Management Project Area Weighted Runoff Coefficient , Pond "D" Basin , Master Plan Final Buildout Soil Hydrologic Curve Land Use Area Weight Weighted Group Group Number , Description Irsf Curve Number Ur D 98 Building Roofs 659,648 13% 12.74 Ur D 98 Pavements 2,480,559 49% 47.89 1 Ur D 90 Landscaping(good) 1,828,615 36% 32.42 Ur D 100 Water Surfaces 107,237 2% 2.11 ITOTALSi 5,076,059 100% 95.16 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 3.5.2B Impervious area (curve number>= 98) = 74.55 Acres 1 Impervious area curve number = 98.07 Pervious area (curve number< 98) = 41.98 Acres Pervious area curve number = 90.00 ' Basin Composite Curve Number = 95.16 Basin Total Area = 116.53 Acres 1 i 1 1 1 1 1 014002/2220/engr/-Kbcalcl0.xls[Pond'D'] 211/99 Sverdrup Civil,Inc. 1 ' 25-31 25-22 0 D ' SUBSTATION YARD 2 25-32 5-24 1 25-50 S 25-40 O N D , ' m Ln ' UTILITY BLDG. 25-51 25-41 I SW 27TH STREET �(o�o of (,onx.RETG piPF 25-60 ' lcjf C) 5tta6 `! �o ' �� BoeingCommercial Airplane Group ' P Surface Water Management Project (SWMP) Time of Concentration or Travel Time ' Pond "D" Basin ' Master Plan Final Buildout Sheet Flow(Applicable to T, only) Surface description (see Table 3.5.2C) !grass ' Manning's roughness coefficient, nsheet 0.15 Flow length (L<_300'), Lsheet 75 feet 2-year, 24-hour rainfall, P2 2.00 inches , Land slope, Ss,,,t Tt sheet 10.12 hours Tt sheet 117.5 min ' Channel Flow, Section 1 , Surface description (see Table 3.5.2C) concrete pipe', Flow length, Lchanne, 1600 ft Watercourse slope, Schannel 0.004"ftlft Factor, kc(see Table 3.5.2C) 42- Velocity, Vchannei 2.8 f/s Tt channel 10.16 hours , Tt channel 19.6 min Results:Basin A (Post-Development) ' Total Tc or Tt 10.28 hours Total Tc or Tt 17.0 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 014002/2220/engr-Kbcalcl0.xls[Pond"D"Tc] 2/1/99 Sverdrup Civil,Inc. , ' 2/1/99 2 : 11 : 9 pm Sverdrup Civil Inc page a e 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT FINAL BUILDOUT, POND "D" BASIN --------------------------------------------------------------------- --------------------------------------------------------------------- ' BASIN SUMMARY BASIN ID: PNDD-10 NAME : MASTERPLAN POND "D" , 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 90 inches AREA. . : 41 . 98 Acres 74 .55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . : 17 . 00 min 17 . 00 min ' ABSTRACTION COEFF: 0 .20 PEAK RATE : 63 . 04 cfs VOL : 23 . 25 Ac-ft TIME : 480 min ' BASIN ID: PNDD-100 NAME : MASTERPLAN POND "D" , 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . . 116 . 53 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . : 17 . 00 min 17 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 88 . 63 cfs VOL: 32 . 70 Ac-ft TIME: 480 min ' BASIN ID: PNDD-2 NAME : MASTERPLAN POND "D" , 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . : 17 . 00 min 17 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 40 . 21 cfs VOL: 14 . 90 Ac-ft TIME : 480 min BASIN ID: PNDD-25 NAME : MASTERPLAN POND "D" , 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . : 17 . 00 min 17 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 75 . 82 cfs VOL : 27 . 96 Ac-ft TIME: 480 min 2/1/99 2 :11 : 9 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT FINAL BUILDOUT, POND "D" BASIN BASIN SUMMARY BASIN ID: PNDD-5 NAME: MASTERPLAN POND "D" , 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 40 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . : 17 . 00 min 17. 00 min , ABSTRACTION COEFF: 0 . 20 PEAK RATE : 50 . 31 cfs VOL: 18 . 58 Ac-ft TIME : 480 min BASIN ID: PNDD-50 NAME: MASTERPLAN POND "D" , 50YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . . 17 . 00 min 17 . 00 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 77 . 10 cfs VOL: 28 .43 Ac-ft TIME: 480 min BASIN ID: PNDD-WQ NAME : MASTERPLAN POND "D" , WQ ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 116 . 53 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 41 . 98 Acres 74 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 07 TC. . . . . 17 . 00 min 17 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 8 . 59 cfs VOL: 3 . 44 Ac-ft TIME : 480 min Boeing Commercial Airplane Group Surface Water Management Project Area Weighted Runoff Coefficient CSTC Basin Master Plan Final Buildout Soil Hydrologic i Curve Land Use Area Weight Weighted Group Group Number ! Description sf Curve Number Ur D 98 Building Roofs 1 241,923 9% 9.09 Ur D 98 Pavements 694,650 27% i 26.10 Ur D 90 Landscaping(good) 1,450 56% 50.04 Ur D 100 Water Surfaces 212,421 8% 8.14 B 98 Pavements 8,978 0% 0.34 TOTALS 2,608,130 100% 93.71 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) = 26.58 Acres Impervious area curve number = 98.37 Pervious area (curve number< 98) 33.29 Acres Pervious area curve number 90.00 Basin Composite Curve Number = 93.71 ' Basin Total Area = 59.87 Acres ' 014002\2220\engr\Kbcalcl0.xls[CSTC] 2/1/99 Sverdrup Civil,Inc. ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ........... _. C....... .. ......_ % 1 011 M 1'T1�1Tf1�1 ..�..(_( f 1 1 i 1 f ! I � • ��>J ; i 11 t�11 t`' ;`\t ii�.t 1 ���1 �1 o. { W Lo y.. I lit 1 1ti! 1 i !�! .... '/i/ '` _ o ..............................................:....: ................................... ..................... 1 CN oz ............................ JiA ' ,it l it ....... .......1 1. 3.., / / i fill BoeingCommercial Airplane Group p ' Surface Water Management Project (SWMP) Time of Concentration or Travel Time ' CSTC Basin Master Plan Final Buildout 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'), '-sheet '70 feet 2-year, 24-hour rainfall, P2 2.00 inches Land slope, Sheet i0.020 ft/ft Tt Sheet 10.02 hours ' Tt sheet 1.2 min ' Channel Flow, Section 1 Surface description (see Table 3.5.2C) concrete pipe Flow length, L hannd 1220 ft Watercourse slope, Setiannei 0.005 ft/ft ' Factor, kc (see Table 3.5.2C) 42 Velocity, Vchanne1 3.0 f/s ' Ttchannei 0.11 hours Tt channel 6.8 min Results:Basin A (Post-Development) Total Tc or Tt 0.13 hours Total Tc or Tt 18.0 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 ' 014002/2220/engr-Kbcalcl0.xls[CSTC Tc] 2/1/99 Sverdrup Civil, Inc. 2 : 11 : 37 m Sverdrup Civil Inc page 1 , 2/1/99 p P P J BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' FINAL BUILDOUT, CSTC BASIN -------------------------- BASIN SUMMARY BASIN ID: CSTC-10 NAME : MASTERPLAN CSTC, 10YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 33 . 29 Acres 26 .58 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF : 0 . 20 ' PEAK RATE: 34 . 94 cfs VOL: 11 . 25 Ac-ft TIME : 480 min BASIN ID: CSTC-100 NAME : MASTERPLAN CSTC, 100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 33 . 29 Acres 26 . 58 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 49 . 98 cfs VOL: 16 . 05 Ac-ft TIME: 480 min BASIN ID: CSTC-2 NAME : MASTERPLAN CSTC, 2YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 33 . 29 Acres 26 . 58 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 21 . 64 cfs VOL: 7 . 05 Ac-ft TIME : 480 min BASIN ID: CSTC-25 NAME : MASTERPLAN CSTC, 25YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 33 . 29 Acres 26 . 58 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 42 . 45 cfs VOL: 13 . 64 Ac-ft TIME : 480 min 1 2/1/99 2 : 11 :37 pm Sverdrup Civil Inc page 2 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT FINAL BUILDOUT, CSTC BASIN BASIN SUMMARY 1 BASIN ID: CSTC-5 NAME : MASTERPLAN CSTC, 5YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS : 0 . 00 cfs 1 RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 .40 inches AREA. . : 33 . 29 Acres 26 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 1 TC. . . . : 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 27 . 50 cfs VOL: 8 . 90 Ac-ft TIME: 480 min 1 BASIN ID: CSTC-50 NAME: MASTERPLAN CSTC, 50YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS : 0 . 00 cfs 1 RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 33 . 29 Acres 26 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 1 TC. . . . : 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 43 . 20 cfs VOL: 13 . 88 Ac-ft TIME: 480 min 1 BASIN ID: CSTC-WQ NAME: MASTERPLAN CSTC, WATER QUALITY SBUH METHODOLOGY TOTAL AREA. . . . . . . : 59 . 87 Acres BASEFLOWS: 0 . 00 cfs 1 RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 33 . 29 Acres 26 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 37 1 TC. . . . . 8 . 00 min 8 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 3 . 98 cfs VOL: 1 . 