Loading...
HomeMy WebLinkAboutSWP272275 y�r��� � ,, � � ,, zz-� �, � �� � CITY OF PENTON RECEIVED i J U L 01 1996 BUILDING DIVISION ::.>::: : . < ....................................................................................................................................................................................................... ...................................................................................................................................................................................................... ....................................................................................................................................................................................................... ...................................................................................................................................................................................................... ....................................................................................................................................................................................................... ...................................................................................................................................................................................................... ::. T . .. 1 lilt:': :: :: .:::::::...... . ......:.. :::. : . ..... ......1..��T# .. .. ENT :.: :::..":°':': ' ' ..... ............... ......................... ::::..:..::.:..:. . ..................................................................................................................................................................................................:... ....................................................................................................................................................................................................... ...................................................................................................................................................................................................... ....................................................... .................................................... ._..................... ........................................................................................................................................................................ ................................................ ...... ....................................................................................................................................................................... ....................................................................................................................................................................................................... ...................................................................................................................................................................................................... OUR JOB NO. 5687 JUNE 27, 1996 LU Q� F wns B� Prepared By: _ Iz BARGHAUSEN CONSULTING ENGINEERS, INC. 28146 1 821 5 72ND AVENUE SOUTH F FGisrIER������ KENT, WASHINGTON 98032 NAL ENG b (206) 251 -6222 EXPIRES4/3/ 1 mP�GHAC��,V% i i CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES s� y �'iNg Er+GM� �3 1 S43413960344 TABLE OF CONTENTS I. INTRODUCTION/GENERAL INFORMATION A. Introduction/General Information 1. TIR Worksheet 2. Site Location II. PRELIMINARY CONDITION SUMMARY III. OFF-SITE ANALYSIS A. Upstream Drainage Analysis B. Downstream Drainage Analysis IV. RETENTION/DETENTION ANALYSIS AND DESIGN A. Existing Site Hydrology . B. Developed Site Hydrology C. Hydraulic Analysis D. Retention/Detention System V. CONVEYANCE SYSTEM DESIGN AND ANALYSIS VI. SPECIAL REPORT AND STUDY VII. BASIN AND COMMUNITY PLAN AREAS VIII. OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL DESIGN X. ADDITIONAL DOCUMENTS A. Bond Quantity Worksheet B. Retention/Detention Facility Summary Sheet and Sketch C. Declaration of Covenant XI. MAINTENANCE AND OPERATION MANUAL I. PROJECT OVERVIEW I. INTRODUCTION/GENERAL INFORMATION The proposed S.W. 16th Tech Center project consists of the development of an approximately 20-acre parcel located in Section 24, Township 23 North, Range 4 East, Willamette Meridian, in Renton, Washington. The developer proposes to add an additional 220,000 square feet to an existing building (Group Health) consisting of approximately 85,000 square feet. Also, a new separate building shall be added to the site of approximately 129,000 square feet. The project will also include the associated parking, grading and drainage, and utility improvements. The site is bounded on the north by S.W. 16th Street, on the east by Raymond Avenue S.W., and on the west and south by Springbrook Creek. The topography of the site is very flat. There appear to be no distinguished drainage courses across the undeveloped portion of the site. The developed portion, which consists of approximately 4 acres, has an existing storm drainage conveyance system that outfalls into Raymond Avenue S.W. It appears that there is no existing detention for that portion of the site. Elevations range from approximately 19 in the higher portions of the site to approximately 15 in the lower portions of the site. The site receives no upstream drainage from adjoining properties. Drainage on site generally flows toward the southwest and ends up in Springbrook Creek. After development, all site drainage will be conveyed to a detention pond in the south corner of the site and released into Springbrook Creek, in accordance with City of Renton and Department of Fish and Wildlife standards. i i 5687.004[KL/es/ks/kn] Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET , PART 1 PROJECT OWNER AND PART 2 PROJECT LOCATION PROJECT ENGINEER AND DESCRIPTION Project Owner/Rep: 0'Keefe Development Corp. Project Name Group Health Address 7900 S.E. 28th Street, #400 Location Phone Mercer Island WA 98040 Township 23N 4E Project Engineer Karl W. Lundberg, P.E. Range 24 Company Barghausen Consulting Engineers Section p y 18215 72nd Ave So Kent WA Project Size 20.2 AC Address Phone Upstream Drainage Basin Size 0 _ AC 98032 (206) 251-6222 PART 3 TYPE OF 0 Subdivision DOF/G HPA Shoreline Management Short Subdivision COE 404 Rockery 0 Grading DOE Dam Safety EJ Structural Vaults 0 Commercial E::] FEMA Floodplain 0 Other Other - 0 COE Wetlands © HPA COMMUNITYPART 5 SITE . DRAINAGE • Community Green River Valley Der'neW ikasin re aver PART"S-SITE CHARACTERISTICS River _ Floodplain ® Stream(Site Boundary) _ Wetlands 0 Critical Stream Reach 0 Seeps/Springs ® Depressions/Swales F--1 High Groundwater Table 0 Lake 0 Groundwater Recharge 0 Steep Slopes 0 Other Lakeside/Erosion Hazard PART.7.'SOILS Soil Type Slopes Erosion Potential Erosive Velocities UR-Urban Land Flat Low Low 0 Additional Sheets Attatched I/90 Page 2 of 2 King County Building and Land Development Division • TECHNICAL INFORMATION REPORT (TIR) WORKSHEET DEVELOPMENTPARTS LIMITATIONS, REFERENCE LIMITATION/SITE CONSTRAINT 0 Ch.4-Downstream Analysis a 0 0 o j 0 Additional Sheets Attatched PART 9 ESC REOUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities ® Stabilize Exposed Surface Stabilized Construction Entrance 0 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 0 Flag Limits of NGPES ® Construction Sequence Other ED Other PART 10 SURFACE WATER SYSTEM Grass Lined Channel 0 Tank E::] Infiltration Method of Analysis Pipe System E:J Vault F-j Depression SBUH F-1 Open Channel 0 Energy Dissapator E:j Flow Dispersal Compensation/Mitigation 0 Dry Pond = Wetland 0 Waiver of Eliminated Site Storage ® Wet Pond 0 Stream 0 Regional Detention Yes Brief Description of System Operation Convey all storm drainage to biofiltration swale and 3—cell wet/detention pond. Release to Springbrook Creek. Facility Related Site Limitations F-1 Additional Sheets Attatched Reference Facility Limitation PART 11.�STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) Drainage Easement 0 Cast in Place Vault Other Access Easement 0 Retaining Wall 0 Native Growth Protection Easement E:�] Rockery>4'High 0 Tract • E�:] Structural on Steep Slope Other PART-14 SIGNATURE OF PROFESSIONAL I or a civil engineer under my supervision have visited the site.Actual �� 1 site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. s%v»av IMn SITE 405 S.W. 16TH STREET I z 0 W CL Of Q z U O 3 SAR/ N c�F �Y�eRDo a 0 z VICINfTY MAP SCALE: 1"=3000' j H. PRELINVIINARY CONDITION SUMMARY CORE REQUIREMENTS 1. Discharge at Natural Location: All surface drainage will continue to discharge into its natural location (Springbrook Creek) following development. 2. Off-Site Analysis: No downstream drainage analysis is required for this project since flows discharge directly into Springbrook Creek and other core requirements have been met. 3. Runoff Control: Runoff control and water quality improvements have been designed per KCSWDM (see Section IV, this report). 4. Conveyance System: Conveyance system has been designed per KCSWDM (see Section V, this report). 5. Temporary Erosion and Sedimentation: TESC plans and details were submitted to the City of Renton previously under separate cover. The TESC report is included in Section IX of this report. 6. Maintenance and Operations: The on-site conveyance and detention systems ate private. However, they will fall under the jurisdiction of the City of Renton and will be subject to the City of Renton's requirements for maintenance and operation. 7. Bonds and Liability: This requirement will be complied with. 5687.004[KL/es/ks/kn] i SPECIAL REQUIREMENTS 1 1. Critical Drainage Area: This project does not lie within a critical drainage area. 2. Compliance Within an Existing Master Drainage Plan: A master drainage plan does not exist for this area. 3. Conditions for Requiring a Master Drainage Plan: These conditions are not exceeded by this project. Therefore, a Master Drainage Plan is not required. 4. Adopted Basin or Community Plan: This project does not lie within an adopted basin or community plan. 5. Special Water Quality Controls: The thresholds for this requirements are exceeded. Therefore, a water quality wet pond will be a part of the design. 6. Coalescing Plate Oil/Water Separators: The threshold of this requirement is not exceeded. 7. Closed Depressions: There are not closed depressions on this site that are discharged into. 8. Use of Lakes. Wetlands or Closed Depressions for Peak-Rate Runoff: The thresholds of this requirement are not exceeded. • 9. Delineation of 100-year F000dplain: The 100-year floodplain is delineated on the appropriate plans as required. 10. Flood Protection Facility for Type I and Type II Streams: The City of Renton is providing floodplain compensation as part of their Springbrook Creek improvement project. The floodplain compensation provided is in return for land along the creek banks being dedicated to the City. 11. Geo-Technical Analysis and Report: The threshold of this requirement is not exceeded. 12. Soils Analysis and Report: A soils analysis and report are prepared for this project and is contained in Section VI of this report. 5687.004[KUes/ks/kn] js _ r •� •r;• ,r _ rRh •sYY � � �'�AkE� .I � ;EvC lop P ROAD Tu. -L I. ` F d y. `' a� - i .i t;• ... OOf ,RHO ' h 1 • ' Wo g 1 5 Ur InC Wo a r Py 13 i •, 1 <. •� • *. ABC' BM 137 C Golf�ourse 1 1 -_ eta 1 — AmC '^1 ,\` - `� A t Ur InC - - - • - `r; Sew ge HE: • I .n \ --•'i-- - i GyO'SG6�� %f %C �;;, `I Subst. AgC •,t :120 :!' -t PO d AED 20 M 16 •1 s •,` 455 • .•y . Pu •iLongacrey'j-1: I PuPy .t• S15 ��1� °QU „�� Wo BD Iu v. Ur i U . rl �qgD ,u (T 1 0 , Trackit --- 29 1 1 nu AEC s Ng I aORsrvoir Jr- Py � 1 C = •■ I r w I• •� 2 D 2 So Tu z > C m 1 Pu m Sk UlJ Wo M I� Pu nE u 25 U __ 3 I2oL— 29 . 169 AgC 2 Py I- 1 .. 0 451 Sk n Wo Ur I:'. 0 IAEC • eO• 1 �� i 1�.• AmC i n •. J7) 1 ti s 1 �� �:SO v..,. ] i..1Y�� 7 i1 'AED .17 • AmB ...» i ALB` N11V7T6 ------------- Wo � a i �• qgg � ;t� vu o : Amer- Nor I ,., iVAmC •1. a •Ur •• ♦ I to, �� T�413 ••• `•. ., qg6 ; 3 NE g s r n2 > C.;1 • 1 Zan `'Dp 1 k g ;i s vy�.. wares, Tonle- 4. '' s re ..—•�. MB • � �<' 1,:y con 861 •%..• I -`4' * .JiA Es i , ',sue '''• ��. r ` rk E +' a is.. 1� .w.• • i' 1L. ale ! C • �' ' a st �:No �� 1 •i „� P4 x o5.; �, •ALB •5 - p3 = I �, . < KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL i (2) CN values can be area weighted when they apply to pervious areas of similar'CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the • low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNT' HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP' Alderwood C Orcas Peat D Arents, Alderwood Material C Oriidia D Arents, Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C SaW C Everett A/B ;'Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Nelton A Sultan C Newberg B Tukwila D Nooksack C i.Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted,and consisting ' chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water ` transmission. B. (M-6derately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted,and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soli with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils I have a very slow rate of water transmission. 1 ' From SCS, TR-55, Second Edition,June 1936, Exhibit A-1. Revisions made from SCS, Sol Interpretation Record, Form #5, September 19W. 3.5.2-2 11/92 SCS \VES"TERN WASHINGTON RUNOFF CURVE NUMBERS • SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 e5 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 ®6 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 0 fair.condition: grass cover on 50% to 75% of the area 77 85 9. 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies:' lakes, wetlands, ponds, etc. 100 100 103 1 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA- 15 Separate curve number 1.5 DU/GA_ 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA, 50 6.0 DU/GA 52 6.5 DU/GA 54 i 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commerdial business and industrial areas- (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas•(lawn) are considered to be in good condition for these curve --umbers. SCS CURVE NUMBER TABLE M. OFF SITE ANALYSIS i III. OFF-SITE ANALYSIS A. UPSTREAM DRAINAGE BASIN ANALYSIS The site does not receive any drainage from adjoining parcels upstream. All drainage that is conveyed towards the site is intercepted by the storm drainage systems in either S.W. 16th Street or Raymond Avenue S.W. and conveyed to the Springbrook Creek, bypassing the site. B. DOWNSTREAM DRAINAGE ANALYSIS From the site detention pond, water will be released into an existing ditch located along the south property line of the site. The storm drainage is conveyed approximately 225 feet to the west where it is picked up in a storm drainage pipe and conveyed directly into Springbrook Creek, about 90 feet from the pipe entrance. Springbrook Creek eventually drains into the Green River several thousand feet downstream of this site. 5687.004[KL/es/ks/knl IV. RETENTION/DETENTION ANALYSIS AND DESIGN i IV. RETENTION/DETENTION ANALYSIS AND DESIGN t A. EXISTING SITE HYDROLOGY i As mentioned in the introduction/general information section of this report, the existing Group Health building and parking lot contains a storm drainage conveyance system, but no detention system that outlets into the Raymond Avenue S.W. storm drainage conveyance system. The remaining undeveloped portion of the site generally sheetflows toward the southwest and outfalls into Springbrook Creek. No defined drainage courses are apparent in the undeveloped portion of this site. From the King County Soil Survey, the type of soils identified on site appear to be Urban Area Soils. Urban Area Soils have variable characteristics, as described in the soil survey. Generally, these soils consist of fill materials with relatively poor permeability. For this reason and because sites in surrounding areas have been identified as hydrologic Soil Group D, we have conservatively assumed that hydrologic Soil Group D curve numbers shall be used for this project. For purposes of designing the detention pond and determining the outlet structure, orifice, and weir sizes, the site was presumed to be in the pre-developed condition. Therefore, actual peak flows from the site following development should be decreased, as compared to flows exiting the site in current conditions. B. DEVELOPED SITE HYDROLOGY . The developed site will consist of approximately 20 acres, of which 90 percent t is to be impervious. Drainage will be conveyed from the buildings and the parking lot to the south to a water quality swale, and then released.into a detention pond that will serve the entire site in its developed state. The water quality swale is sized to treat the 2-year/24-hour design storm peak runoff in accordance with King County Surface Water Design Manual standards. The detention pond will be a three-cell wet/detention pond also designed in accordance with King County Surface Water Design Manual standards. C. HYDRAULIC ANALYSIS The calculations and methods used in designing the detention pond are based on the items outlined within the King County Surface Water Drainage Manual. The detention system has been sized using the Waterworks software program by Ingenious Systems, Inc. The detention pond has been designed to meet the pre-developed peak release rates of one-half of the 2-year design storm during the 2-year storm, and the 10-and 100-year design storms during the developed 10- and 100-year design storms, respectively. The design volume is increased by 30 percent without increasing total depth or altering the outlet control device, in accordance with King County Surface Water Drainage Manual standards. Calculations and computer output are provided within this section for more details of analysis. The on-site conveyance system has been designed to convey the 25-year/24-hour design storm event. Calculations were also done using the Waterworks software program. The design storm is based on the Santa Barbara Urban Hydrograph method. Calculations for on-site conveyance are contained in Section 5 of this report. is 5687.004[KL/es/ks/kn] I D. RETENTION/DETENTION SYSTEM The detention system for this project will be a three-celled wet/detention pond with a flow restrictor manhole to control discharge from the site. The pond will have a minimum of 3-feet dead storage. The control structure releases outflow directly from the site. The biofiltration swale precedes the f detention pond. Please refer to the grading and storm drainage plans for the complete details of the detention pond overflow structure and water quality swale. i • • 5687.004[KL/es/ks/kn] 6/21/96 10: 32 : 51 am Barghausen Engineers page 1 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS 5687-GH1 BASIN SUMMARY BASIN ID: DEV100YR NAME: 100YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 20. 