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94-102140 asr of G 3 • vv F A/ PUBLIC WORKS DEPARTMENT PRE-CONSTRUCTION CONFERENCE FORM /J 4 2 Project: HANC( CI 2°? " ri C1 Date: 6 Permit No: i t.19 4 0 U6,e Emergency Contact and Phone: Entity Name Address Phone Developer 5/1 Mti fg'Y-- General Contractor 6.-///?y ''/9-:r67?S n/ 29 zi// )22've 4'r <re 360- 6 '1 B - `' - 814/8 ,Sbri E izsJ,„ 1d4 990 hit Sub-contractor B,L L w H C t Lt.+2 2.93 I a. S. vo$' 'sT 20G-$aS-UCo23 WHEELE2 c�.tiST_ Co EfulA (,RJR 8'U1a Sub-contractor Engineer 2 r e 3/2<</ Si 67C6- —77/26,/e17 fry-, w/� 9 =�o- G-/ai d Architect 4Aeaf//TfnTS /l w City Planner 33530-1st Way South 661-41 O'Y g Vet—, Federal Way, WA 98003 P/W Engineering 33530-1st Way South 661-41 3 Plans Reviewer L�� _ Federal Way, WA 98003 P/W Inspector I ' 33530 1st Way South 661-41, Federal Way, WA 98003 k:\devrev Revised: 5/19/94 1 , AGENDA . MEETING (Checked Items Have Discussed) 1. BUILDING DEPARTMENT COMMENTS: • VC • Iec.t,l.s C V cSwg 9 I-1-1 C,vl 6-c'x-lit a'r( Cliv o U Nr 2. PLANNING DEPARTMENT COMMENTS: S S ial condition : . p6A 6 ? I S S Se NA 5tA l �a1 t t A0-0 V lact9 1111-ikoNI' ❑ SEPA conditions: N A— D❑ Sensitive area conditions: N f V 3. GENERAL REQUIREMENTS: Inspector is only observing the work and will not tell contractor how or when to do it. Safety: Contractor is completely responsible for safety on the project. City may call for inspection by WISHA at any time. AK Procedure for Deviation from Approved Plan: Any deviation to the approved plan must be reviewed and approved by the inspector prior to construction. Substantial deviations may also require submittal and approval by the City of Federal Way, Department of Public Works. Any presently envisioned? If so, explain: 4. SAFETY AND HAZARDS: Traffic Control: Plan required for all work in the right-of-way. Protect the travelling public, pedestrian safety, emergency services and vehicles (garbage). ` Site security, protect children. 5. DOCUMENTS REQUIRED AT THE PRE-CONSTRUCTION CONFERENCE: _7s 0 Issued permit and approved construction plans. Copy of certificate of liability insurance naming City of Federal Way as additional insured. k:\devrev Revised: 5/19/94 2 ', 6. , DOCUMENTS REQUII AT THE JOB SITE WHILE UND :ONSTRUCTION: IF( Approved Plans, shall be annotated with any revisions made during construction. Building Permit. 7. REFERENCED DOCUMENTS: X1993 King County Road Standards (KCRS). i/sr 1992 King County Surface Water Design Manual (KCSWDM). 1994 WSDOT/APWA Standard Specifications and Plans (WSDOT/APWA). Call One-Call (1-800-424-5555) and locate all existing utilities prior to starting any work. A1/ Call City of Federal Way Public Works for storm drainage location (206-661-4085). 8. THE PUBLIC WORKS DEPARTMENT INSPECTOR MUST BE NOTIFIED AT LEAST TWO WORKING DAYS BEFORE THE FOLLOWING STAGES OF CONSTRUCTION: . Prior to site work start-up. N - Prior to starting any underground utility work or street embankment. Density test reports required must be performed one week prior and must be submitted to the inspector at least three days prior to paving, sidewalk or curb. Prior to start of work on cast-in-place concrete structures. '' Prior to placing crushed rock. The developer/contractor shall provide compaction reports. The developer/contractor shall "proof roll" the sub-grade, while the Public Works inspector is present, to verify the sub-grade is visibly firm, compact, and suitable for surfacing. SPrior to placing curbs, gutters and sidewalks. 10 Prior to paving roadway. 9. TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN (TESC): XTESC plan questions or clarification. 414 Sensitive areas shall be flagged. i;ii44 - 1. Wetland. 2. Streams. 3. Lakes and ponds. 4. Steep slopes. k:\devrev Revised: 5/19/94 3 . Erosion and sedil controls shall be installed as the firs p of construction, before the site is cleared. Verify construction schedule and sequence: 1. Silt fences. 2. Silt traps/ponds. 3. Storm drain inlet protection. 4. Protection of any stream or water body. Field conditions may required that erosion and sedimentation measures indicated on the plans be modified or supplemented. The developer is responsible for the adequacy of all erosion and sedimentation controls through out the life of the project. Contractor to inspect TESC after each rain event. Control mud onto streets: 1. Install rock pad or truck wash at construction entrances. 2. Wash truck tires if necessary. 3. Keep adjoining roads clean. Clean roadways with sweeper. Do not use water trucks. X All de-nuded areas must be mulched and seeded or otherwise stabilized within 15 days to prevent sediment-laden water from leaving the site or entering the storm drainage system. Provide an area on-site for cleaning concrete trucks. Effluent from concrete operations shall not be allowed to enter the storm drainage systems. 10. PERMANENT STORM DRAINAGE FACILITIES: XLocation conflicts. Notify inspector prior to any relocation. Ilc Pipe specifications, bands, gaskets, bedding (WSDOT/APWA). Finish work on drainage structures: 1. Adjustment sections. 2. Grout. 3. Ladders, extend to within 12 inches from bottom of catch basins and securely fasten to CB. 4. Legend, stencil at all inlets "Outfall to stream--Dump no pollutants, City of Federal Way, Storm or Drain". 5. Locking covers and grates required outside of traveled roadway. 6. Wire mesh reinforced collar required for all frames outside of asphalt/concrete paved areas. pal A Lot stub outs installed and staked prior to final construction approval. XBiofiltration swales: 1. Uniform profile along entire length of swale, no ponding. 2. Required bottom width is level and uniform. 3. Required side slopes are per plan. 4. Seed mix certification is provided to inspector. k:\devrev Revised: 5/19/94 4 11. RETENTION/DETENT FACILITIES AND WET POND/` �TS: Property corners on easements and tracts must be permanently staked and facilities must be built within the easement as shown on the plans. Site secured with fence and access gate. Pond slopes shall be 3:1 or flatter. Erosion control shall be provided on all slopes within 15 days of construction. Detention facilities shall be constructed and operational prior to roofing, paving, or recording. Access road provided to control structure, pond bottom, and to all vaults or tanks. Restrictor "T" section riser and gate control assembly: 1. Recommend inspection of "T" section prior to installation. 2. Gate must be watertight. 3. Materials must be similar metals. 4. Minimum 2 foot of clearance from ladder and any obstruction. 5. Minimum 2 foot of clearance from riser and inlet pipe(s). 6. Riser straps and gate rod installed. Covers on restrictor and access manholes must be solid, with round, locking lids marked "Storm" or "Drain". 2. ROADWAY CERTIFICATION REQUIREMENTS (Minimum test and sample frequency) (Additional tests may be required as the inspector deems necessary.): II Density Tests, WSDOT Sec. 2-03.3 (14)D. Performed by: • Compaction Control Tests methodology: 1. WSDOT Method 609 (Standard Proctor) non-granular materials. 2. Granular materials, WSDOT Method 606 (maximum density curve) granular materials greater than 25% retained by No. 4. • Trenches: See Utility Trench Compaction Rule November 1983 and KCRS Section 8.03. Sanitary, storm, water, gas, and power, etc., in the roadway prism: 1. One test per 500 lineal feet, minimum, on roadway. 2. Test up to 50% trench depth (top 4 feet: 95%, below 4 feet: 90%. 3. One test per 500 lineal feet, minimum, under curb. 4. Water mains WSDOT/APWA Sec. 701-.3(1) 95% of maximum density as determined by ASTM D1557 (Standard Proctor). 5. In place densities shall be determined by the sandcone method, ASTM D1556 or by nuclear methods. "■ Sub-grade, WSDOT/APWA Sec. 2-06.3(2). 1. One test per 500 linear feet, minimum, on each foot of fill. k:\devrev Revised: 5/19/94 5 2. A minimu one test per lift. 3. Compaction method "B" shall be used unless otherwise specified. p A II Asphalt Concrete Pavement, WSDOT/APWA Sec. 5-04.3(10) and 5-04.3(13): 1. Weather limitations. 2. Surface smoothness. 3. Compaction (92% of maximum density). 4. Five tests per day or 400 tons, or minimum of two tests. 5. Thickness verified by coring, two cores per 50,000 sf or fraction thereof, or as determined by inspector in field. ❑ Concrete tests, WSDOT/APWA Section 8-94.3(1) and 6-02.3(2). Performed by: ❑ Mix shall conform to standards and must be verified on delivery tickets. El Curbs shall conform to KCRS Drawing No. 3-002. ❑ Joints in curb and gutter shall conform to KCRS Drawing No. 3-001. ❑ Wheelchair ramps shall conform to KCRS Drawings No's. 4-002 and 4-003. ❑ 1 Slump Tests: maximum 3 inches for vibrated concrete, 7 inches for non-vibrated concrete. • 1 Concrete Structures Certification: Bridges, Retaining Walls, and Retention Vaults designed by i a professional structural engineer require special inspections by same. 13. SURFACING AND GENERAL REQUIREMENTS: Sidewalks, bedding and backfill adjacent to sidewalk. 'A- Mailbox locations, avoid conflicts with pedestrian/handicapped access 7Finish work on cut and fill slopes. 2:1 or per approved plan. \1 YCulverts and drainage. Beveled ends of culverts if pipe is not concrete. )Xf Rock and riprap must be sound durable quarry rock. See KCRS Chapter 7. Recycled concrete ,i( or asphalt rubble is not acceptable. Barricades: ?i( 1. Temporary closures. 2. Street termination and temporary turnarounds. 3. Flashing lights at night on barricades. k:\devrev Revised: 5/19/94 6 • 14. SPECIFIC NOTES FR( 'LANS DESERVING SPECIAL A' JTION: Note Page Remark N I V • 15. ADDVIpNAL COMMENTS: N 16. FINAL INSPECTION PROCESS: Initiated at the time project is completed and before request is made for Certificate of Occupancy. W Allow 2 days to schedule inspection, 5 days to prepare list of deficiencies (punch list) 7( Deficiency lists shall be completed prior to Construction Acceptance. 7 17. CONSTRUCTION ACCEPTANCE ❑ Construction punch list items completed. ❑ Construction acceptance letter issued. ❑ As-built drawings received and approved. ❑ Inspection fees paid. $35.00/Hr. Amount: $ ❑ As-built review fees paid. $40.00/Hr. Amount: $ ❑ Partial Release of Bond form completed. dl Right-of-Way dedication deed recorded. Recording no.: k:\devrev Revised: 5/19/94 7 18. FINAL ACCEPTANCE ❑ Applicant is responsible for all maintenance and operation of systems that will be maintained by the city after the 2 year maintenance period. ❑ Maintenance inspection/punch list items completed. ❑ Inspection fees paid. Current rate at time of inspection. Amount: $ ❑ Full Release of Bond form completed. El Acceptance of Landscape Installation Bond, if required landscaping is not installed prior to issuance of Certificate of Occupancy/Final Inspection. 19. SIGNATURES: As Develo.-r or Designated Representative, I understand the requirements of the City of Federal Way Inspecti. f.roc re and agree to abide by the conditions of the rmit and the procedures discussed. 410 /zeiee;zeit./4 ignatur Title City Ins for ' Engineer Supervisor k:\devrev Revised: 5/19/94 8 \)6( kS4) CITY OF FEDERAL WAY ®'\)f)i nr PRE-CONSTRUCTION CONFERENCE v 9 INSPECTION REQUIREMENTS u PUBLIC WORKS INSPECTOR Jim Pryal 661-4128 7:00 to 8:30 A.M. WORK HOURS 7:00 A.M. to 8:00 P.M., Monday through Saturday. No work on Sunday or Holidays without written permission. Someone in charge to be on site at all times when work is in progress. CALL 48 HOURS BEFORE THE FOLLOWING Prior to work start-up. Prior to any utility or street construction. Prior to any concrete structures. Prior to placing any crushed rock. Prior to placing curbs, gutters and sidewalks. Prior to asphalt paving. TRAFFIC CONTROL AND PUBLIC SAFETY All signing must be per the Manual Uniform Traffic Control Devices. All flaggers must have cards, and must have attended a flagging course. Sequential arrow board signs required on all major streets. EROSION/SEDIMENTATION CONTROL Bury bottom of silt fence. Use native material. No mud tracked off site/maintain quarry exit apron. Mulch or cover all areas stripped of vegetation not worked for 15 days. Place filter fabric between frame and grate on all CB's on and off site. Additional measures may be required by the inspector. Spill response Kit required on all sites adjacent to lakes and streams. (Supplier, Pacific Marine Environmental or equal). MATERIALS AND WORKMANSHIP All materials used must meet WSDOT, King County, or City of Federal Way specifications. All materials not meeting the above specifications, must be removed as directed by the inspector. Inspector may require additional tests on subgrade, concrete, or asphalt. The costs of testing shall be paid for by the contractor. PRE-CONSTRUCTION CONFERENCE INSPECTION REQUIREMENTS 2 ROADWAY EMBANKMENT AND SUB-GRADE CONSTRUCTION All material must be from WSDOT pare-qualified pits. Embankment and subgrade must be compacted to 95% of maximum density. Proper moisture must be maintained throughout placing and compacting. Moisture for compaction must be within 3% of optimum, and at no time shall it exceed more than 3% over optimum. Compaction testing to be performed by an independent lab. TRENCHES Backfill with crushed rock, compacted to 95%. No recycled material. Minimum 1' separation between pipes in CB's. Lift thickness for backfill is 6" maximum. Backfill trenches at the end of each day. DRAINAGE SYSTEM CONSTRUCTION Overflow, spillways, gravel filter windows, must be constructed per plans and spec's, no deviations. As'built for verification are required. Quarry rock must be sound "hard" durable rock. No recycled material. Grass lined swale shall be constructed per details. No deviation allowed. Swale must be operational before acceptance. Concrete pipe to be air tested within 15 days of backfilling. CONCRETE CONSTRUCTION Call inspector before placing concrete to inspect forms. Concrete spec is 5 3/4 sack, 1 1/4 rock, air entrained, 3" slump. Any deviation must be requested in writing 48 hours before concrete is placed. Clear curing compound required. No calcium chloride allowed. Protect concrete. No graffiti allowed. Expansion joints per KC dwg #8. No saw cutting joints. Joints in sidewalk must match joints in curb. PVC sleave for all mail box posts and sign posts in sidewalks. ASPHALT CONSTRUCTION All asphalt to be removed must be saw cut. Additional asphalt may be required for removal by the inspector. Vertical drop-offs created by all asphalt removal will be backfilled each night. Abutting edges, curb, and ATB, must be thoroughly cleaned and tacked prior to asphalt paving. Seal all final joints. Patch must be a smooth transition, no bumps or low spots. On major streets where traffic is a problem, path to be protected with 1/4 inch steel plate until sufficiently cooled. ( 0 PRE-CONSTRUCTION CONFERENCE INSPECTION REQUIREMENTS 3 ILLUMINATION AND TRAFFIC SIGNAL INSTALLATION Such work to be performed by contractor knowledgeable with this type of construction, and approved by the inspector, or the traffic engineer. Contractor to submit samples of all hardware, wire, and conduit, for approval at the State of Washington D.O.T. Materials Lab. RESTORATION OF THE RIGHT-OF-WAY Contractor must leave right of way, equal to existing or better. Seed, mulch, and fertilize for erosion control and appearance. All drainage systems must be fully restored and operational before final acceptance. FINAL INSPECTION Call minimum three weeks prior to obtaining a C.O. for final inspection. Complete punch list before calling for final inspection. RELEASE OF BONDS Receipt and approval of as-built drawings per city standard. Receipt of inspection fee's. Completion of final punch list. I:\CORINNE\PRECON ' I CITY OF FEDERAL WAY DEPARTMENT OF COMMUNITY DEVELOPMENT MEMORANDUM DATE: June 9, 1995 TO Community Development Review Committee (CDRC) Members Ron Garrow, Senior Development Engineer Dick Mumma, Building Official Mary Cossette, Lakehaven Utility District Pat Kettenring, Fire Marshal, KC Fire District #39 PROJECT PLANNER: Deb Barker PHONE: 661-4103 PLEASE RESPOND BY: June 22, 1995 (internal), June 29, 1995 (with applicant) **********************************************: ******************************* FILE NUMBER: PRE 95-0045 PROJECT NAME: Homewood Suites preapplication PROJECT ADDRESS: 1907 South 316th Street, Federal Way PROJECT DESCRIPTION: Construct a 68 room, 4 story, 40 foot tall suite hotel with parking lot, partial parking garage at first level, associated landscaping and bioswale facilities on lot #2 (due west of Execute! Hotel). ALSO add a 5000 square foot conference room addition to the Executel Hotel, (lot #1). PROJECT CONTACT: Kurt Jensen Jensen and Associates Architects 3131 Fast Madison, Suite 200 Seattle, WA 98112 (206) 329-9900 SEPA: Required for the proposed hotel and the conference addition.. NOTES: Meeting with applicant is on June 29, 1995 at 9:00 AM. RECEIVED V. CC 11 APR 2 695 4 CRYOFFEOERPLOW STORM WATER DRAINAGE ANALYSIS AND TECHNICAL INFORMATION REPORT FOR THE TWIN LAKES CHIROPRACTIC CENTER Federal Way, Washington March 26,1995 P . T HES �/N.. I� 2660%�OF... ,47( j,7 Iill'k1/1§. \\ it, . le, 44, d \\ 0 , , ..,4„, , , ,,,s-i,„ „, ,,,, . ., , ,, EXPIRES:3/1 2/97 BLD 94-0868 SEGA Engineers, "Structural& Civil Consulting Engineers 22928 SE 312th ST (360)886-1017 Kent,WA 98042 Copyright 1995,SEGA Engineers T �x - STORM WATER DRAINAGE ANALYSIS AND TECHNICAL INFORMATION REPORT FOR THE TWIN LAKES CHIROPRACTIC CENTER March 27, 1995 Project Engineer: Stephen C. Porter, PE Job No.: 95-035 Project Manager: Greg Thesenvitz, PE Copyright 1995,SEGA Engineers TECHNICAL INFORMATION REPORT TABLE OF CONTENTS Page No. I. Project Overview 3 Fig. 1 Site Location Map 4 Fig. 2 TIR Worksheet 5 II. Preliminary Conditions Summary 7 Fig. 3 Drainage Sub-Basin Map 9 Fig. 4 SCS Soils Map 8 III. Off-Site Analysis 10 Fig. 5 U.S.G.S. Map 11 IV. Retention/Detention Analysis and Design 12 Part A - Existing Site Hydrology 12 Part B - Developed Site Hydrology 12 Part C - Hydrology Analysis 12 Part D - Retention/Detention System 12 Part E - Biofiltration System 13 Part F - Design Parameters 13 Summary of Hydrograph Analysis Data 14 V. Conveyance Systems Analysis and Design 15 VI. Special Reports and Studies 30 VII. Basin and Community Planning Areas 31 VIII. Other Permits 32 IX. Erosion/Sedimentation Control Design 33 X. Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet and Sketch, and Declaration of Covenant 34 XI. Maintenance and Operations Manual 38 XII. Appendix (Support Documents, Misc Drainage Calculations, Drainage Map, Isopluvial Maps, Miscellaneous Tables) 45 Page 2 SECTION I PROJECT OVERVIEW This portion of the analysis is included as an addition to the storm water hydraulic calculations to give an overall description of the storm drainage system on and off the site. For this analysis one site visit was made to note the condition of the existing drainage system. The project site is located on the northeast corner of S. 348th St. and llth Ave S.,Federal Way, Washington. (Refer to Site Vicinity map Figure No. 1). The site is lot 1 of East Campus Medical Center. The existing site is currently undeveloped and consists of second growth tress & brush. The applicant is proposing to construct a medical office building and associated parking. The post developed site will consist of 55% impervious area and 45% landscaping. 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E =„k'SC 119' I s L lI U I $ju •,: M4r_ST I _ -- / N s .-ri s/ 6wa r IN = : MID 7 1_F• a I I ST I E 12TH sr E _ ° - S L., x, IwUTI WI - f3 r ( ,6NRM 5T E7 - T w< Uoo § I • �UM ST I EIl1EENS>I!M 51 r ci 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 Pr. I-Lci.Scvt Project Name-TWIN(Wlf( L.lki,s 01+1eD? .4c Address Location Phone Township 2-1 Project Engineer S1 VQ_, %AT), Range r Section 2 t, Company 2- 1 4 Pl I �� Project Size 15, 2 5 0 .5F AC 0�?5- A t Address Phone - .2 • Upstream Drainage Basin Size '�' AC S pA PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER PERMITS I j Subdivision DOF/G HPA El Shoreline Management ri Short Subdivision I COE 404 El Rockery I I Grading I I DOE Dam Safety Ti Structural Vaults Commercial 0 FEMA Floodplain 0 Other l Other I 1 COE Wetlands El HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community , I / r Drainage Basin wi;5 v-c vt_clA y l r+_ 1 , 4 Ga.410 'I efS v� PART 6 SITE CHARACTERISTICS El River 0 Floodplain (-1 Stream I I Wetlands El Critical Stream Reach I I Seeps/Springs CI Depressions/Swales n High Groundwater Table El Lake El Groundwater Recharge 0 Steep Slopes rX Other S ' :c_.S < I S Lakeside/Erosion Hazard PART 7 SOILS Soil Type Slopes , Erosion Potential Erosive Velocities Group L l5 51:��, i- M;/,' ,, / I I Additional Sheets Attatched 1/90 7o9e- S / /C1 26 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT 7{Ch.4-Downstream Analysis /v oink 71 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION I31 Sedimentation Facilities I X] Stabilize Exposed Surface /I Stabilized Construction Entrance n Remove and Restore Temporary ESC Facilities © Perimeter Runoff Control I X I Clean and Remove All Silt and Debris Clearing and Grading Restrictions I XI Ensure Operation of Permanent Facilities El Cover Practices 0 Flag Limits of NGPES L. J Construction Sequence 0 Other Other PART 10 SURFACE WATER SYSTEM El Grass Lined Channel Tank 0 Infiltration Method of Analysis ® Pipe System Vault n Depression 40 Qs fbav4 Ur4„ (7] Open Channel 0 Energy Dissapator n Flow Dispersal Compensation/Mitigation Dry Pond Wetland O Waiver of Eliminated Site Storage Wet Pond Stream EJ Regional Dete n J Brief Description of System Operation 60itt ie l-fc-C L / p 1 14 ted—ii014 Facility Related Site Limitations l Additional Sheets Attatched Reference Facility, Limitation `='.441 — l-(,Q Li 09t c(/a;�eSL{ — C�erirf✓) SWcLe Lgi,vLLi 4 '4L✓e4cc c'P+ 3/ ✓,) ,/1N4. - PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) fl Drainage Easement Cast in Place Vault Other (_i Access Easement El Retaining Wall Il Native Growth Protection Easement Rockery>4'High El Tract 0 Structural on Steep Slope n Other PART 14 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. � � i SECTION II PRELIMINARY CONDITIONS SUMMARY The proposed site is approximately 0.35 acres and consists of one drainage sub-basin, which has been designated sub-basin SB1. (See Sub-basin Drainage Map Figure No. 3). Drainage sub-basin SB1 consists of 70% thick brush and deciduous trees, and 30% pasture grasses. The drainage pattern is basically a sheet flow and the existing ground slope is approximately 11.5 % towards the south to an existing 12" cmp culvert located at the southwest corner of the site. (See Level I Downstream analysis Section for additional information). The SCS Soil Type is (Ewc) Everett-Alderwood gravelly sandy loam soil which has a hydrologic group letter C (Refer to U.S. SCS Map Figure No. 4). The SCS Western Washington runoff curve numbers for the existing site conditions are Cn = 81 "pervious woods & brush" and Cn = 85 "pervious pasture grass". City of Federal Way Site Plan Approval conditions include the following: 1. Oil/water separator &biofiltration swale for water quality control measures. 2. Perimeter landscaping per City Zoning Code. 3. New sidewalk along 11 Ave S. and S. 347th St. 4. New handicap ramps at the southeast corner of 11 Ave S. and S. 347th St. Page 7 Lam.—.__ J C r/Th •' : 50 l LS M A P • i i � • ll' - • 1 !•.� •�••1. � '�S�• '30 -if -�fv6 • , °`--v —� I, I „a, r u AmB :77: •+�,,..r •1�. •✓IN SY3 VI .. /• ; •• q•I_e 1li I II 1i. t:. I^I� <i8igh ,�'1�: � s �' II y -rT1E, y�L • ._.-• s . Uri:it I, - . ... te'•- 1 ::▪ k sYY r• Iram:. =, \�'• -'•cc 3 .i t` r ; :s -• D !+ ' .r • i_ y: pp t I� Liko �:. `_-•Am$ .}_;, 4::" t ,'I 1,14 A• / 1 ,r.i • - ., �Z:. 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P¢ rI r r. �� A •L� ' t- �� '' �•i..' 1- j: I,► lF,Ag6 • r f UUJIIJr ` �I — I 1� . p„ /Ay + • P Ii: it , j: • _ �:,\\ Pant er •Il_ lit °fir— - •a 344TH. .I•• •••'ST _ ✓•:i \�I Seh +I - IES'C NG b/ 3B8Ev:C �� ISAbilli..._2ec1 IBd .,4;1 . Sm • UrIII::: '\ ; St AgC S 2581 I—•• • •• • .S••• ,• EwC ' ta------ .•qgg • S Z7i/ . •Broo Bo r.. 'I,• � !.' /kr: . No II No EvC EvC f l l rok =•=' ' ',,,pyN I Labe _1 1 , _ ° :6G EvE EwC ; \ • ) ! /- , '----H: At / 3/.\- ;-, •,i; .4•41.' 1.-----------,- • .‘ / ( I' , , \ : I N F/C . 0 '1-i .• , . r • /,,-/\ SB-1 DRAINA l-SP . - z A i ; , A- it 23T.3 (mg Et 245.9 A -r' 1 1 1 , - ,-111111 * hex) - 20.8 Min \‘.....-, �\„",-t " r4 \ '`\ \ '�.,�. as - `, o 11"\4' 'f `. OFFSITE SUB-BASIN R . - . �2., NO OFF-S / NI `. z �i \ i • EX. OUTFALLiga 9.4 qYALWA1117 -- -" it -- -- ---- ,--1 9 , 3 i t 9 l t NO FIGURE . 3 -BASIN MAP DRAINAGE SUB i I J{.VV L 1� 7'I I I I I LOT 1 j LOT 3 j b I FEDERAL,PAY I -----� wES y j I I BUSINESS DEC j �.....01,1i i KCSP „7906• R ti. j 5702250329 j e) 6 I , i.,.,.... CAr pUS ; LOT 2 : e ,rwc .—.I I / 14,,r we : , s I /I �� 2 I ABANDONED i j '• /I W 516 , / .3,?2 I, LOT1 vM 11 . Lc.R. .,. v . . „,.... : ; 4 ; e4; II C' ? G 1 / 2 4�V o• o VI CC • 5 S ^ . 4',q• • pvsv° DL / V.4:Pcl, 41:.$v < vS1/N1ES ,n s1oR" b / B lb Q° - II LOT 4 C /f• !' t - I t I S '/ err H cl) 9 qS I/ t'l 4 _, pc,- . ivy ' I pAgK I .S1'4t i b %/ ---- al j �i `.‘2 1 2 3 I- 5 2 4 co Xi 0.11 1 r WC1114 .�, +' IOPC PAIN �' I2 PVC . .ItP c i 17 Per. ig -----.-.•,c aS. 3 S. 348TH. ST S '. L.—.—.—_—.—. • ( �_ �/ PR' 11 08 % _ Ox,)xE ® Im © ,`�I�, �, r � ' , — . % . I I C B I / /TT ' -- -------- y ao . I 4/ i 4i pl ze (AB Al SEWER ULID BOUNDARY R53 _—, i CY) / -.-----------T— 0 � '/ 0 I I • e I ® I LOT 2 I/ I I I j I / LOT 3 ; I I I / --- IfCSV 274OI3 e011050e155 I SECTION III OFF-SITE ANALYSIS There is no offsite tributary subbasin upstream of the project site. The upstream property "Small Animal Hospital, which is located along the north side of the proposed site, collects all of the off-site runoff. The on-site runoff flows in a sheet flow pattern southwest to a 12" cmp culvert. LEVEL I DOWN STREAM ANALYSIS Runoff from the site discharges into a 12" cmp culvert located at the southwest corner of the site. The existing invert elevation is 238.50, which is approximately 0.5 feet above the adjoining ground. The runoff drains south for approximately 50 feet in the 12" storm line to an existing catch basin located on the south side of S. 348th St. The runoff continues west in a 12" cmp line for approximately 123 lineal feet to an existing storm manhole. The runoff then discharges into a 72" cmp line that provides detention for S. 348th St. The runoff is released through an 18" outlet into an existing ditch on the south side of 348th St. This ditch is identified as Stream No. 0014 in the West Branch Hylebos Creek Sub-Basin and is considered a Class III stream at this location. The stream drains south, and becomes a Class II stream 1/4 mile downstream. The stream eventually discharges into the Hylebos Wetlands. (Please refer the U.S.G.S. Map Figure No. 5). Currently there is no evidence of any drainage problems that may exist in the project area, nor are any drainage problems predicted after development. The Level I analysis indicated the downstream conveyance system appeared adequate, and there was no evidence of any bank sloughing or erosion. Per KCSWDM core requirement number 2 we performed a field inspection to physically inspect the existing on and off site drainage system of the study area for each discharge location. We specifically investigated any evidence of existing/potential problems and drainage features. Through our site inspection we did not observe any apparent flooding, overtopping or erosion problems within a quarter mile downstream from this project. Due to the minimal increase of storm drainage runoff from this project, we do not anticipate any significant adverse impacts to the downstream drainage system. Page 10 /( -' Steel ke !f ` I r • i ) H Mirror L i -.-rl• :LT �. . . \ S , Sch�i' I �� ` • Ile i i L -_j_..,_'_ . iI 0 1 fir' •,v :re I ,• 1'i I 11 ��e en �'. ^C • 1l - % � — � — .3<3 • X'; ..5,�-.,.•336.SN•_ ST �i, �� I .• --- • Dili _ — - ., ; \ I� I, =� K t •:�opkout = Pan er' / I • •. 1 O I tit ,, O --- - 1 Ii 1`9 1 h �1_ = } 352• Lake— _ �� PantheaS\iake� �� • 1 ,'� -"o jseh -- 1 I '( — ate •_:• 368 ' 258 t`l ••_ •• S I•.•348T ST\ •2,• j ` ,// �\ \ • \ �`00'� f�` u� / .ate I • 'qd� I'' *kbP1-1 '-- ' i fi',' J i rook N o �.. "_— 1• -�a -- '�� :J; i� lei N-tip •/-' I ' • I / 1 -_ _ -Book ( o 68 1 Lake A I a° Ii •r :' T �� • A. ST - 20E 7 - L-- • • a• •� • �\,�'— , o • / np •i V> ' ' Lakelan • , \ ! • \ • J I•;)° I' ::Th M " o _ v O. - y Lake, p .• / —. ( ry°O c\ 1 *[ ' �� air (.', ).\ ;'i •A . 1 .. goo, 7v� ' F i��. 5 us.cam.s. M�4P 3 �, , ,32 '. z�° p•. - \\.�T ader - w, it 5 �� ' •+ 'ark f----- 0 �/� — �� l Ftt� / `� r - PoV F.A74 t bAY au k t Part E - Biofiltration Analysis In compliance with King County's Surface Water Design Manual's Core requirement #3: Runoff Control; On-site biofiltration will be required. The proposed project will create more than 5,000 square feet of new impervious area that is subject to vehicular traffic. The proposed asphalt parking area is approximately 5,400 square feet. The proposed biofiltration swale was designed to treat the developed 2-year 24-hour duration design storm event. Part F - Design Parameters The calculations for sizing the proposed storm water facilities are based on the following criteria. Minimum Detention Storage: Not Required Soil Type: SCS Group C (Sandy-Loam Ewc) Soil Infiltration Rate: N/A (Ignored for analysis) SCS Curve Number Pervious CN: 86 (Developed Conditions) Impervious CN: 98 Rainfall Depths: 2.06" 2 Year Storm 2.94" 10 year storm 3.39" 25 year storm 4.07" 100 year storm Existing Conditions: Pervious Area = 0.35 AC Impervious Area = 0.00 AC Total Area = 0.35 AC Proposed Conditions: Pervious Area = 0.16 AC Impervious Area = 0.19 AC Total Area = 0.35 AC Off-Site Conditions: Not Applicable Page 13 HYDSUMRY.XLS HYDROGRAPH ANALYSIS DATA SUMMARY Condition Pervious Impervious Tc 2yr-24hr 10yr-24hr 25yr-24hr 100yr-24hr Area CN Area CN (Min) P2 = 2.06" P10 = 2.94" P25 = 2.06" P100 = 2.06" (AC) (AC) (cfs) _ (cfs) (cfs) (cfs) Existing Site 0.35 82.26 0 98 20.8 0.04 0.09 0.12 0.16 Proposed Site 0.16 86 0.19 98 1.96 0.15 0.24 0.29 0.37 Parking Lot 0 86 0.124 98 1.96 0.07 N/A 0.13 0.15 Pagel44 SECTION V CONVEYANCE SYSTEMS ANALYSIS AND DESIGN The proposed on-site conveyance system will consist of a catch basin, oil/water separator manhole, 12-inch conveyance line and an on-site biofiltration swale. The biofiltration swale will run along the west side of the project site and release into the existing 12-inch culvert. The culvert will be outfitted with an approved trash rack. The proposed conveyance system was analyzed for the 25 year developed storm event. Since the design drainage subbasin is less than 25 acres, and has a time of concentration less than 100 minutes, the capacity of conveyance elements were determined using the Modified Rational Method as described in K.C.S.W.D.M. Section 4.3.3. Page 15 SITE DRAINAGE ANALYSIS PROJECT NAME & DESCRIPTION Twin Lakes Chiropractic Drainage Analysis S. 348th & 11th Ave S. Federal Way, WA (ON-SITE ANALYSIS) DRAINGE PRECIPIATATION FROM RING COUNTY ISOPLUVIAL MAP 2-YEAR 24-HOUR PRECIPITATION 2.06 10-YEAR 24-HOUR PRECIPITATION 2.94 25-YEAR 24-HOUR PRECIPITATION 3.39 100-YEAR 24-HOUR PRECIPITATION 4.07 SCS SOIL SURVEY INFORMATION SOIL CLASSIFICATON Ewc SOIL GROUP IS C TRIBUTARY AREA BREAKDOWN: (EXISTING SITE CONDITIONS) AREA CURVE (AC) NUMBER CULTIVATED LAND 0 94 MOUNTAIN OPEN AREAS 0 89 MEADOW OF PASTURE 0.11 85 WOOD OR FOREST: (UNDISTURBED) 0 76 WOOD OR FOREST: (YOUNG SECOND GROWTH) 0.24 81 ORCHARD WITH COVER CROP 0 92 LAWNS & LANDSCAPING: (GOOD CONDITON) 0 86 LAWNS & LANDSCAPING: (FAIR CONDITION) 0 90 GRAVEL ROADS & PARKING 0 89 DIRT ROADS & PARKING 0 87 IMPERVIOUS SURFACES, PAYMENT & ROOF TOPS 0 98 OPEN WATER BODIES 0 100 "EXISTING CONDITIONS" COMBINED Cn ( (Cn1 * AREA1) + (Cn2 * AREA2) + . . . .J/(SUM OF THE AREAS) Cn COMB (PERVIOUS) = 82.26 ; AREA = 0.35 Cn COMB (IMPERVIOUS) = IF(TRUE,SUM (F38: ; AREA = 0.00 DRAINAGE FLOW PATHS: (EXISTING CONDITIONS) ?qW l Sa LENGTH SLOPE DRAINAGE FLOW CONDITION n OR k VALUE (FT) (FT/FT) TABLE 3.5.2.C" 175 0.115 SHEET FLOW BRUSH/FOREST 0.4 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 TIME OF CONSENTRATION Tn=(0.42 (ns*Ln) ""0.8)/((P2) "".5)*(Sn) "".4)) (SHEET FLOW CONDITIONS) Tn=Ln/(60*(Vn)) = Ln/(60*(k*(Sn) "".5) (SHALLOW FLOW CONDTIONS) T1 = 20.80 MIN T2 = 0.00 MIN T3 = 0.00 MIN T4 = 0.00 MIN T5 = 0.00 MIN T6 = 0.00 MIN T7 = 0.00 MIN T8 = 0.00 MIN Tc = 20.80 MIN (EXISTING CONDITIONS) TRIBUTARY AREA BREAKDOWN: (DEVELOPED SITE CONDITIONS) AREA CURVE (AC) NUMBER CULTIVATED LAND 0 94 MOUNTAIN OPEN AREAS 0 89 MEADOW OF PASTURE 0 85 WOOD OR FOREST: (UNDISTURBED) 0 76 WOOD OR FOREST: (YOUNG SECOND GROWTH) 0 81 ORCHARD WITH COVER CROP 0 92 LAWNS & LANDSCAPING: (GOOD CONDITON) 0.16 86 LAWNS & LANDSCAPING: (FAIR CONDITION) 0 90 GRAVEL ROADS & PARKING 0 89 DIRT ROADS & PARKING 0 87 IMPERVIOUS SURFACES, PAYMENT & ROOF TOPS 0.19 98 OPEN WATER BODIES 0 100 "DEVELOPED CONDITIONS" COMBINED Cn [ (Cnl * AREA1) + (Cn2 * AREA2) + . . . . ]/(SUM OF THE AREAS) Cn COMB (PERVIOUS) = 86.00 ; AREA = 0.16 Cn COMB (IMPERVIOUS) = 98.00 ; AREA = 0.19 DRAINAGE FLOW PATHS: (DEVELOPED CONDITIONS) LENGTH SLOPE DRAINAGE FLOW CONDITION n OR k VALUE (FT) (FT/FT) TABLE 3.5.2.C" 95 0.04 SHEET FLOW ASPHALT PARKING 0.011 80 0.02 SHALLOW FLOW IN GRASS LINED SWALE 11 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 O 0 X 0 TIME OF CONSENTRATION Tn=(0.42 (ns*Ln) ""0.8)/((P2)"".5)*(Sn) "".4)) (SHEET FLOW CONDITIONS) Tn=Ln/(60*(Vn)) = Ln/(60*(k*(Sn) "".5) (SHALLOW FLOW CONDTIONS) T1 = 1.10 MIN T2 = 0.86 MIN T3 = 0.00 MIN T4 = 0.00 MIN T5 = 0.00 MIN T6 = 0.00 MIN T7 = 0.00 MIN T8 = 0.00 MIN Tc = 1.96 MIN (DEVELOPED CONDITIONS) KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TODOS ENTER OPTION: SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2 24.00 2.06 ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ******** 2-YEAR 24-HOUR STORM **** 2.06" TOTAL PRECIP. ********* ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .3 82.3 .0 98.0 20.