48 Ac-ft TIME: 480 min 1 i 1 1 1 1 1 1 Boeing Commercial Airplane Group 1 Surface Water Management Project Area Weighted Runoff Coefficient 1 CSTC Delta Area Basin ' Master Plan Final Buildout Soil Hydrologic Curve Land Use Area Weight Weighted 1 Group Group Number I Description sf Curve Number Ur D i 90 ;Landscaping(good) 81,923 1 28% 24.97 Ur D 100 Water Surfaces 1 42,836 15% 14.51 1 Py B 1 98 1 Pavements 5,248 2% 1.74 Py B 80 1 Landscaping(good) 144,300 49% 39.10 Py B 100 1 Water Surfaces 20,956 7% 7.10 TOTALS 295,263 100% 87.42 ' 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 1 Impervious area curve number = 99.85 Pervious area (curve number< 98) = 5.19 Acres ' Pervious area curve number = 83.62 Basin Composite Curve Number = 87.42 1 Basin Total Area = 6.78 Acres 1 1 i 1 i 1 1 014002/2220/engr/-Kbcalcl0.xls[CSTC Delta] 2/1/99 Sverdrup Civil,Inc. ' r 7 I If /St \ \\ .. -/� `titit��,'� ,` �� �,';, \%% owt a- \\/,,\\'!• __ ........_.... l\`— \�V' / '11� jlI .� l t`I '�� 1 I t I i \ ,, :.,� A.�!'�" i rkIrck ------------ J .. J i BoeingCommercial Airplane Group P P Surface Water Management Project (SWMP) ' Time of Concentration or Travel Time CSTC Delta Area Basin Master Plan Final Buildout Sheet Flow(Applicable to T, only) Surface description (see Table 3.5.2C) lawn Manning's roughness coefficient, nsheet 0.15 Flow length (L<=300'), Ls1eet 200 feet 2-year, 24-hour rainfall, P2 2.00 inches ' Land slope, Ssheet 0.020 ft/ft Tt sheet10.36 hours Tt sheet21.6 min ' Shallow Concentrated Flow ' Surface description (see Table 3.5.2C) brushy ' round with some trees Flow length, Lsh,,,, 125 ft Watercourse slope, Sshallow 0.060 ft/ft Factor, ks (see Table 3.5.2C) 5 Velocity, Vsha„ow 11.2 f/s Tt shallow0.03 hours Tt shallow 11.7 min Results:Basin A (Post-Development) ' Total Tc or Tt 10.39 hours Total To or Tt !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 014002/2220/engr-Kbcalcl0.xls[Delta Tc] 2/1/99 Sverdrup Civil, Inc. ' 2 1 99 2 : 11 : 55 m Sverdrup Civil Inc page 1 / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT FINAL BUILDOUT, DELTA BASIN --------------------------------------------------------------------- --------------------------------------------------------------------- ' BASIN SUMMARY BASIN ID: DLTA-10 NAME : MASTERPLAN DELTA AREA, 10YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 21 cfs VOL: 0 . 99 Ac-ft TIME : 480 min ' BASIN ID: DLTA-100 NAME : MASTERPLAN DELTA AREA, 100YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 3 .48 cfs VOL: 1 .48 Ac-ft TIME: 480 min ' BASIN ID: DLTA-2 NAME : MASTERPLAN DELTA AREA, 2YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 18 cfs VOL: 0 . 57 Ac-ft TIME : 480 min BASIN ID: DLTA-25 NAME : MASTERPLAN DELTA AREA, 25YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 .40 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 83 cfs VOL: 1 . 23 Ac-ft TIME: 480 min 2/1/99 2 : 11 : 56 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT FINAL BUILDOUT, DELTA BASIN BASIN SUMMARY BASIN ID: DLTA-5 NAME: MASTERPLAN DELTA AREA, 5YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . 6 . 77 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . . 2 .40 inches AREA. . . 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 .30 min , ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 62 cfs VOL: 0 . 75 Ac-ft TIME : 480 min BASIN ID: DLTA-50 NAME : MASTERPLAN DELTA AREA, 50YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .45 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . : 23 . 30 min 23 . 30 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE: 2 . 90 cfs VOL: 1 . 26 Ac-ft TIME: 480 min BASIN ID: DLTA-WQ NAME : MASTERPLAN DELTA AREA, WQ , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 77 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 5 . 19 Acres 1 . 58 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 83 . 62 99 . 85 TC. . . . . 23 . 30 min 23 .30 min ' ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 21 cfs VOL: 0 . 10 Ac-ft TIME : 480 min r r Boeing Commercial Airplane Group ' Surface Water Management Project ' Masterplan Pond "D" Basin ' 24-Hour Peak Peak Peak 2-year Storm Inflow Stage Outflow Tailwater r Event (cfs) (ft) (cfs) Elevation 2 year 40.21 1 10.01 28.67 9.65 10 year 63.04 10.86 39.36 10.20 ' 25 year 75.82 11.50 44.40 10.65 100 year 88.63 12.05 1 49.47 Ir 11.00 Pond "D" Basin routed through Pond "D" to CSTC Pond. r r r r r r r r r r r Sverdrup Civil, Inc. 014002\2220\engr\kbca1c30.x1s[Masterplan-Pond"D"] Appendix D 2/4/99 2 2 99 4 : 9 :49 m Sverdrup Civil Inc page 1 ' / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, POND"D" STORAGE STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. POND"D" ' Description: POND "D" STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> , (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8.50 0.0000 0.0000 10.40 183154 4.2046 12.30 404905 9.2953 14.20 673943 15.472 8.60 8513 0.1954 10.50 193948 4.4524 12.40 417969 9.5953 14.30 689867 15.837 8.70 17025 0.3908 10.60 204742 4.7002 12.50 431034 9.8952 14.40 705792 16.203 ' 8.80 25538 0.5863 10.70 215537 4.9480 12.60 444098 10.195 14.50 721717 16.568 8.90 34050 0.7817 10.80 226331 5.1958 12.70 457162 10.495 14.60 737642 16.934 9.00 42563 0.9771 10.90 237126 5.4437 12.80 470226 10.795 14.70 753567 17.300 9.10 52304 1.2007 11.00 247920 5.6915 12.90 483291 11.095 14.80 769491 17.665 , 9.20 62046 1.4244 11.10 259699 5.9619 13.00 496355 11.395 14.90 785416 18.031 9.30 71787 1.6480 11.20 271478 6.2323 13.10 510929 11.729 15.00 801341 18.396 9.40 81528 1.8716 11.30 283258 6.5027 13.20 525503 12.064 15.10 818672 18.794 ' 9.50 91270 2.0953 11.40 295037 6.7731 13.30 540076 12.398 15.20 836003 19.192 9.60 101011 2.3189 11.50 306816 7.0435 13.40 554650 12.733 15.30 853334 19.590 9.70 110752 2.5425 11.60 318595 7.3139 13.50 569224 13.068 15.40 870665 19.988 ' 9.80 120493 2.7661 11.70 330374 7.5844 13.60 583798 13.402 15.50 887996 20.386 9.90 130235 2.9898 11.80 342154 7.8548 13.70 598372 13.737 15.60 905327 20.783 10.00 139976 3.2134 11.90 353933 8.1252 13.80 612945 14.071 15.70 922658 21.181 10.10 150770 3.4612 12.00 365712 8.3956 13.90 627519, 14.406 15.B0 939989 21.579 , 10.20 161565 3.7090 12.10 378776 8.6955 14.00 642093 14.740 15.90 957320 21.977 10.30 172359 3.9568 12.20 391841 8.9954 14.10 658018 15.106 16.00 974651 22.375 2/1/99 5 : 3 : 26 pm Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 2YR, POND"D" BASIN ROUTED -------------------- ---------- ' STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. F-PONDD Description: F-PONDD ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft, ---Cfs-- ------- (ft, ---Cfs-- ------- (ft, ---Cfs-- ------- ' 9 65 0 0000 10 35 40 404 11 OS 57 167 11 75 70.022 9.75 14.760 10.45 43.200 11.15 59.175 11.85 71.670 9.85 21.438 10.55 45.825 11.25 61.117 11.95 73.281 9.95 26.375 10.65 48.308 11.35 62.998 12.05 74.078 10.05 30.502 10.75 50.668 11.45 64.826 ' 10.15 34.127 10.85 52.924 11.55 66.603 10.25 37.398 10.95 55.086 11.65 68.334 Commercial Airplane Group Boeing Comme p p Masterplan (2 year tailwater) ' Pond "D" Outlet Structure Tailwater Elevation = 9.65 (in CSTC Pond) ' Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ' ft (cfs) (cfs) (cfs cfs cfs 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 8.9 0.00 0.00 0.00 0.00 ' 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 ' 9.4 0.00 0.00 0.00 0.00 9.5 0.00 0.00 0.00 0.00 9.65 0.00 0.00 0.00 0.00 ' 9.7 21.24 15.23 10.81 10.81 9.8 36.80 26.37 18.72 18.72 9.9 47.50 34.05 24.16 24.16 , 10.0 56.21 40.28 0.00 28.59 28.59 10.1 63.73 45.68 2.20 32.42 32.42 10.2 70.46 50.50 6.22 35.84 35.84 10.3 76.60 54.90 11.43 38.96 38.96 10.4 82.28 58.97 17.59 41.85 41.85 10.5 87.59 62.78 24.59 44.55 44.55 10.6 92.60 66.37 32.32 47.10 47.10 ' 10.7 97.35 69.77 40.73 49.52 49.52 10.8 101.88 73.02 49.77 51.82 51.82 10.9 106.22 76.13 59.38 54.03 54.03 ' 11.0 110.39 79.12 69.55 56.15 56.15 11.1 114.40 81.99 80.24 58.19 58.19 11.2 118.28 84.77 91.43 60.16 60.16 ' 11.3 122.04 87.47 103.09 62.07 62.07 11.4 125.68 90.08 115.21 63.93 63.93 11.5 129.22 92.62 127.77 65.73 65.73 11.6 132.67 95.09 140.76 67.48 67.48 ' 11.7 136.03 97.49 154.16 69.19 69.19 11.8 139.31 99.84 167.96 70.86 70.86 11.9 142.51 102.14 182.15 72.48 72.48 12.0 145.64 104.38 1 196.72 74.08 74.08 014002\2220\engr\culverts.xls[Final-Pond"D"Summary(2yr)] ' r r Boeing Commercial Airplane Group r Masterplan (2 year tailwater) Culvert Design Submerged Outlet r (Pond"D"Control Structure) INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 r Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 r Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 9.65 Tailwater,h2(ft)= 9.65 r Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)�'� (ft) Hyd.Head Q(cfs) h,(ft) h1 (ft) 8.5 7.0 0.00 8.5 7.0 0.00 r 8.6 7.1 0.00 8.6 7.1 0.00 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 r 9.0 7.5 0.00 9.0 7.5 0.00 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 r 9.4 7.9 0.00 9.4 7.9 0.00 9.5 8.0 0.00 9.5 8.0 0.00 9.6 8.1 0.00 9.6 8.1 0.00 9.7 8.2 21.24 9.7 8.2 10.81 9.8 8.3 36.80 9.8 8.3 18.72 r 9.9 8.4 47.50 9.9 8.4 24.16 10.0 8.5 56.21 10.0 8.5 28.59 10.1 8.6 63.73 10.1 8.6 32.42 10.2 8.7 70.46 10.2 8.7 35.84 r 10.3 8.8 76.60 10.3 8.8 38.96 10.4 8.9 82.28 10.4 8.9 41.85 10.5 9.0 87.59 10.5 9.0 44.55 10.6 9.1 92.60 10.6 9.1 47.10 r 10.7 9.2 