21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 2 . 02 Acres 18 . 19 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . : 24 .75 min 15. 89 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 50. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1600. 00 kc: 42 . 00 s: 0. 0020 impTcReach - Sheet L: 80. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1600. 00 kc:42 . 00 s: 0. 0020 PEAK RATE: 14 . 38 cfs VOL: 6. 03 Ac-ft TIME: 480 min BASIN ID: DEV10YR NAME: 10YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 20.21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 02 Acres 18 . 19 Acres M TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . : 24 . 75 min 15. 89 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 50. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1600. 00 kc:42 . 00 s: 0. 0020 impTcReach - Sheet L: 80. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1600. 00 kc:42. 00 s: 0. 0020 PEAK RATE: 10.49 cfs VOL: 4. 36 Ac-ft TIME: 480 min BASIN ID: DEV2YR NAME: 2YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . .-. . : 20. 21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 02 Acres 18. 19 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . : 24 . 75 min 15. 89 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 50. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1600. 00 kc: 42 . 00 s: 0. 0020 impTcReach - Sheet L: 80. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1600. 00 kc:42 . 00 s: 0. 0020 PEAK RATE: 6. 97 cfs VOL: 2 .87 Ac-ft TIME: 480 min is 6/21/96 10: 32 :51 am Barghausen Engineers page 2 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: EX100YR NAME: 100YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 20.21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 20.21 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 0. 00 TC. . . . : 80. 93 min 0. 00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0100 TcReach - Shallow L: 900. 00 ks:9 . 00 s: 0. 0050 PEAK RATE: 5. 39 cfs VOL: 4 . 14 Ac-ft TIME: 490 min BASIN ID: EX10YR NAME: 10YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 20.21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 20. 21 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 0. 00 TC. . . . : 80. 93 min 0. 00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0100 TcReach - Shallow L: 900. 00 ks:9. 00 s: 0. 0050 PEAK RATE: 3 . 22 cfs VOL: 2 . 66 Ac-ft TIME: 510 min BASIN ID: EX2YR NAME: 2YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 20. 21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 20. 21 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 0. 00 TC. . . . : 80. 93 min 0. 00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0100 TcReach - Shallow L: 900. 00 ks:9. 00 s: 0. 0050 PEAK RATE: 1. 56 cfs VOL: 1.43 Ac-ft TIME: 540 min • 6/21/96 10: 32 :52 am Barghausen Engineers page 3 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS 5687-GH1 BASIN SUMMARY BASIN ID: WETPOND NAME: 1/3 2YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 20.21 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0. 67 inches AREA. . : 2 . 02 Acres 18 . 19 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . : 24 .75 min 15.89 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 50. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0100 TcReach - Sheet L: 50. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 1600. 00 kc:42 . 00 s: 0. 0020 impTcReach - Sheet L: 80. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0100 impTcReach - Channel L: 1600. 00 kc:42 . 00 s: 0. 0020 PEAK RATE: 1.78 cfs VOL: 0. 74 Ac-ft TIME: 480 min 6/21/96 10: 32 :52 am Barghausen Engineers page 4 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0. 780 1450 114623 cf 20. 21 2 1.863 980 170912 cf 20.21 3 5. 195 570 244809 cf 20. 21 4 0.745 1450 109915 cf 20. 21 5 1. 404 1340 149081 cf 20. 21 6 3 . 450 690 222555 cf 20. 21 6/21/96 10: 32 : 55 am Barghausen Engineers page 5 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 STORAGE STRUCTURE LIST STORAGE LIST ID No. FINAL Description: FINAL DETENTION POND (+30%) STORAGE LIST ID No. PRELIM Description: DESIGN DETENTION POND 6/21/96 10: 32 :55 am Barghausen Engineers page 6 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. FINAL Description: FINAL DETENTION POND (+30%) 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 20511 0.4709 12.20 81705 1.8757 13.80 196860 4.5193 9.10 707.35 0.0162 10.70 22751 0.5223 12.30 87751 2.0145 13.90 205209 4.7109 9.20 1415 0.0325 10.80 24991 0.5737 12.40 93797 2.1533 14.00 213558 4.9026 9.30 2122 0.0487 10.90 27230 0.6251 12.50 99843 2.2921 14.10 224494 5.1537 9.40 2829 0.0650 11.00 29470 0.6765 12.60 105889 2.4309 14.20 235431 5.4048 9.50 3537 0.0812 11.10 33484 0.7687 12.70 111934 2.5697 14.30 246368 5.6558 9.60 4244 0.0974 11.20 37499 0.8609 12.80 117980 2.7085 14.40 257305 5.9069 9.70 4951 0.1137 11.30 41513 0.9530 12.90 124026 2.8472 14.50 268242 6.1580 9.80 5659 0.1299 11.40 45527 1.0452 13.00 130072 2.9860 14.60 279179 6.4091 9.90 6366 0.1461 11.50 49542 1.1373 13.10 138421 3.1777 14.70 290115 6.6601 10.00 7074 0.1624 11.60 53556 1.2295 13.20 146769 3.3694 14.80 301052 6.9112 10.10 9313 0.2138 11.70 57570 1.3216 13.30 155118 3.5610 14.90 311989 7.1623 • 10.20 11553 0.2652 11.80 61585 1.4138 13.40 163466 3.7527 15.00 322926 7.4134 10.30 13792 0.3166 11.90 65599 1.5059 13.50 171815 3.9443 10.40 16032 0.3680 12.00 69614 1.5981 13.60 180163 4.1360 10.50 18272 0.4195 12.10 75659 1.7369 13.70 188512 4.3276 6/21/96 10: 32 : 55 am Barghausen Engineers page 7 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 STAGE STORAGE TABLE CUSTOM STORAGE ID No. PRELIM Description: DESIGN DETENTION POND 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 15778 0.3622 12.20 62850 1.4428 13.80 151431 3.4764 9.10 544.10 0.0125 10.70 17501 0.4018 12.30 67500 1.5496 13.90 157853 3.6238 9.20 1088 0.0250 10.80 19223 0.4413 12.40 72151 1.6564 14.00 164275 3.7712 9.30 1632 0.0375 10.90 20946 0.4809 12.50 76802 1.7631 14.10 172688 3.9644 9.40 2176 0.0500 11.00 22669 0.5204 12.60 81452 1.8699 14.20 181101 4.1575 9.50 2721 0.0625 11.10 25757 0.5913 12.70 86103 1.9767 14.30 189514 4.3506 9.60 3265 0.0749 11.20 28845 0.6622 12.80 90754 2.0834 14.40 197927 4.5438 9.70 3809 0.0874 11.30 31933 0.7331 12.90 95404 2.1902 14.50 206340 4.7369 9.80 4353 0.0999 11.40 35021 0.8040 13.00 100055 2.2969 14.60 214753 4.9301 9.90 4897 0.1124 11.50 38109 0.8749 13.10 106477 2.4444 14.70 223166 5.1232 10.00 5441 0.1249 11.60 41197 0.9457 13.20 112899 2.5918 14.80 231579 5.3163 10.10 7164 0.1645 11.70 44285 1.0166 13.30 119321 2.7392 14.90 239992 5.5095 10.20 8887 0.2040 11.80 47373 1.0875 13.40 125743 2.8867 15.00 248405 5.7026 10.30 10609 0.2436 11.90 50461 1.1584 13.50 132165 3.0341 10.40 12332 0.2831 12.00 53549 1.2293 13.60 138587 3.1815 10.50 14055 0.3227 12.10 58199 1.3361 13.70 145009 3.3289 6/21/96 10: 32 :55 am Barghausen Engineers page 8 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST RISER DISCHARGE ID No. 100YR Description: 100YR RISER INFLOW Riser Diameter (in) : 18 . 00 elev: 12 . 60 ft Weir Coefficient. . . : 9.739 height: 16. 00 ft Orif Coefficient. . . : 3 .782 increm: 0. 10 ft NOTCH WEIR ID No. 10YR Description: 10YR NOTCH WEIR RELEASE Weir Length: 1. 0000 ft. Weir height (p) : 3 . 4000 ft. Elevation 12 . 40 ft. Weir Increm: 0. 10 COMBINATION DISCHARGE ID No. 2/10/100 Description: COMBINED 2/10/100 YR RELEASE Structure: 2YR Structure: Structure: 10YR Structure: Structure: 100YR COMBINATION DISCHARGE ID No. 2/10YR • Description: COMBINED 2/10YR RELEASE Structure: 2YR Structure: Structure: 10YR Structure: Structure: MULTIPLE ORIFICE ID No. 2YR Description: 2YR ORIFICE RELEASE Outlet Elev: 8 .90 Elev: 6. 90 ft Orifice Diameter: 3 . 9229 in. 6/21/96 10: 32 :55 am Barghausen Engineers page 9 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS is 5687-GH1 STAGE DISCHARGE TABLE RISER DISCHARGE ID No. 100YR Description: 100YR RISER INFLOW Riser Diameter (in) : 18. 00 elev: 12 . 60 ft Weir Coefficient. . . : 9 . 739 height: 16. 00 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-- -7----- 12.60 0.0000 13.40 7.6111 14.30 11.095 15.20 13.721 12.60 0.0000 13.50 8.0728 14.40 11.417 15.30 13.983 12.70 0.4620 13.60 8.5095 14.50 11.730 15.40 14.239 12.80 1.3066 13.70 8.9248 14.60 12.034 15.50 14.491 12.90 2.4004 13.80 9.3217 14.70 12.331 15.60 14.739 13.00 3.6957 13.90 9.7023 14.80 12.622 15.70 14.983 13.10 5.1649 14.00 10.069 14.90 12.905 15.80 15.222 13.20 6.5914 14.10 10.422 15.00 13.183 15.90 15.458 13.30 7.1196 14.20 10.764 15.10 13.455 16.00 15.691 • 6/21/96 10: 32 :55 am Barghausen Engineers page 10 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE NOTCH WEIR ID No. 10YR Description: 10YR NOTCH WEIR RELEASE Weir Length: 1. 0000 ft. Weir height (p) : 3 . 4000 ft. Elevation 12 .40 ft. Weir Increm: 0. 10 STAGE <--DISCHARGE---> STAGE -DISCHARGE---> STAGE -DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 12.40 0.0000 13.40 2.7101 14.40 5.9487 15.40 7.5301 12.50 0.1017 13.50 3.0591 14.50 6.2078 15.50 7.5387 12.60 0.2828 13.60 3.4079 14.60 6.4484 15.60 7.5145 12.70 0.5105 13.70 3.7544 14.70 6.6690 15.70 7.4563 12.80 0.7720 13.80 4.0965 14.80 6.8681 15.80 7.3627 12.90 1.0592 13.90 4.4321 14.90 7.0442 15.90 7.2323 13.00 1.3663 14.00 4.7593 15.00 7.1959 16.00 7.0640 13.10 1.6885 14.10 5.0763 15.10 7.3217 13.20 2.0220 14.20 5.3813 15.20 7.4203 13.30 2.3636 14.30 5.6727 15.30 7.4902 6/21/96 10: 32 : 55 am Barghausen Engineers page 11 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 2/10/100 Description: COMBINED 2/10/100 YR RELEASE Structure: 2YR Structure: Structure: 10YR Structure: Structure: 100YR STAGE <--DISCHARGE---> STAGE -DISCHARGE---> STAGE -DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- ------=------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 8.90 0.0000 10.70 0.5603 12.50 0.8941 14.30 17.738 9.00 0.1321 10.80 0.5756 12.60 1.0861 14.40 18.345 9.10 0.1868 10.90 0.5906 12.70 1.7866 14.50 18.926 9.20 0.2287 11.00 0.6052 12.80 2.9034 14.60 19.480 9.30 0.2641 11.10 0.6194 12.90 4.2949 14.70 20.006 9.40 0.2953 11.20 0.6333 13.00 5.9075 14.80 20.504 9.50 0.3235 11.30 0.6470 13.10 7.7092 14.90 20.972 9.60 0.3494 11.40 0.6603 13.20 9.4794 15.00 21.410 9.70 0.3735 11.50 0.6734 13.30 10.359 15.10 21.816 • 9.80 0.3962 11.60 0.6862 13.40 11.207 15.20 22.190 9.90 0.4176 11.70 0.6988 13.50 12.028 15.30 22.529 10.00 0.4380 11.80 0.7112 13.60 12.823 15.40 22.834 10.10 0.4575 11.90 0.7233 13.70 13.594 15.50 23.103 10.20 0.4761 12.00 0.7353 13.80 14.343 15.60 23.334 10.30 0.4941 12.10 0.7470 13.90 15.068 15.70 23.528 10.40 0.5115 12.20 0.7586 14.00 15.771 15.80 23.682 10.50 0.5282 12.30 0.7700 14.10 16.451 15.90 23.796 10.60 0.5445 12.40 0.7813 14.20 17.106 16.00 23.868 6/21/96 10: 32 : 55 am Barghausen Engineers page 12 GROUP HEALTH - RENTON WA . FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 2/10YR Description: COMBINED 2/10YR RELEASE Structure: 2YR Structure: Structure: 10YR Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 8.90 0.0000 10.70 0.5603 12.50 0.8941 14.30 6.6431 9.00 0.1321 10.80 0.5756 12.60 1.0861 14.40 6.9281 9.10 0.1868 10.90 0.5906 12.70 1.3246 14.50 7.1960 9.20 0.2287 11.00 0.6052 12.80 1.5967 14.60 7.4454 9.30 0.2641 11.10 0.6194 12.90 1.8944 14.70 7.6747 9.40 0.2953 11.20 0.6333 13.00 2.2118 14.80 7.8825 9.50 0.3235 11.30 0.6470 13.10 2.5443 14.90 8.0671 9.60 0.3494 11.40 0.6603 13.20 2.8880 15.00 8.2273 9.70 0.3735 11.50 0.6734 13.30 3.2395 15.10 8.3615 • 9.80 0.3962 11.60 0.6862 13.40 3.5960 15.20 8.4685 9.90 0.4176 11.70 0.6988 13.50 3.9547 15.30 8.5467 10.00 0.4380 11.80 0.7112 13.60 4.3133 15.40 8.5948 10.10 0.4575 11.90 0.7233 13.70 4.6694 15.50 8.6115 10.20 0.4761 12.00 0.7353 13.80 5.0209 15.60 8.5954 10.30 0.4941 12.10 0.7470 13.90 5.3659 15.70 8.5452 10.40 0.5115 12.20 0.7586 14.00 5.7024 15.80 8.4596 10.50 0.5282 12.30 0.7700 14.10 6.0286 15.90 8.3372 10.60 0.5445 12.40 0.7813 14.20 6.3427 16.00 8.1768 • 6/21/96 10: 32 :56 am Barghausen Engineers page 13 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS • 5687-GH1 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 2YR Description: 2YR ORIFICE RELEASE Outlet Elev: 8 . 90 Elev: 6.90 ft Orifice Diameter: 3 . 9229 in. STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 8.90 0.0000 10.70 0.5603 12.50 0.7923 14.30 0.9704 9.00 0.1321 10.80 0.5756 12.60 0.8033 14.40 0.9794 9.10 0.1868 10.90 0.5906 12.70 0.8141 14.50 0.9882 9.20 0.2287 11.00 0.6052 12.80 0.8247 14.60 0.9970 9.30 0.2641 11.10 0.6194 12.90 0.8352 14.70 1.0057 9.40 0.2953 11.20 0.6333 13.00 0.8456 14.80 1.0144 9.50 0.3235 11.30 0.6470 13.10 0.8558 14.90 1.0229 9.60 0.3494 11.40 0.6603 13.20 0.8660 15.00 1.0314 9.70 0.3735 11.50 0.6734 13.30 0.8760 15.10 1.0398 9.80 0.3962 11.60 0.6862 13.40 0.8859 15.20 1.0482 9.90 0.4176 11.70 0.6988 13.50 0.8957 15.30 1.0565 10.00 0.4380 11.80 0.7112 13.60 0.9053 15.40 1.0647 10.10 0.4575 11.90 0.7233 13.70 0.9149 15.50 1.0728 10.20 0.4761 12.00 0.7353 13.80 0.9244 15.60 1.0809 10.30 0.4941 12.10 0.7470 13.90 0.9338 15.70 1.0890 10.40 0.5115 12.20 0.7586 14.00 0.9431 15.80 1.0970 10.50 0.5282 12.30 0.7700 14.10 0.9523 15.90 1.1049 10.60 0.5445 12.40 0.7813 14.20 0.9614 16.00 1.1127 • 6/21/96 10: 32 :57 am Barghausen Engineers page 14 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- -PEAK- STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 1/2 2YR/24HR DESIGN .......... 0.78 6.97 PRELIM 2YR 12.39 1 71619.39 cf 10YR/24HR DESIGN ............. 3.22 10.49 PRELIM 2/10YR 12.89 2 94908.33 cf 100YR/24HR DESIGN ............ 5.39 14.38 PRELIM 2/10/100 12.96 3 98000.05 cf 1/2 2YR/24HR FINAL ........... 0.78 6.97 FINAL 2YR 12.08 4 74375.13 cf 10YR/24HR FINAL .............. 3.22 10.49 FINAL 2/10YR 12.73 5 113688 ac-ft 100YR/24HR FINAL ............. 5.39 14.38 FINAL 2/10/100 12.84 6 120355 ac-ft • • 6/21/96 10: 33 : 1 am Barghausen Engineers page 15 GROUP HEALTH - RENTON WA • FINAL DETENTION POND CALCULATIONS 5687-GH1 HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 6/20/96 4:18:52 pm BASIN EX2YR 112YR/24HR PREDEVELOPED" 20.210 2.00 10.00 80.93 TYPE1A 0.00 0.20 0.000 20.210 86.00 0.000 0.00 SBUH 24.00 484.00 SHEET 300.00 0.0100 0.2400 2.00 SHALLOW 900.00 0.0050 9.0000 LSTEND BASIN EX10YR 1110YR/24HR PREDEVELOPED" 20.210 2.90 10.00 80.93 TYPE1A 0.00 0.20 0.000 20.210 86.00 0.000 0.00 SBUH 24.00 484.00 SHEET 300.00 0.0100 0.2400 2.00 SHALLOW 900.00 0.0050 9.0000 LSTEND BASIN EX100YR 11100YR/24HR PREDEVELOPED" 20.210 3.90 10.00 80.93 TYPE1A 0.00 0.20 0.000 20.210 86.00 0.000 0.00 SBUH 24.00 484.00 SHEET 300.00 0.0100 0.2400 2.00 SHALLOW 900.00 0.0050 9.0000 LSTEND BASIN DEV2YR 112YR/24HR POST-DEVELOPED" 20.210 2.00 10.00 15.89 TYPE1A 15.89 • 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 80.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV10YR 1110YR/24HR POST-DEVELOPED" 20.210 2.90 10.00 15.89 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 80.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV100YR 11100YR/24HR POST-DEVELOPED" 20.210 3.90 10.00 15.89 TYPEIA 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 80.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND Date of Session: 6/21/96 8:18:46 am STOR4 PRELIM "DESIGN DETENTION POND" 0.10 AREA • 9.00 0.00 10.00 15589.00 12.00 50838.00 14.00 91811.00 16.00 138853.00 LSTEND DISCH5 2YR 112YR ORIFICE RELEASE" 0.00 0.62 6.90 8.90 16.00 0.10 0.00 6/21/96 10 : 33 : 1 am Barghausen Engineers page 16 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS 5687-GH1 HISTORY OF HYDROGRAPH ACTIVITY LSTEND DESIGN 1 112YR/24HR DESIGN" EX2YR DEV2YR PRELIM 2YR 1 ORIF 2YR 6.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LSTEND Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 2YR/24HR DESIGN 1.56 7.02 PRELIM 2YR 10.87 1.56 1 36684.71 cf DISCH2 10YR 1110YR NOTCH WEIR RELEASE" 1.00 1.87 10.87 16.00 0.10 DISCH7 2/10YR "COMBINED 2/10YR RELEASE" 2YR 10YR LPOOL 1 112YR/24HR DESIGN" EX2YR DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 2YR/24HR DESIGN 1.56 7.02 PRELIM 2YR 10.87 1.56 1 36684.71 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.58 PRELIM 2/10YR 11.45 3.09 2 55914.54 cf DESIGN 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 ORIF 2YR 4.