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 82.3 .0 98.0 20.8 _ 'R - E41,5" PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 1 7.83 886 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2YREXSB1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 86.0 .2 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .2 86.0 .2 98.0 2.0 J2- `(K - D1/ PEAK-• CFS) T-PEAK(HRS) VOL(CU-FT) .15 7.67 1785 ENTER [d:][path]filename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2YRDVSB1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 .0 86.0 .1 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .1 .0 86.0 .1 98.0 2.0 2-YK - t7II — 510-NAL.£_ PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .07 7.67 825 � o Ao � . L'. J -r WS f .� . b.o c,J qt-e... ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2YRDVbio.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10 24.00 2.94 ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ******** 10-YEAR 24-HOUR STORM **** 2.94" TOTAL PRECIP. ********* ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .3 82.3 .0 98.0 20.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 82.3 .0 98.0 20.8 , 10-`ri2 EXIST PEAK-• CFS) T-PEAK(HRS) VOL(CU-FT) .09 7.83 1708 ENTER [d:][path]filename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10YEXSB1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 86.0 .2 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .2 86.0 .2 98.0 2.0 IoAL oc ) PEAK-• CFS) T-PEAK(HRS) VOL(CU-FT) .24 7.67 2805 Tay-- Y� ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: lOYDVSB1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.39 ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ******** 25-YEAR 24-HOUR STORM **** 3.39" TOTAL PRECIP. ********* ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .3 82.3 .0 98.0 20.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 82.3 .0 98.0 20.8 2-5-qZ nX Is fi PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .12 - 7.83 2167 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 25YEXSB 1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 86.0 .2 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .286.0 .298.0 2.0 25-`-(K EV PEAK- CFS) T-PEAK(HRS) VOL(CU-FT) .29 7.67 3340 ENTER [d:][path]filename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 25YDVSB1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 .0 86.0 .1 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .1 .0 86.0 .1 98.0 2.0 _YS LV &p_5,,V PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) pco -h , r o(( Je ,„.4 t .13 7.67 1421 -Fro 6;o-14/v 75 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 25YRDVbio.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100 24.00 4.07 1)9ft' zti ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ******** 100-YEAR 24-HOUR STORM **** 4.07" TOTAL PRECIP. ********* ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .3 82.3 .0 98.0 20.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 82.3 .0 98.0 20.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 100 -KR EIST .16 7.83 2888 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100EXSB 1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 86.0 .2 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .2 86.0 .2 98.0 2.0 10O- 1Z_ c7 PEAK-• CFS T-PEAK(HRS) VOL(CU-FT) .37 7.67 4162 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100DVSB 1.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 .0 86.0 .1 98.0 2.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 7a SA_ 23 .1 .0 86.0 .1 98.0 2.0 PEAK-• CFS) T-PEAK(HRS) VOL(CU-FT) 100_ g- 1510 „JAt-, .15 7.67 1726 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100bio.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S Stop - Program terminated. • emr OF PUBLIC WORKS DEPARTMENT BIOSWALE CALCULATION WORKSHEET Project Name: TW;,, Let k S ,`ccpr46,74.c. Date: & `/3 . 97 Project No.: By: c-SC-? HYDROGRAPHS ++77 f ' g.po� � (w,Fr!,`. 1. 2 yr./24 hr. Existing Q= n• b cfs w�(See notes b �- l?�ra n9h 2. 25 yr./24 hr. Developed Q= C ( 3 cfs /�,<10�`( ;:,/ /f 3. 100 yr./24 hr. Developed Q. . 0 . i S cfs by y' �" w w/d Note: a. Use developed Q if RID is downstream of bioswale or no R/D is proposed. b. Attach hydrograph summaries. - -/ BIOFUNCTION DESIGN T J , .7z,E 4. Select design flow depth/vegetation type: A. Urban (Lawn) 1" Design depth = 0.08' B. Rural (Natural) 4" Design depth. = 0.33' C. • Wetland (Wet areas) 8" Design depth = 0.67' Design depth= D ' 3 ft. [Recommended: 0.08' or 0.33'] • 5. Calculate swale Q and V given: n = 0.1 Side slopes = 3:1 (H:V) d = 0.08', 0.33' or 0.67' (per item 4, above) b = make an initial assumption. ��` ft Q = O 'R�1 cfs V = 0, Z fps Calculated Q must be >_ item 1 Q.Calculated V must be < 1.5 fps. Ach44 - r�y�,, , c(/ it-wit, 6144/ b,D .-s ( devrev\biowrksh Revised: 5/3/94 1 -4 }. C !4 +^E� -t�?1.) t- ,S D. / t� • M/7Il;. '414AG7 pr., if v: L. EQUIVALENT AREA 6.- If the proposed bioswale is less than 200 lineal feet in length, it may be shortened. The minimum length is 50 feet. The minimum length of any segment is 50'.• Biofunction area sq. ft.) = 200 ft. x wetted perimeter 200 ft. x . = 20 sq. ft. 'ci f 6 - z (L7L f = 2_) Equivalent wetted perimeter = biofunction area'p o osed length 3.G / ,rf , uic 3_ 10 sq. ft. / �� ft. = 6? t bft. .'. b= Qt 1 S ft. toc / o o / QSt M//(/ T- ACTUAL BIOSWALE CAPACITY AND VELOCITY FOR 2 YR. EVENT 7.a. Calculate swale Q given: n = 0.1 S = Actual (0.005 to 0.06 ft./ft.) [Recommended: 0.02 to 0.04 ft./ft.] S= 0.031 ft./ft. Side slopes = 3:1 (H:V) _ d = per item 4 d= O. 33 ft. b = per item 5 or 6 [Recommended: 2' min., 8' max.] b= 2- ft. Q = ( . I2 cfs )'7 O . C 5 ok -cat&• Calculated swale Q must be >_ item 1 Q. Y s`b"i'''d43 I"-IC'TE• Acneg-L p —71 /S p, 07 ��T C O. 07 c.f-,s 7.b. Calculate swale V given: n = 0.1 • S = per item 7.a. S= 0 2 l ft/ft. Side slopes = 3:1 (H:V) Q = per item 1 - Q= d, 07 cfs. b = per item 5 or 6 b= 2 ft. V = O. 4(vfps Calculated V must be <_ 1.5 fps.7' p, 5-9 d Travel time = length of swale/V x 60 1 n ft. / ( O, 411 fps x 60 sec/min )= 3 t 9 min. [Recommended: 9 minutes, 5 minutes minimum] devrev\biowrksh Revised: 5/3/94 1 FREEBOARD FOR 25 . EVENT 8.- Calculate actual flow depth for 25 yr. event. n = 0.027 S = Actual S= (2,057 ft./ft. Side slopes = Actual (H:V) 3 H : 1 V b = Actual 1 _' �� b= ft. Q = per item 2. L • Q= 0, /3 cfs depth required= 1,d LI 5 ft. depth provided= ' j .0 ft. e. / freeboard= 0,C1 (p ft. 3$•-1 c Top of swale must be >_ 6" above 25 yr. water surface elevation. c7� 7 D.3 r4/j \ev 5wiLII vey - SwIe t4s '' 217 f r s CGP4c'7% FREEBOARD AND VELOCITY FOR 100 YR. EVENT 9. - Calculate actual flow depth and velocity for 100 yr event. n = 0.027 S = Actual S= b, t:�% ft./ft. Side slopes = Actual (H:V) 3 H : 1 V b = per item 5 or 6 b= ft. Q = per item 3. Q= h, /,S cfs. depth required= 5, 0 S ft. depth provided= 7 ft. freeboard= 0, q.5- ft. Top of swale must be at or above 100 yr. water surface elevation. .GI S F} V = I, °v fps Calculated V must be < 5 fps. 7 /, `r/'S Variables: b Bottom width of swale in feet d Depth of flow in feet n Manning's roughness coefficient Q Discharge in cubic feet per second S Slope of the energy grade line in feet per feet V Velocity of flow in feet per second devrev\biowrksh Revised: 5/3/94 'SP 9 t1 'CP NIA z e-IN `• 1 I I J L~L ,-IN 1 -- @ on!W a o0 W coiM • OIO a f0 CO U..u3' . . 1\ d N N LL v LL N Cr) Cu..l W 0 0 J v —— O a+ — ta O V' V• 7 I Q. c 0 0 m CWC H 00 Q G a Q N N .enap Z1 On R O j CC U) "(O A a1L 0 0 V ~ � U E ��1Q,Q1 i 1 �1cp � `o W!>.1>. 12'� ,� N'N to ~1.N..i` H1 1 y °1 1 yl >. Z tot . }j cOph N ..O 1 W 0 10 —HW' 'W11 ZI 1 J'II QI 1, . M V' m 4:v W I-i Z <O•I10 • Q; I? > 2 I-I' . ZI 1 (' f-!er 0I2,Q -IN Z!N r> V a O o0—NI II C• C NIQI �M' Q W 1 1 fA p oo' } r4 U, a J Z >_ z WIO NI N Q N Q1 re Q a O O —2 W ., 1-- z s i.e.r- co 0 W V^ C4Im Q. W z a1*-. UC9lalmSr 0 NN < W0 u n ~ 6e- } o I-.� , z— la W Z >, Z; <o 3� 01 Uc‘ m tL o n 1 1 - Nr E. _N F- ' 00 1 ,,-a, 1 JIv I�N 1 _ M I N �co tee-. O 0 Li- 011 N a o0 I a LLN �� >'a N N LL c,M LL m 0 0 LL 0 W p 0 0 Oa 00 LL JLL 0 7 O `Cr C. co = n} C O O -o W 1 I- o o Q J dQ Q n. c., z N- a O_ �� CO CO m 0o U � �� 0 E O DWI>. I MQ1 +• M N = 8001 M M. 10 ~ w co 1 H r OI 1 (I)' N,� c M'o Li.V 1 I 0 1 Ui 1 Z' �V mlII ! ILU}10, f0 6QiQ'Z1 1 >1~ C9 OI2iQ V!D « N Z,cv efi 1N O 0:0 —N', 1 1 w' Win ° ~ Q v-•el 01 c011:1-• v Z1 'IW1 l ci 6 1� I 0)CO ceI o0 (7)1 I U >- a J iZ }'Z u� c) e-N Q O Q a O O 0 z N � a m < Y'- -U) coccti1 c�nim a wlzia U10 Q m al O N Z W F- F- a) a) as WIO � � Z Z Win. O_ ZiI ~0 3,- O caiac , d) LL 0 O. v i -I 'Co a l SECTION VI SPECIAL REPORTS AND STUDIES This page left blank intentionally. This section does not apply to the proposed project. PuI 3D SECTION VII BASIN AND COMMUNITY PLAN AREAS The proposed site lies within tie West Branch Hylebos Creek Draige Subbasin, which is tributary to the Green River Subbasin. The site is located within the corporate limits of the City of Renton. There are no publicized Community Plan restrictions or applicable "P" suffix conditions that apply to the proposed site. / Pe (')/ / k) c Page 34 SECTION VIII OTHER PERMITS No additional permits that may contain more restrictive drainage plan requirements are anticipated for this project. Page 37,- SECTION IX EROSION/SEDIMENTATION CONTROL DESIGN Since the amount of disturbance is minimal, the risk of erosion or sediment laden runoff disturbance is very low. Therefore we recommend the following erosion control measures: • Erosion Control Swale with rock check dam • Offsite Downstream Catch Basin Sediment Protection • Silt Fence located along the lower portion of the site These erosion control measures are clearly shown on the Temporary Erosion Control Plan. In addition to the proposed sediment and erosion control measures, City of Federal Way standard erosion control notes will be shown on the proposed site plan drawings. Additional soil erosion control measures may be required during construction if sediment starts leaving the site before the site is stabilized. The contractor should take immediate action to insure that these additional erosion control measures are implemented after noticing erosion or sediment problems. Page 33 SECTION X BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT The bond sheet attached and R/D sheet and Declaration are not required. Page 4- r • • BOND QUANTITIES WORKSHEET • DATE: 2 - i� _ PROJECT S P: 2 l't - O4 i PROJECT NAME: �_I 114 4 ta� 5 Ci�l ir0 I�►^a c,T 14 CeHr'c.4.. SITE ADDRESS, ?DCt , F i 4+i�`<S r2 h 'u I l`"4%.1) Fill in those items which pertain to this project and return to the Department of Public Works. PUBLIC ROADWAY PRIVATE ON-SITE IMPROVEMENTS IMPROVEMENTS UNIT PRICE UNIT QUANTITY PRICE QUANTITY PRICE Clearing&Grubbing - LS $ $ 14 TO Excavation&Embankment 7.00 CY $ 10 T171, $ �0 A.C.Pavement 10.00 SY u $ `S `D7CX)Cement Conc.Curb&Gutter 9.00 LF $ $ ' Extruded Asphalt Curb 4.00 LF $ W a,5 $ I. -4.0 Concrete Sidewalk 9.00 LF 5 $ -, 1 I S $ 6"Pipe 7.50 LF $ i1 $ 1 Z5 8"Pipe 10.00 LF $ $ 12" Pipe • 15.00 LF $ '; S 4.5".0 15"Pipe 16.00 LF $ $ 18" Pipe 20.00 LF $ $ 24"Pipe 26.00 LF $ $ 36"Pipe 40.00 IF $ - $ 48" Pipe 50.00 LF $ $ 60'Pipe 65.00 LF $ $ 72"Pipe 80.00 LF $ $ Curb Inlet 500.00 Ea. $ $ CB Type I&IL 750.00 Ea. $ Z $ I, SOO CB Type II-48" 1400.00 Ea. $ $ CB Type II-54" 210C'3 Ea. $ 1 $ Z,IoD CB Type II-72' 3400.00 Ea. $ $ CB Type II-96" 4000.00 Ea. $ $ Detention Pipe Riser 400.00 Ea. $ $ Restrictor/Separator- 12" 450.00 Ea. $ 1 $ 4-r0 Restrictor/Separator- 15" 500.00 Ea. $ $ Restrictor/Separator- 18" 600.00 Ex. $ $ Restrictor/Separator-24" 750.00 Ea. $ $ Fencing(around pond) 10.00 LF $ $ Riprap 17.00 CY $ .2 $ Rockery,Gabion&Ecology Wall 7.00 SF $ 3fl $ ,l/a Concrete Retaining Wall 9.00 SF $ ti 3'D $ 4,2-4 D Excavation for Pond 7.00 CY $ $ Infiltration Trench 18.00 LF $ $ Flow Spreader/Dispersion Trench 20.00 LF $ $ Trash Rack 200.00 Ea. $ / $ 2,0 a Biofiltration Swale 6000.00 Ea. $ _ $ & D�'1 S $ $ $ $ $ SUBTOTAL $ Z. Ii r SUBTOTAL $ ?1 61-,C) P 1 3 S PW1292(Rev 8/93) • I3ONU QUANTITIES 1 RKSHEET EROSION/SEDIMENTATION CONTROL FACILITIES UNIT PRICE UNIT QUANTITY PRICE Salt Fence 4.00 LF Seeding/Mulch 3000.00 Acre Z5-D $ 1f 00fl Temporary Pond 5 O. $ '100 Standpipe S 200.00 Ea. $ CB Interim Protection 25.00 Ea. Quarry Spell/Rip Rap S "75 517.00 CY .3 $ Rock Construction Entrance 300.00 Ea. S Pipe( 'diameter) LF S 30o $ $ S S SUBTOTAL S "', Z b .............::::.:.::�::::.�::.ii;:.is�:ii?::.:�. ii':i.:::.:.i.. ..ii..i: :�.?tii:.kt.i.. ...r: ::.:�.?v:.?i::{�'r.ii:iii:.:iii:Jii:i::. ..i'ii:.i''i:'.i:..::.:.::.''i:::'.i:::wi:.. �.•.:: :::i'ii:':.:ii':':::.i: .:..:.....:..:::)iii;rv4.::4ii.??•}iip::::::.�:.:.�:..:::................. v:' 3.1!::{....�: •::::._::_: NAME.::::,;.::.;:.;.:: , The following information will be completed by the City of Federal Way Department of Public Works: Public Roadway Improvements $ Private On-site Improvements $ Erosion/Sedimentation Control $ SUBTOTAL $ CONTINGENCY (20%) $ . TOTAL BOND AMOUNT $ -4. CiiT OF r-"" • BOND QUANTITIES PRICE SCHEDULE The unit prices shown on this schedule are recommended minimum prices consultants shall follow when completing the BOND QUANTITIES WORKSHEET for engineering plan submittals. Unit prices may not deviate from this schedule unless prior approval is obtained from tie Der.irtment of Public Works. UNIT UNIT PRICE UNITS PRICE UNITS ROAD CONSTRUCTION MISCELLANEOUS • Clearing & Grubbing - LS ■ Rip Rap Outfall Protection 17.00 CY • Excavation & Embankment 7.00 CY ■ Access Road/Bollards 500.00 LS ■ AC Pavement & Rock Base 10.00 SY ■ Fencing (around pond) 10.00 LF ■ Cement Conc. Curb/Gutter 9.00 LF ■ Infiltration Trench w/12" Perf PPG 18.00 LF ■ Extruded Asphalt Curb 4.00 LF ■ Flow Spreader/Dispersion Trench 20.00 LF • Concrete Sidewalk 9.00 LF ■ Trash Racks 200.00 ea. • ■ Bi:•filtration Swale 6000.00 ea. DRAINAGE PIPE ' • 6" Pipe 7.50 LF RET'.INING WALLS & STRUCTURES • 8" Pipe 10.00 �F ■..P.raining Walls 8.00 SF ■ 12" Pipe 15.00 LF ■ B(:dges ■ 18" Pipe 20.00 LF ■ Rockery Facia Walls 7.00 SF • 24" Pipe 26.00 LF ■ 36" Pipe 40.00 • LF TRAFFIC CHANNELIZATION • 48" Pipe 50.00 LF ■ Signalization -- LS • 54" Pipe 60.00 LF ■ Channelization - LS ■ 60" Pipe 65.00 LF • 72" Pipe 80.00 LF SITE STABILIZATION/EROSION CONTROL ■ Rock Construction Entrance 300.00 ea. CATCH BASINS ■ Seeding/Mulch 3000.00 Acre ■ Inlet & Grate 500.00 ea. ■ Silt Fence 4.00 LF ■ CB Type I & Grate 750.00 ea. ■ Netting Jute Mesh 5.00 SY ■ CB Type II 48" & Grate 1400.00 ea. ■ Sediment Pond Standpipe 200.00 ea. • CB Type II 54" & Grate 2100.00 ea. ■ Sensitive Area Fencing 3.00 LF ■ CB Type II 72" & Grate 3400.00 ea. ■ CB Type II 96" & Grate 4000.00 ea. SURVEYING • ■ Monument in Case 500.00 ea. RETENTION/DETENTION CONTROL ■ Pond Excavation & Spillway 7.00 CY ■ Restrictor/Separator 12" 450.00 ea. ■ Restrictor/Separator 15" 500.00 ea. ■ Restrictor/Separator 18" 600.00 ea. ■ Restrictor/Separator 24" 750.00 ea. ■ Vaults - 12' span 20.00 CF • Vaults - 20' span 18.00 CF • • Gravel Access Road 10.00 LF PW0591(Rev 8/93) p5 31 SECTION XI MAINTENANCE AND OPERATIONS MANUAL The following section includes excerpts from the King County Surface Water Drainage Manual.. Page 3$ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed General Trash and Debris Distance between debris build-up and All trash and debris removed. (Includes bottom of orifice plate is less than 1-1/2 Sediment) feet. Structural Damage Structure is not securely attached to Structure securely attached to wall and manhole wall and outlet pipe structure outlet pipe. should support at least 1,000 pounds of up or down pressure. Structure is not in upright position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight; watertight and show signs of rust. structure repaired or replaced and works as designed. My holes—other than designed holes— Structure has no holes other than in the structure. designed holes. Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and is one maintenance person. watertight. Chain leading to gate is missing or Chain is in place and works as designed. damaged. Gate is rusted over 50%of its surface Gate is repaired or replaced to meet area. design standards. 1111111101111119111111 e,or en Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and works blocking the plate. as designed. Overflow Pipe Obstructions My trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking)the overflow as designed. Pipe. Manhole See'Closed Detention Systems"Standard See"Closed Detention Systems"Standard No.3. No.3. Catch Basin See"Catch Basins"Standard No.5. See"Catch Basins`Standard No.5. A-4 1/90 31 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash&Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (Includes foot which is located immediately in front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris (in the basin)that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume. or support the breeding of insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than 1/4 inch (intent is to make sure all material is running into the basin). Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet,any evidence of soil particles standards. entering catch basin through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fire Hazard Presence of chemicals such as natural No flammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin film. length. A-5 1/90 r}.� KING COUNTY, WAaHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover is closed. My open catch basin requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 lbs.of lift; intent is maintenance person. keep cover from sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment,rust,cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards. (if applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or Grate missing or broken member(s)of Grate is in place and meets design Missing the grate. standards. A-6 1/90 4t KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks) Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance is Performed General Trash and Debris Trash or debris that is plugging more Barrier clear to receive capacity flow. than 20%of the openings in the barrier. Metal Damaged/Missing Bars are bent out of shape more than 3 Bars in place with no bends more than Bars inches. 3/4 inch. Bars are missing or entire barrier is Bars in place according to design. missing. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. A-7 1/90 4L KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50%deterioration to any part of pipe. My dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that it matches design. Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to See"Ponds" Standard No. 1 See"Ponds' Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing Of beneath the rock lining. Applicable) Catch Basins See"Catch Basins'Standard No.5 See"Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standard No.6 (e.g.,Trash Rack) A-11 kr31/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50%deterioration to any part of pipe. Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that it matches design. Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to See"Ponds"Standard No. 1 See"Ponds" Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing (If beneath the rock lining. Applicable) Catch Basins See"Catch Basins" Standard No.5 See`Catch Basins"Standard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standard No.6 (e.g.,Trash Rack) A-11 4 ct' 1/90 SECTION XII APPENDIX Page 2t 4( KING COUNT rAS HINGTON, SURFACE ATER DESIGN MANUAL FIGURE 3.5.1C 2-YEAR 24-HOUR ISOPLUVIALS •" t. • 14LiiiiiiiiIkir et 141,/1 ... 6 ' / . ----_-- tLri\ii tl,I A „A.-.-....i r . ff. j . , F- IWFy IAlt-''T4,Ak �� -g , .- i „ il vo,,, : -_ • .T ' - 4 ----7w1;11.-1, - : - r4dre4Atlp,141.44;i rij ) ip ' 1 Ak,--I, t'1,:' k boa. ..... .v. 0, • .,,_\ ,. , --, 4..... __•_:...2. 4...,iii f . N9 i .\-- AlibilP "1 1 -. j re.ku• 17 ... Pr'''...L.: -. _ / , '' -.. ....,S. \i 2•:,6*SMAII : '- - 14 ' - ' - . ./ , -, 1i,-?;--rimir-------_,,, , ' , ,, , _ :.. _ , u f!*cc. 4,... 40.71•4 N 3. , ., ,,, ----, 4,.,:-,- .- . ..„......-.i.a.,... ...,,..„,,,.„,i, .,. . r lilli`C—N ,... / . , ‘; , i ., . Island,1\ , - \.2.: -.1 ,t, . :1/4116— 17) )kt-._._ if ,-,Itior - -- Iv .,.., ..f\,.. _ re link 0.1 __. ( I _ , -f ( ), .- (grow. ... - _ / ' io - --Nikkh\L . . rz_ .. S. , .1 -'1,_ •/ .-1 : )11:i lailk if 1\ lakIliklaill'ILAk • / :FL i ' i i `4 'MilMIN . ' I.: 1 . . ''.....= f/241, ; 411L______-3,-.,„, ---V7s1-• -Plehimit., 141‘.....4 i N °a = -- '1 -.- -- `` ',V.,1.---.1Nuis . Milk anii-LV 1 .— ‘ s k‘s r •-.= Q°=. .41/4 _- ie_,3 7, • fi, _ .-"-,_ 4 Av A s .. \,, f � K._ i '� . �rinna mil,, it_.., . _ . /7)- i : J IrFAWIL � � Villa D losiv Gam- r a Lill-4 itit o.„,,J .,,, , li-i -- \ 414 Is implA ann _ , . cv .i..._._. . , _ ..,1111.4, .m.„,....1._1, ___ ,_ b, E.1- . . 4 '''....... , . ' CV '- *CV- Ill 'k - "'. ....._....„.‘ a ' , - -- oi\s. ,w, ' t!,•... W) •• =-- 11M1 116 , __ .°41.` ' 1 —am -r-V..L• - N g • • cv . , 2:-._ !, „:. ._.___L. ._., . . . 41 • 4121..-- 14)(p IA • .-Fab— ‘ Na. - - 'Igf. --",- 2-YEAR 24-HOUR PRECIPITATION r '-�. 3.4�"' ISOPLUVIALS OF 2-YEAR 24-HOUR C ' _ ,_ * : -- e ,#) 35 TOTAL PRECIPITATION IN INCHES c�,• CV _ .re • 0 1 2 3 4 5 6 7 8 Mlles n. j 1:300,000 3.5.1-8 - /90 KING COUNTY, WASH GTON, SURFACE WATER. . SIGN MANUAL FIGURE 3.5.1F 25-YEAR 24-HOUR ISOPLUVIALS Arkiiitgifir ,"".47, 29 `.1�M, '\ -� A a Pr( *Ilk w 4, )._,) ,..,,4 3-1 / ---..air i ii 1- -411101111111$ Ilif. ames140 , -4 3. . i...„11, ,iiiiii..16._,-. 1, ,--- ,N,A1111,' --. 7 wThi 3.3 .• ..4 , 34 , .... _, -71.ffiampirr...__ ...,.../,:, viara, mo . k iii i -. ' { ' 0, I., , kiiii„,,. .., . , . Ww. fi l; r . "' \ 10111"."' "IIM * it • ' ." ,';91. ,NIPAl \ a1. . 'ospinla_ A .....5," ff',amp 1I ;I ° '-'' , :'— ..1 : --/- r -_ u. -..;t---, . 411r111111111111111111!_______..iii&l t? 'i - ji 77 Liz: ...-.s, \ 'it 1—Ahi/l1W;pllP_ ' .011111111 1111.7—"--,41W4tr i 1 ... • 41/4 I '' ' •t: r' 'it. w' 4/104Tilei-PLI .,':%—;'' — '— 1, .- -qt. - ;iv-, .i.t.,„›.„,\I 7, i ti 4.4-posopmegwgimmiiiiiiii.„.„4".• , tit/4. • i ,. .., ) ,, ( ) _ ,.. .. ... / AT„.. 0 ., -a- -_ _ . :.=* . \ ./, . 1 , ,: - .. __ :__..1 , \, , -..s... ,fro.. „,,,,, • ' ? '.--- % -- "ill ..;:i:', \-. .;-- --N . .teil‘ '7-7 4 ,---- •- "%wpor- *: 1.: :'L--tc*:;_,:HI _ATM 'v,*,.-k .x ''' .f, \ 1 \ Illilr -,- .- ' 4,,.- _3. „„ --, . ,,,, it\ . -\-1. 1'L.... l' #11‘k , '‘S°— :,..2•406,t 81, 2 i i , ti c,.---- - - ... 6'1 . 111.11 ' , 1• 1----4-4,,..._--- ' > ` ol12� ; -Na_ { _•iiic-..--- •mil , \, :,,,, t., . :., ri, ri 1 q Iiir ' ,tr.. [ \. — ...../ ,....,.......2--.jik :'1,1 -:-....-. .; , , .,:::1_,:„ ' <*,.,_ q I- 1 14.........,. 4. _ _. ......- .-- .rmai lii it.1-- ..4, in.,_ILk. . Tv- - - , L-,._ 1 . , .7(,..=‘, _ ,f, 2,' ' • A . - i ''''...,1 _L'.. -: 1' -='''. -: . A. /0 , ' pl ''; , •)'• 1': ,,,1 ;1'\ik,...(• .,•/. -V .:C- N..4' . IA \ Fj_ PLs 5. 17a I � z1 _ zi 25-YEAR 24-HOUR PRECIPITATION ors .S • SO..o� 3.4 ISOPLUVIALS OF 25-YEAR 24-HOUR _ - 4J TOTAL PRECIPITATION IN INCHES 4, 6 y 0 1 2 3 4 5 6 7 8 Mlles y �_ '�'► 3.5.1 11 ny ty 1:300,000 1/90 KING COUNTY, WAS „ INGTON, SURFACE WATEn DESIGN MANUAL FIGURE 3.5.1H 100-YEAR 24-HOUR ISOPLUVIALS 3.1 Viirfilre 4‘,6: .i I, __ . , ,..,„ ikii>u .- lieb iv-. ..)_ 11 , �. :ff -,,...10 / . millok I lit , 3s _ � '�, ,lows. sag 't, : IlL\-- if,11 taloa v: -0/411111F40 #i ...igisiothi 4. i ,;- ,•‘,.--\1440:ogr, .. ,---1.--:., ,. rim-- 4 4%rA 101 - -0 Alai 4.3k. � - �.,dd& ,,;If 14 1,.„ .Viore-ti-71 , ---_-_ r 11 aPd',/, ‘Niki (0:.?, F : i .&.\ 1.. 4 , . ..: ,-.,, \ifbejre -, Trtit / ‘ 07,.. , - „...,.. -‘,1:11 --- , iN„, . 17'Wit AA-P 4#410.11.'"7" Mg- b 1101..,‘V. s 'l'i''.: . lit \ ,,,,,-, tit A. - -7.--d- 01114.6r74. 1111bs- 7 —11111:0° -- 4q k. INV .• 1'13"d ilt ( re +9101,ipal 4 't Ni-\ - ' : 1 A , 1 !RR :sit kita:64 \141'c. .49-gosire. ,.m,- ,,, 4.6 z% -F.1 i A _.4... 1 b 1 k yasi kV X , ;))...i li 0 YVN.m.-- V, 0.4 mi 1 i„ I ' Iva rivi-weili&- x-,_ Vrk 4 filo volh- Ai ,-- 1. riot II r el 1- ISM 4,Ax Mt, ------- ii Tait ilk ' A, -N'''- N 4" A II , igni.‘ '.,,,. on IF in imi 41/4 , v,,. 44 _ . _t 1;11114111= ° WWI r lk „Any ,... • I/ i arair*IFifi r1Pi4tj* ' , 4 \iii-qf ol-1 -- -Al - SNO _ i. iiirinfa, :' ,_''.: 4,111,10-11) \. 4.11r:vilio, . lin gim -4 i 4. _.-. ---- I im um" le %mu __ itilli44. A .1 ; )1f --, :-:\.v___ Ill st,h fetieL, ift Oil / ''.- OW 1 i 11 _ I •�S — I tir\-Vrifere -ram ) MI ii .., A1/4_ , r,.. , ,4 .0.1 A ,,t. - :--- - --c;; - - - - lik, .. 1 ' e$,C) % . farainilli 100-YEAR 24-HOUR PRECIPITATION Alragligrill. 6.5 3.4� -ISOPLUVIALS OF 100-YEAR 24-HOUR v.' 1� Irilli 5.5 TOTAL PRECIPITATION IN INCHES Q. �� 7 - - ._,,---'n- o 1 2 3 4 5 6 7 8 Mlles 43 �� 3.5.1-13 N. `Q �s, ---�, i 1:300.000 V 1/90 KING COUNTY, AS HINGTON. SURFACE 1 TER DESIGN MANUAL • FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLUVIALS 21 •------ ' y— — �■x 22 \::` r ,,; �,�__if•1/41 - ek I `, , i, ufgi, ori 2.4 . Sam, ... iprih .... r 25 o ,VNpi1 11,"1i11 tel. k" pi AgArlillisv‘ikgio-1 :;>..DI: 1 29 \� • -. _ --l ,r -�► - -1 AtiollUFZA . ...... ar‘'Allir 0 ,,. Er : , ,_ ii, ' '" ipk ./ .7. it 17'.` - .f _ 1.< _ `�-, , _ 4pi„ , _ IN..71111iii: . t Island ( .; f ) \lie, --. .I, .... ::—/ 32 I � i = 9 0 \ ( :'.r-i._... 411.411/4,-- usty - •\ ' , " '.NC - . 3.3 1-1 \ '- - _ , ,r, .1 --.1 : Or— V..„..! .,_.,, - t j, . , _ , \ ii , , . \ ' .gyp tVlortilik : j '14 altar ' i 4111.111111 \ s;..--- w „...-- • mg if i- . . 1 :-. --- Ana '1 • ) % lir' "... ' . //(--% ().\ g 1 . iiiir I-obs ,,, ,_ 1 r -.El V.r) Fiji 4. MEMIllir . ii� i� 'I • ti ` 11 - k . ..i. r .. „to f �T. , niill ilioli. • 04l i _ 1^• �r 4 i 1 , .- - , If • 1 41 '-'?"-i , 910--' IliA tfri • 1•• • Alll'_ ,,i;rf k ',.. _ , ragg , .... _ 10-YEAR 24-HOUR PRECIPITATION ��+ia�i, 3.4�" ISOPLUVIALS OF 10-YEAR 24-HOUR �� O W �A VIA . _ , - , / TOTAL PRECIPITATION IN INCHES 3. g"6" el *IV_ 0 1 2 3 4 5 6 7 8 Allies Jrb- _ �� -' `3- 4.0 1:300.000 3.5.1-10 v _, 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS 'n;Sheet Flow Equation Manning's Values(For the initial 300 ft of travel) n•• Smooth surfaces(concrete.asphalt,gravel,or bare hard packed soil) 0.011 Fallow fields or loose soil surface(no residue) 0.05 Cultivated soil with residue cover(a c-0.20 ft/ft) 0.06 Cultivated soil with residue cover(S>0.20 ft/ft) 0.17 Short prairie grass and lawns 0.15 Dense grasses 0.24 Bermuda grass 0.41 Range(natural) 0.13 Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 'Manning values for sheet flow only,from Overton and Meadows 1976(See TR-55.1986) 'k'Values Used in Travel Time/Time of Concentration Calculations Shallow Concentrated Flow (After the initial 300 ft.of sheet flow,R -0.1) k• 1. Forest with heavy ground litter and meadows(n•0.10) 3 2. Brushy ground with some trees(n-0.060) 5 3. Fallow or minimum tillage cultivation(n-0.040) 8 4. High grass(n -0.035) 9 5. Short grass,pasture and lawns(n-0.030) 11 6. Neatly bare ground(n-0.025) 13 7. Paved arid gravel areas(n-0.012) 27 Channel Flow(Intermittent)(At the beginning of visible channels:R-0.2) k• I. Forested swale with heavy ground liner(n-0.10) 5 2. Forested drainage course/ravine with defined channel bed(n=0.050) 10 3. Rock-lined waterway(n-0.035) 15 4. Grassed waterway(n-0.030) 17 5. Earth-lined waterway(n-0.025) 20 6. CMP pipe(n-0.024) 21 7. Concrete pipe(0.012) 42 8. Other waterways and pipes 0.508/n Channel Flow(Continuous stream,R -0.4) k• 9. Meandering stream with some pools(n-0.040) 20 10. Rock-lined stream(n-0.035) • 23 11. Grass-lined stream(n-0.030) 27 12. Other streams,man-made channels and pipe 0.807/n•• "See Chapter 5,Table 5.3.6C fix additional Manning' n•values for open channels 3.5.2-7 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia 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 Earimont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C 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. (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 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 have a very slow rate of water transmission. * From SCS,TR-55, Second Edition,June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 3.5.2-2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Exemptions From On-Site Peak Rate Runoff Control On-site peak rate runoff control will not be required for a proposed project in the following situations. -, :: (1) Negligible Peak Runoff Rate Increase*: o -The proposed project site post- developed peak runoff rate for the 100-year, 24-hour duration design storm event is calculated to be less than 0.5 cfs more than the pre- developed peak runoff rate for the proposed project site existing runoff conditions. OR o The project proposes to construct 5,000 square feet, or less, of new impervious surface. *Proposed projects in designated critical drainage areas requiring stricter peak runoff rate or runoff volume controls shall not qualify for this exemption. OR (2) Direct Discharge:** The proposed project will discharge surface and stormwater runoff without on-site peak rate runoff control directly to: A Regional Facility. Direct discharge of surface and stormwater runoff to a regional facility will be allowed if: the facility has been demonstrated to adequately to control the proposed project's increased peak rate of runoff by an adopted King County basin plan or by a detailed drainage analysis approved by the SWM Division; the facility will be available by the time of construction of the project; AND, the conveyance system between the proposed project and the regional facility will be adequate for the proposed project's design peak runoff with no significant adverse impacts. A Receiving Water. Direct discharge of surface and stormwater runoff to the following receiving waters may be allowed. Proposed projects that require Master Drainage Plans (see Special Requirement #3) shall demonstrate no significant adverse impacts from direct discharge to a river. Cedar River Green/Duwamish River (below river mile 6.0, F.E.M.A.) Puget Sound Lake Sammamish Sammamish River Skykomish River Snoqualmie River Lake Washington White/Stuck River A Lake, Wetland or Closed Depression. See Special Requirement #8: Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Quantity Control, in Section 1.3.8. The applicant should note that many lakes, wetlands or closed depressions will not qualify for this exemption. **Projects qualifying for Direct Discharge must meet the requirements of Special Requirement #5: Special Water Quality Controls In Section 1.3.5. 