97.35 10.7 9.2 49.52 10.8 9.3 101.88 10.8 9.3 51.82 10.9 9.4 106.22 10.9 9.4 54.03 11.0 9.5 110.39 11.0 9.5 56.15 r 11.1 9.6 114.40 11.1 9.6 58.19 11.2 9.7 118.28 11.2 9.7 60.16 11.3 9.8 122.04 11.3 9.8 62.07 11.4 9.9 125.68 11.4 9.9 63.93 r 11.5 10.0 129.22 11.5 10.0 65.73 11.6 10.1 132.67 11.6 10.1 67.48 11.7 10.2 136.03 11.7 10.2 69.19 11.8 10.3 139.31 11.8 10.3 70.86 ' 11.9 10.4 142.51 11.9 10.4 72.48 12.0 10.5 145.64 12.0 10.5 74.08 Notes: r (1) Q=Cdk((2g(hr-h2))/(1+((29Cd2n2L)/r,4)))1'2,Eq.5.71 CERM r r014002\2220\engr\culverts.xls[Final-Submerged Outlet(2yr)] BoeingCommercial Airplane Group P p Masterplan (2 year tailwater) ' 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. ' No. of Risers= 2 Tailwater= 9.65 Stage Dif. Head Flowrate ' (ft) at Orifice Riser He(ft) (cfs)(1) 8.5 -1.15 0.00 ' 8.6 -1.05 0.00 8.7 -0.95 0.00 8.8 -0.85 0.00 ' 8.9 -0.75 0.00 9.0 -0.65 0.00 9.1 -0.55 0.00 ' 9.2 -0.45 0.00 9.3 -0.35 0.00 9.4 -0.25 0.00 9.5 -0.15 0.00 , 9.6 -0.05 0.00 9.7 0.05 15.23 9.8 0.15 26.37 ' 9.9 0.25 34.05 10.0 0.35 40.28 10.1 0.45 45.68 10.2 0.55 50.50 ' 10.3 0.65 54.90 10.4 0.75 58.97 10.5 0.85 62.78 ' 10.6 0.95 66.37 10.7 1.05 69.77 10.8 1.15 73.02 10.9 1.25 76.13 , 11.0 1.35 79.12 11.1 1.45 81.99 11.2 1.55 84.77 ' 11.3 1.65 87.47 11.4 1.75 90.08 11.5 1.85 92.62 11.6 1.95 95.09 ' 11.7 2.05 97.49 11.8 2.15 99.84 11.9 2.25 102.14 , 12.0 2.35 104.38 Notes: (1) Q=9.739(D)(H)312, Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)112, Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. , 014002\2220\engr\culverts.xis[Final-36"Risers(2yr)] , Commercial Airplane Group Boeing Co p p Masterplan (2 year tailwater) Suppressed Weir (inside Pond "D" discharge structure) ' Weir Length (ft) = 13.0 Weir Elevation = 10.00 Tailwater= 9.65 ' Stage Hyd. Head Flowrate (ft) Upstream Riser Hu ft (cfs) (1) 10.0 0.00 0.00 ' 10.1 0.10 2.20 10.2 0.20 6.22 10.3 0.30 11.43 10.4 0.40 17.59 10.5 0.50 24.59 10.6 0.60 32.32 10.7 0.70 40.73 10.8 0.80 49.77 10.9 0.90 59.38 11.0 1.00 69.55 11.1 1.10 80.24 11.2 1.20 91.43 11.3 1.30 103.09 ' 11.4 1.40 115.21 11.5 1.50 127.77 11.6 1.60 140.76 11.7 1.70 154.16 11.8 1.80 167.96 11.9 1.90 182.15 ' 12.0 2.00 196.72 Notes: (1) Q = 2/3(b)(2g)1/2(H)3/2 ' 014002\2220\engr\culverts.xls[Final-Overflow Weir(2yr)] OY-0' 3'-6' 3'-0' 1 4'-8' FLOOR BOX NOTES: $ U 1. ALL PIPES SHALL BE CAST INTO VAULT 2410 OUTFALL a WALLS DURING CONSTRUCTION OF VAULT. (TYP) NOTE: .• e e 2. PIPES ENTERING AND EXITING VAULT SHALL LADDERS OMITTED HAVE A PIPE JOINT LOCATED OUTSIDE THE U 1 1 FOR CLARITY VAULT WITHIN DISTANCE NO GREATER THAN REFER TO DRAWING TYP 2 Y 1/2 THE PIPE DIAMETER. N I$(D)800 FOR HIGH WATER Ic(D 1 )e01 a 0- LOCATION OF VAULT I 36'0 TELESCOPING VALVE(NRS) LENGTH- 2'-5' �EL 11.s U= RANGE(EL 8.00 TO EL 9.75) — -LIFTING STRAP I DESIGN EL. I I I SV6 AND SV7850 EL 10.0 $1a O V W N VALVE 24'r CANAL GLAND , , WIPER GASKET GATE$V1-SV4 tJ = 1• 11• I o f I I 1 I •• 1 60�r INLET SVB EL 8.50 A i w t7 to _ _ _— _ NOTE PIPE JOINT EL. 7.60 36•0 DI SPOOL(FL.R) � 03 0C 1 (ADDER(TYP) I 1 6' I 36'0 STEEL SPOOL(FLxPE) s U 2 W H 2410 CANAL WITH SEEP RING L 2 W U V1 I GATE(4 PLCS) 4 m 3610 DI BASE 7-04 24'r MH I I SVt- 4 y 601 SLUICE I EL 5.58 BEND(FLxFL) m j (ABOVE'TYP) I 1 36•r TELES)COPING GATE I PIPE JOINT 24'0 CANAL GATE 1 1 V 6 ANDTMPSV7 I 1 NOTE 2 SVS 1 I I I I I I 1 3 I 1 I Ic(o 1 )eot , oz IE- 1.75 I I 1 E-1.5 U 1 �z� U SUMP WITH 24'0 OUTFALL GRATING(TYP) j SHIM AND GROUT BASE PLATE ANCHORED I AS REOUIRED W/(4) 7/8'0 ADHESIVE 60•SLUICE I I 8 ANCHORS•MIN 6 5/8. N e• GATE 1C(D 1 0)OOI n SECTION �1 EMBEDMENT SV6 {—6' 2—8' Ic(D IC )OD1 1 — 1 REMOVABLE SUB ABOVE REMOVABLE TOP SLAB RON—RISING FLOOR BOX ,I STEM(TYP) I (ABOVE.TYP) HIGH WATER V-EL 11.5 36•TELESCOPING 60'r INLET VALVE(NRS),RANGE 10-6' _ EL 8.00-9.75(7YP) r 1 NOTE: SV6 AND SV78.30 A` IC(D 1C(D)001 LADDER OMITTED �36-0( )DI SPOOL(FlxfL) /� SEEP RING 3/8• FOR CLARITY DETAIL PLW BELOW TOP SLAB / 1 \ N �/4 STEEL PLATE b 1C( 27 1 )IKN 12'6'0 1 2 3' { 36'0 Of BASE PER 24 ' S' REINFORCING CANAL GTE(NRS BEND FIxFL)) STRUCTURAL PLANS ' SVS (TYP) TOP HSLAB FLOOROF PPE BUS BOX OPERATING NUT WALL _ STEM BUSHING 'TE DETAIL r31 $FILE:NONE IC(D , )802 EXTEND OPENING ASREQUIRED TO ACCOMMODATE STEMAND LIFT ASSEMBLY NON—RISING�� PER CATE/VALVE MANUFACTURERNOTE:FIELD LOC FLOOR BOX CENTERED p ABOVE STEM. SECTION �81 DETAIL FLDDR BOX IC( �21 1C O i COI IC(D )BDI 12"6"D 1' 2' 3' a' S' - '_ -- ' 2/2/99 4 :4 :42 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, POND"D" BASIN ROUTED ' LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2YR, MASTER POND"D" ...... 0.00 40.21 POND"D" F-PONDD 10.01 1 21*67 3 ac-ft 2 1 99 8 :22 :45 m Sverdrup Civil Inc page 1 / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' MASTERPLAN 10YR, POND-ID" BASIN ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 10-PNDD ' Description: 10-PONDD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ' (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 10.20 0.0000 10.70 34.169 11.20 48.323 11.70 59.183 10.30 15.281 10.80 37.431 11.30 50.681 11.80 61.124 10.40 21.611 10.90 40.430 11.40 52.935 11.90 63.005 10.50 26.468 11.00 43.221 11.50 55.097 12.00 64.832 10.60 30.562 11.10 45.843 11.60 57.176 1 ' BoeingCommercial Airplane Group P P Masterplan (10 year tailwater) Pond "D" Outlet Structure ' Tailwater Elevation = 10.20 (in CSTC Pond) ' Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge (ft) cfs) cfs) cfs) (cfs) cfs 8.5 0.00 0.00 0.00 0.00 ' 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 ' 8.9 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 ' 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 9.4 0.00 0.00 0.00 0.00 9.5 0.00 0.00 0.00 0.00 9.65 0.00 0.00 0.00 0.00 9.7 0.00 0.00 0.00 0.00 9.8 0.00 0.00 0.00 0.00 ' 9.9 0.00 0.00 0.00 0.00 10.0 0.00 0.00 0.00 0.00 0.00 10.1 0.00 0.00 0.00 0.00 0.00 ' 10.2 0.00 0.00 0.00 0.00 0.00 10.3 30.04 21.53 0.00 15.28 15.28 10.4 42.49 30.45 0.00 21.61 21.61 10.5 52.04 37.30 13.50 26.47 26.47 ' 10.6 60.09 43.07 18.28 30.56 30.56 10.7 67.18 48.15 23.46 34.17 34.17 10.8 73.59 52.74 29.03 37.43 37.43 10.9 79.49 56.97 34.97 40.43 40.43 11.0 84.98 60.90 41.26 43.22 43.22 11.1 90.13 64.60 47.88 45.84 45.84 11.2 95.01 68.09 54.82 48.32 48.32 11.3 99.64 71.42 62.07 50.68 50.68 11.4 104.07 74.59 69.61 52.94 52.94 11.5 108.32 77.64 77.45 55.10 55.10 ' 11.6 112.41 80.57 85.57 57.18 57.18 11.7 116.36 83.40 93.97 59.18 59.18 11.8 120.17 86.13 102.64 61.12 61.12 ' 11.9 123.87 88.78 111.56 63.01 63.01 12.0 127.46 91.36 120.75 64.83 64.83 ' 014002\2220\engr\culverts.xis[Final-Pond"D"Summary(10yr)] Boeing Commercial Airplane Group Masterplan (10 year tailwater) ' Culvert Design Submerged Outlet (Pond"D"Control Structure) ' INLET PIPE OUTLET PIPE Length (ft)= 41 Length (ft)= 142 Diameter(in)= 60 Diameter(in)= 24 ' Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 ' Tailwater,hz(ft)= 10.20 Tailwater,hz(ft)= 10.20 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)I'I (ft) Hyd. Head Q(cfs) In,(ft) h, (ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 ' 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 9.0 7.5 0.00 9.0 7.5 0.00 ' 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 9.4 7.9 0.00 9.4 7.9 0.00 9.5 8.0 0.00 9.5 8.0 0.00 ' 9.6 8.1 0.00 9.6 8.1 0.00 9.7 8.2 0.00 9.7 8.2 0.00 9.8 8.3 0.00 9.8 8.3 0.00 9.9 8.4 0.00 9.9 8.4 0.00 ' 10.0 8.5 0.00 10.0 8.5 0.00 10.1 8.6 0.00 10.1 8.6 0.00 10.2 8.7 0.00 10.2 8.7 0.00 10.3 8.8 30.04 10.3 8.8 15.28 ' 10.4 8.9 42.49 10.4 8.9 21.61 10.5 9.0 52.04 10.5 9.0 26.47 10.6 9.1 60.09 10.6 9.1 30.56 10.7 9.2 67.18 10.7 9.2 34.17 10.8 9.3 73.59 10.8 9.3 37.43 10.9 9.4 79.49 10.9 9.4 40.43 11.0 9.5 84.98 11.0 9.5 43.22 11.1 9.6 90.13 11.1 9.6 45.84 11.2 9.7 95.01 11.2 9.7 48.32 11.3 9.8 99.64 11.3 9.8 50.68 11.4 9.9 104.07 11.4 9.9 52.94 11.5 10.0 108.32 11.5 10.0 55.10 ' 11.6 10.1 112.41 11.6 10.1 57.18 11.7 10.2 116.36 11.7 10.2 59.18 11.8 10.3 120.17 11.8 10.3 61.12 11.9 10.4 123.87 11.9 10.4 63.01 ' 12.0 10.5 127.46 12.0 10.5 64.83 Notes: (1) Q=Cdk((2g(h,-h2))/0+((29Cdzn2L)/rH°"3)))vz Eq.5.71 CERM ' 014002\22Mengr\culverts.xls[Final-Submerged Outlet(10yr)] ' Boeing Commercial Airplane Group Masterplan (10 year tailwater) 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. No. of Risers= 2 Tailwater= 10.20 ' Stage Dif. Head Flowrate (ft) at Orifice Riser Hb(ft) (cfs)(1) ' 8.5 -1.70 0.00 8.6 -1.60 0.00 8.7 -1.50 0.00 8.8 -1.40 0.00 8.9 -1.30 0.00 9.0 -1.20 0.00 ' 9.1 1 -1.10 0.00 9.2 -1.00 0.00 9.3 -0.90 0.00 9.4 -0.80 0.00 ' 9.5 -0.70 0.00 9.6 1 -0.60 0.00 9.7 -0.50 0.00 ' 9.8 -0.40 0.00 9.9 -0.30 0.00 10.0 -0.20 0.00 10.1 -0.10 0.00 10.2 0.00 0.00 10.3 0.10 21.53 10.4 0.20 30.45 10.5 0.30 37.30 10.6 0.40 43.07 10.7 0.50 48.15 10.8 0.60 52.74 10.9 0.70 56.97 11.0 0.80 60.90 11.1 0.90 64.60 11.2 1.00 68.09 11.3 1.10 71.42 11.4 1.20 74.59 11.5 1.30 77.64 11.6 1.40 80.57 11.7 1.50 83.40 11.8 1.60 86.13 ' 11.9 1.70 88.78 12.0 1.80 91.36 Notes: (1) Q=9.739(D)(H)3/2, Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)1"2, Orifice Flow(Waterworks Manual Eq 6-33) ' Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xls[Final-36"Risers(10yr)] Boeing Commercial Airplane Group Masterplan(10 year tailwater) Suppressed Weir , (inside Pond'D'discharge structure) Weir Length(ft)= 13.0 Weir Elevation= 10.00 , Tailwater= 10.20 Free Discharge Submerged Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate ' (ft) Upstream (ft) Upstream Downstream Free Submerged H (ft) C,(2) (cfs)(1) H (ft) Hdo,,,,,(ft) Cl(2) (cfs)(1) (cfs)(1) 10.0 0.00 0.00 Oh No! 10.0 0.00 0.20 #DIV/0! #DIV/0! #DIV/0! 