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LSTEND Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 7.02 PRELIM 2YR 11.96 0.78 1 72818.51 cf DISCH2 10YR 1110YR NOTCH WEIR RELEASE" 1.00 3.00 12.00 16.00 0.10 LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 7.02 PRELIM 2YR 11.96 0.78 1 72818.51 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.58 PRELIM 2/10YR 12.40 1.60 2 102538.97 cf LPOOL 3 "100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10YR 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.51 PRELIM 2/10YR 12.73 2.68 3 126482.35 cf Date of Session: 6/21/96 8:43:21 am BASIN WETPOND 111/3 2YR/24HR POST-DEVELOPED" 20.210 0.67 10.00 15.89 TYPEIA 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 80.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 isISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND 6/21/96 10: 33 : 2 am Barghausen Engineers page 17 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS HISTORY OF HYDROGRAPH ACTIVITY BASIN WETPOND 111/3 2YR/24HR POST-DEVELOPED" 20.210 0.67 10.00 23.59 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV100YR "100YR/24HR POST-DEVELOPED" 20.210 3.90 10.00 23.59 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV10YR "10YR/24HR POST-DEVELOPED" 20.210 2.90 10.00 23.59 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV2YR 112YR/24HR POST-DEVELOPED" 20.210 2.00 10.00 23.59 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV2YR 112YR/24HR POST-DEVELOPED" 20.210 2.00 10.00 24.75 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 SHEET 50.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN DEV10YR "10YR/24HR POST-DEVELOPED" 20.210 2.90 10.00 24.75 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 SHEET 50.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND 6/21/96 10: 33 : 2 am Barghausen Engineers page 18 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS • 5687-GHl HISTORY OF HYDROGRAPH ACTIVITY BASIN DEV100YR 11100YR/24HR POST-DEVELOPED" 20.210 3.90 10.00 24.75 TYPE1A 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 SHEET 50.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND BASIN WETPOND 111/3 2YR/24HR POST-DEVELOPED" 20.210 0.67 10.00 24.75 TYPEIA 15.89 0.20 0.000 2.020 90.00 18.190 98.00 SBUH 24.00 484.00 SHEET 50.00 0.0100 0.1500 2.00 SHEET 50.00 0.0100 0.0110 2.00 CHANNEL 1600.00 0.0020 42.0000 ISHEET 80.00 0.0100 0.0110 2.00 ICHANNEL 1600.00 0.0020 42.0000 LSTEND Date of Session: 6/21/96 10:18:55 am STOR4 PRELIM "DESIGN DETENTION POND" 0.10 AREA 9.00 0.00 10.00 10882.00 11.00 23574.00 12.00 38185.00 13.00 54828.00 14.00 73612.00 15.00 94648.00 LSTEND DESIGN 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 ORIF 2YR 3.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LSTEND Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf DISCH2 10YR 1110YR NOTCH WEIR RELEASE" 1.00 3.40 12.40 16.00 0.10 LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.49 PRELIM 2/10YR 12.89 1.86 2 94908.33 cf LPOOL 3 11100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10YR 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.38 PRELIM 2/10YR 13.25 3.07 3 116199.43 cf DISCH9 100YR 11100YR RISER INFLOW" 18.000 3.782 9.7390 12.9000 0.1000 16.0000 LSTEND 6/21/96 10: 33 : 2 am Barghausen Engineers page 19 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS HISTORY OF HYDROGRAPH ACTIVITY DISCH7 2/10/100 "COMBINED 2/10/100 YR RELEASE" 2YR 10YR 100YR LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.49 PRELIM 2/10YR 12.89 1.86 2 94908.33 cf LPOOL 3 11100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10/100 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.38 PRELIM 2/10/100 13.11 3.96 3 106960.28 cf DISCH9 100YR 11100YR RISER INFLOW" 18.000 3.782 9.7390 12.7500 0.1000 16.0000 LSTEND LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf • LPOOL 2 1410YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.49 PRELIM 2/10YR 12.89 1.86 2 94908.33 cf LPOOL 3 11100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10/100 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.38 PRELIM 2/10/100 13.03 4.50 3 101990.37 cf DISCH9 100YR 11100YR RISER INFLOW" 18.000 3.782 9.7390 12.7000 0.1000 16.0000 LSTEND LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.49 PRELIM 2/10YR 12.89 1.86 2 94908.33 cf LPOOL 3 11100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10/100 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.38 PRELIM 2/10/100 13.01 4.75 3 100586.38 cf DISC19 100YR "100YR RISER INFLOW" 18.000 3.782 9.7390 12.6000 0.1000 16.0000 LSTEND 6/21/96 10: 33 : 2 am Barghausen Engineers page 20 GROUP HEALTH - RENTON WA FINAL DETENTION POND CALCULATIONS HISTORY OF HYDROGRAPH ACTIVITY LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.49 PRELIM 2/10YR 12.89 1.86 2 94908.33 cf LPOOL 3 11100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10/100 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.38 PRELIM 2/10/100 12.96 5.19 3 98000.05 cf STOR4 FINAL "FINAL DETENTION POND (+30%)" 0.10 AREA 9.00 0.00 10.00 14147.00 11.00 30646.00 12.00 49641.00 13.00 71276.00 14.00 95695.00 15.00 123042.00 LSTEND LPOOL 1 111/2 2YR/24HR DESIGN" 0.78 DEV2YR PRELIM 2YR 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR DESIGN 0.78 6.97 PRELIM 2YR 12.39 0.78 1 71619.39 cf LPOOL 2 1110YR/24HR DESIGN" EX10YR DEV10YR PRELIM 2/10YR 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR DESIGN 3.22 10.49 PRELIM 2/10YR 12.89 1.86 2 94908.33 cf LPOOL 3 11100YR/24HR DESIGN" EX100YR DEV100YR PRELIM 2/10/100 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR DESIGN 5.39 14.38 PRELIM 2/10/100 12.96 5.19 3 98000.05 cf LPOOL 5 111/2 2YR/24HR FINAL" 0.78 DEV2YR FINAL 2YR 4 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 1/2 2YR/24HR FINAL 0.78 6.97 FINAL 2YR 12.08 0.74 4 74375.13 cf LPOOL 6 1110YR/24HR FINAL" EX10YR DEV10YR FINAL 2/10YR 5 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10YR/24HR FINAL 3.22 10.49 FINAL 2/10YR 12.73 1.40 5 113687.93 cf LPOOL 7 14100YR/24HR FINAL" EX100YR DEV100YR FINAL 2/10/100 6 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100YR/24HR FINAL 5.39 14.38 FINAL 2/10/100 12.84 3.45 6 120354.62 cf • , • Sall ■�� �w EE �� � �r • iIng ZdalAie �► gTJ \.�� .-.sir.. 1 r� � /�►� NIVNI �:•M 1 . 11 gi WA •� ..�..�. ._ter � �� � �� � ,•.ice' Y �� / � P •. � z II 1 . ' 1 . •Jr�•.n. rs ♦ ism fait [Fiji � 4 .F 1 , ,; �. IL •, "NAM a� ! ► `� �. PINK Ad A 'w1 I • Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: BIOSWALE - 200LF Comment: BIOFILTRATION SWALE DESIGN (200 LF) Solve For Bottom Width Given Input Data: Left Side Slope. . 3 . 00: 1 (H:V) Right Side Slope. 3 . 00: 1 (H:V) Manning's n. . . . . . 0. 350 Channel Slope. . . . 0. 0200 ft/ft € Depth. . . . . . . . . . 0. 67 ft Discharge. . . . . . . . 6 . 97 cfs Computed Results: Bottom Width. . . . 22 . 00 ft Velocity. . . . . . . . . 0 . 43 fps Flow Area. . . . . . . . 16. 08 sf Flow Top Width. . . 26. 02 ft Wetted Perimeter. 26 . 23 ft • Critical Depth. . . 0. 15 ft Critical Slope. . . 3 . 4304 ft/ft Froude Number. . . . 0. 10 (flow is Subcritical) Open Channel Flow Module, Version 3 . 41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 V. CONVEYANCE SYSTEM DESIGN AND ANALYSIS r r 6/21/96 4: 36:2 pm Barghausen Engineers page 1 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB01 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 22 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 03 Acres 0. 19 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 15 cfs VOL: 0. 06 Ac-ft TIME: 480 min BASIN ID: CB02 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.71 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 03 Acres 0. 68 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 50 cfs VOL: 0. 19 Ac-ft TIME: 480 min BASIN ID: CB03 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 61 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 02 Acres 0. 59 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.43 cfs VOL: 0. 16 Ac-ft TIME: 480 min BASIN ID: CB04 NAME: SBUH METHODOLOGY TOTAL AREA. . . . ,.. . : 0. 16 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 03 Acres 0. 13 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 11 cfs VOL: 0. 04 Ac-ft TIME: 480 min 6/21/96 4 : 36: 2 pm Barghausen Engineers page 2 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS• 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB05 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 64 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 01 Acres 0. 63 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.45 cfs VOL: 0. 17 Ac-ft TIME: 480 min BASIN ID: CB06 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 47 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 02 Acres 0.45 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . : 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 33 cfs VOL: 0. 12 Ac-ft TIME: 480 min . BASIN ID: CB07 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 29 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 06 Acres 0. 23 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 19 cfs VOL: 0. 07 Ac-ft TIME: 480 min BASIN ID: CB08 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.40 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 06 Acres 0. 34 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.27 cfs VOL: 0. 10 Ac-ft TIME: 480 min 6/21/96 4 : 36: 3 pm Barghausen Engineers page 3 GROUP HEALTH - RENTON WA . PIPE CONVEYANCE CALCULATIONS 5687-CON BASIN SUMMARY BASIN ID: CB09 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.97 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 03 Acres 0.94 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 68 cfs VOL: 0.25 Ac-ft TIME: 480 min BASIN ID: CB10 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 51 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 03 Acres 1. 48 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1. 06 cfs VOL: 0. 40 Ac-ft TIME: 480 min BASIN ID: CB11 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.28 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 03 Acres 1. 25 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0. 90 cfs VOL: 0. 34 Ac-ft TIME: 480 min BASIN ID: CB12 NAME: SBUH METHODOLOGY TOTAL AREA. . . . ... . : 1. 08 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 02 Acres 1. 06 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0.76 cfs VOL: 0. 28 Ac-ft TIME: 480 min 6/21/96 4 : 36: 3 pm Barghausen Engineers page 4 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB13 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 48 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 03 Acres 0.45 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 33 cfs VOL: 0. 12 Ac-ft TIME: 480 min BASIN ID: CB14 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 06 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 01 Acres 0. 05 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 04 cfs VOL: 0. 02 Ac-ft TIME: 480 min • BASIN ID: CB15 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 08 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 01 Acres 0. 07 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 05 cfs VOL: 0. 02 Ac-ft TIME: 480 min BASIN ID: CB16 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 15 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 01 Acres 0. 14 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98.00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 10 cfs VOL: 0. 04 Ac-ft TIME: 480 min 6/21/96 4 : 36: 3 pm Barghausen Engineers page 5 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON BASIN SUMMARY BASIN ID: CB17 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 00 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 00 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 0. 00 TC. . . . . 6. 30 min 0. 00 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 00 cfs VOL: 0. 00 Ac-ft TIME: 480 min BASIN ID: CB19 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 48 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 06 Acres 0. 42 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 33 cfs VOL: 0. 12 Ac-ft TIME: 480 min BASIN ID: CB20 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 41 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 02 Acres 0. 39 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.29 cfs VOL: 0. 11 Ac-ft TIME: 480 min BASIN ID: CB21 NAME: SBUH METHODOLOGY TOTAL AREA. . . . .,. . : 0. 35 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 02 Acres 0. 33 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0.24 cfs VOL: 0. 09 Ac-ft TIME: 480 min • 6/21/96 4: 36: 3 pm Barghausen Engineers page 6 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: CB22 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 67 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 03 Acres 1. 64 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1. 17 cfs VOL: 0.44 Ac-ft TIME: 480 min BASIN ID: CB23 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 69 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 02 Acres 0. 67 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 48 cfs VOL: 0. 18 Ac-ft TIME: 480 min • BASIN ID: CB24 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.75 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 40 inches AREA. . : 0. 03 Acres 0. 72 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0.52 cfs VOL: 0.20 Ac-ft TIME: 480 min BASIN ID: CB25 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.94 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 03 Acres 0.91 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98. 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0. 20 PEAK RATE: 0. 66 cfs VOL: 0. 25 Ac-ft TIME: 480 min • 6/21/96 4 : 36: 3 pm Barghausen Engineers page 7 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON BASIN SUMMARY BASIN ID: CB26 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0. 03 Acres 1. 04 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 98 . 00 TC. . . . . 6. 30 min 6. 30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.75 cfs VOL: 0.28 Ac-ft TIME: 480 min • 6/21/96 4: 36: 3 pm Barghausen Engineers page 8 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 10.795 480 175894 cf 15. 47 • 6/21/96 4 : 36: 6 pm Barghausen Engineers page 9 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON REACH SUMMARY PIPE REACH ID No. A01 From: To: Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 130. 0000 ft s: 0. 0151 Up invert 15. 0000 ft down invert: 13 . 0396 ft Collection Area: 0.2200 Ac. Design Flow 0. 1502 cfs Dsgn Depth: 0. 14 ft Pipe Capacity 1. 7340 cfs Design Vel 2 .8915 fps Travel Time: 0. 75 min Pipe Full Vel 5. 0980 fps PIPE REACH ID No. A02 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 112 . 0000 ft s: 0. 0020 Up invert 13 . 0400 ft down invert: 12 . 8160 ft Collection Area: 0. 9300 Ac. Design Flow 0. 6456 cfs Dsgn Depth: 0. 42 ft Pipe Capacity 1.8618 cfs Design Vel 2 . 0429 fps Travel Time: 0. 91 min Pipe Full Vel 2 . 4328 fps PIPE REACH ID No. A03 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 124. 0000 ft s: 0. 0020 Up invert 12 .8160 ft down invert: 12 . 5680 ft Collection -Area: 1. 5400 Ac. Design Flow 1. 0723 cfs Dsgn Depth: 0. 57 ft Pipe Capacity 1.8618 cfs Design Vel 2 . 3206 fps Travel Time: 0.89 min Pipe Full Vel 2 .4328 fps PIPE REACH ID No. A04 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 142 . 0000 ft s: 0. 0020 Up invert 12 . 5680 ft down invert: 12 . 2840 ft Collection Area: 1.7000 Ac. Design Flow 1. 1802 cfs Dsgn Depth: 0. 61 ft Pipe Capacity 1. 8618 cfs • Design Vel 2 . 3710 fps Travel Time: 1. 00 min Pipe Full Vel 2 . 4328 fps 6/21/96 4 : 36: 6 pm Barghausen Engineers page 10 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. A05 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 148 . 0000 ft s: 0. 0020 Up invert 12 . 2840 ft down invert: 11. 9880 ft Collection Area: 2 . 3400 Ac. Design Flow 1. 6295 cfs Dsgn Depth: 0. 77 ft Pipe Capacity 1.8618 cfs Design Vel 2 .5059 fps Travel Time: 0.98 min Pipe Full Vel 2 . 4328 fps PIPE REACH ID No. A06 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0120 Pipe Length 189. 0000 ft s: 0. 0020 Up invert 11.9880 ft down invert: 11. 6100 ft Collection Area: 2.8100 Ac. Design Flow 1. 9575 cfs Dsgn Depth: 0. 72 ft • Pipe Capacity 3 . 3756 cfs Design Vel 2 . 6970 fps Travel Time: 1. 17 min Pipe Full Vel 2 .8230 fps PIPE REACH ID No. BO1 From: To: Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 190. 0000 ft s: 0. 0079 Up invert 14 .7500 ft down invert: 13 . 2500 ft Collection Area: 0.2900 Ac. Design Flow 0. 1946 cfs Dsgn Depth: 0. 18 ft Pipe Capacity 1. 2550 cfs Design Vel 2 .4791 fps Travel Time: 1. 28 min Pipe Full Vel 3 . 6899 fps PIPE REACH ID No. B02 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 145. 0000 ft s: 0. 0052 Up invert 13 . 2570 ft down invert: 12 . 5000 ft Collection Area: 0. 6900 Ac. Design Flow 0.4668 cfs Dsgn Depth: 0. 28 ft Pipe Capacity 3 . 0020 cfs Design Vel 2 . 6365 fps Travel Time: 0.92 min Pipe Full Vel 3 .9228 fps 6/21/96 4 : 36: 7 pm Barghausen Engineers page 11 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON REACH SUMMARY PIPE REACH ID No. B03 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 140. 0000 ft s: 0. 0022 Up invert 12 . 5000 ft down invert: 12 . 1920 ft Collection Area: 1. 6600 Ac. Design Flow 1. 1455 cfs Dsgn Depth: 0. 58 ft Pipe Capacity 1.9527 cfs Design Vel 2 .4441 fps Travel Time: 0. 95 min Pipe Full Vel 2 . 5515 fps PIPE REACH ID No. B04 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0120 Pipe Length 138 . 0000 ft s: 0. 0022 Up invert 12 . 1920 ft down invert: 11. 8884 ft Collection Area: 3 . 1700 Ac. Design Flow 2 . 2047 cfs Dsgn Depth: 0. 75 ft • Pipe Capacity 3 . 5404 cfs Design Vel 2 .8743 fps Travel Time: 0. 80 min Pipe Full Vel 2 . 