1.2.3-5 1/90 SITE EARTHWORK CALCULATIONS page 1 TWIN LAKES CHIROPRACTIC Project: TWC Thu Jun 16 13:19:11 1994 Lot/subsite name: SITE LOT Description: the grid site Grid base point (x,y): 47.699174 23.260957 Upper right hand corner (x,y): 106.658549 187.953981 X grid size: 15.000000 Y grid size: 15.000000 Rotation angle (degrees): 101.266614 TWIN LAKES CHIROPRACTIC Volume method: Tin subtraction Material type: First surface: EXIST Second surface: NEW Cut: 51.4348 Fill: 1354.9273 Volume: 1303.4925(F) (cu yd) Minimum cut/fill: -1.458271 Location: 94.286497 - 154.448083 Maximum cut/fill: 9.500000 Location: 55.797804 - 57.537285 Volume method: Average end area Material type: First surface: EXIST Second surface: NEW Cut: 60.3987 Fill: 1306.3093 Volume: 1245.9106(F) (cu yd) Minimum cut/fill: -1.585929 Location: -36.919537 - 128.761741 Maximum cut/fill: 9.500000 Location: 27.456542 - 49.817845 . 0II a�.b `D 3 q a) a) .� .� w • v; o o � ; 3 a`ii .o p , t o u 3 r o o oU 3 � q II }, o A °; 2 - q .iy ° o w q y v' fx o = ci V i. >, oa oa°'i4 °oU .8o >,A `� � (;; a o `9 r�-i "' �' N •'' v cq°�i b wO. °� en pq (I)i F� O 'o `- Wa„ `� .n ai , coi o0 0 `°' s� V 0 u aa) o 0 A u3at a0 i a) w bow; a.3 v; . u "' c 3 2b ° o •� s�a, g ba p, o > o o U ... gli c., . ,� 0 3 o d a. - ' � V o 3 � . a . ,ebb 0 3 z _ b >- .., b O ,-; .g S-. O .a3 c� i. _ - 0,0 b c% p q o0-'.., el vw � � a) 3 CII -Po 0 E021v2Ip - 1+: 0 .- .9. ›,a 9 0 4-.- ° .9 d a. ed 'b O s.. 0 - q ca 18 Q O 4: a a) v a0 -tI bi) r4 x � o a °pyt W _ '� � oao x ' o �� a mil:`' 00,, co Ea., .5oa 0 Vs p, .0 to 4,14) -4 8 1 il -512(AI 1 '..zi- tt E-4 -4 g „„ 2 $.3. . fz), ed cL) _ U E-, w0'aas eu 2 �' ,,3b .4 > o '5U a, 5 ' 3aBou ,y (� y U ram. .^. g .O a! 'g „, 04 0 ,st U .d .� 0 g m O o EU .a o p o 2 o 0 o ` ml w >, g w .q I 4 q O 0 0 g. , .; • .. r• i > -~ qci2 > on t,. -5 a) a) 0 - B c') .2, t . 0 Le, 0 —4 -g -1 g b -2 t a, 0 LI r„, 4,-.4 a E-6ao0oo a A u t� frE-4 _ Cd 0 MI A , x3 a SU a) .? .9 _ 4 rA 'b Q.) u . o 331' o ca., U O , •v, O 'O - .� •N 0 , h a)ci) V1 C n p ca.,^" bo E O-, cri Ztip.. E--( O ii - " Fr'z A � ' cri En W .45 Uce o H _ o -cn o O ›, O x � b c Stea4 a z ' d am• �•� z G • O 0 9 .� A a) C...) El l- a) 0 Q, ,,, O U 0.O �'x ��^. •= ' ; .1... \I-1 ''`cs.) ••• %'' \ ' t)t'4' • 14e, :..7 11 .- '?k- ' •S J S s a is w J , F ,fit ^q.j . , • k 4 t\l . V\ ‘)• '04. 4. . . . . . . . . . , . . . . m N o ,, .'�` �f` fir' - N . .. : .. .. ... . - ;:-._ .-_ 9 i .: (...,. :, ., :. ' .1:- .. .. . . .' . . ... tt) . . .. : :: _ _ .',_ . .. e \ J ,`. Q it Z o ......_....cf__ i----\ N.-) _ o .�, d. + .— . . 7 v3 7 . ,� b�—`�J—,,► p_tZr o • • . . ..-) - C„ its 5) I1il j � 3 .1 r, � . . . ,• " . _ �� . v. :�� -- - - Il :. ' — * :..: - N,, t (c7 _sV �� w L s p 1�..,. V Ll v v cn -s' a HOVLAND:THOMAS 296874S272 P. `7 3 Iy I 11. Light and Glare: Concur with checklist. 12 . Recreation: Concur with checklist. 13 . Historic and Cultural Presentation: Concur with checklist. 14 . Transportation: Concur with checklist. 15 . Public Services: Concur with checklist. 16. Utilities: Concur with checklist. c. conclusion: The proposal can be found to not have a probable significant adverse impact on the environment. The City reserves the right to review any future revisions or alterations to the site or to the proposal in order to determine the environmental significance or non-significance of the project at that point in time. Prepared by: Gre F s Senior an er Date: December 27, 1991 41415,90 7..P HOVLAND-'THOMS 2069 f 49272 P . 06 2 . Air: Short term impacts to air quality will occur during construction and paving operations . Longer term impacts due to vehicle emissions will vary in level according o a}the amount of traffic generated in the future by the p p 3 . Water (C) : As with all paved, developed areas, the site will contribute some pollutants to ground and surface waters as these will be washed off by storm drainage across the site. Pollutants which accumulate on paved surfaces include heavy metals, petrochemicals and other substances . Some of these pollutants could be separated ngu of the storm water an oil/water separator in to the a certain extent, by swales to on-site catch basins or by the use of grass-lined transport run-off off-site or into on-site detention/retention ponds . "Preliminary Site Design Calculations" dated June Summit 28 e 991 and November 20 , 1991 were prepared b. Inc. Consulting Engineers, Inc. P. S. and Pac-Tech Engineering, a ec the site alyses of e attached) .n on-site andSedownstreamp drainage technical conditions. The proposed project exceeds minimum thresholds specified in the 1990 Surface Water Design Manual adopted bysyuare feetCity of Federal Way (i.e. the project exceeds 5, impervious area or results in a post developed peak runoff rate increase of more than .5 cubic feet event.'er second) for a 100 design year 24-hour duration design Requirements of the 1990 Surface Water Design Man al will apply to this project, requiring such rm draice improvements as: 1) surface water detention; 2) oil/water and, 3) il water separation. The proposed /project must be designed to comply with all applicable Core Requirements and Special Requirements outlined in the manual. 4 . Plants: Concur with checklist. 5 . Animals: The site most probably provides habitat for small and mammals, rodents and reptiall be eliminated les as well as o odgsplaced by insects. These animals will the proposal. 6. Energy and Natural Resources: Concur with checklist. 7 . Environmental Health: Concur with checklist. 8 . Land and Shoreline Use: Concur with checklist. 9 . Housing: Concur with checklist. 10 . Aesthetics : Concur with checklist. HCVLtyND:THOr1 S 2068749272 P. 0 I I /I1 CITY OF FEDERAL WAY FINAL STAFF EVALUATION FOR ENVIRONMENTAL CSECXLIST } APPLICATION NO. SPR-90-0027 December 27, 1991 Project Name: Puget Sound Bank - Twin Lakes Branch Applicant: Puget Sound Bank Phone: 593-3656 Contact: Jim Vessel Phone: 593-3656 Location: Vicinity of the northwest corner of SW. 336th Street and 19th Avenue S.W. ; Lot 1 of short plat No. 8001170451. S-T-R: 13-21-03 Parcel Size: 42, 901 square feet ( .98 acres) Type of Action: Site Plan Review Proposal: Construct a 4 , 345 square foot commercial building. Existing Zoning: Neighborhood Business (BN) Proposed Zoning: N/A Comprehensive Plan Designation: Business NOTE: Technical reports and attachments referenced below may not be attached to all copies documents may be1reviewed and/or on. Copies of reports, attachments or other of Communityobtained by contacting the Department Development, 33530 First Way South, Federal Way, Washington, 98003 , phone: 661-4000. A. Background: Concur with checklist. B. Environmental Elements: Soil 1, Earth: The 1973 USDACounty ConservationArea classifies (SCS soils as Survey for the Xing permeability is Alderwood gravelly sandy loam (Agc) . moderately rapid in the surface lais r and slow to medium.�d very slow in the substratum. erosion hazard is moderate. An erosion control plan is required to be approved and implemented in accordance with the City' s public works and engineering standards, in conjunction with future filling, grading and construction activities. HOVLAND%THOM S 2068747272 r • r'-* O i 1 CITY of Y ■ 33530 1 ST WAY SOOT I • FEDERAL WAY, WASHINGTON 98003 ENVIRONMENTAL DETERMINATION OP NON-SIGNIFICANCE FILE NUMBER: SPR-90-0027 Description of Proposal: Construct a 4 , 345 square foot commercial bank building. Proponent: Puget Sound Bank Location: Vicinity of the northwest corner of SW. 336th Street and 19 t Avenue S.W. ; Lot 1 of short plat no. 8001170451. Lead Agency: City of Federal Way The Responsible Official of the City of Federal Way hereby makes t^ following decision based upon impacts identified in the environments' checklist, the Federal Way Comprehensive Plan, the "Final Staff Evaivat for Environmental Checklist; Application No. SPR-90-0027" for this acti and other municipal policies, plans, rules, and regulations designated as basis for exercise of substantive authority under the Washington Stat . Environmental Policy Act Rules pursuant to R. C.W. 43 . 21C. 060 . The lead agency for this proposal has determined that it does not ha•; probable significant adverse impact on the environment, and an Environment Impact Statement (EIS) is not required under R.C.W. 43 . 21C. 032 (2) (c) . ThL decision was made after review of a completed environmental checklist an other information on file with the lead agency. This information available to the public on request. This DNS is issued under WAC 197-11-340 (2) ; the lead agency will not act c: this proposal for 15 days from the date of issuance. Comments must . , submitted by 5 p.m. on January 21, 1992 . Unless modified by the City, this determination will become final follow;~. - the above comment deadline. Any person aggrieved of the City's fin_ determination may file an appeal with the City within 14 days of the abc-: comment deadline. Contact Person: Greg Fewins, Senior Planner Responsible Official: Kenneth E. Nyberg Positicn/Title: Assistant City Manager/Director of Community Development Address: 33530 First Way South, Federal Way, WA 98003 Date Issued: ph7, Signature.:-' a t:.pA(t27..Z+ R4C-rEcH rw,N L / 4 S �A�k s�y�7 Engineers / Planners /Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623 5736/Sig Harbor 851-3033 PREPARED BY: f o DATE: Z,-y-St- OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 • 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: --' SCALE: I } S i'GT 11-- d Con%T O,F-F 511'c R i'x c QrLOUN0 i+.i PR.03 cr S 1 ANC COA/7/N U 1=15 I�UtVA4S-r2CAAA . 6 ECAUS CX7ST/AI& 57O1 Sy'5ri-A4/ 1NE PkoPoscr3 P(Zo SEc.T c iTe /-?gib S MtiA/!M At_ O 44.5 /TE Aviv arc Co Ta..f tlo1 iL)NS, 1)-) STo+Z,\ 5'1 1 CAA/ 8 E S c' / iN A•✓ Ex,11;,6/'f rN S L7r0.A✓ .� Of 1K/S 2Ef LEN677-i p F TRAVEL F .ON4 ' i7t FA(i; Sr 1/0 '1dZ.-�A, . 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Sr s ► �C�' sw . •NSW 339TH ST rger46TNE` MSW 339TNP 340TH ST SO4 ',.340TH I34 ST 2 3gru) 1 I _ __ _ N__ N > pL> N 341STy �Y N PL }i 5w9419fi-- -- I - - 43RD ST NE a Swa d— Svv I. 341sT ST asawzNDa ST m SW ST �� l 342ND ST o _• x -+ 342ND ST1 A I Z 42A, Z ` = y aW 342ND CT A a7 �i n- I I TNE' ka Sw h 3 d, I i 41ST ST NE 1'R` s= SW a 344TH N y ST N a 'o'' ' 00 I "2 SW 344 SW H P ENj344TH PL i i s� 1 < a 34 p < SW 346TH ST `11 sw 7M.TN of I i ! rl Ger(5 le S 1TF L06A710Ail Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Q Ch.4-Downstream Analysis CJ Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities Q Stabilize Exposed Surface Stabilized Construction Entrance ® Remove and Restore Temporary ESC Facilities © Perimeter Runoff Control a Clean and Remove All Silt and Debris Clearing and Grading Restrictions Q Ensure Operation of Permanent Facilities Q Cover Practices Q Flag Limits of NGPES ® Construction Sequence Other Other PART 10 SURFACE WATER SYSTEM 71 Grass Lined Channel 71 Tank Q Infiltration Metijod of Anal sis EA Pipe System Q Vault n Depression 5/361H/Le:/EL. PovL Rouq Q1 Open Channel Q Energy Dissapator Q Flow Dispersal Compensation/Mitigation Dry Pond = Wetland Waiver of Eliminated Site Storage Wet Pond Q Stream Regional Detention '1//A Brief Description of System Operation ErEJ TIU,k) Pjp "v/ g/v c,L7 A 1/j C)t4L�? To Exisr/.✓G sTvR,vi. sySTES • Facility Related Site Limitations Q Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS (May require special structural review) Q Drainage Easement Cast in Place Vault Other n Access Easement ,2:1 Retaining Wall Q Native Growth Protection Easement Rockery>4'High Q Tract Structural on Steep Slope Q Other PART 14 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual ' site conditions as observed were incorporated into this worksheet and the '�j ! attatchments. To the best of my knowledge the information provided here is accurate. .. 1/90 Cji L.' 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 PU G E> SC ovra )3A/V Project Name T v"A/ A/( /34,v A Address to 5 S/dp; /323 3`1 Ayr E Location �) Phone iA(--6"^'4 ttl. l`f1/- c) Township J Orilv i�05E. Range 3 Project Engineer Section /3 Company PAC- T=C.+4 E^/Gk Project Size 0AO AC Address Phone 6` ')//Z-- Upstream Drainage Basin Size O AC PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER PERMITS Subdivision Q DOF/G HPA Q Shoreline Management Short Subdivision Q COE 404 Q Rockery Grading DOE Dam Safety Q Structural Vaults CZ Commercial Q FEMA Floodplain Q Other fl Other Q COE Wetlands • PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community FEn c&/t� 1JALr Drainage Basin 4_OW E , ,PUL �r" S0U/f�j PART 6 SITE CHARACTERISTICS River Floodplain Stream Q Wetlands Critical Stream Reach Q Seeps/Springs (� Depressions/Swales Q High Groundwater Table Lake Q Groundwater Recharge Steep Slopes LI Other Lakeside/Erosion Hazard PART T SOILS Soil Type Slopes Erosion Potential Erosive Velocities n Additional Sheets Attatched 1/90 ��_ ! 1■r�✓� FOR: T�,)I N 1�T14C�� JOB NO. 50 cZ 7 Engineers / Planners /Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623-5736 I Gig Harbor 851-3033 PREPARED BY: s DATE: y OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188 1243-7112 '. ✓ I I 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE: SEC—T/UV Z (CVN`T) 11,12ou 4i rHE v S. o f COA/ ra.0 L. STD uc Tv A/v,c D %&irf�7t) SUC - -thA 1 H Y )st'/N(r Pc IS 13?OF,LTRA1/OA/ 111— 1r1KE: PL4 CC A rc& E T t10A) __AA/o f ORE 1ZEL /sue /moo 1H� Pos-r RvN&FF fv2 72i /OO Y,Q ) Z..1 /74 S?v►2 t i r r w l c c_ 8 E iZ ou r`d rN20 0Gt /WE S To 4.4 Sys r M To rf, f\,`li,yet." CZ T,51/3 S1d1A/ Et,E v-r ( J i L L 16 T6/�- (00 y/< 2. Ex,s-r/A)G coNO Rrc" /3 x US/4 rAl1 Rio Fl-rzA779A1 FAct L!TI cS pint / 7`=ni 7?G�n,f. T PAC-TECH FOR JOB NO. Pu ; Eoga 7 Engineers / Planners /Surveyors SC)U Ni3 AN) K PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623-5736/Gig Harbor 851-3033 OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: S 10. DATE:I-Z$.°l Z., 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: ( SCALE: • SECT/0Al l P/2o EC r 01/62 V/ �N5 UBJ S /Te of PU1 Is LAG;-: ,n/ sect. /3 TowA/S4fe f T s r T` . rOA A ,Wi J Pti c r v vAv/o f3 A'J< . 1 a" /s AP P:2 0x/Md4 z y 0.96 Acres SrEE LAN ,s G(i Pi ()•vto Ei1::•Lo i3ocr 2rg F TH& AREA /5 VCGIrATEO mil-4 A AA i/ vovs N6 rN€ iv\A 1N( AIZc,4 Co, ,-57S of Go-Ac3 AtJq wEEosa st-5. 1'03 TS SLA 336 =" S1 To -f24, Sou74; A t r � P.kIva Robes TNT WEST) tio21 4 , Aq EA,SV, TO t U L 4A r 5 G'�n FEES l HA r FALL Rory\ '0-1c U�`ar rJ t�' K:yC`r �LUP&S (//rf.Y F2.oIA / Tc (�, 1; E ,4-%'7,0 J, Ex/STI/JG STonM F2oM •tH S ►ra is CA CRt/3 /A/ THE E1157in)t� STolZ �+ YJrz_At/l4CE. St/ Ivt vV t -i at'�I2V/jf 1; s► r� (Al -r+ P iI VAT; R-0,4 SEC IOA/ K ) r�r . offSirE ANaL`1�j rHzi 5Y57 iv\ 1N EGA05a d /k culzR.ouNCir.! S rogti1 S y5 rEM> OF " /Tc': R.u.,ioff vniro (HE P GSEc-r 'I7 i 1 ,vtoft ,S l,i r'E <z -ci sT71ZA A S Y5 rEAA 4n,U (42N k Y=Q .R(VN43 imPIov ry rlv7s To rev s t7C wlL L c.on/s?s- of 4 s/A,6LE srortY ►3ut .04A/G ANd 4DRi ' VP 1,\ ln,I00 CANoP$ wr?r; A TOTAL- AizE O •• /3 y" 5 od SQ, Fl PAA 1A/6 w1LL ( ? oUSO ) fort, ? VEjt.Les ) lA1CLV13lA)G Z, HAN4glc.a,a ,ZAJ rA'c 0 coAio 1 Tian/ , 5 'c4Ae1 v1tF sr`j w/ SE ,vro f.4 5-roRAA .A6e S`1 ' =)0k '-oC-47 t'J 1Hc Pa,//Ar! 'AC (cl L Ave. s (A), P 0,ScM4zGE Fort THE . AA/4 fi i /Q 11,5/+/2 sTO2rAS t t(r _ r3 Arr�A/VAra.C' i i TABLE OF CONTENTS SECTION I PROJECT OVERVIEW 1 ' SECTION II PRELIMINARY CONDITIONS SECTION III OFF-SITE CONDITIONS SECTION IV RETENTION/DETENTION ANALYSIS AND DESIGN SECTION V CONVEYANCE SYSTEMS ANALYSIS ' AND DESIGN SECTION VI SPECIAL REPORTS AND STUDIES SECTION VII BASIN AND COMMUNITY PLANNING AREAS... ' SECTION VIII OTHER PERMITS ' SECTION IX EROSION/SEDIMENTATION CONTROL DESIGN SECTION X BOND QUANTITIES WORKSHEET, ' RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT SECTION XI MAINTENANCE AND OPERATIONS MANUAL. TECHNICAL INFORMATION REPORT for • TWIN LAKES PUGET SOUND BANK G. NA0 IONAL tiN EXPIRES: 8/17/73 Prepared For: Prepared by: Hovland Architects , PS PAC-TECH Engineering, Inc. 33516 9th Avenue South 6100 Southcenter Blvd., #100 Building #7 Seattle, WA 98188- Federal Way, WA 98003 (206) 243-7112 Job #50927 January 1992 RECEIVED FEB 261992 OITY OF Feu*f;HL..WAY BUILDING DEPt jy, .y Hgf fcwr .. -� ` • �•• \ -l• Y r R� M --,- - _-- _�4 'fit e....l.. � i ?b' • {'!