10.1 0.10 0.64 Oh No! 10.1 0.10 0.20 0.64 1.40 #NUM! , 10.2 0.20 0.62 Oh No! 10.2 0.20 0.20 0.62 3.87 0.00 10.3 1 0.30 0.62 Oh No! 10.3 0.30 0.20 0.62 7.05 5.21 10.4 0.40 0.62 Oh No! 10.4 0.40 0.20 0.62 10.82 9.15 10.5 0.50 0.61 Oh No! 10.5 0.50 0.20 0.61 15.10 13.50 10.6 0.60 0.61 Oh No! 10.6 0.60 0.20 0.61 19.84 18.28 ' 10.7 0.70 0.61 Oh No! 10.7 0.70 0.20 0.61 25.01 23.46 10.8 0.80 0.61 Oh No! 10.8 0.80 0.20 0.61 30.56 29.03 10.9 0.90 0.61 Oh No! 10.9 0.90 0.20 0.61 36.49 34.97 11.0 1.00 0.61 Oh No! 11.0 1.00 0.20 0.61 42.77 41.26 ' 11.1 1.10 0.62 Oh No! 11.1 1.10 0.20 0.62 49.39 47.88 11.2 1.20 0.62 Oh No! 11.2 1.20 0.20 0.62 56.32 54.82 11.3 1.30 0.62 Oh No! 11.3 1.30 0.20 0.62 63.57 62.07 11.4 1.40 0.62 Oh No! 11.4 1.40 0.20 0.62 71.12 69.61 11.5 1.50 0.62 Oh No! 11.5 1.50 0.20 0.62 78.96 77.45 , 11.6 1.60 0.62 Oh No! 11.6 1.60 0.20 0.62 87.08 85.57 11.7 1.70 0.62 Oh No! 11.7 1.70 0.20 0.62 95.47 93.97 11.8 1.80 0.62 Oh No! 11.8 1.80 0.20 0.62 104.14 102.64 11.9 1.90 0.62 Oh No! 11.9 1.90 0.20 0.62 113.07 111.56 12.0 2.00 0.62 Oh No! 12.0 2.00 0.20 0.62 122.25 120.75 ' Notes: (1) O=2/3(Ci)(b)(2g)v2(H)a2 (2) C,=[0.6035+0.0813(H/1)+(0.000295N)]`[1+(0.00361/H)IN2 (Rehbock) (3) O:.e=Q,_(1-(H,,._/Hw)y2)0.ses 014002\222Mengr\cuNerts.xls[Fina]-Overflow Weir(10yr)] , P 39:16:4 2 2 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 10YR, POND"D" BASIN ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' 10YR, MASTER POND"D" ......... 0.00 63.04 POND"D" 10-PNDD 10.66 1 39.36 5 ac-ft 2 3 99 2 : 55 : 8 m Sverdrup Civil Inc age 1 ' / / P P P BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' MASTERPLAN 25YR, POND"D" BASIN ROUTED STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 25-PNDD ' Description: 25-PONDD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> , (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 10.65 0.0000 11.05 30.502 11.45 43.200 11.85 52.924 10.75 14.760 11.15 34.127 11.55 45.825 11.95 55.086 10.85 21.438 11.25 37.398 11.65 48.308 12.05 56.146 ' 10.95 26.375 11.35 40.404 11.75 50.668 BoeingCommercial Airplane Group P P ' Masterplan (25 year tailwater) Pond "D" Outlet Structure Tailwater Elevation = 10.65 (in CSTC Pond) ' Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ft) (cfs) (cfs) (cfs) (cfs) cfs 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 ' 8.9 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 ' 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 9.4 0.00 0.00 0.00 0.00 9.5 0.00 0.00 0.00 0.00 ' 9.65 0.00 0.00 0.00 0.00 9.7 0.00 0.00 0.00 0.00 9.8 0.00 0.00 0.00 0.00 ' 9.9 0.00 0.00 0.00 0.00 10.0 0.00 0.00 #DIV/0! 0.00 #DIWO! 10.1 0.00 0.00 #NUM! 0.00 #NUM! 10.2 0.00 0.00 #NUM! 0.00 #NUM! 10.3 0.00 0.00 #NUM! 0.00 #NUM! 10.4 0.00 0.00 #NUM! 0.00 #NUM! 10.5 0.00 0.00 #NUM! 0.00 #NUM! ' 10.6 0.00 0.00 #NUM! 0.00 #NUM! 10.7 21.24 15.23 10.51 10.81 10.81 10.8 36.80 26.37 18.40 18.72 18.72 10.9 47.50 34.05 25.30 24.16 24.16 11.0 56.21 40.28 32.14 28.59 28.59 11.1 63.73 45.68 39.12 32.42 32.42 11.2 70.46 50.50 46.31 35.84 35.84 11.3 76.60 54.90 53.74 38.96 38.96 11.4 82.28 58.97 61.43 41.85 41.85 11.5 87.59 62.78 69.38 44.55 44.55 ' 11.6 92.60 66.37 77.59 47.10 47.10 11.7 97.35 69.77 86.06 49.52 49.52 11.8 101.88 73.02 94.78 51.82 51.82 11.9 106.22 76.13 103.75 54.03 54.03 12.0 110.39 79.12 112.98 56.15 56.15 ' 014002\2220\engr\culverts.xls[Final-Pond"D'Summary(25yr)] Boeing Commercial Airplane Group Masterplan (25 year tailwater) ' Culvert Design Submerged Outlet (Pond"D" Control Structure) ' INLET PIPE OUTLET PIPE Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 , Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater, h2(ft)= 10.65 Tailwater,h2(ft)= 10.65 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)i'I (ft) Hyd.Head Q(cfs) h,(ft) hi (ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 ' 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 9.0 7.5 0.00 9.0 7.5 0.00 ' 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 9.4 7.9 0.00 9.4 7.9 0.00 , 9.5 8.0 0.00 9.5 8.0 0.00 9.6 8.1 0.00 9.6 8.1 0.00 9.7 8.2 0.00 9.7 8.2 0.00 9.8 8.3 0.00 9.8 8.3 0.00 9.9 8.4 0.00 9.9 8.4 0.00 ' 10.0 8.5 0.00 10.0 8.5 0.00 10.1 8.6 0.00 10.1 8.6 0.00 10.2 8.7 0.00 10.2 8.7 0.00 10.3 8.8 0.00 10.3 8.8 0.00 ' 10.4 8.9 0.00 10.4 8.9 0.00 10.5 9.0 0.00 10.5 9.0 0.00 10.6 9.1 0.00 10.6 9.1 0.00 10.7 9.2 21.24 10.7 9.2 10.81 10.8 9.3 36.80 10.8 9.3 18.72 10.9 9.4 47.50 10.9 9.4 24.16 11.0 9.5 56.21 11.0 9.5 28.59 11.1 9.6 63.73 11.1 9.6 32.42 11.2 9.7 70.46 11.2 9.7 35.84 11.3 9.8 76.60 11.3 9.8 38.96 11.4 9.9 82.28 11.4 9.9 41.85 11.5 10.0 87.59 11.5 10.0 44.55 , 11.6 10.1 92.60 11.6 10.1 47.10 11.7 10.2 97.35 11.7 10.2 49.52 11.8 10.3 101.88 1 11.8 10.3 51.82 11.9 10.4 106.22 11.9 10.4 54.03 12.0 10.5 110.39 12.0 10.5 56.15 Notes: (1) Q=CdA0((2g(h,-h2))/(1+((29Cd2n2L)/rH')))1M2,Eq.5.71 CERM , 014002\2220\engr\culver1s.xls[Final-Submerged Outlet(25yr)] ' ' Boeing Commercial Airplane Group Masterplan (25 year tailwater) ' 36-inch Diameter Telescoping Outlet Riser, Dia= 36.00 in. No. of Risers= 2 Tailwater= 10.65 rStage Dif. Head Flowrate (ft) at Orifice Riser Hb(ft) (cfs)(1) 8.5 -2.15 0.00 8.6 -2.05 0.00 8.7 -1.95 0.00 ' 8.8 -1.85 0.00 8.9 -1.75 0.00 9.0 -1.65 0.00 9.1 1 -1.55 0.00 9.2 -1.45 0.00 9.3 -1.35 0.00 9.4 -1.25 0.00 ' 9.5 -1.15 0.00 9.6 -1.05 0.00 9.7 -0.95 0.00 ' 9.8 -0.85 0.00 9.9 -0.75 0.00 10.0 -0.65 0.00 10.1 -0.55 0.00 ' 10.2 -0.45 0.00 10.3 -0.35 0.00 10.4 -0.25 0.00 ' 10.5 -0.15 0.00 10.6 -0.05 0.00 10.7 0.05 15.23 10.8 0.15 26.37 ' 10.9 0.25 34.05 11.0 0.35 40.28 11.1 0.45 45.68 11.2 0.55 50.50 11.3 0.65 54.90 11.4 0.75 58.97 11.5 0.85 62.78 11.6 0.95 66.37 11.7 1.05 69.77 11.8 1.15 73.02 E2O 1.25 76.13 1.35 79.12 ' Notes: (1) Q= 9.739(D)(H)312, Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)112, Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xls[Final-36°Risers(25yr)] Boeing Commercial Airplane Group , Masterplan(25 year tailwater) Suppressed Weir , (inside Pond'D'discharge structure) Weir Length(ft)= 13.0 Weir Elevation= 10.00 Tailwater= 10.65 Free Discharge Submerged Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate (ft) Upstream (ft) Upstream Downstream Free Submerged H (ft) C (2) (cfs)(1) H� (ft) Hd-(ft) C,(2) (cfs)(1) (cfs)(3) 10.0 0.00 0.00 Oh No! 10.0 0.00 0.65 #DIV/0! #DIV/0! #DIV/0! 10.1 0.10 0.64 Oh No! 10.1 0.10 0.65 0.64 1.40 #NUM! 10.2 0.20 0.62 Oh No! 10.2 0.20 0.65 0.62 3.87 #NUM! 10.3 0.30 0.62 Oh No! 10.3 0.30 0.65 0.62 7.05 #NUM! 10.4 0.40 0.62 Oh No! 10.4 0.40 0.65 0.62 10.82 #NUM! 10.5 0.50 0.61 Oh No! 10.5 0.50 0.65 0.61 15.10 #NUM! 10.6 0.60 0.61 Oh No! 10.6 0.60 0.65 0.61 19.84 #NUM! ' 10.7 0.70 0.61 Oh No! 10.7 0.70 0.65 0.61 25.01 10.51 10.8 0.80 0.61 Oh No! 10.8 0.80 0.65 0.61 30.56 18.40 10.9 0.90 0.61 Oh No! 10.9 0.90 0.65 0.61 36.49 25.30 11.0 1.00 0.61 Oh No! 11.0 1.00 0.65 0.61 42.77 32.14 11.1 1.10 0.62 Oh No! 11.1 1.10 0.65 0.62 49.39 39.12 11.2 1.20 0.62 Oh No! 11.2 1.20 0.65 0.62 56.32 46.31 11.3 1.30 0.62 Oh No! 11.3 1.30 0.65 0.62 63.57 53.74 11.4 1.40 0.62 Oh No! 11.4 1.40 0.65 0.62 71.12 61.43 11.5 1.50 0.62 Oh No! 11.5 1.50 0.65 0.62 78.96 69.38 ' 11.6 1.60 1 0.62 Oh No! 1 11.6 1.60 0.65 0.62 87.08 77.59 11.7 1.70 0.62 Oh No! 11.7 1.70 0.65 0.62 95.47 86.06 11.8 1.80 0.62 Oh No! 11.8 1.80 0.65 0.62 104.14 94.78 11.9 1.90 0.62 Oh No! 132.0 1.9 1.90 0.65 0.62 113.07 103.75 12.0 2.00 0.62 Oh No! 2.00 0.65 0.62 122.25 112.98 ' Notes: (1) Q=2/3(C,)(b)(2g)1/2(H)W ' (2) C,=[0.6035+0.0813(H/1)+(0.000295N)]`[i+(0.00361/H)e2 (Rehbock) (3) Qsub=Qf,_(1-(H do_/HW)N2)0.385 1 014002\2220\engr\culverts.xls[Final-0vedlow Weir(25yr)] i 2/3/99 2 :55 : 9 pm Sverdrup Civil Inc page 2 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR, POND"D" BASIN ROUTED LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ------------------------------------------------------------------------------------- 25YR, MASTER POND-D.. ......... 