9608 fps PIPE REACH ID No. B05 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0120 Pipe Length 123 . 0000 ft s: 0. 0022 Up invert 11. 8880 ft down invert: 11. 6174 ft Collection -Area: 4 . 4500 Ac. Design Flow 3 . 1019 cfs Dsgn Depth: 0. 97 ft Pipe Capacity 3 . 5404 cfs Design Vel 3 . 0500 fps Travel Time: 0. 67 min Pipe Full Vel 2 . 9608 fps PIPE REACH ID No. C01 From: To: Pipe Diameter: 1.7500 ft n: 0. 0120 Pipe Length 302 . 0000 ft s: 0. 0020 Up invert 11. 6100 ft down invert: 11. 0060 ft Collection Area: 8. 3400 Ac. Design Flow 5.8172 cfs Dsgn Depth: 1. 14 ft Pipe Capacity 8. 2800 cfs Design Vel 3 . 5173 fps Travel Time: 1. 43 min Pipe Full Vel 3 . 5329 fps 6/21/96 4 : 36:7 pm Barghausen Engineers page 12 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON REACH SUMMARY PIPE REACH ID No. CO2 From: To: Pipe Diameter: 1.7500 ft n: 0. 0120 Pipe Length 120. 0000 ft s: 0. 0020 Up invert 11. 0060 ft down invert: 10. 7660 ft Collection Area: 8.8200 Ac. Design Flow 6. 1506 cfs Dsgn Depth: 1. 18 ft Pipe Capacity 8. 2800 cfs Design Vel 3 . 5547 fps Travel Time: 0. 56 min Pipe Full Vel 3 . 5329 fps PIPE REACH ID No. CO3 From: To: Pipe Diameter: 1.7500 ft n: 0. 0120 Pipe Length 132 . 0000 ft s: 0. 0020 Up invert 10.7660 ft down invert: 10. 5020 ft Collection Area: 8.8800 Ac. Design Flow 6. 1913 cfs Dsgn Depth: 1. 19 ft Pipe Capacity 8 .2800 cfs Design Vel 3 . 5588 fps Travel Time: 0. 62 min Pipe Full Vel 3 . 5329 fps PIPE REACH ID No. C04 From: To: Pipe Diameter: 1.7500 ft n: 0. 0120 Pipe Length 126. 0000 ft s: 0. 0020 Up invert 10. 5020 ft down invert: 10. 2500 ft Collection -Area: 8.9600 Ac. Design Flow 6.2461 cfs Dsgn Depth: 1. 20 ft Pipe Capacity 8 .2800 cfs Design Vel 3 . 5644 fps Travel Time: 0. 59 min Pipe Full Vel 3 . 5329 fps PIPE REACH ID No. D01 From: To: Pipe Diameter: 2 . 0000 ft n: 0. 0120 Pipe Length 66. 0000 ft s: 0. 0020 Up invert 10. 2500 ft down invert: 10. 1180 ft Collection Area: 15.4730 Ac. Design Flow 10.7953 cfs Dsgn Depth: 1. 61 ft Pipe Capacity 11.8216 cfs • Design Vel 3 .9875 fps Travel Time: 0. 28 min Pipe Full V61 3 .8618 fps 6/21/96 4 : 36:7 pm Barghausen Engineers page 13 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. E01 From: To: Pipe Diameter: 0. 6667 ft n: 0. 0120 Pipe Length 285. 0000 ft s: 0. 0065 Up invert 15. 2500 ft down invert: 13 . 4000 ft Collection Area: 0.4800 Ac. Design Flow 0. 3285 cfs Dsgn Depth: 0. 26 ft Pipe Capacity 1. 1384 cfs Design Vel 2 . 6752 fps Travel Time: 1. 78 min Pipe Full Vel 3 . 3470 fps PIPE REACH ID No. E02 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 225. 0000 ft s: 0. 0040 Up invert 13 .4000 ft down invert: 12 . 5000 ft Collection Area: 0.8900 Ac. Design Flow 0. 6142 cfs Dsgn Depth: 0. 34 ft Pipe Capacity 2 . 6330 cfs Design Vel 2 . 5934 fps Travel Time: 1. 45 min Pipe Full Vel 3 .4405 fps PIPE REACH ID No. E03 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 88 . 0000 ft s: 0. 0040 Up invert 12 . 5000 ft down invert: 12 . 1500 ft Collection Area: 1.2400 Ac. Design Flow 0.8576 cfs Dsgn Depth: 0. 41 ft Pipe Capacity 2 . 6330 cfs Design Vel 2 .8413 fps Travel Time: 0. 52 min Pipe Full Vel 3 . 4405 fps PIPE REACH ID No. E04 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 96. 0000 ft s: 0. 0036 Up invert 12 . 1500 ft down invert: 11. 8000 ft Collection Area: 2 .9130 Ac. Design Flow 2 . 0317 cfs Dsgn Depth: 0. 72 ft Pipe Capacity 2 .4979 cfs Design Vel 3 . 3331 fps Travel Time: 0.48 min Pipe Full Vel 3 .2639 fps 6/21/96 4: 36:7 pm Barghausen Engineers page 14 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON REACH SUMMARY PIPE REACH ID No. E05 From: To: Pipe Diameter: 1. 0000 ft n: 0. 0120 Pipe Length 92 . 0000 ft s: 0. 0038 Up invert 11. 8000 ft down invert: 11. 4504 ft Collection Area: 3 . 6030 Ac. Design Flow 2 . 5147 cfs Dsgn Depth: 0.88 ft Pipe Capacity 2 . 5663 cfs Design Vel 3 .4359 fps Travel Time: 0. 45 min Pipe Full Vel 3 . 3534 fps PIPE REACH ID No. E06 From: To: Pipe Diameter: 1.2500 ft n: 0. 0120 Pipe Length 128. 0000 ft s: 0. 0039 Up invert 11.4500 ft down invert: 10. 9508 ft Collection Area: 4 . 3530 Ac. Design Flow 3 . 0384 cfs Dsgn Depth: 0. 77 ft Pipe Capacity 4 .7138 cfs Design Vel 3 . 8558 fps Travel Time: 0. 55 min Pipe Full Vel 3 . 9421 fps PIPE REACH ID No. E07 From: To: Pipe Diameter: 1. 2500 ft n: 0. 0120 Pipe Length 135. 0000 ft s: 0. 0037 Up invert 10.9500 ft down invert: 10. 4505 ft Collection -Area: 5.2930 Ac. Design Flow 3 . 6960 cfs Dsgn Depth: 0. 90 ft Pipe Capacity 4 . 5914 cfs Design Vel 3 . 9153 fps Travel Time: 0. 57 min Pipe Full Vel 3 . 8397 fps PIPE REACH ID No. E08 From: To: Pipe Diameter: 1. 5000 ft n: 0. 0120 Pipe Length 160. 0000 ft s: 0. 0021 Up invert 10.4590 ft down invert: 10. 1230 ft Collection Area: 6. 3630 Ac. Design Flow 4.4451 cfs Dsgn Depth: 1. 06 ft Pipe Capacity 5. 6247 cfs • Design Vel 3 . 3215 fps Travel Time: 0. 80 min Pipe Full Vel 3 .2666 fps 6/21/96 4 : 36: 7 pm Barghausen Engineers page 15 GROUP HEALTH - RENTON WA . PIPE CONVEYANCE CALCULATIONS 5687-CON REACH SUMMARY Network Reach N01 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact WWI C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- A01 0.22 0.67 130.00 0.0151 0.0120 0.15 8.66 0.14 20.62 2.89 5.10 CB01 A02 0.93 1.00 112.00 0.0020 0.0120 0.65 34.68 0.42 42.30 2.04 2.43 CB02 A03 1.54 1.00 124.00 0.0020 0.0120 1.07 57.59 0.57 56.96 2.32 2.43 CB03 A04 1.70 1.00 142.00 0.0020 0.0120 1.18 63.39 0.61 60.58 2.37 2.43 CB04 A05 2.34 1.00 148.00 0.0020 0.0120 1.63 87.53 0.77 77.16 2.51 2.43 C805 A06 2.81 1.25 189.00 0.0020 0.0120 1.96 57.99 0.72 57.21 2.70 2.82 C806 Network Reach NO2 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfutl C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- 801 0.29 0.67 190.00 0.0079 0.0120 0.19 15.51 0.18 27.62 2.48 3.69 C807 B02 0.69 1.00 145.00 0.0052 0.0120 0.47 15.55 0.28 27.67 2.64 3.92 CB08 B03 1.66 1.00 140.00 0.0022 0.0120 1.15 58.66 0.58 57.63 2.44 2.55 C809 B04 3.17 1.25 138.00 0.0022 0.0120 2.20 62.27 0.75 59.89 2.87 2.96 CB10 B05 4.45 1.25 123.00 0.0022 0.0120 3.10 87.61 0.97 77.23 3.05 2.96 CB11 Network Reach NO3 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- Confluence with Network N01 Confluence with Network NO2 C01 8.34 1.75 302.00 0.0020 0.0120 5.82 70.26 1.14 64.96 3.52 3.53 CB12 CO2 8.82 1.75 120.00 0.0020 0.0120 6.15 74.28 1.18 67.60 3.55 3.53 CB13 CO3 8.88 1.75 132.00 0.0020 0.0120 6.19 74.77 1.19 67.93 3.56 3.53 CB14 C04 8.96 1.75 126.00 0.0020 0.0120 6.25 75.44 1.20 68.37 3.56 3.53 CB15 Network Reach N04 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth Y.Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- E01 0.48 0.67 285.00 0.0065 0.0120 0.33 28.86 0.26 38.25 2.68 3.35 CB19 E02 0.89 1.00 225.00 0.0040 0.0120 0.61 23.33 0.34 34.14 2.59 3.44 CB20 E03 1.24 1.00 88.00 0.0040 0.0120 0.86 32.57 0.41 40.86 2.84 3.44 CB21 E04 2.91 1.00 96.00 0.0036 0.0120 2.03 81.34 0.72 72.47 3.33 3.26 CB22 E05 3.60 1.00 92.00 0.0038 0.0120 2.51 97.99 0.88 87.98 3.44 3.35 CB23 E06 4.35 1.25 128.00 0.0039 0.0120 3.04 64.46 0.77 61.26 3.86 3.94 CB24 E07 5.29 1.25 135.00 0.0037 0.0120 3.70 80.50 0.90 71.86 3.92 3.84 CB25 E08 6.36 1.50 160.00 0.0021 0.0120 4.45 79.03 1.06 70.83 3.32 3.27 CB26 6/21/96 4 : 36:9 pm Barghausen Engineers page 16 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON REACH SUMMARY Network Reach N05 REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN a % PIPE Ndepth %Depth Vact Vfull C_Area 1D (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps) (fps) ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- Confluence with Network NO3 Confluence with Network N04 D01 15.47 2.00 66.00 0.0020 0.0120 10.80 91.32 1.61 80.41 3.99 3.86 CB16 6/21/96 4: 36: 9 pm Barghausen Engineers page 17 GROUP HEALTH - RENTON WA • PIPE CONVEYANCE CALCULATIONS 5687-CON --------------------------------------------------------------------- --------------------------------------------------------------------- HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 6/21/96 3:21:35 pm BASIN C801 I'll 0.220 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 0.190 98.00 SBUH 24.00 484.00 MEND BASIN CB02 I'll 0.710 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 0.680 98.00 SBUH 24.00 484.00 MEND BASIN CB03 I'll 0.610 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.020 90.00 0.590 98.00 SBUH 24.00 484.00 MEND BASIN CB04 I'll 0.160 3.40 10.00 6.30 TYPE1A 6.30 0.20 0.000 0.030 90.00 0.130 98.00 SBUH 24.00 484.00 MEND BASIN C805 I'll 0.640 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.010 90.00 0.630 98.00 SBUH 24.00 484.00 MEND BASIN CB06 I'll 0.470 3.40 10.00 6.30 TYPE1A 6.30 0.20 0.000 0.020 90.00 0.450 98.00 SBUH 24.00 484.00 LSTEND BASIN C807 I'll 0.290 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.060 90.00 0.230 98.00 SBUH 24.00 484.00 MEND BASIN C808 I'll 0.400 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.060 90.00 0.340 98.00 SBUH 24.00 484.00 MEND BASIN C809 I'll 0.970 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 0.940 98.00 SBUH 24.00 484.00 MEND BASIN CB10 I'll 1.510 3.40 10.00 6.30 TYPE1A 6.30 0.20 0.000 0.030 90.00 1.480 98.00 SBUH 24.00 484.00 MEND BASIN C811 I'll 1.280 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 1.250 98.00 SBUH 24.00 484.00 MEND BASIN C612 "" 1.080 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.020 90.00 1.060 98.00 SBUH 24.00 484.00 MEND BASIN CB13 I'll 0.480 3.40 10.00 6.30 TYPE1A 6.30 6/21/96 4: 36:9 pm Barghausen Engineers page 18 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS • 5687_CON_____________________________________________________________ HISTORY OF HYDROGRAPH ACTIVITY 0.20 0.000 0.030 90.00 0.450 98.00 SBUH 24.00 484.00 LSTEND BASIN CB14 I'll 0.060 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.010 90.00 0.050 98.00 SBUH 24.00 484.00 LSTEND BASIN CB15 I'll 0.080 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.010 90.00 0.070 98.00 SBUH 24.00 484.00 LSTEND BASIN CB16 I'll 0.150 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.010 90.00 0.140 98.00 SBUH 24.00 484.00 LSTEND BASIN C819 I'll 0.480 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.060 90.00 0.420 98.00 SBUH 24.00 484.00 LSTEND BASIN C820 I'll 0.410 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.020 90.00 0.390 98.00 SBUH 24.00 484.00 • LSTEND BASIN C821 I'll 0.350 3.40 10.00 6.30 TYPE1A 6.30 0.20 0.000 0.020 90.00 0.330 98.00 SBUH 24.00 484.00 LSTEND BASIN CB22 I'll 1.673 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 1.643 98.00 SBUH 24.00 484.00 LSTEND BASIN CB23 I'll 0.690 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.020 90.00 0.670 98.00 SBUH 24.00 484.00 LSTEND BASIN CB24 I'll 0.750 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 0.720 98.00 SBUH 24.00 484.00 LSTEND BASIN CB25 I'll 0.940 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 0.910 98.00 SBUH 24.00 484.00 LSTEND BASIN C826 I'll 1.070 3.40 10.00 6.30 TYPEIA 6.30 0.20 0.000 0.030 90.00 1.040 98.00 SBUH 24.00 484.00 LSTEND BASIN CB17 I'll 0.001 3.40 10.00 6.30 TYPEIA 0.00 0.20 0.000 0.001 90.00 0.000 0.00 SBUH 24.00 484.00 LSTEND 6/21/96 4: 36:9 pm Barghausen Engineers page 19 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON HISTORY OF HYDROGRAPH ACTIVITY PREACH A01 "" "" 8.00 13.00 0.0162 0.0012 15.00 14.79 "CB01" UPDATE PREACH A02 "" "" 12.00 13.00 0.0162 0.0012 15.00 14.79 "CB01" UPDATE PREACH A01 "" "" 8.00 130.00 0.0151 0.0012 15.00 13.04 "CB01" UPDATE PREACH A02 "" "" 12.00 112.00 0.0020 0.0012 13.04 12.82 "CB02" UPDATE PREACH A03 "" "" 12.00 124.00 0.0020 0.0012 12.82 12.57 "CB03" UPDATE PREACH A04 "" "" 12.00 142.00 0.0020 0.0012 12.57 12.28 "CB04" UPDATE PREACH A05 "" "" 12.00 148.00 0.0020 0.0012 12.28 11.99 "CB05" UPDATE PREACH A06 "" "" 12.00 189.00 0.0020 0.0012 11.99 11.61 "CB06" UPDATE PREACH B01 "" "" 8.00 190.00 0.0079 0.0012 14.75 13.25 "CB07" UPDATE PREACH 802 "" "" 12.00 145.00 0.0052 0.0012 13.26 12.50 "CBO8" UPDATE PREACH B03 "" "" 12.00 140.00 0.0025 0.0012 12.50 12.15 "CB09" UPDATE PREACH B04 "" "" 12.00 138.00 0.0025 0.0012 12.15 11.80 "CB09" UPDATE PREACH 803 "" "" 12.00 140.00 0.0024 0.0012 12.50 12.16 "CB09" UPDATE PREACH B04 "" "" 12.00 138.00 0.0024 0.0012 12.16 11.83 "CB09" UPDATE PREACH 605 "" "" 12.00 123.00 0.0024 0.0012 11.83 11.54 "CB09" UPDATE PREACH B03 "" "" 12.00 140.00 0.0022 0.0012 12.50 12.19 "CB09" UPDATE PREACH 804 "" "" 12.00 138.00 0.0022 0.0012 12.19 11.89 "CB09" UPDATE PREACH 805 "" "" 12.00 123.00 0.0022 0.0012 11.89 11.61 "CB09" UPDATE PREACH CO2 "" "" 12.00 87.00 0.0020 0.0012 11.06 10.89 "CB13" UPDATE PREACH B04 "" "" 12.00 138.00 0.0022 0.0012 12.19 11.89 "CB10" UPDATE PREACH B05 "" "" 12.00 123.00 0.0022 0.0012 11.89 11.61 "CB11" UPDATE PREACH C01 "" "" 12.00 273.00 0.0020 0.0012 11.61 11.06 "CB12" UPDATE PREACH C01 "" "" 12.00 302.00 0.0020 0.0012 11.61 11.01 "CB12" UPDATE PREACH CO2 "" "" 12.00 120.00 0.0020 0.0012 11.01 10.77 "CB13" UPDATE PREACH CO3 "" "" 12.00 132.00 0.0020 0.0012 10.77 10.50 "CB14" UPDATE 6/21/96 4: 36:9 pm Barghausen Engineers page 20 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS • 5687-CON HISTORY OF HYDROGRAPH ACTIVITY PREACH C04 "" "" 12.00 126.00 0.0020 0.0012 10.50 10.25 "CB15" UPDATE PREACH D01 "" "" 12.00 66.00 0.0020 0.0012 10.25 10.12 "CB16" UPDATE PREACH E01 "" "" 8.00 285.00 0.0065 0.0012 15.25 13.40 "CB19" UPDATE PREACH E02 "" "" 12.00 225.00 0.0040 0.0012 13.40 12.50 "CB20" UPDATE PREACH E03 "" "" 12.00 88.00 0.0040 0.0012 12.50 12.15 "CB21" UPDATE PREACH E05 "" "" 12.00 96.00 0.0036 0.0012 12.15 11.80 "CB22" UPDATE PREACH E06 "" "" 12.00 92.00 0.0038 0.0012 11.80 11.45 "CB23" UPDATE PREACH E07 "" "" 12.00 128.00 0.0039 0.0012 11.45 10.95 "CB24" UPDATE PREACH E07 "" "" 12.00 135.00 0.0037 0.0012 10.95 10.45 "CB25" UPDATE PREACH E04 "" "" 12.00 96.00 0.0036 0.0012 12.15 11.80 "CB22" UPDATE • PREACH E05 "" "" 12.00 92.00 0.0038 0.0012 11.80 11.45 "CB23" UPDATE PREACH E06 "" "" 12.00 128.00 0.0039 0.0012 11.45 10.95 "CB24" UPDATE PREACH E08 "" "" 12.00 160.00 0.0020 0.0012 10.46 10.13 "CB26" UPDATE PREACH E08 "" "" 12.00 160.00 0.0021 0.0012 10.46 10.12 "CB26" UPDATE Date of Session: 6/21/96 4:16:30 pm PNETWK N01 A01 A02 A03 A04 A05 A06 LSTEND PNETWK NO2 B01 B02 B03 B04 805 LSTEND PNETWK NO3 N01 NO2 C01 CO2 CO3 C04 LSTEND PNETWK N04 E01 E02 E03 E04 E05 • E06 E07 E08 LSTEND PNETWK N05 6/21/96 4 : 36:9 pm Barghausen Engineers page 21 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON HISTORY OF HYDROGRAPH ACTIVITY NO3 N04 D01 LSTEND ROUTE HYDROGRAPH 1 THROUGH REACH N05 ZERO Network N01 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeL> <FVeL> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- A01 0.22 0.15 17.34 0.87 0.55 8.00 14.47 46.18 CB01 A02 0.93 0.65 18.62 3.47 1.58 12.00 10.52 22.04 CB02 A03 1.54 1.07 18.62 5.76 2.03 12.00 12.24 22.04 CB03 A04 1.70 1.18 18.62 6.34 2.12 12.00 12.59 22.04 CB04 A05 2.34 1.63 18.62 8.75 2.49 12.00 13.84 22.04 CB05 A06 2.81 1.96 18.62 10.51 2.73 12.00 14.61 22.04 CB06 Network NO2 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeI> <FVeL> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 801 0.29 0.19 12.55 1.55 0.72 8.00 12.49 33.42 C607 B02 0.69 0.47 30.02 1.55 1.08 12.00 13.34 35.53 C608 B03 1.66 1.15 19.53 5.87 2.04 12.00 12.90 23.11 CB09 B04 3.17 2.20 19.53 11.29 2.82 12.00 15.64 23.11 C810 B05 4.45 3.10 19.53 15.89 3.36 12.00 17.26 23.11 CB11 Network NO3 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeL> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 001 8.34 5.82 18.62 31.25 4.79 12.00 19.87 22.04 C812 CO2 8.82 6.15 18.62 33.04 4.94 12.00 20.17 22.04 CB13 CO3 8.88 6.19 18.62 33.25 4.96 12.00 20.20 22.04 CB14 C04 8.96 6.25 18.62 33.55 4.98 12.00 20.25 22.04 CB15 Network N04 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeI> <FVeL> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- E01 0.48 0.33 11.38 2.89 0.97 8.00 13.72 30.32 CB19 E02 0.89 0.61 26.33 2.33 1.31 12.00 13.20 31.16 CB20 E03 1.24 0.86 26.33 3.26 1.54 12.00 14.61 31.16 CB21 E04 2.91 2.03 24.98 8.13 2.40 12.00 18.18 29.57 CB22 E05 3.60 2.51 25.66 9.80 2.63 12.00 19.72 30.38 CB23 E06 4.35 3.04 26.00 11.69 2.87 12.00 21.03 30.77 C624 E07 5.29 3.70 25.32 14.60 3.21 12.00 21.84 29.97 CB25 E08 6.36 4.45 19.08 23.30 4.09 12.00 18.78 22.58 CB26 Network N05 Reach <AREA> <Act Q> <Q FULL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea 6/21/96 4 : 36: 10 pm Barghausen Engineers page 22 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON • HISTORY OF HYDROGRAPH ACTIVITY ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- D01 15.47 10.80 18.62 57.98 6.86 12.00 23.24 22.04 CB16 ROUTE HYDROGRAPH 1 THROUGH REACH N05 ZERO Network N01 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVet> <FVet> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- A01 0.22 0.15 17.34 0.87 0.55 8.00 14.47 46.18 CB01 A02 0.93 0.65 18.62 3.47 1.58 12.00 10.52 22.04 CB02 A03 1.54 1.07 18.62 5.76 2.03 12.00 12.24 22.04 CB03 A04 1.70 1.18 18.62 6.34 2.12 12.00 12.59 22.04 CB04 A05 2.34 1.63 18.62 8.75 2.49 12.00 13.84 22.04 CB05 A06 2.81 1.96 18.62 10.51 2.73 12.00 14.61 22.04 CB06 Network NO2 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- B01 0.29 0.19 12.55 1.55 0.72 8.00 12.49 33.42 CB07 B02 0.69 0.47 30.02 1.55 1.08 12.00 13.34 35.53 C808 • B03 1.66 1.15 19.53 5.87 2.04 12.00 12.90 23.11 CB09 B04 3.17 2.20 19.53 11.29 2.82 12.00 15.64 23.11 CB10 B05 4.45 3.10 19.53 15.89 3.36 12.00 17.26 23.11 CB11 Network NO3 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 001 8.34 5.82 18.62 31.25 4.79 12.00 19.87 22.04 CB12 CO2 8.82 6.15 18.62 33.04 4.94 12.00 20.17 22.04 CB13 CO3 8.88 6.19 18.62 33.25 4.96 12.00 20.20 22.04 CB14 C04 8.96 6.25 18.62 33.55 4.98 12.00 20.25 22.04 CB15 Network N04 