�� \/\/ +"4 � i�� J 7. � yrS..1•'.R� � �' ! � ' ' a \f Street Names S. 216TH ST 1 y / '! _r• f'` 0' _ /J C, , .ram •t • >-ay`' .. A� „ i s _�• F. -- - • -T. •.',p! '• „fir ` ' t )t tre".* . f .�`:' _•� ^•�I � •Yr ��a' -3 i -y _ _�� tq 4 'k4' �` ` l�•�- �'�+ NOTES • I m f, l .I .v r • ' .4,-.'•, •."46'4 i V'. .1 I �. F~ti al , 1 V N 115,COQ — ��aww h ' �{• . I + VERTICAL DATUM • Mean Sea Level. tAt-A..• „r,`;# 'lf 3 ` , , � ` S .I. �� i .. ST. r . _c 2 P - 1. r s: 1 HORIZONTAL DATUM State of Washington 19 jJ Zone. cif; 7 ` ' t .. J J, • ,�s_9r�,r S3 ilt►' �f, r�s 4 ,'S` `' a\. 1'- yes i 14_E. n��Os ,`f .. ¢�. fN.: Ala _ 4 - - .. h,.' .0 IIIIIIMiime It v ../' • -* •,�` `.,, .!,."' _✓ , .`{ }�' \ �• ` ..gyp : r , '� SCALE: I - 200 . 13 w .Q _ .` r. „ / �. K� K k SOCIA �, , ka : : . - r- -•,.. \ _ MAPPED BYE WALKER & AS TES Ir r � • a `- \\ y' � 3a PI-iOTOGRAMMETRIC ENGINEERS ti kT� {� . _= w f ,' . fl : r SEATTLE W S .. x ., 411 :.. �:N -. 41: - �.rr A H N GTON ty. .v n 4 , ? A. t` 4 •,,i <`'?� d`,. f wr r� T ! '!`t �i Y",3' �3k:Y r ,. , � ' s :� �.��_ ►r t t N ii4,� o KING COUNTY DEPT. OF PUBLIC ^.IOR 1fr f L s_}4+'_ k t DIVISION OF HYDRAULICS ,y` .. 'T - t•c`► "A` . .�I 1 1�: a `= { ,rjy x 'Gx - �-�.! � _ f V- Vat' :'4.� �f .c+ a -`,t - �t 3 �? � � _ _ t , z _: . .-, _.- � ,- - . SOUTHWEST KIN G COUNTY 4..e 1. t•+" #Fi - F;"i�. jg (. vrX ;t ` r ..: ! ;.„ f r $ .- - its ,l , ; , ,. _. :t ,.: ,, TOPOGRAPHIC MAP ; � '+-•� I .z-`� � .✓icier. �.,�' � - Z :.�jiayar r � 1 ly§ L��r_y� -�� -' ' r': 1 r • a ?r r t lac Y "''' -'::.):....14Vt it'4-*;^:r"-: ,' , ' "_ .', ' • /i /...'4 _. ° - -*A- r4 � � EXHIBIT 3 ` ''% t • ' .« � % RECOMMENDED BY: BASIN MAP �.'- ' / t - yr; Y. ,� 4 ..+...�µ}... :� zie /"- ; a., 4 A�` -, ':` -ter `'. '! -:�. �:x x,�Sa ' { - ` ` Q n_. � �;: I f f r ' �. gyp` e_A r r y 4 j �` /fit^•.. G/ST l- i `,j1 //// I 't _ t t` APPROVED BY: - - — — i rJ' � �''�,f'� �;� s'."" ";"�� t,::: �. l` 1+tJi'.a °' • - I � f' �. •i i/ S/O'I • 'tt•`�ai.b= >. ... ._::�..'_..ra+.a.u.,� ....: � v i; �*a •• < Sec. COf. �o�,�Yh/,L ST. r... • ii,,.. r i ,..... ► •w.. '.... , •n► mac» �..,,.,. N.113 474.383 {j Yf 4 IS E.I,622,fi00.653 SCALE : 1 = 200 DATE: JUNE 1974 1 CONTOUR INTERVALS 5 &oPosso rtos�cl" sir� !.L SECTION Ac¢ES ( wcc.Uo6s PatvArE A0ao) TOWNSHIP WNSHIP 21 RANGE CONCLUSIONS: It appears that, given our current understanding of the project and conditions, the "Conceptual Site, Grading, Paving, and Utilities Plan" and the 'Preliminary Site Design Calculations" reflect the intent of the design constraints developed in the 1990 King County Surface Water Design Manual. This conclusion should not be construed as providing an endorsement of the information presented in either of the referenced documents. However, it does seem appropriate that any outstanding issues can be reasonably addressed during the final design phase of the project. If you have any questions or comments concerning this matter, please do not hesitate to contact me at 243-7112. Sincerely, M - • G. Brian G. Harron, P.E. y of WA' �ti O Director of Engineering e- „ - BGH/la 14 .o� f 2182g JR/BGH/la 0,4„, r,ssei ,c,N3`�w'" 54WAL EZyG cc: Hovland Architects 9 - This drainage channel is generally 10 to 15 feet wide at the bottom and 7 to 10 feet below the adjacent apartments. There was no indications of flooding or erosion at the outlet of the 60 inch CMP. 13. - Flow is then southeast through 135 lineal feet of drainage channel to a 48 inch concrete pipe. This concrete pipe allows storm water to flow beneath fill placed for the extension of SW 333rd Street. There was no evidence of flooding or erosion at the inlet or outlet of this pipe. 14. - Flow is then southeast in 105 lineal feet of 48 inch concrete pipe to the drainage channel. 15. - The drainage channel was followed as it flowed southeast for approximately 1400 lineal feet. In general, the bottom of the channel was grassed and during the time of investigation, water was flowing in depths of 1 to 4 inches. There were small deciduous trees beginning to grow near the sides of the bottom of the channel. The property to the east of the channel consisted of an open space area containing a foot path. To the west, was a series of apartment buildings and condominiums (Campus Grove). It appears the drainage channel was generally 7 to 12 feet below the finished floors of these apartments. The channel terminated in twin 42 inch concrete pipes (observation point number 16). These pipes included beveled CMP end sections and trash racks. There was no evidence of erosion or flooding along this channel or at the inlet to these culverts. However, there were sandbags placed along the top of the channel adjacent to one of the apartment buildings belonging to the Campus Grove complex (observation point 17). This building appeared to be approximately 7 to 9 feet above the channel bottom. The maintenance manager for the Campus Grove Apartments indicated that the flooding problem had occurred prior to his being employed at the apartment. It was his understanding that flooding had occurred in this area due to debris which had accumulated in the trash racks of the twin culverts. Once the debris had been removed, the flooding problem was eliminated. At this point, the water shed contributing to these culverts is approximately 171 acres (see Exhibit A). These culverts lie approximately 3300 lineal feet from the proposed discharge point, thus the drainage system was not inspected beyond the inlets to these culverts. 8 214/( fq 3. - Flow is then north in 215 lineal feet of 12 inch CPP to a catch basin. 4. - Flow is then north in 10 lineal feet of 12 inch CPP to a storm drain manhole (observation point number 5). This manhole was locked, as was another located adjacent to it. For this reason, it was impossible to observe the downstream flow path; however, it could be assumed and was thus followed again to observation point number 6, which was a large storm catch basin located approximately 300 feet north of the previous manhole. -The inlet and outlet pipes to this catch basin could not be observed, however, it was apparent that one of the inlet pipes consisted of a 30 inch CPP, which picks up and conveys water from an off-site drainage course (see Exhibit B observation point number 7). - Both the managers from Emerald Glen Division I and II indicated that during the heavy rainstorms in November of 1990, this pipe had become clogged at its inlet with debris. This caused a considerable amount of ponding in the area, including the flooding of some low elevation apartments. The maintenance managers indicated that once the debris was moved from the inlet, the storm water flowed freely and the ponding quickly subsided. Both managers indicated that they had not experienced any storm water problems in the apartment complexes other than this one. 8. - Flow was then northeast in storm main of undetermined size for 60 lineal feet to a storm manhole with a locked rim. The next several readings include only the lengths of pipe from one observation point to the next. Actual pipe sizes could not be determined due to the locked manhole lids. However, the flow path was confirmed through discussions with the maintenance managers of Emerald Glen Division I and Division II. 9. - Flow is then east in 210 lineal feet of storm main to a storm manhole. 10. - Flow is then east in 165 lineal feet of storm main to a manhole. (At this point, a storm system has entered Emerald Glen Division II.) 11. - Flow is then northeast 300 lineal feet to a storm manhole. 12. - Flow is then northeast in 240 lineal feet of 60 inch CMP to a large drainage channel. 7 10. Flood Protection Facilities for Type I and II Streams. The proposed project does not contain or abut a Type I or II stream and thus is not subject to this special requirement. 11. Geotechnical Analysis and Report. It is currently not proposed to construct a pond or infiltration system (a) within 200 feet from the top of a steep slope; (b) on a slope with a gradient steeper than 15%; or (c) using a berm higher than six feet. In addition, it is not proposed to modify any existing flood protection facilities. For these reasons, the current proposal does not meet the threshold for this special requirement. 12. Soils Analysis and Report. The preliminary calculations include the SCS Soil Map on which the project site has been located (see page 8 of 22). This map indicates that soils in the area are of the Alderwood series. Because the soils have been mapped, the soils analysis and report specified by this special requirement are not needed. LEVEL ONE DOWNSTREAM ANALYSIS The subject property was investigated on November 20, 1991. The weather conditions were cool and cloudy and the site investigation had followed a period of intermittent rain in the previous week which was, at times, heavy. The topographic features indicated on the site plan were generally confirmed. Approximately two-thirds of the site was forested with a mix of deciduous and evergreen trees, with an undergrowth that varied from light to dense. The areas abutting the adjoining roads were generally disturbed with grass and weeds being the primary vegetation. The downstream analysis begins at the existing catch basin which is proposed as the discharge point for the new commercial site. The following description and observations can be followed by referring to Exhibit B. All dimensions given are approximate only. 1. - From the discharge point, flow is to the northeast in 84 lineal feet of corrugated polyethylene pipe (CPP) to a catch basin. 2. - Flow is then northeast in 84 lineal feet of 12 inch CPP to a catch basin. 6 .a4 "/ I Li) 4. Adopted Basin or Community Plan. This requirement refers to basin or community plans adopted by King County. Since the project is in Federal Way, this requirement is not necessarily applicable. However, all modifications to the 1990 King County Surface Water Design Manual, adopted by the City of Federal Way and/or other criteria unique to the City of Federal Way, shall be implemented in the final design. 5. Special Water Quality Controls. Special water quality controls are required if a proposed project will construct more than one acre of impervious surface that is subject to vehicular use. The proposed project does not meet this threshold and thus special water quality controls are not required. 6. Coalescent Plate/Water Separators. Coalescent plates and special water separators are required if a project will construct more than five acres of impervious surface. The project under consideration falls well below this threshold and thus these facilities will not be necessary. 7. Closed Depressions. The downstream analysis did not indicate the existence of a closed depression on-site or in that portion of the downstream flow path which was investigated. 8. Use of Lakes, Wetlands, or Closed Depressions for Peak Rate Runoff Control. This special requirement applies to project that propose to use a lake, wetland or closed detention for peak rate runoff control. The current storm drainage configuration proposed for the site calls for the use of underground detention tanks and a control structure for peak rate runoff control and thus this special requirement does not apply. 9. Delineation of the 100 Year Flood Plain. The proposed project does not appear to contain or abut a stream, lake, wetland or closed depression. Therefore, this special requirement does not apply. 5 ; i 6. Maintenance and Operation. It is assumed that the on-site storm system shall be privately maintained and operated. The final calculations package shall include guidelines for maintenance and operation of these facilities. These guidelines will be taken from Appendix A of the King County Surface Water Design Manual. 7. Bonds and Liability. All applicable bonds, fees, and insurance requirements for the City of Federal Way will be met prior to construction. SPECIAL REQUIREMENTS: 1. Critical Drainage Area. This special requirement refers to areas which have been officially adopted in King County as Critical Drainage Areas. To our knowledge, the City of Federal Way does not have any officially established critical drainage areas. 2. Compliance With an Existing Master Drainage Plan. As with Special Requirement #1, we are not aware of the project lying within any Federal Way adopted master drainage plans. 3. Conditions Requiring a Master Drainage Plan. The design manual indicates that a master drainage plan will be necessary if (a) the project lies within a master plan development; (b) as a subdivision that will eventually have more than 100 single family lots or contain 200 acres; (c) is a commercial building permit that will construct more than 50 acres of impervious surface; or (d) will clear an area of more than 500 acres within a contiguous drainage basin. The proposed project does not meet any of these threshold conditions for requiring a master drainage plan. 4 2.0 ' ' . '' ..' 3. Runoff Control. It is proposed that runoff control be accomplished through the use of detention tanks. The preliminary calculations include one possible routing scheme for the system as required in the design manual. The peak discharge for the 2 and 10 year storms have been attenuated through the use of a control structure and detention tanks such that they meet the existing peak runoff rates in the developed condition. During the final design phase, the post-developed runoff for the 100 year, 24 hour storm event shall also be routed through the new storm system in order to insure proper conveyance. The preliminary calculations and design include allowances for biofiltration facilities. The adequacy of these facilities will be confirmed in the final design. For current purposes, it should be noted that the preliminary biofiltration proposal appears to be reasonable. The current proposal contains and controls the majority of the site runoff. A small portion in the southwest corner of the site may bypass the proposed facilities in order to save existing trees. Due to its extremely small size and pervious nature, this bypass area appears to be quite negligible. 4. Conveyance System. Conveyance calculations will need to be provided in the final calculations package. Given the small size of the site and a lack of off-site areas contributing to the site, providing adequate conveyance facilities should not pose a problem. Conveyance system adequacy shall be demonstrated using the backwater analysis methods described in the design manual. 5. Erosion/Sedimentation Control Plan. An erosion and sedimentation control plan will need to be produced in the final design phase. Given the relatively small nature of the site and the lack of off-site contributing areas, adequate erosion control should be easily obtained. Features of the erosion control plan that are anticipated include temporary rock construction entrances, filter fabric, protection to existing catch basins and other storm facilities immediately adjacent and downstream of the site, and use of the proposed biofiltration swale as a temporary sediment control pond. The erosion/sedimentation control plan shall delineate clearing limits,indicate construction access points,provide a construction sequence, and include all applicable notes and details. 3 1.1/1 It is noted that a separate Temporary Erosion and Sedimentation Control Plan will need to be produced for the final design document package. REPORT Our review of the Preliminary Drainage Calculations has resulted in the following comments. The proposed detention system was sized by routing the 2 year and 10 year storms. The calculations indicate that the pre-developed peak runoff rate may be attained utilizing 325 feet of 48 inch diameter pipe. The routing calculations were done utilizing a 48 inch diameter pipe while the plans call for 42 inch diameter pipe. For purposes of concept, this discrepancy is considered minor. As with the construction plans, a number of features normally included with a drainage report will need to be added to the final design document. These may include conveyance calculations, a project overview,maintenance and operations sections, more detailed exhibits indicating existing and proposed flow paths,pervious,impervious,and bypass areas and bond quantity worksheets. CORE REQUIREMENTS 1. Discharge at the natural location. The conceptual storm plans generally meet the intent of this condition. In its existing condition, surface water runoff flows to the public storm system in 19th Avenue S.W. The conceptual storm plan calls for conveying water to the public storm system in the road abutting the north end of the site. It would appear that water flows from this discharge point a short distance into the storm system for the Club West Apartments (formerly Emerald Glen Division I). 