0.00 75.82 POND"D" 25-PNDD 11.50 1 44.40 7 ac-ft 1 i 1 1 r r r 2 1 99 7 :44 :44 m Sverdrup Civil Inc page l / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR, POND"D" BASIN ROUTED STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 100-PNDD ' Description: 100PONDD STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfS-- ------- 11.00 0.0000 11.60 37.431 12.20 52.935 12.80 64.832 11.10 15.281 11.70 40.430 12.30 55.097 12.90 66.608 11.20 21.611 11.80 43.221 12.40 57.176 13.00 68.339 11.30 26.468 11.90 45.843 12.50 59.183 11.40 30.562 12.00 48.323 12.60 61.124 11.50 34.169 12.10 50.681 12.70 63.005 r r ' Boeing Commercial Airplane Group Masterplan (100 year tailwater) ' Pond "D" Outlet Structure ' Tailwater Elevation= 11.00 (in CSTC Pond) Stage Inlet Pipe Telescoping Risers Weir Outlet Pipes Discharge ' ft cfs cfs cfs cfs cfs 8.5 0.00 0.00 0.00 0.00 8.6 0.00 0.00 0.00 0.00 ' 8.7 0.00 0.00 0.00 0.00 8.8 0.00 0.00 0.00 0.00 8.9 1 0.00 0.00 0.00 0.00 9.0 0.00 0.00 0.00 0.00 9.1 0.00 0.00 0.00 0.00 9.20 0.00 0.00 0.00 0.00 9.3 0.00 0.00 0.00 0.00 9.4 0.00 0.00 0.00 0.00 ' 9.5 1 0.00 0.00 0.00 0.00 9.65 0.00 0.00 0.00 0.00 9.7 0.00 0.00 0.00 0.00 ' 9.8 0.00 0.00 0.00 0.00 9.9 0.00 0.00 0.00 0.00 10.0 0.00 0.00 0.00 0.00 0.00 10.1 1 0.00 0.00 0.00 0.00 0.00 10.2 0.00 0.00 0.00 0.00 0.00 10.3 0.00 0.00 0.00 0.00 0.00 10.4 0.00 0.00 0.00 0.00 0.00 10.5 0.00 0.00 #NUM! 0.00 #NUM! 10.6 0.00 0.00 #NUM! 0.00 #NUM! 10.7 1 0.00 0.00 #NUM! 0.00 #NUM! 10.8 0.00 0.00 #NUM! 0.00 #NUM! 10.9 0.00 0.00 #NUM! 0.00 #NUM! ' 11.0 0.00 0.00 #NUM! 0.00 #NUM! 11.1 30.04 21.53 22.73 15.28 15.28 11.2 42.49 30.45 32.48 21.61 21.61 ' 11.3 1 52.04 37.30 41.26 26.47 26.47 11.4 60.09 43.07 49.80 30.56 30.56 11.5 67.18 48.15 58.34 34.17 34.17 11.6 73.59 52.74 66.98 37.43 37.43 ' 11.7 79.49 56.97 75.78 40.43 40.43 11.8 84.98 60.90 84.77 43.22 43.22 11.9 90.13 64.60 93.95 45.84 45.84 12.0 95.01 68.09 103.35 48.32 48.32 12.1 99.64 71.42 112.96 50.68 50.68 12.2 104.07 74.59 122.80 52.94 52.94 12.3 108.32 77.64 132.85 55.10 55.10 12.4 112.41 80.57 143.13 57.18 57.18 12.5 1 116.36 83.40 153.62 59.18 59.18 12.6 120.17 86.13 164.34 61.12 61.12 12.7 123.87 88.78 175.27 63.01 63.01 ' 12.8 127.46 91.36 186.43 64.83 64.83 12.9 130.96 1 93.86 1 197.79 66.61 66.61 13.0 134.36 96.30 209.37 68.34 68.34 ' 014002\2220\engr\culverts.xls[Final-Pond T"Summary(100yr)] Boeing Commercial Airplane Group Masterplan(100 year tailwater) ' Culvert Design Submerged Outlet (Pond'D'Control Structure) INLET PIPE OUTLET PIPE ' Length(ft)= 41 Length(ft)= 142 Diameter(in)= 60 Diameter(in)= 24 Invert Elevation= 1.5 Invert Elevation= 1.5 Number of Culverts= 1 Number of Culverts= 4 , Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 Tailwater,h2(ft)= 11.00 Tailwater,h2(ft)= 11.00 Stage Upstream Flowrate Stage Upstream Flowrate , (ft) Hyd.Head 0(Cfs)t1i (ft) Hyd.Head 0(Cfs)I'1 h1(ft) hI(ft) 8.5 7.0 0.00 8.5 7.0 0.00 8.6 7.1 0.00 8.6 7.1 0.00 8.7 7.2 0.00 8.7 7.2 0.00 8.8 7.3 0.00 8.8 7.3 0.00 8.9 7.4 0.00 8.9 7.4 0.00 9.0 7.5 0.00 9.0 7.5 0.00 ' 9.1 7.6 0.00 9.1 7.6 0.00 9.2 7.7 0.00 9.2 7.7 0.00 9.3 7.8 0.00 9.3 7.8 0.00 9.4 7.9 0.00 9.4 7.9 0.00 9.5 8.0 0.00 9.5 1 8.0 0.00 ' 9.6 8.1 0.00 9.6 8.1 0.00 9.7 8.2 0.00 9.7 8.2 0.00 9.8 8.3 0.00 9.8 8.3 0.00 9.9 8.4 0.00 9.9 8.4 0.00 10.0 8.5 0.00 10.0 8.5 0.00 10.1 8.6 0.00 10.1 8.6 0.00 10.2 8.7 0.00 10.2 1 8.7 0.00 10.3 8.8 0.00 10.3 8.8 0.00 10.4 8.9 0.00 10.4 8.9 0.00 10.5 9.0 0.00 10.5 9.0 0.00 ' 10.6 9.1 0.00 10.6 9.1 0.00 10.7 9.2 0.00 10.7 9.2 0.00 10.8 9.3 0.00 10.8 9.3 0.00 10.9 9.4 0.00 10.9 9.4 0.00 11.0 9.5 0.00 11.0 9.5 0.00 , 11.1 9.6 30.04 11.1 9.6 15.28 11.2 9.7 42.49 11.2 9.7 21.61 11.3 9.8 52.04 11.3 9.8 26.47 11.4 1 9.9 60.09 11.4 9.9 30.56 11.5 10.0 67.18 11.5 10.0 34.17 ' 11.6 10.1 73.59 11.6 10.1 37.43 11.7 10.2 79.49 11.7 10.2 40.43 11.8 10.3 84.98 11.8 10.3 43.22 11.9 10.4 90.13 11.9 10.4 45.84 , 12.0 10.5 95.01 12.0 10.5 48.32 12.1 10.6 99.64 12.1 10.6 50.68 12.2 10.7 104.07 12.2 10.7 52.94 12.3 10.8 108.32 12.3 10.8 55.10 12.4 10.9 j 112.41 12.4 10.9 57.18 ' 12.5 11.0 116.36 12.5 11.0 59.18 12.6 11.1 120.17 12.6 11.1 61.12 12.7 11.2 123.87 12.7 11.2 63.01 12.8 11.3 127.46 12.8 11.3 64.83 12.9 11.4 130.96 12.9 11.4 66.61 13.0 11.5 134.36 13.0 11.5 68.34 Notes: (1) Q=CaAo((2g(ht-h2))/(1+((290d2n2L)/r,43)))112 Eq.5.71 CERM ' 014002\2220\engr\cu1vens.x1s[Final-Submerged Outlet(100yr)I ' ' Boeing Commercial Airplane Group Masterplan (100 year tailwater) 36-inch Diameter Telescoping Outlet Riser,Dia= 36.00 in. No.of Risers= 2 Tailwater= 11.00 Stage Dif.Head Flowrate ' (ft) at Orifice Riser Hb(ft) (cfs)(1) 8.5 -2.50 0.00 8.6 -2.40 0.00 ' 8.7 -2.30 0.00 8.8 -2.20 0.00 8.9 -2.10 0.00 9.0 -2.00 0.00 ' 9.1 -1.90 0.00 9.2 -1.80 0.00 9.3 -1.70 0.00 9.4 -1.60 0.00 ' 9.5 -1.50 0.00 9.6 -1.40 0.00 9.7 -1.30 0.00 9.8 -1.20 0.00 ' 9.9 -1.10 0.00 10.0 -1.00 0.00 10.1 -0.90 0.00 10.2 -0.80 0.00 10.3 -0.70 0.00 10.4 -0.60 0.00 10.5 -0.50 0.00 10.6 -0.40 0.00 ' 10.7 -0.30 0.00 10.8 -0.20 0.00 10.9 -0.10 0.00 11.0 0.00 0.00 ' 11.1 0.10 21.53 11.2 0.20 30.4545 11.3 0.30 37.30 11.4 0.40 43.07 11.5 0.50 48.15 ' 11.6 0.60 52.74 11.7 0.70 56.97 11.8 0.80 60.90 11.9 0.90 64.60 12.0 1.00 68.09 12.1 1.10 71.42 12.2 1.20 74.59 12.3 1.30 77.64 ' 12.4 1.40 80.57 12.5 1.50 83.40 12.6 1.60 86.13 12.7 1.70 88.78 12.8 1.80 91.36 12.9 1.90 93.86 13.0 2.00 96.30 ' Notes: (1) Q=9.739(D)(H)3/2,Weir Flow(Waterworks Manual Eq 6-32) Q=3.782(D2)(H)112,Orifice Flow(Waterworks Manual Eq 6-33) Flow transitions from weir to orifice flow at 0.80 feet of head. ' 014002\2220\engr\culverts.xls[Final-36'Risers(100yr)] Boeing Commercial Airplane Group , Masterplan 100 year tailwater) Suppressed Weir (inside Pond"D"discharge structure) Weir Length(ft)= 13.0 Weir Elevation= 10.00 Tailwater= 11.00 Free Discharge Submerged Stage Hyd.Head Coefficient Flowrate Stage Hyd.Head Hyd.Head Coefficient Flowrate Flowrate , (ft) Upstream (ft) Upstream Downstream Free Submerged Hu (ft) Cl(2) (cfs)(1) H (ft) Hd-(ft) Cl(2) (cfs)(1) (cfs)(3) 10.0 0.00 0.00 Oh No! 10.5 0.50 1.00 0.61 15.10 #NUM! 10.1 0.10 0.64 Oh No! 10.6 0.60 1.00 0.61 19.84 #NUM! ' 10.2 0.20 0.62 Oh No! 10.7 0.70 1.00 0.61 25.01 #NUM! 10.3 0.30 0.62 Oh No! 10.8 0.80 1.00 0.61 30.56 #NUM! 10.4 0.40 0.62 Oh No! 10.9 0.90 1.00 0.61 36.49 #NUM! 10.5 0.50 0.61 Oh No! 11.0 1.00 1.00 0.61 42.77 #NUM! 10.6 0.60 0.61 Oh No! 11.1 1.10 1.00 0.62 49.39 22.73 10.7 0.70 0.61 Oh No! 11.2 1.20 1.00 0.62 56.32 32.48 10.8 0.80 0.61 Oh No! 11.3 1 1.30 1.00 0.62 63.57 41.26 10.9 0.90 0.61 Oh No! 11.4 1.40 1.00 0.62 71.12 49.80 11.0 1.00 0.61 Oh No! 11.5 1.50 1.00 0.62 78.96 58.34 ' 11.1 1.10 0.62 Oh No! 11.6 1.60 1.00 0.62 87.08 66.98 11.2 1.20 0.62 Oh No! 11.7 1.70 1.00 0.62 95.47 75.78 11.3 1.30 0.62 Oh No! 11.8 1.80 1.00 0.62 104.14 84.77 11.4 1 1.40 0.62 Oh No! 11.9 1.90 1.00 0.62 113.07 93.95 11.5 1.50 0.62 Oh No! 12.0 2.00 1.00 0.62 122.25 103.35 , 11.6 1.60 0.62 Oh No! 12.1 2.10 1.00 0.62 131.69 112.96 11.7 1.70 0.62 Oh No! 12.2 2.20 1.00 0.62 141.38 122.80 11.8 1.80 0.62 Oh No! 12.3 2.30 1.00 0.62 151.31 132.85 11.9 1.90 0.62 Oh No! 12.4 2.40 1.00 0.62 161.48 143.13 12.0 2.00 0.62 Oh No! 12.5 2.50 1.00 0.63 171.88 153.62 , 12.1 2.10 0.62 Oh No! 1 12.6 2.60 1.00 1 0.63 182.52 164.34 12.2 2.20 0.62 Oh No! 12.7 2.70 1.00 0.63 193.39 175.27 12.3 2.30 0.62 Oh No! 12.8 2.80 1.00 0.63 204.48 186.43 12.4 2.40 0.62 Oh No! 12.9 2.90 1.00 0.63 215.80 197.79 ' 12.5 2.50 0.63 Oh No! 13.0 3.00 1.00 1 0.63 227.33 209.37 12.6 2.60 0.63 Oh No! 12.7 2.70 0.63 Oh No! 12.8 2.80 0.63 Oh No! 12.9 2.90 0.63 Oh Not ' 13.0 3.00 0.63 Oh No! Notes: (1) O=2/3(C,)(b)(2g)112(H)a2 (2) C,=[0.6035+0.0813(H/Y)+(0.000295/Y)]'[1+(0.00361/H)]y2 (Rehbock) (3) O-e=Orree(1-(Hmwr✓Hw)3/2)0.385 r e 014002\2220\engr\culverts.xls[Final-Overflow Weir(100yr)] ' 2 2 99 4 : 32 : 54 m Sverdrup Civil Inc page 1 / / P P P g BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 100YR, POND"D" BASIN ROUTED --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) ' 100YR,MASTER POND"D" ......... 0.00 88.63 POND"D" 100-PNDD 12.OS 1 49.47 9 ac-ft Boeing Commercial Airplane Group Surface Water Management Project ' Masterplan CSTC Basin 24-Hour Peak Peak Peak 2-year ' Storm Inflow Stage Outflow Tailwater Event (Cfs) (ft) (CfS) Elevation ' 2 year 42.03 9.66 11.93 9.55 10 year 62.86 10.20 20.66 10.10 25 year 74.07 10.64 18.45 10.25 ' 100 year 84.80 10.99 22.60 10.50 Pond "D" Basin and CSTC Basin routed through CSTC Pond ' to Delta Area. Sverdrup Civil, Inc. 014002\2220\engr\kbca1c30.x1s[Masterplan-CSTC] Appendix D 2/4/99 ' 2/2/99 4 : 10 : 7 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, ENLARGED CSTC POND STORAGE STAGE STORAGE TABLE ' CUSTOM STORAGE ID No. CSTC-ENL Description: CSTC ENLARGED ' STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 8.50 0.0000 0.0000 9.40 318536 7.3126 10.30 680715 15.627 11.20 1094821 25.134 8.60 33236 0.7630 9.50 356625 8.1870 10.40 725263 16.650 11.30 1145958 26.308 8.70 66471 1.5260 9.60 394714 9.0614 10.50 769811 17.672 11.40 1197094 27.481 8.80 99707 2.2890 9.70 432804 9.9358 10.60 814358 18.695 11.50 1248230 28.655 8.90 132942 3.0519 9.80 470893 10.810 10.70 858906 19.718 11.60 1299366 29.829 9.00 166178 3.8149 9.90 508983 11.685 10.80 903454 20.740 11.70 1350502 31.003 ' 9.10 204267 4.6893 10.00 547072 12.559 10.90 948001 21.763 11.80 1401639 32.177 9.20 242357 5.5637 10.10 