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- E01 0.48 0.33 11.38 2.89 0.97 8.00 13.72 30.32 CB19 E02 0.89 0.61 26.33 2.33 1.31 12.00 13.20 31.16 CB20 E03 1.24 0.86 26.33 3.26 1.54 12.00 14.61 31.16 C821 E04 2.91 2.03 24.98 8.13 2.40 12.00 18.18 29.57 CB22 E05 3.60 2.51 25.66 9.80 2.63 12.00 19.72 30.38 CB23 E06 4.35 3.04 26.00 11.69 2.87 12.00 21.03 30.77 CB24 E07 5.29 3.70 25.32 14.60 3.21 12.00 21.84 29.97 CB25 E08 6.36 4.45 19.08 23.30 4.09 12.00 18.78 22.58 CB26 • Network N05 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea 6/21/96 4: 36: 10 pm Barghausen Engineers page 23 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON HISTORY OF HYDROGRAPH ACTIVITY ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- D01 15.47 10.80 18.62 57.98 6.86 12.00 23.24 22.04 CB16 PREACH A01 "" "" 8.00 130.00 0.0151 0.0120 15.00 13.04 "CB01" UPDATE PREACH A02 "" "" 12.00 112.00 0.0020 0.0120 13.04 12.82 "CB02" UPDATE PREACH A03 "" "" 12.00 124.00 0.0020 0.0120 12.82 12.57 "CB03" UPDATE PREACH A04 "" "" 12.00 142.00 0.0020 0.0120 12.57 12.28 "CB04" UPDATE PREACH A05 "" "" 12.00 148.00 0.0020 0.0120 12.28 11.99 "C805" UPDATE PREACH A06 "" "" 12.00 189.00 0.0020 0.0120 11.99 11.61 "CB06" UPDATE PREACH B01 "" "" 8.00 190.00 0.0079 0.0120 14.75 13.25 "CB07" UPDATE PREACH 802 "" "" 12.00 145.00 0.0052 0.0120 13.26 12.50 "CB08" UPDATE PREACH B03 "" "" 12.00 140.00 0.0022 0.0120 12.50 12.19 "CB09" UPDATE • PREACH B04 "" "" 12.00 138.00 0.0022 0.0120 12.19 11.89 "CB10" UPDATE PREACH B05 "" "" 12.00 123.00 0.0022 0.0120 11.89 11.61 "CB11" UPDATE PREACH C01 "" "" 12.00 302.00 0.0020 0.0120 11.61 11.01 "CB12" UPDATE PREACH CO2 "" "" 12.00 120.00 0.0020 0.0120 11.01 10.77 "CB13" UPDATE PREACH CO3 "" "" 12.00 132.00 0.0020 0.0120 10.77 10.50 "CB14" UPDATE PREACH C04 "" "" 12.00 126.00 0.0020 0.0120 10.50 10.25 "CB15" UPDATE PREACH D01 "" "" 12.00 66.00 0.0020 0.0120 10.25 10.12 "C816" UPDATE PREACH E01 "" "" 8.00 285.00 0.0065 0.0120 15.25 13.40 "CB19" UPDATE PREACH E02 "" "" 12.00 225.00 0.0040 0.0120 13.40 12.50 "CB20" UPDATE PREACH E03 "" "" 12.00 88.00 0.0040 0.0120 12.50 12.15 "CB21" UPDATE PREACH E04 "" "" 12.00 96.00 0.0036 0.0120 12.15 11.80 "CB22" UPDATE PREACH E05 "" "" 12.00 92.00 0.0038 0.0120 11.80 11.45 "CB23" UPDATE PREACH E06 "" "" 12.00 128.00 0.0039 0.0120 11.45 10.95 "C824" UPDATE • PREACH E07 "" "" 12.00 135.00 0.0037 0.0120 10.95 10.45 "CB25" UPDATE PREACH E08 "" "" 12.00 160.00 0.0021 0.0120 10.46 10.12 "CB26" UPDATE 6/21/96 4 : 36: 10 pm Barghausen Engineers page 24 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON • HISTORY OF HYDROGRAPH ACTIVITY ROUTE HYDROGRAPH 1 THROUGH REACH N05 ZERO Hyd a CO2 shifted 10.00 min Network N01 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVet> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- A01 0.22 0.15 1.73 8.66 1.65 8.00 2.89 4.62 C801 A02 0.93 0.65 1.86 34.68 5.08 12.00 2.04 2.20 C802 A03 1.54 1.07 1.86 57.59 6.84 12.00 2.32 2.20 CB03 A04 1.70 1.18 1.86 63.39 7.27 12.00 2.37 2.20 CB04 A05 2.34 1.63 1.86 87.53 9.26 12.00 2.51 2.20 CB05 A06 2.81 1.96 3.38 57.99 8.58 15.00 2.70 2.56 CBO6 Network NO2 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 801 0.29 0.19 1.26 15.51 2.21 8.00 2.48 3.34 C807 B02 0.69 0.47 3.00 15.55 3.32 12.00 2.64 3.55 CB08 B03 1.66 1.15 1.95 58.66 6.92 12.00 2.44 2.31 CB09 B04 3.17 2.20 3.54 62.27 8.98 15.00 2.87 2.68 C110 805 4.45 3.10 3.54 87.61 11.58 15.00 3.05 2.68 CB11 Network NO3 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 001 8.34 5.82 --------Pressure Flow-------- 3.29 CB12 CO2 8.82 6.15 --------Pressure Flow-------- 3.48 C813 CO3 8.88 6.18 --------Pressure Flow-------- 3.50 CB14 C04 8.96 6.22 --------Pressure Flow-------- 3.52 CB15 Network N04 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- E01 0.48 0.33 1.14 28.86 3.06 8.00 2.68 3.03 CB19 E02 0.89 0.61 2.63 23.33 4.10 12.00 2.59 3.12 CB20 E03 1.24 0.86 2.63 32.57 4.90 12.00 2.84 3.12 CB21 E04 2.91 2.03 2.50 81.34 8.70 12.00 3.33 2.96 CB22 E05 3.60 2.51 2.57 97.99 10.56 12.00 3.44 3.04 CB23 E06 4.35 3.04 4.71 64.46 9.19 15.00 3.86 3.57 CB24 E07 5.29 3.70 4.59 80.50 10.78 15.00 3.92 3.48 C825 E08 6.36 4.45 5.62 79.03 12.75 18.00 3.32 2.96 CB26 • Network N05 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 6/21/96 4 : 36: 10 pm Barghausen Engineers page 25 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS • 5687_CON_____________________________________________________________ HISTORY OF HYDROGRAPH ACTIVITY D01 15.47 10.62 11.82 89.83 18.98 24.00 3.99 3.50 CB16 ROUTE HYDROGRAPH 1 THROUGH REACH N05 ZERO Hyd a CO3 shifted 10.00 min Network N01 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVet> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- A01 0.22 0.15 1.73 8.66 1.65 8.00 2.89 4.62 CB01 A02 0.93 0.65 1.86 34.68 5.08 12.00 2.04 2.20 CB02 A03 1.54 1.07 1.86 57.59 6.84 12.00 2.32 2.20 C803 A04 1.70 1.18 1.86 63.39 7.27 12.00 2.37 2.20 CB04 A05 2.34 1.63 1.86 87.53 9.26 12.00 2.51 2.20 CB05 A06 2.81 1.96 3.38 57.99 8.58 15.00 2.70 2.56 CB06 Network NO2 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- B01 0.29 0.19 1.26 15.51 2.21 8.00 2.48 3.34 CB07 B02 0.69 0.47 3.00 15.55 3.32 12.00 2.64 3.55 CB08 . B03 1.66 1.15 1.95 58.66 6.92 12.00 2.44 2.31 CB09 804 3.17 2.20 3.54 62.27 8.98 15.00 2.87 2.68 CB10 B05 4.45 3.10 3.54 87.61 11.58 15.00 3.05 2.68 CB11 Network NO3 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 001 8.34 5.82 8.28 70.26 13.64 21.00 3.52 3.20 CB12 CO2 8.82 6.15 8.28 74.28 14.20 21.00 3.55 3.20 CB13 CO3 8.88 6.19 8.28 74.77 14.26 21.00 3.56 3.20 CB14 C04 8.96 6.23 8.28 75.27 14.33 21.00 3.56 3.20 C815 Network N04 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- E01 0.48 0.33 1.14 28.86 3.06 8.00 2.68 3.03 C819 E02 0.89 0.61 2.63 23.33 4.10 12.00 2.59 3.12 CB20 E03 1.24 0.86 2.63 32.57 4.90 12.00 2.84 3.12 CB21 E04 2.91 2.03 2.50 81.34 8.70 12.00 3.33 2.96 CB22 E05 3.60 2.51 2.57 97.99 10.56 12.00 3.44 3.04 CB23 E06 4.35 3.04 4.71 64.46 9.19 15.00 3.86 3.57 CB24 E07 5.29 3.70 4.59 80.50 10.78 15.00 3.92 3.48 CB25 E08 6.36 4.45 5.62 79.03 12.75 18.00 3.32 2.96 C826 • Network N05 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea 6/21/96 4: 36: 10 pm Barghausen Engineers page 26 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS • 5687=CON_____________________________________________________________ HISTORY OF HYDROGRAPH ACTIVITY ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- D01 15.47 10.62 11.82 89.82 18.98 24.00 3.99 3.50 C816 ROUTE HYDROGRAPH 1 THROUGH REACH N05 ZERO Network N01 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVet> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- A01 0.22 0.15 1.73 8.66 1.65 8.00 2.89 4.62 CB01 A02 0.93 0.65 1.86 34.68 5.08 12.00 2.04 2.20 CB02 A03 1.54 1.07 1.86 57.59 6.84 12.00 2.32 2.20 CB03 A04 1.70 1.18 1.86 63.39 7.27 12.00 2.37 2.20 C804 A05 2.34 1.63 1.86 87.53 9.26 12.00 2.51 2.20 CB05 A06 2.81 1.96 3.38 57.99 8.58 15.00 2.70 2.56 CB06 Network NO2 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- B01 0.29 0.19 1.26 15.51 2.21 8.00 2.48 3.34 CB07 B02 0.69 0.47 3.00 15.55 3.32 12.00 2.64 3.55 CB08 • 803 1.66 1.15 1.95 58.66 6.92 12.00 2.44 2.31 CB09 B04 3.17 2.20 3.54 62.27 8.98 15.00 2.87 2.68 CB10 B05 4.45 3.10 3.54 87.61 11.58 15.00 3.05 2.68 CB11 Network NO3 Reach <AREA> <Act Q> <Q Full> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 001 8.34 5.82 8.28 70.26 13.64 21.00 3.52 3.20 CB12 CO2 8.82 6.15 8.28 74.28 14.20 21.00 3.55 3.20 CB13 CO3 8.88 6.19 8.28 74.77 14.26 21.00 3.56 3.20 CB14 C04 8.96 6.25 8.28 75.44 14.36 21.00 3.56 3.20 CB15 Network N04 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeI> <FVeI> Carea ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- E01 0.48 0.33 1.14 28.86 3.06 8.00 2.68 3.03 CB19 E02 0.89 0.61 2.63 23.33 4.10 12.00 2.59 3.12 CB20 E03 1.24 0.86 2.63 32.57 4.90 12.00 2.84 3.12 CB21 E04 2.91 2.03 2.50 81.34 8.70 12.00 3.33 2.96 CB22 E05 3.60 2.51 2.57 97.99 10.56 12.00 3.44 3.04 CB23 E06 4.35 3.04 4.71 64.46 9.19 15.00 3.86 3.57 CB24 E07 5.29 3.70 4.59 80.50 10.78 15.00 3.92 3.48 C825 E08 6.36 4.45 5.62 79.03 12.75 18.00 3.32 2.96 CB26 • Network N05 Reach <AREA> <Act Q> <Q FuLL> % Full Ndepth <Diam> <NVeI> <FVet> Carea 6/21/96 4 : 36: 10 pm Barghausen Engineers page 27 GROUP HEALTH - RENTON WA PIPE CONVEYANCE CALCULATIONS 5687-CON HISTORY OF HYDROGRAPH ACTIVITY ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- D01 15.47 10.80 11.82 91.32 19.30 24.00 3.99 3.50 CB16 • • • VI. SPECIAL REPORT AND STUDY i Report Geotechnical Engineering Services Proposed Southwest 16th Tech Center Renton, Washington April 23, 1996 Jr For The Benaroya Company G e o E n g i n e e r s File No.4565-006-01-1130/042396 Ge0,N,'§'- Engineers April 23, 1996 Consulting Engineers and Geoscientists Offices in Washington, The Benaroya Company Oregon.and Alaska c/o LDG Architects 1319 Dexter Avenue North, Suite 260 Seattle, Washington 98109 Attention: Mr. Ed Linardic We are pleased to submit four copies of our report, "Geotechnical Engineering Services, Proposed Southwest 16th Tech Center, Renton, Washington." Our geotechnical engineering services were completed in general accordance with our proposal dated February 28, 1996. Our services were verbally authorized by Mr. Ed Linardic on March 12, 1996. Preliminary results of our geotechnical engineering study were discussed with you as information became available. Also, a preliminary memorandum presenting preload recommendations was transmitted on April 11, 1996. We appreciate the opportunity to work with Benaroya Company and LDG Architects on this project. Please call if you have any questions regarding this report.. Yours very truly, Geo ineers, Inc. Jac uttle, P.E. rmcipal DCO:JKT:cros Document ID: 4565006.R cc: Poe Construction Company (1 faxed 939-4805, 2 mailed) 1519 W. Valley Hwy. N., Suite 103 Auburn, WA 98001 Attn: Mr. Alan Peterson He No.4565-006-01 GeoEngineers,Inc. 8410 154th Avenue N.E. Redmond,WA 98052 Telephone(206)861-6000 Fax(206)861-6050 CONTENTS Page No. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 PROJECT UNDERSTANDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 SITE DESCRIPTION . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 SURFACE CONDITIONS 3 SUBSURFACE CONDITIONS 3 GROUND WATER CONDITIONS 4 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 GENERAL 4 SITE PREPARATION 5 EARTHWORK 6 General 6 Structural Fill 6 Use of Existing Site Soils 7 SETTLEMENTS 7 PRELOAD FILL 7 SETTLEMENT MONITORING 8 SHALLOW FOUNDATION SUPPORT 9 FLOOR SLAB SUPPORT 9 RETAINING WALLS 10 LATERAL RESISTANCE 10 PAVEMENT RECOMMENDATIONS 11 DRAINAGE CONSIDERATIONS 11 SEISMIC CONSIDERATIONS 12 Liquefaction Potential 12 Site Coefficient 12 CONSTRUCTION MONITORING 13 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 FIGURES Figure No. h i Vicinity Map 1 Site Plan 2 Settlement Plate Detail 3 • G e o E n g i n e e r s 1 File No.4565-006-01-1130/042396 CONTENTS (continued) APPENDICES Page No. Appendix A - Subsurface Explorations and Laboratory Testing A-1 Subsurface Explorations A-1 Laboratory Testing A-1 APPENDIX A FIGURES Figure No. Soil Classification System A-1 Key to Boring Log Symbols A-2 Logs of Borings A-3 ... A-5 Logs of Dutch Cone Probes A-6 ... A-8 Consolidation Test Results A-9 • h Y G e o E n g i n e e r s Il He No.4565-006-01-1130/042396 REPORT . GEOTECHNICAL ENGINEERING SERVICES PROPOSED SOUTHWEST 16TH TECH CENTER RENTON, WASHINGTON INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Southwest 16th Tech Center in Renton, Washington. The property consists of approximately 23 acres on the southwest corner of the intersection of Southwest 16th Street and Raymond Avenue Southwest. A vicinity map showing the project site is provided as Figure 1. An existing building, paved and gravel-surfaced parking areas and two smaller buildings are present in the northeast portion of the site. The remainder of the site is undeveloped. The main structure is a combined warehouse and office building currently occupied by Group Health Cooperative Support Services. The following summary of the existing building and site .configuration is based on our review of the existing plans (dated 1976) and observations made during our field explorations. PROJECT UNDERSTANDING The existing building is a concrete tilt-up structure supported on spread footings. Six dock- high loading bays are located on the southeast side of the building. Finished floor elevation is shown as Elevation 27.25 feet based on an old survey datum, which we understand equates to Elevation 19.8 feet on the new survey datum. The floor slab consists of 5.5 inches of concrete overlying a 6-mil polyethylene vapor barrier and 4 inches of bank run sand and gravel. Most of the footing subgrade elevations vary from about 2 to 21k feet lower than the finished floor elevation. It appears that up to 41fz feet of fill was placed to form the building pad. The original plans also indicate that a mound of material existed on the west side of the site approximately I1h feet higher than the current grade. The undeveloped portion of the site is vegetated with short grass, scattered deciduous trees, and patches of blackberry bushes. A wetland area is located in the extreme south portion of the site. This portion of the site is roughly 4 feet lower than the adjacent street grade and contained several ponds of standing water at the time of our field explorations. We observed several log barricades in the western, undeveloped portion of the property blocking old access roads. We understand that there are several alternatives being considered for the layout of tA_ proposed buildings. At this time, it is likely that two buildings will be constructed with surrounding parking and drive areas. Building A will be located in the west with a footprint of about 129,000 square feet, and Building B will be constructed in the east with a footprint of about 295,000 square feet. Approximately 85,000 square feet of Building B will be made up of the _existing building. The buildings will likely be one- to two-story concrete tilt-up structures for G e o E n g i n e e r s J File No.4565-006-01-1130/042396 12. Provide recommendations for surface and subsurface drainage systems to control ground • water conditions. 13. Provide the applicable UBC site coefficient for seismic design and a discussion of liquefaction potential. 14. Present our findings and recommendations in a written report with supporting site plan, boring logs, and other applicable figures. SITE DESCRIPTION SURFACE CONDITIONS As discussed in the "Introduction" section of this report, the property is a 23-acre site with an existing building located in the northeast corner. The existing building is generally rectangular and comprises 93,000 square feet. We understand that the current plan is to retain 85,000 square feet of this space as part of proposed Building B. The westerly 50 feet of the existing building will be demolished. Existing site features south of the building include a fenced, gravel parking lot on the east, and a landscaped area and an excavated area on the west. " We understand a gasoline UST was removed from the excavation area. Remediation of the UST removal is being completed by others. A large asphalt concrete parking lot is located farther south of the main building. Two smaller metal frame buildings are located on the west side of the parking lot. These structures will be removed as part of the new development plan. The remaining property south and west of the existing facility is undeveloped. Springbrook Creek meanders down the west property boundary. Vegetation across the undeveloped area consists of short grass, scattered deciduous trees and patches of blackberry bushes. The ground surface slopes gently down to the south and west toward Springbrook Creek. Overall site relief is approximately 5 to 6 feet from the northeast corner to the top of the creek bank. Elevations range from 17 to 21 feet in the developed area, and from 14 to 18 in the undeveloped portions of the site. SUBSURFACE CONDITIONS Subsurface soil and ground water conditions were evaluated by drilling three borings and advancing three cone penetrometers on March 22 and 23, 1996. Approximate locations of the explorations are shown in the Site Plan, Figure 2. Descriptions of the field exploration program, laboratory testing procedures, and exploration logs are presented in the appendix. We also reviewed subsurface information summarized in a report completed by Dames & Moore in 1975 for the existing Group Health Cooperative building, conditions encountered during development of the adjacent Boeing property, and conditions encountered during a geotechnical study for the Springbrook Creek box culvert located just northwest of the site. Native soils in • this area generally consist of a mantle of 10 to 20 feet of silty fine sand and sandy silts with G e o E n g i n e e r s 3 File No.4565-006-01-1 1 30/0423 96 varying strength and compressibility characteristics. Underlying soils generally consist of cleaner . sands which are usually loose to medium dense to a depth of 25 to 30 feet below which they become more dense. Conditions encountered in our current explorations are similar to findings in previous studies. In general, a 2- to 6-foot thickness of silty sand with occasional gravel fill blankets much of the site. The exception is in the extreme south end close to the existing wetland area, and in the lowlying west areas where the fill is a thin surficial layer of silt with occasional gravel or the fill is absent. A variable thickness of compressible silt underlies the fill and is present at the ground surface where the fill is absent. We encountered approximately 3 feet of this silt in the northwest area, 8 to 10 feet in the central area, and up to about 12 feet in the south end of proposed Building B. Interlayered silty sand and sand underlies the silt layer. Dense gravel with sand and varying silt content was encountered at depth in the explorations. With the exception of CPT-3, the top of the dense gravel layer was encountered at depths ranging from 19 to 28 feet. CPT-3 was located in the central area of proposed Building A and encountered refusal in dense gravel at a depth of 14.5 feet. GROUND WATER CONDITIONS Ground water seepage was observed in our borings at depths ranging from 5.5 to 8.75 feet (approximately Elevation 9.5 to 11 feet). Ground water was encountered during the 1975 study at approximately Elevation 16 feet which equates to Elevation 8.5 feet using the current datum. Based on the existing and proposed finished floor elevation of 19.8 feet, we do not expect ground water seepage to enter shallow excavations completed for building and utility construction. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site is suitable for constructing the proposed buildings as planned provided a preload program is completed within the building areas to reduce postconstruction settlements to within acceptable limits. We recommend that the building be supported on shallow spread footings founded on a minimum thickness of compacted structural fill. The anticipated grading required to establish the final floor grade (Elevation 19.8 feet) will provide an adequate fill pad for floor slab support over most of the site. Some removal or recompaction of surficial fill soils will be necessary in the area south of the existing building. Also, excavation and replacement of on-site soils will be required to construct the recommended minimum thickness of structural fill for footing support. Some excavation and placement of fill to provide a suitable subbase for the parking lot and dock loading areas should also be anticipated. The extent of this excavation will depend, in part, on the time of year that earthwork is accomplished because of the sensitivity of the native soils to moisture. . Placement of fill above the existing grades and imposition of building loads will cause consolidation in the underlying silty fine sand and sandy silt strata. The building fill pad and G e o E n e i n e e r s 4 He No.4565-006-01-1 1 30/0423 96 preload fill should be constructed far enough in advance of erection of the building walls so that • the majority of settlement due to these loads will have occurred before footing construction begins. A 2- to 3-foot-high preload fill is recommended to reduce post construction settlements. The estimated preload duration is quite variable due to the variable thickness of the compressible silt underlying the site. We estimate that the preload time will range from 2 to 12 weeks across the site. The following sections of this report provide more detailed recommendations for design and construction. SITE PREPARATION The surficial soils consist mostly of moisture-sensitive silty soils on which it will be difficult to operate equipment during wet weather and which cannot be compacted properly if wet. Access to complete the field explorations was only possible utilizing a dozer to pull the drill rig. To help reduce earthwork costs, grading should be started after an extended period of dry weather when the surficial soils will have dried and be less susceptible to disturbance as well as providing better support for construction equipment. Stripped subgrades should not be left exposed to inclement weather. We recommend that the sod and organics be stripped from all building and pavement areas where the thickness of new fill above existing grade will be less than 2 feet. The depth of • stripping should be sufficient to remove the major root structure of the weed and grass cover. If more than 2 feet of fill will be placed above the existing grades, the grass and weeds need not be stripped. In this case, we recommend that the grass and weeds be cut as short as possible, cuttings removed, and any large roots grubbed followed by placement of fill. We recommend that the site be thoroughly proofrolled with heavily loaded rubber-tired construction equipment if site preparation is done during extended dry weather conditions. If soft or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly dense condition, excavation to firm soil or to 2 feet, or as otherwise recommended by the soils engineer, and replacement with structural fill should be accomplished. If site preparation is performed during wet weather, the exposed surface should not be proofrolled because of the disturbance that would be caused. During wet weather, the sod should be stripped where necessary with lightweight equipment and construction traffic kept off the exposed surface. The subgrade should be evaluated and probed by a representative from our firm to identify areas of soft soils which may need to be replaced. These soft areas should Ve overexcavated to the depth determined by our representative. Geotextile fabric may be necessary to aid in stabilizing some areas during wet weather construction. Temporary roads will be required for access to construction areas. Our experience suggests that 12 to 24 inches of sand and gravel with less than 5 percent fines, crushed rock or quarry spalls may be necessary to provide support for construction equipment during the wet season. G e o E n g i n e e r s 5 File No.4565-006-01-1 1 30/042396 We anticipate that it will be beneficial to place geotextile fabric on the subgrade, especially in • stripped areas, soft areas and areas which will be subject to heavy traffic, to minimize mixing of the silty subgrade and temporary road base materials and to reduce pumping and weaving. EARTHWORK General The proposed building can be satisfactorily supported on shallow footings bearing on a zone of compacted structural fill. As described in subsequent sections of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill and that a minimum 8 inches of subbase (clean sand and gravel) be specified for areas to be paved. We recommend that individual spread footings supporting total design column loads of 100 kips or less, and all continuous wall footings bear on a minimum 2-foot thickness of structural fill. The fill pad beneath individual footings designed for larger column loads should have a minimum thickness of 3 feet. Structural Fill During dry weather, structural fill placed at a depth more than 6 inches below slab subgrades can contain an increased fines content provided that the minimum compaction criteria can be achieved. The maximum particle size in borrow material for general site grading should • be limited to 6 inches. The pavement subbase and the upper 6 inches of building pad fill should consist of a well-graded, free-draining sand and gravel free of organic matter and debris. The sand and gravel fill should contain less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 3/4-inch sieve. The maximum particle size should be limited to 1112 inches. If the fill is placed during wet weather, we recommend that the entire building pad fill be constructed of borrow soils having less than 5 percent fines. We should be provided samples of the proposed borrow material for evaluation prior to approving it as acceptable material. Structural fill should be placed in horizontal lifts which are 10 inches or less in loose thickness. During wet weather, the initial lift may need to be somewhat thicker in order to reduce the chance of pumping of the fine-grained subgrade soils and to provide adequate support for construction equipment. Within 2 feet of the finished subgrade surface of building and pavement areas, each lift should be uniformly compacted to at least 95 percent of the maximum dry density as determined in accordance with the ASTM D-1557 test method. Below 2 feet ok the finished subgrade surface, the compaction criteria can be reduced to 90 percent of the maximum dry density (ASTM D-1557). The moisture content of the fill material should be adjusted as necessary to achieve the specified compaction. A representative from our staff should be present at the site to observe and evaluate fill placement and compaction operations, and to complete a representative number of in-place density tests. G e o E n g i n e e r s 6 He No.4565-006-01-1 1 30/042396 SHALLOW FOUNDATION SUPPORT We recommend that the building be supported on shallow foundations, provided that the footings are placed on a pad of compacted structural fill as recommended in the "Earthwork" section of this report and as discussed below. Foundation construction should not be started until settlements from filling and preload operations are complete. We recommend that all footings be supported on structural fill extending to a depth of 2 to 3 feet below the footing subgrade elevation. A 2-foot thickness is appropriate for design column loads of 100 kips or less and a 3-foot thickness is appropriate for heavier design loads. We recommend that the compacted structural fill form a prism of fill below the footing which extends a minimum distance of 2 feet beyond the edge of the footing. The requirements for overexcavation of existing soils and placement of structural fill for footing support should be determined and the work accomplished before placing the building pad fill. Interior column footings should be supported as high in the building pad fill as practical to minimize the need for overexcavation for the bearing pads of fill. We recommend that a representative from our firm evaluate the soils exposed in these excavations before placement of structural fill to determine that the footing subgrade is acceptable. Any soils determined to be excessively soft may require additional excavation and replacement with structural fill. We recommend that the bottom elevations of all exterior footings be a minimum of 18 inches below the lowest adjacent finished grade, while interior footings have a minimum embedment of 12.inches. We recommend that continuous footings and isolated column footings have minimum widths of 18 and 24 inches, respectively. Footings can be designed using an allowable soil bearing pressure of 2,500 psf for dead plus long-term live loads. This value may be increased by one-third when considering transient loads, such as wind or seismic. The weight of the footing and any backfill over the footing may be neglected in determining the applied bearing pressure. We estimate that the settlement of continuous strip and column footings will be on the order of 1/2 to 3/4 inches for the assumed loading conditions. Differential settlements should not exceed about 1/2 inch in about 40 to 50 feet. These settlements should occur within several weeks after applying load to the footings. FLOOR SLAB SUPPORT All slab subgrade areas should be stripped and proofrolled or otherwise evaluated as recommended in "Site Preparation" before placing any fill. As discussed in the "EarthworO section of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill. The upper 6 inches of fill placed to form the building pad should consist of 3/4-inch minus free draining sand and gravel with less than 5 percent fines. If fill placement and slab construction will proceed during extended periods of dry weather, the import fill placed below the upper 6 inches of slab subgrade can contain an increased percentage of fines provided the fill can be compacted as recommended above. G e 0 E n g i n e e r s 9 File No. 4565-006-01-1130/042396 A vapor barrier should be placed beneath all on-grade floor slabs where moisture control • in the slab is critical (e.g., if tile or carpeting is to be glued to the slab). This vapor barrier should consist of polyethylene sheeting and should be overlain by a 2-inch thickness of clean sand to protect it from damage during slab construction and to aid concrete curing. RETAINING WALLS We recommend that walls for loading docks or other building walls which will serve as retaining walls be designed for lateral pressures based on an equivalent fluid density of 35 pcf (pounds per cubic foot). This value applies to walls not restrained against rotation when backfill is placed. The above-recommended lateral soil pressure does not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered as appropriate. In settlement-sensitive areas (e.g., beneath on-grade slabs), the upper 2 feet of backfill for subgrade walls should be compacted to 95 percent of the maximum dry density determined in accordance with ASTM D-1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D-1557. Measures should be taken to prevent overcompaction of the backfill against the wall. The recommended equivalent fluid density assumes a free-draining condition behind the wall. If any walls are placed where water may have access to the fill behind, drainage should be provided by placing an 18- to 24-inch-wide zone of sand and gravel containing less than 5 percent fines against the wall. Weep holes at about 4-foot centers at the base of the wall should be sufficient to drain water from exterior walls. Alternatively, perforated drainpipe could be embedded in the free-draining sand and gravel zone along the base of retaining walls to remove any water which collects in this zone. The drainpipe should be tightlined to an appropriate discharge point. LATERAL RESISTANCE The soil resistance available to resist lateral loads is a function of the frictional resistance which can develop on the base of footings and slabs, and the passive resistance which can develop on the face of below-grade elements of the structure as these elements tend to move into the soil. For footings and floor slabs founded on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance can be computed using a coefficient of friction of 0.35 applied to vertical dead-load forces. The allowable passive resistance on the fac4 of footings, grade beams or other embedded foundation elements can be computed using an equivalent fluid density of 200 pcf(triangular distribution) for on-site soils. Alternatively, passive pressures may be computed using an equivalent fluid density of 300 pcf if all soil extending out from the face of the foundation element for a distance at least equal to two and one- half times the depth of the element consists of structural fill compacted to at least 95 percent of G e o E n g i n e e r s 10 File No.4565-006-01-1130/042396 maximum dry density (ASTM D-1557). The above coefficient of friction and passive equivalent . fluid density values include a factor of safety of about 1.5. PAVEMENT RECOMMENDATIONS Pavement subgrade areas should be stripped and proofrolled, or otherwise evaluated, as recommended in "Site Preparation". Assuming that proper site preparation is accomplished and a relatively firm subgrade can be achieved, we recommend a minimum 8-inch-thick subbase layer be provided beneath the base course of the pavement section. The subbase should consist of a Ilh-inch minus sand and gravel with less than 5 percent fines. This recommendation assumes that the existing fill and native soils can be compacted to the criteria defined in the "Earthwork, Structural Fill" section. If the existing fill and native soils are soft, it will be necessary to increase the subbase thickness and possibly provide a geotextile separation layer. It has been our experience that 12 to 24 inches of subbase overlying a geotextile separation layer is required on soft, wet soils, or during wet weather. Soft, wet soils should be expected at the ground surface in the lowlying areas of the site. The required subbase thickness will depend on the moisture content of the existing fill and native soils at the time of construction and should be evaluated at that time. To avoid the cost of additional overexcavation, the pavement subgrade preparation should occur during the summer and allow time for the parking subgrade soils to "heal" prior to paving. The subbase surface will not serve as support for construction traffic, and construction haul roads should be provided as discussed under the "Site Preparation" section of this report, if required. We recommend that the pavement section in automobile parking areas consist of a minimum of 2 inches of Class B asphalt concrete over a minimum of 4 inches of free-draining crushed rock. The free-draining crushed rock should be similar to Washington State Standard Specification 9- 03.9(3) except with less than 5 percent passing the U.S. No. 200 sieve. In roadway areas and pavement areas which will be subject to truck traffic, we recommend that the minimum thicknesses of asphalt concrete and crushed rock be increased to 3 and-6 inches, respectively. These design recommendations assume that pavement construction is accomplished during extended periods of dry weather. The crushed rock base course and subbase fill should both be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D-1557. Backfill in utility trenches underlying paved areas should also be compacted in accordance with the recommendations for structural fill presented in this report. r DRAINAGE CONSIDERATIONS We recommend that pavement surfaces be sloped so that surface drainage flows away from the buildings. We recommend that all roof drains be collected in tightlines for diversion into the storm drain system. A perimeter footing drain is not considered necessary provided that the building floor is above the parking grades. G e o E n g i n e e r s II File No. 4565-006-01-1 1 30/0423 96 SEISMIC CONSIDERATIONS • Liquefaction Potential The Puget Sound basin is located within a seismically active area in which numerous earthquakes have been recorded. Of these, two were large events which resulted in significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which was centered between Seattle and Tacoma, occurred in 1965 with a Richter magnitude of 6.5. Damage, which in some instances may have been related to localized liquefaction, was reported in many areas within the greater Puget Sound region. Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils and subsequent loss of strength. In general, soils which are susceptible to liquefaction include loose to medium dense clean to silty sands and which are below the water table. The evaluation of liquefaction potential is complex and is dependent on numerous site parameters including soil grain size, soil density, site geometry, static stresses, and the design ground acceleration. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. We made a preliminary evaluation of the liquefaction potential at this site based on subsurface information obtained in the borings and cone penetrometer tests. Based on the data obtained for this site, the interbedded silt layers have a low risk of liquefaction. However, the loose to medium dense sandy soils encountered below the water have a high to moderate risk of liquefaction, respectively. A layer of loose to medium dense clean sand was encountered below the water table in several of the explorations. Because the thickness varies from approximately 3 to 19.5 feet, it is likely that several discontinuous zones could liquefy causing isolated areal settlements. Based on our analyses, the settlements may be in the range of 1 to 5 inches. The dense gravels encountered below a depth of about 19 feet have a low potential for liquefaction. Given the low to moderate liquefaction potential of the majority of subsurface soils encountered, and because the floor slab and foundation elements will be supported on a mat of densely compacted structural fill that will be above the highest probable ground water level, significant differential settlements are not expected. Specifically, this site will have a nonliquefiable soil cap with a thickness to about 10 to 18 feet. Therefore, sharp differential settlements of high magnitude are not expected, although settlement could occur and caul distress to the structure during a design seismic event. Site Coefficient Based on our subsurface explorations and our experience in the area, the recommended • Uniform Building Code (1994) soil profile type is S3 for a corresponding site coefficient of 1.5. G e o E n g i n e e r s 12 File No.4565-006-01-1 1 30/042396 CONSTRUCTION MONITORING • The site preparation and earthwork phases of construction are critical to the successful completion of this project. We recommend that GeoEngineers be retained to provide monitoring and testing services during these phases and during foundation installation to determine that the work is completed in general accordance with the intent of our recommendations. These services should include monitoring of the site preparation and proofrolling to advise on any remedial work that may be needed to repair areas of subgrade, observation and testing during filling, review of settlement marker data (the surveying would be done by others) to advise when the majority of the settlement has occurred, observations during footing subgrade preparation, and final subgrade preparation for floor slab and pavement areas. LIMITATIONS We have prepared this report for use by The Benaroya Company, LDG Architects and other members of the project team for use in the design of a portion of this project. The report is not intended for use by others and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors for bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The site development was in the preliminary design stages at the time of this writing. When the design has been finalized, we recommend that our firm be retained to review the final design and specifications to see that our recommendations have been interpreted and implemented as intended. Our scope does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and variations are also possible over time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. G e o E n g i n e e r s 13 File No.4565-006-01-1130/042396 We appreciate this opportunity to be of service to The Benaroya Company and LDG • Architects. Please call if you have any questions regarding this report. Respectfully submitted, GeoEngineers, Inc. f Debra C. Overbay, P.E. Project Engineer Jack K. Tuttle, P.E. Principal DCO:JKT:cros QG O� WAS Document ID: 4565006.R Copyright® 1996 by GeoEngineers,Inc.,All rights reserved 07477 .nos jO1STE NA G EXPIRES h t • G e o E n g i n e e r s 14 File No. 4565-006-01-1130/042396 d i st Para ice,• � %�;` �-J,� �' -�,�� •� .• -.. E,• .,r,, b�,:. �- 4:. (� /,$' i R^ILRQ4D `O �� \�� %E��•:Y`_ F d BM �---� =---.r�I3 ---- ._' ,�I l� � ail ��j� L'• ■~ � I�`)� gaa i 30SM Se-age SITE - - ; �,� _• ; Yt. 1 Lorgacrei 7-`. -. � �_' •■ I• ��� 1� f�' ��' I `�(�; 111 •;r r:�-•)���:�` • � __ , ` n —.., ''• l;,Track �� . I ,\; !i `L `-.. ••. T. It BM - I a 1 — -■ Jill I I I r7 III; r I, )�B.Reserwir 13 AB lap 26 ; �± t 25 ----- .....__. i 30 6� io3 2 - �� 1 V . o N 0 0 0 2000 4000 SCALE IN FEET • Reference: USGS 7.5' topographic quadrangle map "Renton, Wash.,' photorevised 1973. VICINITY MAP Geo Engineers FIGURE 1 9- t __ 4.93' ` I _ 15' TYPICAL PARKING Z - ( STALL 9' X 20' w `- 11 - TEE EXST'G SIDEWALK — � __ � tom• 1 75' '0' REMOVE EXST'G CURB CUT J IV \ —� �� IIJ 1' • Y i� - � t7• I EXISTING \\ _ CURB CUT SEMACK gmamowhm tS� 0 wO �\ � ' ww lot Co 0 f0 Q 00 � ) Z �m NEW DUMPSTER/RECYCLE ARE/ i CURB CUT \\ W/6' FENCE do GATE I ' �\ EXPLANATION: ;I -� GB-1 BORING PERFORMED it i BY GEOENGINEERS A V CPT-1 CONE PENETROMETER TEST - :-- o PERFORMED BY GEOENGINEERS ,- 1� i; IJL•1 ,, BORING PERFORMED BY OTHERS � 1 L i O f `` i ZI Z 0 100 200 � �� "� �D• � a1� SCALE IN FEET • 1 "•S �o NEW F.H. U -1 • t 4 --REMOVE EXST C ti q l�{ 1 _ ' II-- NEW SITE PLAN Reference: Drawing entitled 'Site Plan," by LDG FIGURE 2 • Measurement Rod, 1/2-inch- diameter Pipe or Rebar \ Casing, 2-inch-diameter Pipe `�k. (set on plate, not fastened) 1 Existing Ground Surface -' Coupling Welded to Plate I _y / (Not to Scale) Settlement Plate, Sand Pad, if Necessary 16" x 16" x 1/4" • NOTES: 1. Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of any fill. 2. For ease in handling, Pod and casing are usually installed in 5-foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is maintained by reading the top of the measurement rod, then immediately adding the new section and reading the top of the added rod. Both readings are recorded. 3. Record the elevation of the top of the measurement rod at the recommended time intervals. Record the elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest, 0.01 foot, or 0.005 foot if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at least 100 feet from the area being filled. SETTLEMENT PLATE DETAIL Geo N —Engineers FIGURE 3 • APPENDIX A • \' •`-• -• � � is •� k •i _ - `� ` J . APPENDIX A • SUBSURFACE EXPLORATIONS AND LABORATORY TESTING SUBSURFACE EXPLORATIONS Subsurface conditions at the project site were explored by drilling three borings and advancing three cone penetrometer tests at the approximate locations shown in Figure 2. The explorations were located in the field by pacing from existing site features. Topographic information was interpolated from a drawing provided by LDG Architects entitled "Site Plan", dated January 25, 1996. The borings were drilled on March 22, 1996 using hollow-stem auger drilling equipment. Soil samples were obtained from the borings using a 3-inch-outside-diameter split-barrel sampler driven into the soil with a 300-pound hammer free-falling 30 inches. The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is recorded on the boring logs. The cone penetrometer tests were advanced on March 23, 1996. In these tests, a small- diameter steel tip with adjacent sleeve was continuously advanced with hydraulically-operated equipment. Measurements of tip and sleeve resistance allow interpretation of the soil profile and the density/consistency of the strata penetrated. The borings were continuously monitored by an engineering geologist from our firm who examined and classified the soils encountered, obtained representative soil samples, observed ground water conditions, and prepared a detailed log of each exploration. Soils were visually classified in general accordance with ASTM D-2488-90, which is described in Figure A-1. An explanation of the boring log symbols is presented in Figure A-2. The logs of the borings and cone penetrometer tests are presented in Figures A-3 through A-8. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples in the boring, it was interpreted. LABORATORY TESTING All soil samples were brought to our laboratory for further examination. Selected samples were tested to determine their moisture content and dry density. The results of the moisture content and dry density tests are presented on the boring logs. A one-dimensional consolidation test was performed on a selected sample from boring GB-2 to measure the dimensional and time- rate compressibility characteristics of a representative fine-grained soil sample. The consolidation test results are presented in Figure A-9. G e o E n g i n e e r s A - 1 He No. 4565-006-01-1 1 30/042396 SOIL CLASSIFICATION SYSTEM • GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE GRAVEL GRAINED GP POORLY-GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES on No.4 Sieve GC CLAYEY GRAVEL More Than 50% Retained on SAND CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND No. 200 Sieve SP POORLY-GRADED SAND More Than 50% of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES No. 4 Sieve Sc CLAYEY SAND FINE SILT AND CLAY ML SILT GRAINED INORGANIC SOILS CL CLAY Liquid Limit Less Than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY More Than 50% SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT Passes INORGANIC No. 200 Sieve CH CLAY OF HIGH PLASTICITY, FAT CLAY Liquid Limit 50 or More ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry- Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488-90. Moist- Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of h soils, and/or test data. r, a • h 0 u_ C . SOIL CLASSIFICATION SYSTEM Geo� —Engineers FIGURE A-1 LABORATORY TESTS: SOIL GRAPH: AL Atterberg limits • CP Compaction SM Soil Group Symbol(See Note 2) CS Consolidation DS Direct shear GS Grain-size Distinct Contact Between %F Percent fines Soil Strata HA Hydrometer analysis SK Permeability Gradual or Approximate 1 Location of Change SM Moisture content Between Soil Strata MD Moisture and density SP Swelling pressure p Water Level TX Triaxial compression UC Unconfined compression Bottom of Boring CA Chemical analysis r BLOW COUNT/SAMPLE DATA: 22 ■ Location of relatively undisturbed sample Blows required to drive a 2.4-inch I.D. split-barrel sampler 12 inches or other indicated distances using a 120 Location of disturbed sample 300-pound hammer falling 30 inches. 17❑ Location of sampling attempt • with no recovery 10 l7 Location of sample obtained in general accordance with Blows required to drive a 1.5-inch I.D. Standard Penetration Test (SPT) split-barrel sampler 12 inches (ASTM D 1586) procedures or other indicated distances using a 140-pound hammer falling 30 inches. 26 m Location of SPT sampling attempt with no recovery ® Location of grab sample "P" indicates sampler pushed with weight of hammer or against weight of drill rig. h Y NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A-1. a m °C p. KEY TO BORING LOG SYMBOLS 00 Geo lsM En 'veers w �.v FIGURE A-2 0 TEST DATA BORING GB-1 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): 17.0 Lab Tests (%) (pcf) Count Samples Symbol • 0 IML Brown silt with occasional gravel (medium stiff,moist)(fill) 0 ML Brown and orange silt with a trace of roots(soft, moist) 4 / SM Brown and orange silty fine sand with a trace of roots(loose, 5 moist) 5 MD 31 82 3 9 10 : SP-SM Brown fine to medium sand with silt(loose,moist) 10 MD 18 93 5 SP Dark gray fine to coarse sand(medium dense,moist) 15 15 16 ■ :::::: w - w U- Z H a 0 20 20 • 12 /:; Becomes fine to medium 25 25 18 c N_ C 0 o GP Dark gray fine to coarse gravel with sand,cobbles and a trace 30000 000 of silt(dense,moist) 0 0 0 30 0 0 30 0 0 Y 37 11000. 0 0 o 0 0 0 o 0 0 0 0 0 0 0 0 0 35 0000 35 0 0 31 ® 0 o o 0 h o Boring completed at 36.5 feet on 031:2/96 � Ground water measured at 8.5 feet on 03/23/96 0 m 0 0 40 40 L�1 Note: See Figure A-2 for explanation of symbols �O LOG OF BORING Geo��Engineers FIGURE A-3 - TEST DATA BORING GB-2 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): 17.0 • Lab Tests (`%) (pcl) Count Samples Symbol 0 ML Brown silt with occasional gravel (medium stiff, moist)(fill) 0 ML Brown and orange silt with a trace of roots(soft,moist) MD, 42 71 4 t CS 5 5 5 : SM Brown and orange silty fine sand (loose, moist) MD 31 86 5 :: :::: Grades to brown 10 10 4 Sp Dark gray fine to medium sand with occasional wood pieces (loose,moist) 15 15 MD 18 102 8 ® :...... F- w w u_ Z_ S F- n p 20 : 20 • 13 0 o o GP Dark gray fine to coarse gravel with sand, cobbles and a trace 25 0 0 of silt(medium dense,moist) 25 0 0 ?3 ® o 0 © o 0 o 0 0 0 0 0 cD o 0 o 0 o 0 v o 0 0 0 0 30 °0°0 30 O 1) ® o 0 Y Boring completed at 31.0 feet on 03/22/96 Ground water measured at 8.8 feet on 03/23/96 35 35 h o 0 0 0 LO 40 40 U) Note: See Figure A-2 for explanation of symbols � LOG OF BORING Geo��Engineers FIGURE A-4 - TEST DATA BORING GB-3 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation(ft.): 15.0 Lab Tests (`%) (pct) Count Samples Symbol 0 ML Brown silt with occasional gravel (medium stiff,moist) (fill?) 0 MD 40 77 5 ■ ML Gray-brown silt with orange staining and a trace of organic 5 matter(very soft,moist) 5 2/18, MD 40 81 2/18' 0 Grades to gray 10 10 15 SP Dark gray fine sand(medium dense,moist) 16 I 15 ■ ::::::: w w U_ Z_ n 0 p 20 '.,o°°GP Dark gray fine to coarse gravel with sand,cobbles and a trace 20 • 44 ■ o 0 of silt(dense,moist) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25 0 000 25 47 o°0° n ,., Boring completed at 26.5 feu on 03/22/96 c Ground water measured at 5.5 feet on 03/23/96 J oU 30 30 e Y C 35 35 0 0 m 0 0 V) 40 40 m Lo Note:See Figure A-2 for explanation of symbols • ��� LOG OF BORING Geo��Engineers FIGURE A-5 CONE PENETRATION RESISTANCE FRICTION SOIL Depth -TON/SQ. FT.- RATIO INTERPRETATION Feet 2 5 10 20 50 100 200 400 4 8 12 14 0 Precrilled through gravelly fill • j ; ; ; ; ! Sand with some gravel(medium dense)(fill) 5 Sandy silt and silty sand(medium I stiff/very loose) AI 10 15 Sand(loose to medium dense) < l;: ili I illl i I/I i i Dense 20 Medium dense i Silt(stiff) in 25 .......... I Sand(medium dense) f el and sand (dense) F 0 C) 30 C) LOG OF DUTCH CONE PROBE - CPT-1 C? G e o ,.ApEn gineers FIGURE A-6 1EE CONE PENETRATION RESISTANCE FRICTION SOIL Depth TON/SQ.FT.- RATIO INTERPRETATION Feet 2 5 10 20 50 100 200 400 4 8 1214 0 ! Silty sand with gravel(loose to medium dense)(fill) 11 it Silt(medium stiff) 5 (soft) i 1 j 1 i t I i t 10 11 ! I ; i ! !: ! � i ! I it I liljlllj . (soft to medium stiff) I i ! i i li ; ll I I Ij1 11 ! ! ' i•• ! i • I i ! I ! ! 1 ! ' ! ! ' i 111 Y 11 Silty sand(loose) i i l l l i 1 1 If 15 i •.I•; i I I ! I I I lij ! I i I I ! ` ' I I ! ! I ' '• i I ! ` ' I ! ' ' Sand medium den se nse to dense) II N I ! III ! Ilii � i ! I'; ••! I l i illl I I ' jllili I 20 Gravel and sand(dense) O O 25 V1 j ! i j I I I I ! II ! lII I ' 30 0 LOG OF DUTCH CONE PROBE - CPT-2 fit.. Geo �En eers FIGURE A-7 �,� 0.00 I I I 0.02 I _ _I 1 I 1 t ; l l 1 11 I li 1 1 1 1 1 1 0.04 _---- _I_I_I--_---._--1--�- j _____-_--I__t_ 1 I 1 1 1 i l l I 1 i 1 I: 11 1 I i 0.06 -- ---7 ---1--j-T-1- - --- --1------I--1-r- -I-I-1--------- --r- i I I 1 1 I 1 1 1 I 1 I I; I I I ; I I ---------.--l-I ---,- ;-1-,-,-1------ -- --I- I I 1 1 1 I 1 11 I 1� 1 1 1 1 I I 1 ____ -- I _3_1_1_: _ _J_ _L;_J_J_L•J_I_1_1 __ -- -L_ 0.10 _---_-_--1- - , _----}---I--{- -------1-__y--I-- U c I ; N 0.12 ----- -- -r-rry-7--- r----- r --�--r- � -----t----- -1 1 --- -;---rs--1- I-1;-,-I-1 ------,---Z--,-- Z ii O 0.14 ----- '"--- -;- ; Q ----- I_I_IJ-•;____'---'1--L- _ _-__-i O 016 L_J_J_1;J ' Z 1 I I I l j l l I li i I li 11 1 1 ' I I 1 O -----i'---1--'*-+-1-+J-/ ---'i--+---�i--�- -*=-1-1-1-1- --- - I 0.18 -----f---,--:-r-rri��---=-�---r..---�-r i-r-1-t-^----r--�--r- i i i i i 1 1 i l l I 17 I -----r---,--7-r-rri��--- ---r--t- -r1-1-1-1---- -I---�--r- i 0.20 1 1 1- 11-1 i!�_ I- 1'. 1 1 liI III ' -- I_-� I 1 - I I -I 1 J 1 1 I 1• 1 1 1' 1 I 1 1 1' I i 1 I 1 I 1 1 i l l 1 1'. 1 1 li 11 1 1 t I 1 ----- -----i-�-'-L -'-!--- :-J---L:-!--'-1J_I_I_'-- --'--- --� 0.22 -----r ___I-_2_J.-L 1 ;J J--_i_J__-L:_J-J_l J-I_I_I_ _-_L__J i 1 i 1 1 l i l l 1 l i 1 1 I; 11 1 1 I 1 1 1 I i 1 1 1 1 11 I 1: I I I I 1 1 1 4-J___L:_J-J-- _._I-1- 0.24 -------Y---I--T-r-rr4��--_ - -rj� -;-r-i------- --r- j j 1 0.26 ----- a 0.28 U 0 0.1 0.2 0.5 1 2 5 10 20 50 L0 PRESSURE(lbsfft2x 103) v rn °3 SAMPLE INITIAL BORING DEPTH SOIL MOISTURE DRY DENSITY o KEY NUMBER (FEET) CLASSIFICATION CONTENT (LBS/F73) o~ Brown and orange silt with a trace of GB2 3.0 roots (ML) (soft, moist) 42 71 U • o o � CONSOLIDATION TEST RESULTS Ge0 N�Engineers FIGURE A-9 Q VII. BASIN AND COMMUNITY PLAN AREAS 9rr aatN4d x r o r f - r �4 Y I f wr,,i e s•�l -.,� ^'�" �`C{., n Lr- L - - �,.�� A e ROff - 7■ IAA 11. 1;1:4 fltY .. \� i"\�' f� �`k;� •A��Y ! i ■�.M.1177'� OWN lit 1 Alai: � ��� �-'!►�rY� �A�' r �� iA � , ► sa^1 �ik3«mr. a f t4�a -14t3.1°�' r r s♦ h9 G!