2. Off-Site Analysis. A Level One Downstream Analysis has been prepared by PAC-TECH Engineering and has been made a part of this document. Please note that because the property is surrounded on all sides by roads with storm systems, there is no off-site runoff contributing to the site. 2 Lg ILA V- PAC lEC!! Engineering, Inc. I Engineers/Planners/Surveyors November 20, 1991 Job #50927 City of Federal Way Public Works Department 3350 1st Way South Federal Way, WA 98003 Attention: Ron Garrow, P.E. Senior Engineer Reference: Puget Sound Bank Twin Lakes Branch Dear Mr. Garrow: PAC-TECH Engineering, Inc. has been requested by Hovland Architects to provide assistance in the processing of the above referenced project. This letter reviews the "Conceptual Site, Grading, Paving, and Utilities Plan" (prepared by Hovland Architects - their job number 9131), and the Preliminary Site Design Calculations prepared by Summit Technology Consulting Engineers, Inc., dated June 28, 1991 and contains a Level One Downstream Analysis prepared by PAC-TECH Engineering, Inc. The purpose of the review is to determine if the contents of the above described documents meet the intent of the design criteria as contained in the 1990 King County Surface Water Design Manual (hereafter described as the "design manual"). Such a determination would indicate that the proposed development is conceptually feasible, thus allowing the project to proceed to the final design phase where remaining details and issues could be resolved. The following is a general discussion of the plans and report, and an overview of how the project currently addresses (or does not address) the Core Requirements and Special Requirements of the design manual. PLANS Due to their conceptual nature, the plans do not contain the level of detail that will be considered appropriate for the final construction drawings. Typical of the additions that will need to be made at that time are additional final grade elevations, horizontal control for the storm facilities, cross sections, notes and construction details. The information contained on the plan is sufficient to convey the intent of the design. After making our review, PAC- TECH has not found any areas which indicate variation from the intent of the design manual or from usual construction practices. 6100 Southcenter Blvd. - Suite 100/Seattle,WA 98188/243-7112/FAX 243-7109 2601 South 35th - Suite 200/Tacoma.WA 98409/473-4491 / FAX 474-5871 3721 Kitsap Way - Suite Bremerton.WA 98312/377-2053/ FAX 377-2293 FO'�W BANK JOB No. SO`1Z7 Engineers /Planners /Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623 5736/Gig Harbor 8513033 PREPARED BY: 1 06 DATE: Z- / OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 f 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: 1/F— SCALE: SC(--rt)vAi . Of- - Sir ANAL4r /5 This S 5G1l '*) O- ty �. �, / 5 c o vEit 4 /Ad A R ePoiS' compL.E;To 1 'r PA Ec•,K EN6/VE R.IN& AAPQ�SS -c 7b FDA/ GAQW(A) Of "r4-1r - Di 0; FEOE,LA L w41r ,, i t, ii DESCRIPTIONS OF THE SOILS 11 14 This section describes the soil series and map- Alderwood soils are used for timber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban development. They series is described and then each mapping unit in are the most extensive soils in the survey area. that series. Unless it is specifically mentioned otherwise, it is to be assumed that what is stated Alderwood gravelly sandy loam, 6 to 15 percent about the soil series holds true for the mapping slopes (AgC) .--This soil is rolling. Areas are units in that series. Thus, to get full information irregular in shape and range from 10 to about 600 about any one mapping unit, it is necessary to read acres in size. both the description of the mapping unit and the Representative profile of Alderwood gravelly description of the soil series to which it belongs. sandy loam, 6 to 15 percent slopes, in woodland, An important part of the description of each 450 feet east and 1,300 feet south of the north soil series is the soil profile, that is, the quarter corner of sec. 15, T. 24 N., R. 6 E. : sequence of layers from the surface downward to rock or other underlying material. Each series Al--0 to 2 inches, very dark brown (10YR 2/2) contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown first is brief and in terms familiar to the layman. (10YR 4/2) dry; weak, fine, granular struc- The second, detailed and in technical terms, is for ture; slightly hard, friable, nonsticky, scientists, engineers, and others who need to make nonplastic; many roots; strongly acid; thorough and precise studies of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thick. to 12 inches, dark-brown (10YR 4/3) gravelly B2--2 is otherwise stated, the colors given in the sand loam, brown (10YR 5/3) dry; moderate, descriptions are those of a moist soil. y As mentioned in the section "How This Survey Was medium, subangular blocky structure; slightly Made," not all mapping units are members of a soil hard, friable, nonsticky, nonplastic; many series. Urban land, for example, does not belong roots; strongly acid; clear, wavy boundary. to a soil series, but nevertheless, is listed in 9 to 14 inches thick. , alphabetic order along with the soil series. B3--12 to 27 inches, grayish-brown (2.5Y 5/2) Following the name of each mapping unit is a gravelly sandy loam, light gray (2.5Y 7/2) symbol in parentheses. This symbol identifies the dry; many, medium, distinct mottles of light mapping unit on the detailed soil map. Listed at olive brown (2.5Y 5/6) ; hard, friable, non- the end of each description of a mapping unit is the sticky, nonplastic; many roots; medium acid; capability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches thick. mapping unit has been placed. The woodland desig- IIC--27 to 60 inches, grayish-brown (2.5Y 5/2) , nation and the page for the description of each weakly to strongly consolidated till, light capability unit can be found by referring to the gray (2.5Y 7/2) dry; common, medium, distinct "Guide to Mapping Units" at the back of this survey. mottles of light olive brown and yellowish The acreage and proportionate extent of each brown (2.5Y 5/6 and 10YR 5/6) ; massive; no mapping unit are shown in table 1. Many of the roots; medium acid. Many feet thick. terms used in describing soils can be found in the The A horizon ranges from very dark brown to Glossary at the end of this survey, and more de- g tailed information about the terminology and methods dark brown. The B horizon is dark brown, grayish of soil mapping can be obtained from the Soil Survey brown, and dark yellowish brown. The consolidated Manual (19) . C horizon, at a depth of 24 to 40 inches, is mostly grayish brown mottled with yellowish brown. Some layers in the C horizon slake in water. In a few Alderwood Series areas, there is a thin, gray or grayish-brown A2 The Alderwood series is made up of moderately horizon. In most areas, this horizon has been well drained soils that have a weakly consolidated destroyed through logging operations. to strongly consolidated substratum at a depth of Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, are 0 to 70 percent. The annual precipitation is Bellingham, Seattle, Tukwila, and Shalcar soils; 35 to 60 inches, most of which is rainfall, between some are up to 5 percent the very gravelly Everett October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent Alderwood soils that have slopes more gentle or about 50° F. The frost-free season is 150 to 200 steeper than 6 to 15 percent. Some areas in New- days. Elevation ranges from 100 to 800 feet. In a representative profile, the surface layer castle lills are 25 f Duvall percentmuch Beausiteas soils, sot0ea11 and subsoil are very dark brown, dark-brown, and northeast grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also consolidated to strongly consolidated glacial till included are small areas of Alderwood soils that that extends to a depth of 60 inches and more. have a gravelly loam surface layer and subsoil. 8 • • ■QS • r- • '•,. - ♦ c • l a I : , i•m G / _� kM A x% •" • ,- ••' m ', 1m L r299 Arne I . ! koga ! s ' G s �l - • •, � J Hg Soh 9 la . . ••• C.\ Sk...,i ,- I—. ,...:,.,t1=:-..1.-•- ____ ' ,..!........;•• ,,,-,,,,v • , :# ..........,. . • Y t c g z z A1 �i �I _) -ATC ®iY J' l I .S d - III- -r ' .a�rr �. _- __Tu. x f• If t- ` •y I - ..! r ..`\ \1 re . •c#+a ^ "� Y -5*. }atlj Ew C• `olf „. as * ^"` fi_ a `� -- i • • r s fi` 0:+-} l ) 1 ra .I I s tJ k , te . � Kwxr' 3e<;/' .jI j'_- ABC ' fit f-.i a s .,° Sf < >EVefgreen ,��•.p •.��— f Sk _ t xr r .t�,� '/ . � r Airport„ rr o ./ .- ^ / /- AmC F'•s 1 .▪ *" ',r elt ' 'III (� /W r II • is 3 t qgC `. 11 V ' sr EwC .� � �1 :. tar �I II � (, . .• °k ` '2'-.F G_:./ v+ 1 • gas ;II a {•}','' •�. , _ — —� -- — -- III: - j T ;\ • :,T • - 47 (-r • ;I - �• Pa •r - __ ' Kit rne•r• •-•� • r • +• o O Ev6\+ i�i • I� m .'�• ,-. • i1 1• -�\` Pant er Ia'- •1 - ` t ".u.r f' •� •l'• • .'� Sch I IEvc, I _—:ILL • ••Agg - ,l,-' R o EwC —I "1C — is lu• .. 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Zb— 0 C► 4 CC — 3 6 9 12 15 18 21 24 27 31 Tine in Hours Hyd No. : 2.6 Rate: 0. 31 c fs Time: 8. 17 hr Vol : 0. 20 Ac—ft Int : 10. 00 min 3(0( lEGEND E Xi T/NV S/ r 6 No. 6 O y�e 'kid No. 16 !O YR 0 u a gyp o/‘ 3 6 9 12 15 18 21 24 27 30 Tire in Hours Hyd No. : 6 - , - t/E•42 Fate: 0. 08 cfs Time: 8. 33 hr Vol : 0. 07 A'_-ft Int : 10. 00 min Hyd No. : 16 - /v YeAQ :ate: 0. 17 c fs Time: 8. 17 hr • Vol : 0. 12 Ac-ft Int : 10. 00 min KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1H 100-YEAR 24-HOUR ISOPLUVIALS P------'1411. iligt A Ai ' in . 'to .. , '' 15,4-L-n- F'W4`. 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J - -:\ -- - lkagh.. . i I �*I it , , ti , y.. , ' 11111= . wow MUM ariFf .111 g i '-• 'i i° lin #1114 4110 : 4/0".. - 1p 1,,„ k,„,,-\ _)__, , ,., ,, ,,,ak,, ii-iteaupe . ' 1 . / r milli Naar _ t.,.., wir ---c.,, \ _ 4._ 7 z n J4J ,� off vg/4/ ' 14,1r'- a r . 07 •i ' sF' ' ri , \rt, ��i yo SII'Mw,4 TP 16 i - Ai _ • 4.-!,: .varitl „NA cb _...... , _ UR PRECIPITATION ur,�rAi!s►� ii -„ 6.5_. JO-YEARcb - •gorammitio"w __ _ _ 24-HOUR � � ` _ �k.'3.4 ISOPLUVIALS OF 100-YEAR 24-HOUR �• ViniAtargrag -- • $.$ TOTAL PRECIPITATION IN INCHES title c� �I �� 0 1 2 3 4 5 6 7 8 Mlles 3.5.1-13 0�� O — l:300,000 (0• 1/90 34/1 ) KING COUNTY, W AS HINGTON, SURFACE WATER DESIGN MANUAL • FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLIJVIALS 2.7 ------,,. +� ® � ' ✓• --=� --:- a . , ------ - --- 1�,------- --- - ----- 22- , -� '„ •, lei,71 �, :, ,- '2.3 ' -y 2.6 , _;... it ifx Alliklik . 24 i , \-- • Ap ; 1� \ .�.� ��, �� An ‘,.. . .- ,_- , 1 , _Afro' ... 2.8 . . /--,1,-,,'I. ..-,VI: .7 i 1 ../ ,,: --$411/1 110,44,7 l' N .. \ .\,_Lk.. 41-1-tm,_..—„-'- i' . ,_7.), IN rtioNtilieo,tay., ly , • 29 \ , 'iri --0-__,, ' \%,-„-,. .,. ., ,,„ !..... -. _ I 1(1_ ii IIIHNITIALIk TT- 30 'SI _ Vpir; ram F1 � - �� 7 ° 1\ 4 ' Erne -- :=1Ilir �� ' Z. -- • • loh r '� { - - \t_ r, .. , , ,?,.., -...t' - 3'2 ., ' , 1 H 1.711\-fl Jj : '' .2 '1,11-4, -. If: ,` ' —4 t , , i \,, _.=,., ! 1,_ , ,,,:,,,, , .‘„ ,. ( f \\ .:. *,*„. . - WI& kl . - ye Or- \�: • '' ''.- ' ' VSli 41'ilik - 1 . 7' , t. .. . , t---7 •• ••cillihi„ /.. \ ., iii , , WI 1 - ! -1 B - 54 - ) . ,\ F. \--- ; -. 1 'illimill- "\ '--. '`'--- .- L. . 131- 1! . - ,1 )---" ' - ,,-- '', 1 1 , V - - ! ,i „,:-.- .s. i :.- - ' ,— mr r ; F:„ \,--_ , ,..,.. , ,, , ,,,_ ,„ ,., ,,,,,t,„,.. `, , ...... ,,‹). J \'': % ,,,, ow .4t , _ .......,,,ski , . Ar _ . , --,...zt,y% 'L . , ,r-s_ 4144 '‘. ::::"('/' i4_J, i, a. •_ . 0 1=1 i i I( '''I ', 1 MAUI . 7NMErii __,------• ...,--::: w L .1 ,. vui, , iii... ii, . .„. . _._.,_ :-- -- ,-f:.... p d .--' \,._ . 1,-, _ ip . _ ,... • i,. _...,- \..,.,,, ,isadosuis le J1E7., voilliill --- - 4 ' 1 isitilow- --‘„Airafi4 11 . . t r;\ ./V 7:--- .' r- , gas iii :( , lrAmoiriii , 10-YEAR 24-HOUR PRECIPITATION MIA►MIe�; ' 3.4�" ISOPLUVIALS OF 10-YEAR 24-HOUR '." AllrilytWhi _ ' . TOTAL PRECIPITATION IN INCHES ny0 ' A, 0 1 2 3 4 5 6 7 8 Mlles lb-rb- et _ �', 3.5.110 3•�� 1/90 4.0 1:300,000 3-. /./izii KING COUNTY, W AS HINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1C 2-YEAR 24-HOUR ISOPLUVIALS i. IS fa . , -t"...: '- • !Lt IF 1 IV 4 mop: , , ',, Ap lit-_ • - , tliki y ta° 1 64r Kirkland t P 3- P ti,,I,L"‘"•N1 ' -•�. - ,. ,ice '. ,ice L tti , A1 .4I ,jJi7,i" a) do \, ''''' f.'''.„ '..lpit2g 5 ,. '.-7,11 , .. VII. i z)' I 01 4tv i 14,9, 1 . , 0,. .. / f ., .. , .. � ` ko,,,:-„, -°'s P'* - ri':1';:tv'Ad°4°5.-g-7:::711.-hi-4-1;511-mir ,z , ` ' I ' ��i �I \:, ., Ne -i'.: ' 1 ;A‘:.• .4‘11V— ''..‘, ); L ti _04 44 „ ilk :=,es.;\-‘, ii. ,,-fi illuet, , , ,; 44Fr 1,„fi, ./ -=' ' ----- i ' ' _4'.-'1`.,... l ','.'-' :-11F--:_-__240_ IN, " . , i ././11-7 ' . ''. It /LCIIL,Z‘. _ 111111k .1:1;-‘*- . .. i !l , '_NO* — .mo 1. \ _ t \, ,fir _ --- 4r.'---.)1'"t1•i 1• f �, i ' ,. , .. 1 - .44T i 4 ,,,... j„, ..... ... ,..... i ,) . afi-a .11„,,, c" — j" ; ' lir L-,-\ ] -..-.. lik c--,-_—\, ,. .._ _. - - .. .. „pa,. ___,___ 1. . ,i. „„„„..t. Air ., ,,,, , ..,,,,... , , 4 \ ' , :`.‘.>--' 1 I, 'II KIT& , 1,.._ ;7', i i IV-0L., 'i.' — . , .,, , ._ \ ... , ,.,-- 16111 j 1 . I 1,..L ;,, ,! •..... i foil ir4 - \______. J....._ .... , ..ri ._ ,.. ...._,,44Ashok di ...__JJ ,.._....: „ ,,,,,,,,...„, .0„... ,.. _ „._ qv-____ . •,i: . ,i-AR gsfalAsii , 4-gr , - II ' -A, ifs...w N 'ff.k-'" Isillii 1 w , ... - 4.• ./17if .-) .1r-'\ - -- ge 1 1-__ Pi yr .,/ . k cv .,,,_-_-.!, ... . ._._._. ._., li . — A . , . .p,.' in_ , m i!� , 2-YEAR 24-HOUR PRECIPITATION _ • �-.r ,,3.4�'a' ISOPLUVIALS OF 2-YEAR 24-HOUR ry,'- , - 35 TOTAL PRECIPITATION IN INCHESiffiATIFif F _ ` llic . 0 1 2 3 4 5 6 7 8 Mlles 4 7— '`V N ti = is 300,000 3.5.1-8 1/90 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 1 TWIN LAKES PUGET SOUND BANK EXISTING CONDITIONS --lon9 �� _ ________ -- BASIN SUMMARY BASIN ID: EX NAME: 100 YEAR EXIST SITE SBUH METHODOLOGY � TOTAL AREA ^ ~' 0. 96 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER1 PERVIOUS AREA PRECIPITATION. . . . : 4. 20 inches AREA. . : 0. 96 Acres TIME INTERVAL ^ 10. 00 min CN ^ 84. 00 TIME OF CONC ^ 65. 81 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN ^ 98. 00 TcReach - Sheet L: 200. 00 ns: 0. 4000 p2yr : 2. 15 s: 0. 0200 TcReach - Sheet L: 100. 00 ns: 0. 4000 p2yr : 2. 15 s: 0. 0400 TcReach — Shallow L: 50. 00 ks: 11 . 00 s: 0. 0500 PEAK RATE: 0. 31 cfs VOL: 0. 20 Ac-ft TIME: 490 min 2/ 3/92 PAC-TECH Engineering, Inc. - Tukwila page 1 31 ) 1 4 TWIN LAKES PUGET SOUND BANK EXISTING CONDITIONS - 2 AND 10 YEAR BASIN SUMMARY BASIN ID: IOEX NAME: 10 YEAR EXIST SITE SBUH METHODOLOGY TOTAL AREA • 0.96 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • USERI PERVIOUS AREA PRECIPITATION • 3.00 inches AREA..: 0.96 Acres TIME INTERVAL • 10.00 min CN 84.00 TIME OF CONC 65.81 min IMPERVIOUS AREA • ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN • 98.00 TcReach - Sheet L: 200.00 ns:0.4000 p2yr: 2.15 s:0.0200 TcReach - Sheet L: 100.00 ns:0.4000 p2yr: 2.15 s:0.0400 TcReach - Shallow L: 50.00 ks:11.00 s:0.0500 PEAK RATE: 0.17 cfs VOL: 0.12 Ac-ft TIME: 490 min BASIN ID: 2EX NAME: 2 YEAR EXIST SITE SBUH METHODOLOGY TOTAL AREA • 0.96 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • USERI PERVIOUS AREA PRECIPITATION 2.20 inches AREA..: 0.96 Acres TIME INTERVAL • 10.00 min CN • 84.00 TIME OF CONC • 65.81 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN • 98.00 TcReach - Sheet L: 200.00 ns:0.4000 p2yr: 2.15 s:0.0200 TcReach - Sheet L: 100.00 ns:0.4000 p2yr: 2.15 s:0.0400 TcReach - Shallow L: 50.00 ks:11.00 5:0.0500 PEAK RATE: 0.08 cfs VOL: 0.07 Ac-ft TIME: 500 min AC- ECH FOR JOB NO Engineers / Planners /Surveyors PAGE 2601 S.35th-Suite 200 I Tacoma, WA 98409 1473-4491 Seattle 623-5736/Gig Harbor 851-3033 PREPARED BY: DATE: 2-5-cJL O j 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 1 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: ( C2 SCALE: 11 ! SEL7-/OV .7:1 (cvr) PAA'f fa 1's4v ,x/SITING )-As/Ai was 4N4LyL6O FoA > +E Z, yt ) IC 112.