591620 13.582 11.00 992549 22.786 11.90 1452775 33.351 9.30 280446 6.4382 10.20 636167 14.604 11.10 1043685 23.960 12.00 1503911 34.525 7 m Sverdrup Civil Inc page 1 ' 2/3/99 2 :17 .3 p P P 9 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 2YR, CSTC BASIN ROUTED STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. F-CSTC ' Description: F-CSTC STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ' (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 9.55 0.0000 10.25 43.253 10.95 67.193 11.65 109.43 9.65 13.124 10.35 45.831 11.05 72.274 11.75 116.62 9.75 19.066 10.45 47.987 11.15 77.698 11.85 124.07 9.85 24.209 10.55 50.846 11.25 83.448 11.95 131.78 9.95 29.160 10.65 54.261 11.35 89.509 12.05 135.69 10.05 34.085 10.75 58.154 11.45 95.867 10.15 39.053 10.85 62.477 11.55 102.51 ' Boeing Commercial Airplane Group Masterplan(2 year tailwater) Contracted Broad-Crested Weir (between CSTC Pond and Delta Area) Tailwater Elev._ 9.55 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (it) Upstream Downstream Height Cr I't Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate Hw(ft) H_(it) Y(n) b__,(it) N b. (it)(2) Q(cfs)wr Q(cfs)to H (h) y(n) ban„ (it) Q(cis)"I Q(cts)t.r Q(cis) Q(gpm) 8.5 0.0 1.1 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 1.1 8.5 0.64 T31 2 7.31 1 0 0.00 0.00 8.8 0.3 1.1 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 1.1 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 1.1 8.5 0.62 7.31 2 7.30 6 1 0 0.00 0.00 9.0 0.5 1.1 8.5 0.61 7.31 2 7.30 8 0 0.00 0.00 9.1 0.6 1.1 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 1.1 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 1.1 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 1.1 8.5 0.62 7.31 2 7.29 21 0 0.00 0.00 9.5 1.0 1.1 8.5 0.62 7.31 2 7.29 24 0 0.00 0.00 9.6 1.1 1.1 8.5 0.62 7.31 2 7.29 28 10 9.83 1 4412.25 9.7 1.2 1.1 8.5 0.62 7.31 2 7.29 32 16 16.42 7368.25 9.8 1.3 1.1 8.5 0.62 7.31 2 7.29 36 1 22 1 21.71 9746.23 9.9 1.4 1.1 8.5 0.62 7.31 2 7.28 40 27 1 26.70 11984.84 10.0 1.5 1.1 8.5 0.62 7.31 2 7.28 44 32 31.62 14190.73 10.1 1.6 1.1 8.5 0.62 7.31 2 7.28 49 37 36.55 16405.91 10:2 1;7 1 1=1 8.6 0.82 7.31 2 7.28 54 42 41.65 18850.54 10.3 -0.7 0.69 45 45 '- 0.0 10.26 11.98 0 0 44.95 20176.06 10.4 -0.7 0.63 45 45 0.1 10.26 11.98 2 2 46.71 20964.46 10.5 -0.7 0.62 45 45 0.2 10.26 11.98 5 1 5 49.27 22111.97 10.6 -0.7 0.62 45 45 0.3 10.26 11.98 8 8 52.43 23530.41 10.7 -0.7 0.61 45 45 0.4 10.26 11.98 11 11 56.10 25177.19 10.8 -0.7 0.61 45 45 0.5 10.26 11.98 16 16 60.21 27025.78 10.9 -0.7 0.61 45 45 0.6 10.26 11.98 20 20 64.74 29057.F>4 11.0 -0.7 0.61 45 45 0.7 10.26 11.98 25 25 69.65 31258.90 11.1 -0.7 0.61 45 45 0.8 10.26 11.98 30 30 74.90 33618.69 11.2 -0.7 0.61 45 45 0.9 10.26 11.98 36 36 80.49 36128.22 11.3 -0.7 0.61 45 45 1.0 10.26 11.98 1 42 42 86.40 38780.19 11.4 -0.7 0.62 45 45 1.1 10.26 11.98 48 1 48 92.61 41568.41 11.5 -0.7 0.62 45 45 1.2 10.26 11.98 55 55 99.12 44487.59 11112�O 6 -0.7 0.62 45 45 1.3 10.26 11.98 61 61 105.90 47533.11 -0.7 0.62 45 45 1.4 10.26 11.98 68 68 112.96 50700.90 -0.7 0.62 45 45 1.5 10.26 11.98 76 76 120.28 53987.37 -0.7 0.62 45 45 1.6 10.26 11.98 83 83 127.86 57389.28 -0.7 0.62 45 45 1.7 10.26 11.98 91 91 135.69 60903.73 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir. (1) Ct=[0.6035+0.0813(HN)+(0.000295N)1*11+(0.00361/H))"(Rehbock) (2) b.,Fb,(0.1)(N)(H) (3) Q=2/3(Ct)(b.a(2g)ta(H)" (4) Q.m=Qaaa(1-(Hm r/Hw)arz)O.a For Suppressed Sharp-Crested Weir. (5) Q=2/3(Ct)(b)(29)ta(H)a (6) Q„a=Qa„11-(H.M.)arz)o.a� 01400222201arprlcararacted wak.zls[Final-war(2 yr)l 2/2/99 4 : 6 : 18 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT 1 MASTERPLAN, CSTC BASIN ROUTED LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE 1 <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2YR, MASTER CSTC ............. 0.00 42.03 CSTC-ENL F-CSTC 9.66 2 11.93 10 ac-ft 1 1 i 1 1 1 1 1 1 1 1 1 1 2/3/99 2 : 18 : 0 pm Sverdrup Civil Inc page 1 ' BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 10YR, CSTC BASIN ROUTED --------------------------------------------------------------------- --------------------------------------------------------------------- ' STAGE DISCHARGE TABLE CUSTOM DISCHARGE ID No. 10-CSTC Description: 10-CSTC ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 10 10 0 0000 10 60 33 856 11 10 56 333 11 60 87 334 10.20 20.954 10.70 37.525 11.20 61.924 11.70 94.392 ' 10.30 26.382 10.80 41.644 11.30 67.833 11.80 101.71 10.40 28.139 10.90 46.171 11.40 74.045 11.90 109.29 10.50 30.696 11.00 51.075 11.50 80.549 12.00 117.12 r Boeing Commercial Airplane Group Masterplan(10 year tailwater) Contracted Broad-Crested Weir (between CSTC Pond and Delta Area) Tailwater Elev.= 10.10 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (h) Upstream Downstream Height Ct Itt Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate H (ft) Hm (ft) Y(it) b._,(ft) N b.a.(ft)t" Q(cts) Q(Cfs)tot H (ft) Y(it) b._,(ft) Q(cfs)tar Q(cfs) Q(cfs) Q(gpm) 8.5 0.0 1.6 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 1.6 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 1.6 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 1.6 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 1.6 8.5 0.62 7.31 2 7.30 6 0 0.00 0.00 9.0 0.5 1.6 8.5 0.61 7.31 2 7.30 1 8 0 0.00 0.00 9.1 0.6 1.6 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 1.6- 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 1.6 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 1.6 8.5 0.62 7.31 2 7.29 21 0 0.00 0.00 9.5 1.0 1.6 8.5 0.62 7.31 2 7,29 24 0 0.00 0.00 9.6 1.1 1.6 8.5 0.62 7.31 2 7.29 28 0 0.00 0.00 9.7 1.2 1.6 8.5 0.62 7.31 2 7.29 32 0 0.00 0.00 9.8 1.3 1.6 8.5 1 0.62 7.31 1 2 7.29 _36 0 0.00 0.00 9.9 1.4 1.6 8.5 0.62 7.31 2 7.28 40 0 1 0.00 0.00 10.0 1.5 1.6 8.5 0.62 7.31 2 7.28 44 0 0.00 0.00 10.1 1.6 1.6 8.5 0.62 7.31 2 7.28 49 0 0.00 0.00 10.2 1.7 > 1.6 8..6 "0.62 7.31 2 7.28 r 54 21 20,95 9404:80'7 10.3 -0.2 0.69 26 : 26 0.0 10.26 11.98 0 0 26.38 11841.27 10.4 -0.2 0.63 26 26 0.1 10.26 11.98 2 2 28.14 12629.67 10.5 -0.2 0.62 26 26 0.2 10.26 11.98 5 5 1 30.70 13777.18 10.6 -0.2 0.62 26 26 0.3 10.26 11.98 8 8 33.86 15195.62 10.7 -0.2 1 0.61 1 26 1 26 0.4 10.26 11.98 1 11 11 37.53 16842.40 10.8 •0.2 0.61 26 26 0.5 10.26 11.98 16 16 41.64 18690.98 10.9 -0.2 0.61 26 26 0.6 10.26 11.98 20 20 46.17 20722.94 11.0 •0.2 0.61 26 26 0.7 10.26 11.98 25 25 51.08 22924.11 11.1 -0.2 0.61 26 26 0.8 10.26 11.98 30 30 56.33 25283.90 11.2 -0.2 0.61 26 26 0.9 10.26 11.98 36 36 61.92 27793.43 11.3 •0.2 0.61 26 26 1.0 10.26 11.98 42 42 67.83 30445.40 11.4 -0.2 0.62 26 26 1.1 10.26 11.98 48 48 74.04 33233.62 11.5 -0.2 0.62 26 26 1.2 10.26 11.98 55 55 80.55 36152.80 11.6 -0.2 0.62 26 26 1.3 10.26 11.98 61 61 87.33 39198.32 11.7 -02 0.62 26 26 1.4 10.26 11.98 68 68 94.39 42366.11 11.8 -0.2 0.62 26 26 1.5 10.26 11.98 76 76 101.71 45652.58 11.9 -0.2 0.62 26 26 1.6 10.26 11.98 83 83 109.29 49054.49 12.0 -0.2 0.62 26 26 1.7 10.26 11.98 91 91 117.12 52568.94 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir: (1) Ct=[0.6035+0.0813(WY)+(0.000295/Y)]'[t+(0.00361/H)] (Rehbock) (2) b.tFb.aw-(0.1)(N)(H) (3) Q=2/3(Ct)(b.n)(29)trz(H)v (4) Q„y=Qt.e 11-(Hd..WHa.)"]o xs For Suppressed Sharp-Crested Weir. (5) Q=213(Ct)(b)(29)'a(H)r (6) Q„e=Qr»[1-(Hd_WHw)azf m 01400z¢Wwngmmractedw ivxls(Final-weir(t0yr)) P 30:17:4 2 2 99 m Sverdrup Civil Inc page 1 / / BOEING COMMERCIAL AIRPLANE GROUP 1 SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 10YR, CSTC BASIN ROUTED LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE --------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 1 10YR, MASTER CSTC ............ 0.00 62.86 CSTC-ENL 10-CSTC 10.20 2 20.66 15 ac-ft Sverdrup Civil a 1 2/3/99 2 :56 : 8 pm S p Inc page BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR, CSTC BASIN ROUTED ------------------------------- --- STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 25-CSTC ' Description: 25-CSTC STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---CfS-- ------- (ft) ---Cfs-- ------- 10.25 0.0000 10.75 22.584 11.25 47.878 11.75 81.053 10.35 10.261 10.85 26.907 11.35 53.939 11.85 88.504 10.45 12.417 10.95 31.623 11.45 60.297 11.95 96.209 10.55 15.276 11.05 36.704 11.55 66.942 12.05 100.12 10.65 18.691 11.15 42.128 11.65 73.863 l Boeing Commercial Airplane Group Masterplan(25 year tailwater) Contracted Broad-Crested Weir (between CSTC Pond and Delta Area) Tailwater Elev.= 1025 Lower Weir Upper Weir Stage T HeadFDownstream Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (fl) eam Height C,(') Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate (n) (ft) Y(K) b.a..i(R) N ban.