�r�� ✓,�u:&�'Z n,S w e�a � ,, ey t *a J/^ i�R��►'yl '� '�'.�a`',',�T`a t' �'�tn v��/�1� ►- " �'��f�4 ,�� 6k'9�,nr�a A._�6,Y' a+*tea 't xt�d+....� r{�+�Ar, .�J���!"A ���r r ��,j !•� -� 0 ��I ��A•�:�1 �{4;, i � a rteR" w;t j re a wyL� tirie i d3. M ` �• r,t! r 1 ♦ 'd t�� a3 S -�f 1 d73' 4���;..ti�,^r.r wranem vn •ta� `G'h..��',9C �'F'C•'a'a:."'61'r .� , ,��vY�s+l6 R t '.���r�g� "'�+ e .x��'-�.s�i+,,�F,;.�r�•{ (r(/��> .,��'I�K',",q-4r,,1`��`��:..� ,.ai.� 1P'� � t� 1�I���I�I _ 1,''2a /.��'s" es��,,t! ;Ti''� ♦ a. -raiva k^Ef'+tP `k,,l,n'Y" 1.. r{ 1 ■ �,. y '" 4 .., �`e�..+'"rt<..ia�wx�-��a331-..1f �„ a'�f. ,. 4�e�n Fg' t _ a"tit tiVll �� fi �a'.' �N � r nse7� .d.RY'ASg9i � � ¢ aer`16°A' • �''°^y 'A".R t ��� Imo, ' }� 5r� r�r �����'• A ��, ry Pt�,Ar��a)k�.L���� �4'�6�i�rfid �� � � �. j�� ` I� '`�'�t'�J nV-1 - 8$�t� I �7 1�T1� ���. ��l � rnI '`pa..a'3 ui'u li13r.�t,��% ti�r+r. �f✓� if�Z,��!� gy i �:l Y A . oil _ � o e � 11 I. r t T LL i • c I . s I . l►k RN- ce pf ��i! a L -a ♦ i, AR AN Now, Ca i` O VIII ' ;Cr NA. L ANN 011111 low !`J V aw f VIH. OTHER PERMITS • IX. EROSION/SEDIlVIENTATION CONTROL DESIGN r ...........................................................-...... .......-.......................................... ..................... . ........ X.. .............. .....- 4 : :::::i:: ::::::> ::i:ii:'::::: EI.XAI�O.IA .. ROBII*J.11T.. NG.......... :..::.. »' EDI'Illt'E IT'>: < > > >} :> _>:_>.>::::<>' `>< ::::...........:.....: : `-Z..t`..,..` < > > <%>>`>< :>::>::>:»>:»»::>:>:::>:»> SAL. ... .1..A.....fl>I ....................................................................... ...................:..:.::::.:..::::::.....:::. :>::>::>::>::>::>::»::»::>:::<:>::>:::..........:.....:.........:>:::: IN iz X::.::.::.:::::::.:::.:::::.:::::::.:::.:.::;:.:;:.;:::.;:::.:::.::.;::.:::.:.;:.::.;:.:::.:::.::.::.;:.::.::::. .........:.::.::.::.::.::.: OUR JOB NO. 5687 MAY 17, 1996 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. OP���oFWB tiff. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251 -6222 �v cuss,orsrEnE°�a�� OVAL EXPIRES • m���,Hgts�2 F CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES �2r�NQ eHa • � SE-TTC/1/G z�o�✓C uOGc/yE �A G�t/GAT/GAS W us all W W W C = O.Sxxx 1A'A on coo of O O " Cl CI CI C4 C4 cr .o 4,e = T-c D,61 (ecjS j ry Tc = L/./o v L = /y�r t F U = 'e2 Kr = /0,/ (Kc-S ill,-0030 0,6 (a,zz) Qio = O. S(0,62) �a•�/o �u�z,<.Q-cE �-2t�i i2s0 ;7,F sF I�cf t' SGfs • �fl Sig✓ 1,9 QCA 7D St (Or'f/�uTg .SEv/NGr✓� .Sz��°Gc` !/dc.w�fe' (�✓6. Puyqu,uP(0.Z8) /JOO/Jii✓d/C W W xxx YI V1 V1 w coo "" 4-1 c7j = ,� x ,C x L S x C V P2 tv, ,2 = Z, ZZ 2_2 o = 2. Z2 CZ �2 2 _ O �E K = d_33 LS = (65_ y/ x s2 yS6 x s t 0.06r �S z r �x O•GYt3 0,06) /S1�S- �Zlo,z s6 O,vo3 C � � r /o, 00,0. ocw/ /guvo.00av► / ohs 001 gz6,9) = 0,//877 4rry = /a .2ax o.33x 0./16;7 ?c /---o c_ LSCTJ = �AtCO>(sI> = 0.5//6 (Lz.�/) = ✓5no = Z5c-v//o232. 7B CF ///A✓ .FG c/D P/"t",U/d A/S Bo 7n = Z"x 2 y, Gi MCA/ a. I i`':�'•_ 1 \1 ,� � -•1:, �—� .�^8�t�: rY'.. 11, •I.�Lx 'l' .�;\'•I•Yr !.� /��— :—__.__ ..... .-^—, •1 Jai em. .;1 ON ' n 02y s. ;- :M:•'r.� ��k.yy 7,,11 VVV I� -1 y:: �"' "'`• • ;ry:'f,..:'r: ',w..�... .. �{:.d� 1 .',��;�"•;�:�'��;..,,,:.r,,, �,, r��, � ,tit � � y........ .. �• U i L° Jlrt i✓t '�� i `••y ti5 o� , r ti•�''I pa ii," 1 02V ...'•;. i� �, _ Ali Z�`. W.��' .r' uVo�i!� � I• -/ •��p\:\''' 'c C.'«'4JEl`!'V J'.'.. L `J,}.,a`.S t `-'�'i�V.' •!d 4 1 , n I ! I •P� �--�.1� �l —^ -./! "`, r �'-'°- j'• 'a a � { :' \ ,I. ,, ` , -' ;tit �� Ij _ -, jf ' 'L:;�. '`•1 �(1 � r t J `���+I.i�,p:?..+, �LVG u w f7 _' �� 1,� ti� �, .c i., x•r911Kfa•9d. 1•• '�''. `;� < H���• W a�• I .y rO2TV�; u• •� ,., �Vi` I .Y.."• 11 y.! ���. ,` � I •,t III� ` T• J % ... O W 02ylpo r` Vic. irk :I In )iS / \ I Y\ 08V 6Z•. EWp b!''• • O ------ I C,z// \\ P•. d CZB - 'I ,�IC� —' f.I. . `. S '�, T1 I• \r' w `J oyV SJ n � �4 .. a�77�yI I s. >IS Z nd 01 rm _._�-. --$: • ' 'I •I: `J:ab'• .yT '•' �' �S m , lion, I' - --- .. ._• - - - - ---�II --9 r ----- ". .. • OIZ Imo___ __ I' �\ ,. �,•, 11.. .. in of Gas r,l ,� :� - =���__`• I i n ,r .r. ,t lOae "'■,< — :.. I d 3np n I:��r. I P 1 I■ I' y aP � ayX� 1' SIS \ r O �' d I ,a,oe8uo^ II J \` nd i in 'I-. am 3•1 e I •6: r' -y I I<S I t nd I ;1 . OZ aw`\ . �. 0 1_ =`r-e — \� i; u, fir •` DJV :)L1V p elzQn •• L• \.,; _�. _ '�,\ 5 ow ...l 1 Il r i ll• •,I • , N l yO a:?'f a �. I f_a p(, ,e•..,��. .U.f7��u d?IV• LEIWp'02tr ��`a' •, •� O _ -I ' I I \ <d J n Ad :;T ' all r .'l:Nif;+ .'at. 7S '• ■ / ( 'i. `'30 k2' O l . NO lies Noun goo AlL IUM Msm . • :�>_. •MEAN WE KAdMW 1 ffig u,4. '!!� ram' JAR r 1 iiltR . sti • � w�%�►ter.>�� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 0 To complete the design of the temporary sediment trap: ia. The "Pond Geometry Equations" section in the "Reference" portion at the back of the Manual may also be useful in designing the sediment trap. b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. This ratio is included in the'computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. t C. Determine the bottom and top surface area of the sediment storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from the bottom of the trap. Note the-trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the required settling volume. (see Figure 5.4.4C) TABLE 5AAA HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL SOIL EROD- EROD- HYDROLOGIC IBIUTY HYDROLOGIC IBILITY SOIL GROUP GROUP` FACTOR,"K" SOIL GROUP GROUP' FACTOR,'K' Aldenvood C 0.15 Orcas Peat D 0.00 Arents, Alderwood C 0.15 Oridia D 0.49 Arents, Everett B 0.17 Ovall C 0.17 Beausite C 0.15 Pilchuck C 0.10 • Bellingham D 0.-32 Puget D 0.28 Briscot D 0.32 Puyallup B 0.26 Buckley D 0.32 Ragnar B 0.32 Coastal Beaches Variable 0.05 Renton D 0.43 Earimont Silt Loam D 0.37 Riverwash Variable - Edgewick C 0.32 Salal C 0.37 Everett A 0.17 Sammamish D 0.37 Indianola A 0.15 Seattle 0.00 Kitsap C 0.32 Shacar 0.00 Idaus C 0.17 SI Silt C 0.37 Mixed Alluvial Land Variable 0.10 Snohomish D 0.32 Neilton A 0.10 Sultan C 0.37 Newberg B 0.32 Tukwila D 0.00 Nooksack C 0.37 Urban Varable - Norm. Sandy Loam D 0.24 Woodinville 2 0.37 HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high Infiltration rates, even when thoroughly wetted,and consisting chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water- transmission. B. (Moderately low runoff potential). Soils having moderate Infiltration rates when thoroughly wetted,and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that Impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow Infiltration rates when thoroughly wetted and consisting f• chiefly of day soils with a high swelling potential,soils with a permanent high water table, soils with a hardpan or Gay layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. From S CS,TR-55, Second Edition,June 1986. Exhibit A-1. Revisions made from SCS, Soils Interpretation ,Record,Form #5, September 19U. 5441-Z 1AX) b . r m z IS vnlues for following slope lengths 1,it(m) IS vulucs for following slope lengths 1,ft(no Slope - _.�...-._ Slope grndient 10 20 all 40 50 GO 70 80 90 100 150 200 250 300 350 400 450 500 600 700 800 900 1000 n rnIiu .+, '', (6.1) (9.0 (12.2) (15.2) (18.3) (21.3) (2-1.4) (27.4) (30.5) (46) (fit) (76) (91) (107) (122) (137) (152) (183) (213) (244) (274) (305) C" 0.5 0.06 0,07 0.07 0.08 0.08 0.09 0.09 0.09 0.09 0.10 0.10 0.11 0.11 0:12 0.12 0.13 0.11 0.11 0.14 0.14 0.14 0.15 0.15 C 1 0,08 0.09 0.I0 0.10 0.11 0.11 0.12 OA2 0.12 0.12 0.1.1 0.I-I O.Ib O.Ir, O.IG O.Ir, 0.17 0.17 0.18 0.18 0.19 0.19 0.20 Z 2 0.10 0.12 1).1.1 0.16 0.1G 0.17 0.18 0.19 0.19 0.20 0.23 0.25 0.26 0.28 0.29 0.30 0.12 0.13 0.34 0.3G 0.37 0.39 0.40 3 0.1.1 0.18 0.20 0.22 0.23. 0.25 0.26 0.27 0.28 0.29 0.:12 0.35 0.38 0.40 0.42 0.43 0.45 0.46 0.49 0.51 0.54 0.55 0.57 4 0.16 0.21 0.25 0.28 0.10 0.13 0.35 0.37 0.38 0.40 0.47 0.53 0.58 0.62 0.66 0.70 0.73 0.76 0.82 0.81 0.92 0.96 LOU � 20:1 5 0.17 0.24 0.21) 0.34 0.18 0.41 0.45 0.48 0.51 0.53 0.66 0,76 0.85 0.93 1.00 1.01 1.1.1 1.20 1.31 1.42 1.51 i.60 t.f,9 6 0.21 0.30 0.37 0.43 0.48 0.52 0.56 0.60 0.64 0.67 0.82 0.95 LOG 1.1G 1.26 1.3.1 1.43 1.60 1.65 1.78 1,90 2.02 2.13 7 0,26 0.37 0,45 0.52 0.58 O.G4 0.69 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.54 1.65 1.75 1.84 2.02 2.18 2.3.1 2.47 2.61 12'S:1 8 0.31 0.44 0.6.1 0.63 0.70 '0.77 0.83 0.89 0.9.1 0.99 1.21 1.40 1.57 1.72 1.85 1.98 2.10 2.22 2.43 2.62 2.80 2.97 3.13 x 9 0.37 0.52 0.6.1 0.74 0.81 0.91 0.98 1.05 1.11 1.17 1.44 I.6G 1.85 2.03 2.19 2.35 2.49 2.62 2.87 3.10 3.32 3.52 3.71 Ip:1 10 0.43 0.8I 0.75 0.87 0i)7 LOB 1.15 1.22 1.30 1.37 . 1.68 1.94 2.16 2.37 2.56 2.74 2.90 3.06 3.35 3.62 3.87 4.11 4.33 11 0.50 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 1.93 2.21 2.50 2.74 2.95 3.16 3.35 3.53 3.87 4.18 4.47 4.74 4.99 8:1 12.5 0.61 0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08 15 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 3.13 3.132 4.05 4.43 4.79 5.12 5.43 5.72 6.27 6.77 7.24 7.68 8.09 G 1 16.7 0.96 1.:16 1.67 1.92 2.15 2.36 2.54 2.72- -•2.88 3.04 3.72 4.30 4.81, 5.27 5.69 6.08 6.45 6.80 7.45 8.04 8.60 9.12 9.G2 Z 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 1.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 12.90 fn 4%:1 22 1.51 2.13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 5.84 6.75 7.54 8.26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 14.31 15.08 C t� 4:1 25 1.86 2.63 3.23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 1G.GG 17.67 18.63 30 2.51 3.56 4.36 5.03 5.62 6.16 6.65 7.11 7.54 7.95 9.74 11.25 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15 1:1 31.3 2.98 4.22 5.17 5.96 6.67 7.30 7.89 8.43 8.05 9.43 11.55 13.34 14.91 1G.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82 D 35 3.23 4.57 5.60 6.46 7.23 7.92 8.65 9.14 0.70 10.22 12.52 1.1.46 16.16 17.70 19.12 20.44 21.138 22.86 25.04 27.04 28.91 30.67 32,32 n TA:1 40 4.00 5.66 6.93 8.00 8.05 9.80 10.59 11.32 12.00 12.65 15.50 17,80 20.01 21.91 21.67 25.30 213.84 28.29 30.99 33.48 35.79 37.9G •10.01 Cr1 45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 18.62 21.50 24.03 26.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07 2:1 50 5.64 7.97 9.76 11.27 12.60 13.81 14.91 16.94 16.91 17.82 21.83 25.21 28.18 30.87 33.34 35.135 37.81 39.85 4:1.66 47.16 50.41 53.47 56.36 55 6.48 9.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.07 32.39 35.48 38.32 40.97 43.45 45.80 50.18 54.20 57.94 61.45 64.78 IX:1 57 6.82 9.6.1 11.80 13.63 15.24 16.69 18.03 19.28 20.45 21.55 26.40 10,48 34.08 37.33 .10.32 43.10 •15.72 48.19 52.79 57.02 60.96 64.66 G8.16 (T 60 7.32 10.35 12.68 14.64 16.37 17.93 19.37 20.71 21.96 23.15 28.35 32.74 16.60 .10.10 43.31 46.10 49.11 51.77 56.71 61.25 65.48 69.45 73.21 I X:1 613.7 8.44 11.93 14.61 16.88 18.87 20.67 22.32 23.87 25.31 26.68 32.68 37.74 42.19 46.22 49.92 53.37 56.60 59.613 65.36 70.60 75.47 80.05 84.38 'U 70 8.98 12.70 15.55 17.96 20.08 21.99 2:1.75 25.39 26.93 28.39 34.77 40.15 44.89 49.17 53.11 56.78 60.23 63.48 69.54 75.12 80.30 85.17 80.78 0 75 9.78 1.3.83 16.94 19.56 21.87 2:1.95 25.87 27.66 29.34 30.92 37.87 4.1.73 48.89 53.56 57.85 61.85 65.60 69.15 75,75 81.82 87,46 92.77 97.79 1 80 10.55 14.93 18.28 21.11 23.60 25.85 27.93 29.85 31.136 33-38 40.88 47,20 52.77 57.81 62.4.1 66,75 70.80 74.63 81.7G 88.31 9.1.41 100.13 105.55 � 85 11.10 15.98 19.58 22.61 25.27 27.69 29.90 :11.97 *.91 :15.74 43.78 50.55 56.51 61.91 66.87 71.48 75.82 79.92 87.55 94.57 101.09 107.23 113.03 90 12.02 17.00 20.82 24.04 26.88 29.4.1 31.80 34.00 6.06 38.01 46.55 53.76 60.10 G5.84 71.11 .76.02 80.63 84.99 9.1.11 100.57 107.51 114.03 120.20 95 12.71 17.97 22.01 25.41 28.41 31.12 3:1.62 15.94 18.12 40.18 49.21 50.82 63.53 69.59 75.17 80.3G 85.21 89.84 08.42 106.30 113.64 120.54 127.OG Z I:I I 13.36 18.89 23.14 26.72 29.87 32.72 35.34 ..17.78 40.08 42.24 51.74 59.74 G6.79 73.17 79.01-84.49 89.61 94.46 101.48 111.77 119.48 12G.73 133.59 ,Calculated from D G5.41 X$2 4.SG X a \\ 1 1.8 (at + IU,000+ s + IO,000 t 0.O65)(-L) IS topographic factor Z 1 - slope length,ft(m X 0.3048) s - slope steepness, C m - exponent dependent upon slope steepness (0.2 for slopes < I".6,0.3 for slopes I It,3'Y, 0.4 for slopes.1.5 to 4.5 and h 0.5 for slopes>S X) KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 5.4.4C SEDIMENT TRAP SIZE AND DIMENSIONS • 11 Column Descriptions Assumptions - Vsed=Sediment storage volume between the interface and bottom areas L/W at interface(unitless)- 3 Vtotal=Volume of sediment trap between the top and bottom areas Side slopes along length,H/L(unitless)= 0.33 Ab,At=area of the bottom(b)and top(f)of the trap Side slopes along width,H/W(unitless)= 0.33 Ai=area of the interface(i)between the settling zone and sediment storage Depth from interface to bottom(h)= 1.5 Lb,Li,Lt=Average length from inlet to outlet at the bottom,interface,and top elevations Depth from top to interface(h)= 2 Wb,Wi,Wt=Width of the bottom,interface,and top areas Total Depth(0)= 3.5 4 0 0 i .. .. .. ........ .. .. '.'E:''. � ._ .. Wi.-and Len hs H Zo(umes fk, : :';: Areal ft 2 Width and Cefigths(R) Volumes.;(ft 3 ..:areas(ft:. ) ..: 9t (.) (. )... Wti _Used Vtotal ..Ab A>.[ At..;:Wb U Wt ,[[, Wf Lt. 162 1.176: 0 243 819: 0 18 9 27 21 39 5,832 16,926: 3.240 4,563 6,579: 30 108 39 117 51 129 221 1,397 21 300 924 1 21 10 30 22 42 6,161 17,777E 3.441 4,8W 6,864: 31 111 40 120 52 132 288 1,63& 48 363 1,035E 2 24 11 33 23 45 6,498 18,648E 3.648 5,043 7,155E 32 114 41 123 53 135 365 1,901E 81 432 1,152E 3 27 12 36 24 48 6,845 19,541E 3,861 5.292 7,452E 33 117 42 126 54 138 450 2,184E 120 507 1,215E 4 30 13 39 25 51 7.200 20,454E 4.080 .5.547 7,755E 34 120 43 129 55 141 545 2,489: 165 W 1,4041 5 33 14 42 26 54 7,565 21,389: 4,305 5.808 8.064: 35 123 44 132 56 144 648 2,814E 2% 675 1,539E 6 36 15 45 27 57 7.938 22,344E 4.536 6.075 8,379E 36 126 45 135 57 147 761 3,161E 273 768 1,680E 7 39 16 48 28 60 8,321 23,321E 4,773 6.348 8,700E 37 129 46 138 58 150 882 3,528E 336 867 1,827E 8 42 17 51 29 63 8.712 24,318E 5.016 6,627 9,027E 38 132 47 141 59 153 1,013 3,917: 405 972 1,980E 9 45 18 54 30 66 9.113 25,337 5.265 6,912 9,3601 39 135 48 144 60 156 1,152 4,326E 480 1,083 2,139E W 48 19 57 31 69 9,522 26,376E 5.520 .7,203 9,699E 40 138 49 147 61 159 1.301 4,757E 561 1,200 2,304E 11 51 20 60 32 72 10,368 28,518E . 6.048 7,803 10,395E 42 144 51 153 63 165 1,458 5,208E 648 1,323 2,475E 12 54 21 63 33 75 11,250 30,744E 6,600 8.427 11,115E 44 .150 53 159 65 171 1.625 5,681E 741 1,452 2,6521 13 57 22 66 34 78 12,168 33,054: 7,176 9.075 11,959: 46 156 55 165 67 177 1.800 6,174E 840 1,587 2,835E 14 60 23 69 35 81 13.122 35,448E 7,776 9.747 12,627: 48 162 57 171 69 183 1,985 6,689E 945 1,728 3,024E 15 63 24 72 36 84 14.112 37,926E 8,400 10,443 13,419E 50 168 59 177 71 189 2.178 7,224E 1,056 1,875 3.219 16 66 25 75 37 87 15,138 40,488E 9,048 11.163 14,235E 52 174 61 183 73 195 2,381 7,781E 1,173 2,028 3,420E 17 69 26 78 38 90 16.200 43,134E 9,120 11.907 15,075E 54 180 63 189 75 201 2.592 8,358: 1,296 2,187 3,621: 18 72 27 81 39 93 17.298 45,8641 10,416 12,675 15.939: 56 186 65 195 71 207 2,813 8,957 1,425 2.352 3,840 19 75 28 84 40 96 18.432 48,678 11,136 13.467 16,827 58 192 67 201 79 213 3,042 9,576E 1,560 2.523 4,059E 20 78 29 87 41 99 19.602 51,576E 11,8W 14,283 17,739E 60 198 69 207 81 219 3.281 10,217E 1,701 Z700 4,284E 21 81 30 90 42 102 20,8W 54,558E 12,648 15.123 18,615E 62 204 71 213 83 225 3.528 10,878E 1,848 2,883 4,515E 22 84 31 93 43 105 22,050 57,624E 13,440 15.987 19,635E 64 210 73 219 85 231 3,785 11,561E 2,001 3,072 4,752E 23 87 32 96 44 108 23.328 60.774: 14.256 16.875 20,619E 66 216 75 225 87 237 4,050 12,264E 2,160 3,267 4,995E 24 90 33 99 45 111 24.642 64,008E 15,096 17,787 21,627E 68 222 T7 231 89 243 4,325 12,989: Z325 3;468 5,244 25 93 34 102 46 114 25.992 67,326: 15,960 18,723 22,65�. 70 228 79 237 91 249 4,608 13,734E Z496 3,675 5,4993 26 96 35 105 :47 117 27,378 70,728: 16,848 19,683 23.7ar 72 234 81 243 93 255 4.901 14,501E Z673 3,888 5,160E 27 99 36 108 =48 120 28,8W 74,214E 17.760 20,667 21,795E 74 240 83 249 95 261 5,202 15,288E 2,856 4.107 6,027E 28 102 37 111 : 49 123 30,258 77,784E 18.696 21.675 25,899E 76 246 85 255 97 267 5,513 16,097 3,045 4,332 6,300: 29 105 38 114 50 126 31,752 81,438: 19,656 22,707 27,027: 78 252 : 87 261 99 273 5.832 16,926E 3.240 4.563 6,579E 30 108 39 117 51 129 133,282 65,176E 20,640 23.763 28,179E 80 258 89 267 101 279 5.4.4.2 SEDIMENT POND Purpose To collect and store sediment from sites cleared and/or graded during construction,prior to establishment of permanent vegetation and/or construction of permanent drainage facilities. It is usually a temporary measure with a design life less than 1 year; however, it may be a more permanent facility, especially if required to provide runoff quality control until the site area is permanently stabilized. Conditions Where Practice Applies Where the tributary drainage area is 10 acres or less. 5.4.4.271 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE SHAD SEDIMENT POND r el- are A Y A G�f/ef in gra✓e/-{�'//ems/>��/ ppe ��ofe •. Se�i�,-erif c+/eu>a�rrag �a�y 6e acco�.P/s/ie� w.fh ,Qise.- ��e W/�vu�fifed.BAre_ Perfo�f� d�oiiz �r/�e ih fretrc�r as Sif��, o= � G�ri�{. A �e•�rafed refer �r�� cod-erpd�vii•5 �://`�zr fg6ric Q/rc/grave/ "cone". A Canfty/ sfrr�cfiire 17gy a/so 6e -/ rtirPd-9�c /fea 6, �rr� ofts ftJherc P•-v�fice /DPP/ins, b f v6VlCde- -4 VGbQY`f y4h 1.16k- om yl9e{- 1��jPilrGklc� f l" Pl/OC�j le",114, AKC��VCIr�eV r MiN. � , Rnxr- Pik, vt�P g��ll�u���re~�sf" lZ�r XtO r __ 2 ! l�7 CC�r�✓ • �inie.-rt aJc - - �e��rufrd D/t�in oi/.t✓ Anfi-� L'o�la�s /r C7�vel -ail Tom,-�ch �r �jrl t Z� ir�. lc,�t SG E/ y 5.4.4.2-3 1/90 X. ADDITIONAL DOCUMENTS • XI. MAINTENANCE AND OPERATION MANUAL • i