(n) 0(cfs)r i 0(CIS)141 H (n) Y(h) bwau.i(fQ 0(cis)��� 0(cis)i., 0(CIS) 0(9prn) 8.5 0.0 1.8 8.5 0.00 7.31 2 7.31 0 0 1 0.00 0.00 8.6 0.1 1.8 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 1.8 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 1.8 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 1.8 8.5 1 0.62 7.31 2 7.30 6 0 0.00 0.00 9.0 0.5 1.8 8.5 1 0.61 7.31 1 2 7.30 8 0 0.00 0.00 9.1 0.6 1.8 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 1.8 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 1.8 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 1.8 8.5 0.62 7.31 2 7.29 21 0 0.D0 0.00 9.5 1.0 1.8 8.5 0.62 7.31 2 7.29 24 0 0.00 0.00 9.6 1.1 1.8 8.5 0.62 7.31 2 7.29 28 0 0.00 0.00 9.7 ..2 1.8 8.5 0.62 7.31 2 7.29 32 0 0.00 0.00 9.8 1.3 1.8 8.5 0.62 7.31 2 7.29 36 0 0.00 0.00 9.9 1.4 1.8 8.5 0.62 7.31 2 7.28 40 0 0.00 0.00 10.0 1.5 1.8 8.5 0.62 7.31 2 7.28 44 0 0.00 0.D0 10.1 1.6 1.8 8.5 0.62 7.31 2 7.28 49 0 0.00 0.00 10.2 0 1.$ 8.6 0.62 7.31 2 7.28 64 0 0.00 0100 10.3 0.0 0.69 9 9 0.0 10.26 11.98 0 0 9.38 4211.14 10.4 0.0 0.63 9 9 0.1 10.26 11.98 2 2 11.14 4999.54 10.5 0.0 0.62 9 9 0.2 10.26 11.98 5 5 13.70 1 6147.05 10.6 0.0 0.62 9 9 0.3 10.26 11.98 8 8 16.86 7565.49 10.7 1 0.0 1 0.61 9 9 0.4 10.26 11.98 11 11 20.53 9212.27 10.8 1 0.0 0.61 9 9 0.5 10.26 11.98 16 16 24.64 11060.86 10.9 0.0 0.61 9 9 0.6 10.26 11.98 20 20 29.17 13092.72 11.0 0.0 0.61 9 9 0.7 10.26 11.98 25 25 34.08 15293.98 11.1 0.0 0.61 9 9 0.8 10.26 11.98 30 30 39.33 17653.77 11.2 0.0 0.61 9 9 0.9 10.26 11.98 36 36 44.92 20163.30 11.3 0.0 0.61 9 9 1.0 10.26 1 11.98 42 1 42 50.83 22815.27 11.4 0.0 0.62 9 9 1.1 10.26 11.98 48 48 1 57.04 25603.49 11.5 0.0 0.62 9 9 1.2 10.26 11.98 55 55 63.55 28522.67 11.6 0.0 0.62 9 9 1.3 10.26 11.98 61 61 70.33 31568.19 11.7 0.0 0.62 9 9 1.4 10.26 11.98 68 68 77.39 34735.98 11.8 0.0 0.62 9 9 1.5 10.26 11.98 76 76 84.71 38022.45 11.9 0.0 0.62 9 9 1.6 10.26 11.98 83 83 92.29 41424.36 12.0 0.0 0.62 9 1 9 1.7 10.26 11.98 91 91 100.12 ["01881 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir: (1) C,=[0.6035+0.0813(WY)+(0.000295N))'11+(0.00361/H)l" (Rehbock) (2) b,Fb__-(0.1)(N)(H) (3) 0=M(Cr)(bwr)(29)' (H)a (4) C_=0`„[1-(HmwaHw)arz)O.ass For Suppressed Sharp-Crested Weir. (5) 0=2/3(Cr)(b)(2g)"(H)w (6) Q_=0...(1-(Hm.41­1w)a2)O.�as 0140oza220%ngr=rarW*d weir.:e[Final-war(25 yr)] 2/3/99 2 : 56 : 10 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR, CSTC BASIN ROUTED LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE , <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR, MASTER CSTC .. 0.00 74.07 CSTC-ENL 25-CSTC 10.64 2 18.45 19 ac-ft i i 1 i 1 1 1 i 1 1 2 3 99 3 : 10 : 9 m Sverdrup Civil Inc page 1 / / P P P g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR, CSTC BASIN ROUTED --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE ' CUSTOM DISCHARGE ID No. 100-CSTC Description: 100-CSTC 1 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft, ---cfs-- ------- (ft, ---cfs-- ------- (ft, ---cfs-- ------- 10.50 0.0000 10.90 18.216 11.30 39.954 11.70 66.532 10.60 5.5362 11.00 23.152 11.40 46.173 11.80 73.857 10.70 9.4255 11.10 28.430 11.50 52.682 11.90 81.437 10.80 13.638 11.20 34.035 11.60 59.472 12.00 89.268 Boeing Commercial Airplane Group Masterplan(100 year tailwater) Contracted Broad-Crested Weir (between CSTC Pond and Delta Area) Tailwater Elev.= 10.50 Lower Weir Upper Weir Stage Hyd.Head Hyd.Head Weir Coefficient Actual No.of sides Effective Free Submerged Hyd.Head Weir Actual Free Actual Total Total (h) Upstream Downstream Height C,t'r Width contracted Width Flowrate Flowrate Upstream Height Width Flowrate Flowrate Flowrate Flowrate Haa(n) Ham.,,,(h) y(ft) b.au.i(f0 N ban(h) 0(cfs) Q(cfs)1Q H (h) V(ft) b_"(ft) 0(cfs)wr Q(cfs)ror 0(cts) Q(gpm) 8.5 0.0 2.0 8.5 0.00 7.31 2 7.31 0 0 0.00 0.00 8.6 0.1 2.0 8.5 0.64 7.31 2 7.31 1 0 0.00 0.00 8.8 0.3 2.0 8.5 0.62 7.31 2 7.31 3 0 0.00 0.00 8.8 0.3 2.0 8.5 0.62 7.31 2 7.31 4 0 0.00 0.00 8.9 0.4 2.0 8.5 1 0.62 7.31 2 7.30 6 0 0.00 1 0.00 9.0 0.5 2.0 8.5 0.61 7.31 2 7.30 8 0 0.00 0.00 9.1 0.6 2.0 8.5 0.61 7.31 2 7.30 11 0 0.00 0.00 9.2 0.7 2.0 8.5 0.61 7.31 2 7.30 14 0 0.00 0.00 9.3 0.8 2.0 8.5 0.62 7.31 2 7.30 17 0 0.00 0.00 9.4 0.9 2.0 8.5 0.62 7.31 2 7.29 21 0 0.00 0.00 9.5 1.0 2.0 8.5 0.62 7.31 2 7.29 24 0 0.00 0.00 9.6 1.1 2.0 8.5 0.62 T31 2 7.29 28 0 0.00 0.00 9.7 1.2 2.0 8.5 0.62 7.31 1 2 7.29 32 0 0.00 0.00 9.8 1.3 1 2.0 8.5 0.62 7.31 2 7.29 36 0 0.00 0.00 9.9rl. 2.0 8.5 0.62 7.31 2 7.28 40 0 r5.5 0.00 10.0 2.0 8.5 0.62 7.31 2 7.28 44 0 0.00 10.1 2.0 8.5 0.62 7.31 2 7.28 49 0 0.00 102 2.40.6 0.62 7.31 2 7.28 64 0 0. 10.30.2 0.69 0 0 0.0 10.26 11.98 0 0 0.00 10.40.2 0.63 0 0 0.1 10.26 11.98 2 0 0.00 10.50.2 0.62 0 0 0.2 10.26 11.98 5 0 0.00 10.60.2 0.62 0 0 0.3 10.26 11.98 8 6 2484.80 10.7 0.2 0.61 0 0 0.4 10.26 11.98 11 9 . 4230.45 10.8 1 0.2 0.61 1 0 0 0.5 10.26 11.98 1 16 14 13.64 6121.16 10.9 1 0.2 0.61 1 0 0 0.6 10.26 11.98 20 18 18.22 8175.88 11.0 0.2 0.61 1 0 0 0.7 10.26 11.98 25 23 23.15 10391.14 11.1 0.2 0.61 1 0 0 0.8 10.26 11.98 30 28 28.43 12760.14 11.2 0.2 0.61 1 0 0 0.9 10.26 11.98 36 34 34.04 15276.02 11.3 0.2 0.61 0 0 1.0 10.26 11.98 42 40 39.95 17932.49 11.4 0.2 0.62 0 0 1.1 10.26 11.98 48 46 46.17 20723.97 11.5 0.2 0.62 0 0 1 1.2 10.26 11.98 55 1 53 52.68 23645.52 11.6 0.2 0.6 1 0 1 0 1.3 10.26 11.98 61 1 59 59.47 26692.77 11.7 0.2 0.62 1 0 0 1.4 10.26 11.98 68 67 66.53 29861.81 11.8 0.2 0.62 0 0 1.5 10.26 11.90 76 74 73.86 33149.15 11.9 0.2 0.62 1 0 1 0 1 1.6 1 10.26 1 11.98 83 81 81.44 36551.64 12.0 1 1 0.2 0.62 0 1 0 1 1.7 1 10.26 1 11.98 91 89 89.27 140066.45 Weir length transitions at a Stage of 10.26 For Contracted Sharp-Crested Weir: (1) C,=[0.6035+0.0813(WY)+(0.000295N)1`11+(0.00361/H))32(Rehbock) (2) b.rFb_"-(0.1)(N)(H) (3) Q=2/3(Cr)(batt)(29)'rz(H)sn (4) 0„s=Qr«[1-(H_WHw)wr For Suppressed Sharp-Crested Weir. (5) Q=213(Cr)(b)(2g)12(H)� (6) Qae=%_[1-(Hd_WHw)azf"s 01400=220,9ogn<orxractedarak.xbIFlnal-War(t00yr)) 2/3/99 3 : 10 : 9 pm Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR, CSTC BASIN ROUTED LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR, MASTER CSTC 0.00 84.80 CSTC-ENL 100-CSTC 10.99 2 22.60 23 ac-ft 1 Boeing Commercial Airplane Group , Surface Water Management Project Masterplan , Delta Basin 24-Hour Peak Peak Peak 2-year Storm Inflow Stage Outflow Tailwater Event (cfs) (ft) (cfs) Elevation 2 year 12.25 9.54 8.15 8.60 10 year 21.29 10.06 14.07 8.60 25 year 19.05 10.22 16.63 8.60 100 year 23.34 10.42 19.76 8.60 Pond "D" Basin, CSTC Basin, and Delta Basin routed through , Delta Area to Springbrook Creek. Sverdrup Civil, Inc. ' 014002\2220\engr\kbca1c30.x1s[Masterplan-Delta] Appendix D 2/4/99 2 1 99 5 : 11 : 16 m Sverdrup Civil Inc page 1 / / P P P 3 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, DELTA BASIN ROUTED ' STAGE STORAGE TABLE 1 CUSTOM STORAGE ID No. DELTA Description: DELTA STAGE <----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 8.90 114867 2.6370 10.30 279433 6.4149 11.70 634817 14.573 7.60 6984 0.1603 9.00 123750 2.8409 10.40 293411 6.7358 11.80 671609 15.418 7.70 13968 0.3207 9.10 135125 3.1020 10.50 307388 7.0567 11.90 708400 16.263 7.80 20953 0.4810 9.20 146500 3.3632 10.60 321365 7.3775 12.00 745192 17.107 7.90 27937 0.6413 9.30 157875 3.6243 10.70 335343 7.6984 12.10 806852 18.523 8.00 34921 0.8017 9.40 169251 3.8855 10.80 349320 8.0193 12.20 868511 19.931 8.10 43804 1.0056 9.50 180626 4.1466 10.90 363297 8.3402 12.30 930170 21.354 8.20 52687 1.2095 9.60 192001 4.4077 11.00 377275 8.6610 12.40 991830 22.769 8.30 61570 1.4134 9.70 203376 4.6689 11.10 414066 9.5057 12.50 1053489 24.185 8.40 70453 1.6174 9.80 214751 4.9300 11.20 450858 10.350 12.60 1115148 25.600 8.50 79336 1.8213 9.90 226126 5.1911 11.30 487650 11.195 12.70 1176808 27.016 8.60 88218 2.0252 10.00 237502 5.4523 11.40 524442 12.040 12.80 1238467 28.431 8.70 97101 2.2291 10.10 251479 5.7732 11.50 561233 12.884 12.90 1300127 29.847 8.80 105984 2.4331 10.20 265456 6.0940 11.60 598025 13.729 r p page Sverdru Civil Inc1 , 2/1/99 5 : 13 :21 pm BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT , MASTERPLAN, DELTA BASIN ROUTED ------------------------------------------ STAGE DISCHARGE TABLE , CUSTOM DISCHARGE ID No. CSTC-OUT Description: CSTC-OUT STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> r (ft) ---Cfe-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- (ft) ---Cfs-- ------- 8.60 0.0000 9.50 7.7207 10.40 19.444 11.30 37.306 8.70 1.2868 9.60 8.7974 10.50 21.029 11.40 39.520 8.80 2.5736 9.70 9.8741 10.60 22.956 11.50 41.734 8.90 3.8603 9.80 10.951 10.70 24.884 11.60 44.202 9.00 5.1471 9.90 12.027 10.80 26.811 11.70 46.671 9.10 5.6618 10.00 13.104 10.90 28.738 11.80 49.140 9.20 6.1765 10.10 14.689 11.00 30.665 11.90 51.608 , 9.30 6.6913 10.20 16.274 11.10 32.879 12.00 54.077 9.40 7.2060 10.30 17.859 11.20 35.092 1 i r r r r r � � ilk � � � !� >� � � il♦ � � � � � � � � Boeing Commercial Airplane Group Surface Water Management Project CSTC Delta Area Discharge Vault Summary (Basin 3 Discharge Structure to Springbrook Creek) Stage Vault Inlet Ca aci Vault Interior Capacity Vault Outlet Capacity Actual Vault (ft) ��� 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)(5) (cfs)(7) 8.60 0 0 0 0 0 0 9.00 0 5 5 67 20 5 9.50 0 7 7 124 30 7 10.00 3 9 13 187 38 13 10.50 10 11 20 257 44 20 11.00 18 12 30 334 49 30 11.50 28 13 41 418 54 41 12.00 39 14 53 508 59 53 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\Kbcalcl8.xls[Summary) 4_-� ' MH OPENING MH STEP TYP jTYP-- •• . .r .. Guv TYP a•-o•xe-o' BlLCO DOOR I FYING TIMBER I r ------ 000F201NATES L005 I DIP CL 53 FLxPE ' I I TO SPRWGBROOK CREEK 1 1 I b04 I �!! I A ICES 0 iCE�(D) SU CONC� I j { BOLTED FLANGED JOINT t_ -_---- —CYLINDRICALW� WATER 1/8• SCREENED REEK --ii OPENING : f JOHNSON SCREENS OR APPROVED EOUAI. ' OPENRiG •'� b 1 b NOTE: FOR DETAILS NOT SHOWN SEE 1S80(0) ir PVC GRAIN DIP CAST INTO PYC a- AcCUNIONESS o CONCRETE Z YR Fi?v/ srau PVC BALL VALVE .� E oN ,SPielN(,BltooK I DETAIL OUTLETBROOK STRUCTURE CREEK / I 1 SCALE NONE iCi 0 1Ce4(D) C�EK� 7 10 MH OPENING \\\\ DOORO DOOR BILE D OP NINE PROVIDE REMOVABISTEEL W/ 1-• SMOOTH G - NOTE: BARS AT C• OC V EL 12.0 EL 15.2OWENTATION CON LOC ANCHOR BSTOP LAG ANGLE GUID � CONSIST OF SHE BOLTS, NUTS AND WASHERS P C THROUGH BOTH STOP 2'-0-x3'-0 ANGLE GUIDES ON BOTHWILLOW PLANTINGSi RFLOW 3/e GALV WESIDES SEE PLANTING PUOPENING STIFFENER 0 121 OCFOR SPECIES A110SPARINGEL 9.S 35'� OUTLET 1C S �. STOP LOG ANCH J1 LE EL: 6. I.E. EL-5.9 I.n-,XS , I.E. EL 5.4 0.42% Cf we DRNN LEVEL , 3/00 EPDXY e' v l ANCHOR BOLTS, r •�j NUTS AM WASHERS C EMBEDMENT 0 12' D.C. ~• Cx17* TIMBER EL 1.0 STOP LOGS r 1 , ; U - SPRINGBROOK CREEK SECTION OUTLET_FTRUCTURE A SCALE: NONE 1 D T ) 50ACE : CSTL S 1 t C- 0ivEI.APMEN'(' STAM ORAInIAvE DETAu S -SHEET 5 DRA',JIN6 %COY'{W ' 1 rBoeing Commercial Airplane Group Surface Water Management Project ' 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 (ft) Head Height CL(1) Width contracted Width Q(cfs)13) H(ft) Y(ft) b.t.,(ft) N b.,.(ft)12) r 9.5 0.0 9.5 0.000 3.0 2 3.00 0 10.0 0.5 9.5 0.614 3.0 2 2.99 3 10.5 1.0 9.5 0.615 3.0 2 2.98 10 11.0 1.5 9.5 0.619 3.0 2 2.97 18 ' 11.5 2.0 9.5 0.622 3.0 2 2.96 28 12.0 2.5 9.5 0.626 3.0 2 2.95 39 12.5 3.0 9.5 0.630 3.0 2 2.94 52 13.0 3.5 9.5 0.634 3.0 2 2.93 65 ' 13.5 4.0 9.5 0.639 3.0 2 2.92 80 14.0 4.5 9.5 0.643 3.0 2 2.91 96 Notes: (1) C1=[0.6035+0.0813(H/`)+(0.000295/Y)]'[1+(0.00361/H)]I (Rehbock) (2) beff=bastoal-(0.1)(N)(H) (3) Q=2/3(C1)(beff)(2g)1rz(H)32 ' CSTC Delta Area Discharge Vault Element 3 (Submerged Supressed Broad-Crested Weir,Stoplogs) ' Stage Hyd.Head Hyd.Head Weir Coefficient Actual Flowrate Flowrate (ft)(') Upstream Downstream Height C1(2) Width Free Flow Submerged Hu (ft) Hdown(ft) Y(ft) b.�t.f(ft) Qfree(cfs)(3) Qsub.(cfs)(4) 8.60 1.1 1.10 7.5 0.618 16.0 61 0 9.00 1.5 1.10 7.5 0.622 16.0 98 67 9.5 2.0 1.10 7.5 0.627 16.0 152 124 10.0 2.5 1.10 7.5 0.632 16.0 214 187 ' 10.5 3.0 1.10 7.5 0.637 16.0 283 257 11.0 3.5 1.10 7.5 0.642 16.0 360 334 11.5 4.0 1.10 7.5 0.648 16.0 444 418 12.0 4.5 1.10 7.5 0.653 16.0 534 508 12.5 5.0 1.10 7.5 0.658 16.0 630 604 13.0 5.5 1.10 7.5 0.664 16.0 733 707 13.5 6.0 1.10 7.5 0.669 16.0 842 816 ' 14.0 1 6.5 1.10 7.5 0.675 16.0 957 931 Notes: ' (1) 2-year tailwater in Springbrook Creek=8.60(Table 8-2, ESGRWSP, R.W. Beck, Dec 1996) (2) C1=[0.6035+0.0813(H/Y)+(0.000295/Y)]`[1+(0.00361/H)ff (Rehbock) (3) Qfree=2/3(C1)(b.c,..)(2g)v2(HUP)3r2 (4) Qsub=Qfree[1 -(HdowWH p)3r2]o.s85 r r 013893=01engr\Kbcalc18.)ds[E1 andO] 1 r Boeing Commercial Airplane Group Surface Water Management Project , INLET PIPE OUTLET PIPE r CSTC Delta Area Discharge Vault Element 2 CSTC Delta Area Discharge Vault Element 4 Length(ft)= 24 Length(ft)= 44 Diameter(in)= 18 Diameter(in)= 36 Invert Elevation= 6.0 Invert Elevation= 6.0 Number of Culverts= 1 Number of Culverts= 1 Manning's n= 0.013 Manning's n= 0.013 Coefficient,Cd= 0.62 Coefficient,Cd= 0.62 ' Tailwater,h2(ft)= 8.60 Tailwater,h2(ft)= 8.60 Stage Upstream Flowrate Stage Upstream Flowrate (ft) Hyd.Head Q(cfs)t'I (ft) Hyd.Head Q(cfs) h, (ft) h, (ft) 8.6 2.6 0.00 8.6 2.6 0.00 8.7 2.7 2.43 8.7 2.7 10.06 8.8 1 2.8 3.44 8.8 2.8 14.23 ' 8.9 2.9 4.22 8.9 2.9 17.42 9.0 3.0 4.87 9.0 &0 20.12 9.1 3.1 5.44 9.1 3.1 22.50 9.2 3.2 5.96 9.2 3.2 24.64 ' 9.3 3.3 6.44 9.3 3.3 26.62 9.4 3.4 6.88 9.4 3.4 28.45 9.5 3.5 7.30 9.5 3.5 30.18 9.6 3.6 7.70 9.6 3.6 31.81 ' 9.7 3.7 8.07 9.7 3.7 33.37 9.8 3.8 8.43 9.8 3.8 34.85 9.9 3.9 8.77 9.9 3.9 36.27 10.0 4.0 9.11 10.0 4.0 37.64 , 10.1 4.1 9.43 10.1 4.1 38.96 10.2 4.2 9.73 10.2 4.2 40.24 10.3 4.3 10.03 10.3 4.3 41.48 10.4 4.4 10.32 10.4 4.4 42.68 , 10.5 4.5 10.61 10.5 4.5 43.85 10.6 4.6 10.88 10.6 4.6 44.99 10.7 4.7 11.15 10.7 4.7 46.10 10.8 4.8 11.41 10.8 4.8 47.19 ' 10.9 4.9 11.67 10.9 4.9 48.25 11.0 5.0 11.92 11.0 5.0 49.28 11.1 5.1 12.17 11.1 5.1 50.30 11.2 5.2 12.41 11.2 5.2 51.30 ' 11.3 5.3 12.65 11.3 5.3 52.27 11.4 5.4 12.88 11.4 5.4 53.23 11.5 5.5 13.11 11.5 5.5 54.18 11.6 5.6 13.33 11.6 5.6 55.10 ' 11.7 5.7 13.55 11.7 5.7 56.01 11.8 5.8 13.77 11.8 5.8 56.91 11.9 5.9 13.98 11.9 5.9 57.79 12.0 6.0 14.19 12.0 6.0 58.66 , Notes: (1) Q=CaAo((2g(h1-h2)A1+((29Cd2n2L)/rH43)))72,Eq.5.71 CERM r 0138932220%9r1c18.)ds(Submerged Outlet-Freel ' 2/2/99 4 : 7 : 19 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, DELTA BASIN ROUTED TO CREEK --------------------------------------------------------------------- --------------------------------------------------------------------- ' LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2YR, MASTER DELTA ............ 0.00 12.25 DELTA CSTC-OUT 9.54 3 8.15 4 ac-ft 2/2/99 4 : 18 :40 pm Sverdrup Civil Inc page 1 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 10YR, DELTA ROUTED TO CREEK LEVEL POOL TABLE SUMMARY 1 MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE 1 <------—DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10YR, MASTER DELTA ........... 0.00 21.29 DELTA CSTC-OUT 10.06 3 14.07 6 ac-ft i 1 i 1 i 1 1 1 1 1 1 1 1 1 ' 2/3/99 2 : 57 : 10 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN 25YR, DELTA ROUTED TO CREEK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE c-------- DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 25YR, MASTER DELTA ........... 0.00 19.05 DELTA CSTC-OUT 10.22 3 16.63 6 ac-ft 2/3/99 3 : 10 : 57 pm Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT ' MASTERPLAN 25YR, DELTA ROUTED TO CREEK LEVEL POOL TABLE SUMMARY ' MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 100YR, MASTER DELTA .......... 0.00 23.34 DELTA CSTC-OUT 10.42 3 19.76 7 ac-ft ' 2 am Sverdrup Civil Inc page 1 2/4/99 10 :59 .2 p p g BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, 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 PLAN gAS+N B J �OBBAs1r ) Ro\J'r'F0 �! k T4R6%c,W Pory 0 C 2/4/99 10 : 59 :22 am Sverdrup Civil Inc page 2 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, 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: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> _(ft)=====cfs (ft)=====cfs (ft)=====cfs (ft)=====cfs=====________ ' 10.00 0.0000 10.80 0.2995 11.60 0.6469 12.40 1.2161 10.10 0.1059 10.90 0.3177 11.70 0.7101 12.50 1.2671 10.20 0.1498 11.00 0.3349 11.B0 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 11.20 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 11.40 0.3963 12.20 1.1050 10.70 0.2802 11.50 0.5680 12.30 1.1623 2/4/99 10 :59 :22 am Sverdrup Civil Inc page 3 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, 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 ft 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 2/4/99 10 : 59 :22 am Sverdrup Civil Inc page 4 BOEING COMMERCIAL AIRPLANE GROUP ' SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, BASIN B-3 ROUTED THRU 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---> (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 0.0000 12.70 0.8711 2/4/99 10 : 59 :23 am Sverdrup Civil Inc page 5 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, BASIN B-3 ROUTED THRU POND C LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) WQ, MASTER, B-3 .............. 0.00 0.26 PONDC COMB02 10.00 1 0.26 0.00 cf 2YR MASTER, B-3 .............. 0.00 1.29 PONDC COMB02 11.32 2 0.39 2036.56 cf SYR MASTER, B-3 .............. 0.00 1.66 PONDC COMB02 11.48 3 0.54 3041.46 cf ' 10YR MASTER, B-3 . 0.00 2.14 PONDC COMB02 11.67 4 0.69 4367.47 cf 25YR MASTER, B-3 ............ 0.00 2.63 PONDC COMB02 11.89 5 0.88 5940.34 cf 50YR MASTER, B-3 ............. 0.00 2.68 PONDC COMB02 11.91 6 0.90 6092.61 cf t100YR MASTER, B-3 ............ 0.00 3.13 PONDC COMB02 12.11 7 1.05 7561.36 cf t t 2 4 99 11 :3 : 3 am Sverdrup Civil Inc page 1 BOEING COMMERCIAL AIRPLANE GROUP SURFACE WATER MANAGEMENT PROJECT MASTERPLAN, BASIN B RELEASE RATES TO CRK HYDROGRAPH SUMMARY 1 PEAK TIME VOLUME ' HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres uJQ 1 0 . 385 490 8906 cf 13 . 29 ' a,(R 2 2 .408 480 56921 cf 13 . 29 ScR 3 3 . 140 480 73837 cf 13 . 29 6o�R 4 4 . 091 480 95625 cf 13 . 29 a5`fR 5 5 . 234 480 118032 cf 13 . 29 Soy& 6 5 . 343 480 120231 cf 13 . 29 tuo'LR 7 6 . 311 480 140731 cf 13 . 29 -ASTr(Z pLfAnJ �rLEaSE QAiE5 t