__ A'ir3 /t2ci /A 5-faiRms, rNg ___Z5c2PLoWAL_ M4PS t4AV= PasE&J r,ve-LVI3.O AS ,4.) cX,-)/ig/'f. /-NY1014.O6A AP t5 wi2c_ C,ENSRA.Tcr3 Fo R ___fMfit. Ex,6-riNG 13Asn/ US/Aly fNc 6 (30-1 ME.-r 4(, . StvI AA '9P4 is livoicA-1- Q • I. '. As vs ve..- 1 . 1-14;5 IS A Mouir/5 5 GS 1yg= 1 A RAWL-ALL Oilrgosvo0A.1 G46A7.8b ioA. kin/6 CovNr'r ( 7 TW6 5 wM 6)v,5 Ion/. I-/c,320 62,410,4 $UMMAit</ 5 Art . G►vc"J 13 ,LoPJ .'cAc.. 114i .)e,a5rl'/(, 3A `-iv. PEAK R vA)Of /Aim STORM s-,,J5 Tmi6 J3/6/AJ • Z. y2 wyg do / 7 c--AIS /00 y4 0. 31 C J } F J PAC-rEcN °�w LA -s i3ANK So9Z7 Engineers /Planners / Surveyors PAGE 2601 S.35th-Suite 200 I Tacoma, WA 98409/473-4491 Seattle 623 5736/Gig Harbor 851-3033 PREPARED BY: 3p DATE:Z-y gZ OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: (1'`' SCALE: 1141 SEc 1 /o1'J Cgr‘.4/1dAJ A/VAc.yS/S -4. Os/6AA1 PAf,Y A ; EX/5-rin/(a 51tE Ai ,t, ,AtoLO(,,, 11/ AA/ALi is/5 O f 17-4 EYi 7/N6 P oJS Gr 5/Ti" / S .3.4560 Un) f)1 E FoL-1,at,./1-.>G C Iz t i ci i A. r)R_5r) 0n/y Oe-tg 1'A5 JAI 1.+1125 VSCQ IA/ T1.i A^/AL-'jSi S . 0r(5/ 1C . Go",7/113li7& A/S Aic&- 12E0VCEO ra A NAIAJ/A'\AL AmovVr /3W 7V/E SU/ a2OU.'+/0/. /C7 /to/44 , rii / /�5),E , ' /4,f3o'T O. r A4--Iz =s ,•il 5/ Zc_ ' SLGUN4 ) 1'�E Ci1 NM65 f1, Fa/_ 7-.A-18. 3AYS/AJ ASSGM cO -f P-- C- 50►i_ i w 17-74 fw0 TW' $ o F &206/ND Cov>✓ik. . -00L W Ei G,4 1750 �CA/ " 6,41_GU LAi/On/ /5 5,w 'U/'✓ 13 el01-t/ X/Sr S, ra' 0,56 Ae. -# As sum 5 V3 coven, 7?!crS _A_ Siy_ AA) . 6' Ag ,ecCs ti - 5/,$51 „ 3 L A c- GasAss/4 'a5 410 z fe.8 Zrb, 6a.. ... -___ . •96 C-7/ = K41 -• 0 -pi: T/nil k. of C oAJC=n/Ta.A ii0j/ US(' 1012. 1 >" E 3,4 1n/ /S (,‘, 1 AAIAI, 77/6 FLUB PA-rn /5 MAOE oP of SN i-r Fix') AN l Si-f ALLo / h.ow. fRz iX/Sd'11J6 51?y 'y 11i 3 /T.> c/o.S rl4E FL.vw fir- ./ , r 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 2 TWIN LAKES PUGET SOUND BANK U DEVELOPED =CONDITIONS 100_YEAR BASIN SUMMARY BASIN ID: CB2 ,� NAME: 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER1 PERVIOUS AREA PRECIPITATION ^ 4. 20 inches AREA. . : 0. 05 Acres TIME INTERVAL ^ 10. 00 min CN ^ 86. 00 TIME OF CONC ` 3. 20 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 22 Acres CN ^ 98. 00 TcReach - Sheet L: 15. 00 ns: 0. 1500 p2yr : 2. 15 s: 0. 0200 TcReach - Shallow L: 115. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 30 cfs VOL: 0. 08 Ac-ft TIME: 470 min ` ' BASIN ID: CB3 NAME: 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 15 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 4. 20 inches AREA. . : 0. 05 Acres TIME INTERVAL ^ 10. 00 min CN. . . . : 86. 00 TIME OF CONC ^ 0. 74 min IMPERVIOUS AREA ABSTRACTION COE F: 0. 20 AREA. . : 0. 10 Acres CN. . . . : 98. 00 TcReach - Shallow L: 50. 00 ks: 11 . 00 s: 0. 0150 TcReach - Shallow L: 25. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 18 cfs VOL: 0. 04 Ac-ft TIME: 470 min ' 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 1 TWIN LAKES PUGET SOUND BANK DEVELOPED CONDITIONS 100 YEAR BASIN SUMMARY BASIN ID: BP NAME: BIOSWALE BYPASS SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 0. 04 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ` USER1 PERVIOUS AREA PRECIPITATION ^ 4. 20 inches AREA. . : 0. 04 Acres TIME INTERVAL ^ 10. 00 min CN ` 90. 00 TIME OF CONC ^ 1 . 39 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . : 98. 00 TcReach - Shallow L: 130. 00 ks: 11 . 00 s: 0. 0200 PEAK RATE: 0. 04 cfs VOL: 0. 01 Ac-ft TIME: 470 min BASIN ID: BSE NAME: BYPASS S. E. CORNER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 4. 20 inches AREA. . : 0. 07 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81 . 00 TIME OF CONC ^ 17. 70 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN ` 98. 00 TcReach - Sheet L: 75. 00 ns: 0. 4000 p2yr : 2. 15 s: 0. 0300 PEAK RATE: 0. 03 cfs VOL: 0. 01 Ac-ft TIME: 480 min BASIN ID: CB1 NAME: 100 YEAR SBUH METHODOLOGY TOTAL AREA ` 0. 43 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER1 PERVIOUS AREA PRECIPITATION. . . . : 4. 20 inches AREA. . : 0. 10 Acres TIME INTERVAL ^ 10. 00 min CN ^ 86. 00 TIME OF CONC. . . . . : 6. 97 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 33 Acres CN ^ 98. 00 TcReach - Sheet L: 45. 00 ns: 0. 1500 p2yr : 2. 15 s: 0. 0200 TcReach - Shallow L: 130. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 41 cfs VOL: 0. 13 Ac-ft TIME: 480 min i 3r9'' PAS-.-TECH Engineering, Inc - Tukwila page 4 TWIN LAE.ES PUGET SOUND BANE; Jt" DEVELOPED CONDITIONS .- 2 AND 10 YEAR BASIN SUMMARY BASIN ID: 20B3 NAME: 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 15 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE USER1 PERVIOUS AREA PRECIPITATION. . . , : 2. 20 inches. AREA. . . 0. 05 Acres TIME INTERVAL 10. 00 min CN • 86. 00 TIME OF CONC. . 0. 74 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREAS . : 0. 10 Acres i_N. . . . : 98. F_!0 TcReach - Shallow L: ks: 11 . 00 TcReach - Shallow L: 25. 00 ks: 2. . 0 s: 0, 0150 PEAK RATE: 0. 08 c fs VOL: 0. 02 Ac-ft TIME: 470 min 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 3 TWIN LAKES PUGET SOUND BANK DEVELOPED CONDITIONS - 2 AND 10 YEAR _____ ______ BASIN SUMMARY BASIN ID: 29SE NAME: BYPASS S. E. CORNER SBUH METHODOLOGY ` TOTAL AREA. . . . . . . : 0. 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER! PERVIOUS AREA PRECIPITATION. . . . : 2. 20 inches AREA. . : 0. 07 Acres TIME INTERVAL. . . . : 10. 00 min CN ^ 81 . 00 TIME OF CONC ^ 17. 70 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . : 98. 00 TcReach - Sheet L: 75. 00 ns: 0. 4000 p2yr : 2. 15 s: 0. 0300 PEAK RATE: 0. 01 cfs VOL: 0. 00 Ac-ft TIME: 480 min BASIN ID: 2CB1 NAME: 2 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 43 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER! PERVIOUS AREA PRECIPITATIi]N. . . . : 2. 20 inches AREA. . : 0. 10 Acres TIME INTERVAL ^ 10. 00 min CN. . . . : 86. 00 TIME OF CONC ^ 6. 97 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 33 Acres CN ^ 98. 00 TcReach - Sheet L: 45. 00 ns: 0. 1500 p2yr : 2. 15 s: 0. 0200 TcReach - Shallow L: 130. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 20 cfs VOL: 0. 06 Ac-ft TIME: 480 min BASIN ID: 2CB2 NAME: 2YEAR SBUH METHODOLOGY TOTAL AREA ^ 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER! PERVIOUS AREA PRECIPITATION. . . . : 2. 20 inches AREA. . : 0. 05 Acres TIME INTERVAL ^ 10. 00 min CN ^ 86. 00 TIME OF CONC. . . . . : 3. 20 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 22 Acres CN. . . . : 98. 00 TcReach - Sheet L: 15. 00 ns: 0. 1500 p2yr : 2. 15 s: 0. 0200 TcReach - Shallow L: 115. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 15 cfs VOL: 0. 04 Ac-ft TIME: 470 min 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 2 TWIN LAKES PUGET SOUND BANK DEVELOPED CONDITIONS - 2 AND 10 YEAR =====_____________ __ -----===========-----------=______________==== BASIN SUMMARY BASIN ID: 10CB2 ,� NAME: 10 YEAR SBUH METHODOL08Y TOTAL AREA. . . . . . . : 0. 27 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER1 PERVIOUS AREA PRECIPITATION. . . . : 3. 00 inches AREA. . : 0. 05 Acrfs TIME INTERVAL. . . . : 10. 00 min CN ^ 86. 00 TIME OF CONC. . . . . : 3. 20 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 22 Acres CN ^ 98. 00 TcReach - Sheet L: 15. 00 ns: 0. 1500 p2yr : 2. 15 s: 0. 0200 TcReach - Shallow L: 115. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 21 cfs VOL: 0. 06 Ac-ft TIME: 470 min BASIN ID: 10CB3 NAME: 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0, 15 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER1 PERVIOUS AREA PRECIPITATION ^ 3. 00 inches AREA. . : 0. 05 Acres TIME INTERVAL ^ 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 0. 74 min IMPERVIOUS AREA ABSTRACTION COE F: 0. 20 AREA. . : 0. 10 Acres CN. . . . : 98. 00 TcReach - Shallow L: 50. 00 ks: 11 . 00 s: 0. 0150 TcReach - Shallow L: 25. 00 ks: 27. 00 s: 0. 0150 PEAK RATE: 0. 12 cfs VOL: 0. 03 Ac-ft TIME: 470 min BASIN ID: 2BP NAME: BIOSWALE BYPASS SBUH METHODOLOGY TOTAL AREA. . ^ 0. 04 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION ^ 2. 20 inches AREA. . : 0. 04 Acres TIME INTERVAL. . . . : 10. 00 min CN ^ 90. 00 TIME OF CONC ^ 1 . 39 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . : 98. 00 TcReach - Shallow L: 130. 00 ks: 11 . 00 s: 0. 0200 PEAK RATE: 0. 02 cfs VOL: 0. 00 Ac-ft TIME: 470 min ~ 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 1 TWIN LAKES PUGET SOUND BANK DEVELOPED CONDITIONS - 2 AND 10 YEAR __________=========_____� ` . . BASIN SUMMARY BASIN ID: 109P NAME: BIOSWALE BYPASS ~/ (�� > ~. SBUH METHODOLOGY ~ TOTAL AREA ^ 0. 04 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER! PERVIOUS AREA PRECIPITATION ^ 3. 00 inches AREA. . : 0. 04 Acres TIME INTERVAL ^ 10. 00 min CN ^ 90. 00 TIME OF CONC ^ 1 . 39 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN ^ 98. 00 TcReach - Shallow L: 130. 00 ks: 11 . 00 s: 0. 0200 PEAK RATE: 0. 03 cfs VOL: 0. 01 Ac-ft TIME: 470 min BASIN ID: 10BSE NAME: BYPASS S. E. CORNER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER! PERVIOUS AREA PRECIPITATION. . . , : 3. 00 inches AREA. . : 0. 07 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 81 . 00 TIME OF CONC. . . . . : 17. 70 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . : 98. 00 TcReach - Sheet L: 75. 00 ns: 0. 4000 p2yr : 2. 15 s: 0. 0300 PEAK RATE: 0. 02 cfs VOL: 0. 01 Ac-ft TIME: 480 min BASIN ID: 10CB1 NAME: 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 43 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE ^ USER! PERVIOUS AREA PRECIPITATION ^ 3. 00 inches AREA. . : 0. 10 Acres TIME INTERVAL ^ 10. 00 min CN. . . . : 86. 00 TIME OF CONC ^ 6. 97 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 . 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I (4 . : • ^ I S. Off NW iii � 6 zFFM/1 77b'M ON3 ( m I I. .1 ' P , / =______ s � s busz2• 62pIy9il ' I / i ah , if it • �. G6 l Zl'Z 1 p ,/ / / i �a \\ �` I 'V F0 13 S l ® 2 Si' ^A a 3s 5 , • g • ��;. / ��/ . : 0 h )17YM30/S X3 . // / f Q 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page TWIN LAKES PUGET SOUND BANK c 3 CONVEYANCE CALCS § STRUCTURE REPORT STRUCTURE REACH ID No, CBS Location : North : 1000. 0000 Des:rip : East .• 1000. 0000 Data File: Rim Elev : 332. 5000 Data Pnt : Bottom El : 327. 7000 Cont Area: CBS Hgrade El : 331 . 0753 ft Bend. . , . . ; No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0. 001 Exit : 0. 004 App Vel : 0. 012 Junct : -0. 006 Bend: 0. 00: Reach < Invert Diam: < n > <End> P2 227. 700 12. 00 0. 012 Lower P1 327. 700 12. 00 0.012 Upper STRUCTURE REACH ID No. CB7 2ocation : North : 998. 5000 Descrip . East • . 992, 7500 E 70 00 Data File: Rim 3 ev : S22 _ _ _ Data Pnt : Bottom El : 326. 1000 Cnnt Area: Hgrade El : 0. 0000 ft Bend ' No special shape Ent type. : Conc grooved end or CMP w/HW Ent Loss: 0. 000 Exit : 0. 000 App Vel : 0. 000 Junct : 0. 000 Bend: . , _ . . peach Invert <Diam> < n > <End> pl 32E. 100 12. 00 0. 012 Lower 2/ 3/92 PAC-TECH Engineering, Inc . - Tukwila page 1 TWIN LAKES F'UGET SOUND BANK , CONVEYANCE CALCS RATIONAL DRAINAGE AREA SUMMARY STRUCTURE REACH ID No, {=82 Location North • 1113. 0000 De_cr ip . East 109C. 8'200 + e„ : 333. 8000 Da .a File: Rim Elev Data Pnt . Bottom El : 330. 8000 Cont Area: CB2 Hgrade El : 331 . 0200 ft Bend No special shape Ent type i_c,nc grooved end or CMP w/HW Ent Loss: 0. 000 Exit : 0. 000 App Val : 0. 000 Jun+_t : 0. 000 Bend: 0. 000 Reach ` Invert ::' <Diam> < n > <End:`. P4 330. 800 12. 00 0. 012 Upper STRUCTURE REACH ID No. C P3 Location North . 1081 . 0000 Des+_rip . East . 1107. 0000 . 00_}_, Data File: Elev : 333. 5000 Rim 41�i Data Pnt . Bottom El : 330. 4 )00 Cont Area: 0B3 Hgrade El : 331 . 0616 ft Bend • No special shape Ent type Cc:nc grooved end or CMP w/HW Ent Loss: 0. 006 Exit : 0. 030 App Vel : 0. 047 Jurict : -0. 010 Bend: -0. 000 Reach < Invert ::: <Diam> < n > <End> P4 330. 400 12. 00 0. 012 Lower 330. 400 12. 00 0. 01.2 Upper STRUCTURE REACH ID No. CB4 Location : North .• 1000. 0000 De'sc r i p . East . 1107. 0000 Data File: Rim Elev . 333. 0000 ,F Bottom 3-.r 3: Data Pnt . El : ,.7.._�. .�i)t J{] Cont Area: C84 Hgrade El : 331 . 0878 ft Bend No special shape Ent type. : C:i inc grooved end or CMP w/HW Ent Loss: 0. 002 Exit : 0. 012 App Vel : 0. 030 J:-:nct : -0. 011 Bend: 0. 017 Reach '': Invert :::' <Diam> < n > <End> F'3 329. 300 12. 00 0. 012 Lc+war P2 329. 300 300 12. 00 0. 012 Upper PAC-TECH Engineering, Inc' - Tukwila page 1 TWIN LAKES PUGET SOUND BANK CONVEYANCE CALCS t / r RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id : Ca,2 • Description. . . . . . Cs�2 <---Description--> SubArea SubC: L f: ft ? Slope --Kr-- (min) I MF'ERV 0. 10 0 90 Composite Value. . . . . . . . '_?. 90 Time of i_:oni_ (min) . . 5. 00 Drainage Area Id: i_B_, Description. . . . . : CBS .---Description- SubArea SubO L ( ft ) , Slope -Kr-- (min) I MF'ERV 0. 13 0. 90 Composite "c " Value 0. 90 Time of Conr_ (min) . . 5. 00 Drainage Area Ida C84 Description C4 .---Description--.:> SubArea SubC L !. ft ? Slope -Kr-- mlii`I) IMF'EV 0. 10 0. 90 Composite "c " Value. . . . . . . . '_?, 90 Time of Con( (min) . . 5. 00 Drainage Area Id: CEc5 '_65 .---Description-- > SubArea SubC L ( ft ) Slope -Kr-- (min ) I MF'ERV 0. 14 0. 90 c Composite "�_ �� %4lC.ie. . . . . . . {'. '_�!_? -i ,.;T?e of �,_'ri'_ (min) . .. .J. ?0 / 3/ 2 PAC-TECH Engineering, Inc . - Tukwila page 1 TWIN LAKES PUGGET SOUND BANK CONVEYANCE CALCS C)//; REACH SUMMARY Rout i ng based on KC:2 family @ 100 yr f r eq _ Hydraulic Gradeline for Reach HGL1. <-FROM-> (--TO--) <FLOW> floss E t HGL Entloss ExtLoss CutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh-pe?'1`4'',5-'' cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Elev- --Rim-- e1f4 CB7 329.60 CBS CB7 1.37 0.01 329.61 0.01 0.05 329.67 327.82 0.02 0.00 0.01 329.65 332.50 til CB4 CBS 0.96 0.07 329.72 0.00 0.02 329.75 329.47 0.01 0.01 0.00 329.74 333.00 3.2 6 CB3 CB4 0.67 0.02 330.62 0.00 0.01 330.63 330.53 0.00 -0.00 0.00 330.63 333.50 z,.B 7 CB2 CB3 0.29 0.00 330.36 0.00 0.00 330.96 330.88 0.00 0.00 0.00 330.96 333.80 Z-.1f g Net war I•:: N 1 Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --Oct Dia -Mann -Slope -OFull Vfull -Vact -Length --tt-- Id ac --ciA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min P4 CB2 0.10 0.90 0.09 0.09 5.00 3.36 0.29 12 0.012 0.0114 4.14 5.27 3.04 35.00 0.19 P3 CB3 0.13 0.90 0.11 0.20 5.19 3.36 0.67 12 0.012 0.0136 4.51 5.74 4.12 81.00 0.33 P2 CB4 0.10 0.90 0.09 0.29 5.52 3.36 0.96 12 0.012 0.0150 4.73 6.03 4.73 107.00 0.38 P1 CBS 0.14 0.90 0.12 0.41 5.90 3.35 1.37 12 0.012 0.2161 17.9G 22.91 13.53 7.40 0.01 OB NO. ��_ FOR:T'G,//N Z.-A K�S 13AA / J S0 l a l Engineers / Planners / Surveyors 77, f PAGE - 2601 S.35th-Suite 200/Tacoma, WA 984091473-4491 Seattle 623-5736/Gig Harbor 851-3033 z,s �Z OF PREPARED BY: DATE: 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 �!� " I L.! 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: el:!---' SCALE: 5 &c 7-/pA,/ it — COA/YEYAA CE 5 yST 2V1 /- A `f5/ A'i Oes /C-rl/ Ou- 1 TPE grLAI'1ii L-.(1' 5 41. (-. Sig of >>'-!r PfLoro.s. 0 l r AN6 lJrc' S^^ALL AMOuAir o COr.)Vz:.lft,NC's / c 0iR_•l) , C cm/562.UArI vc Af,5vnrtnra 45 w 2 E MA.QF bvl-iiCAi S 'AIMPt l;l c'ro tki /tv#4L 1i3. ri./c S y rc',,A C2onv c AS ''' Z Tye d L 8 IiS A n.4 C e 1$17 w As . A/vAi..9zEo Fail >Ni /aa yR 5TOItAA j ,ass;1A'1/'v6 /ool 1'"MMERVtoos SURFACES ( c = D,go) 74& S't 3 V'A WAS ANALYSor3 US/A/6 '(lac" kAr, ,N1/ _ MErtoO, 1NE Cwsvt Pv fa2. S o FT ivi.i, y510 t,{J ''c . I A „ 5 y EniCEA//OU5 S415''CMS a (/l/G 1H; 6/.4.-K tivArEgL Al•aAL VS., S 5HUWc D N6A1:.) C'AT I<S rly/l wE2i: ALL Gr2 J 1 c!L 1 Cl') z, S FEET 6e'LOW t/-1� CAic w 64 Stay Rim S . M IA/,N'VrA _ k E Loci ry was 3,0 `1 fps, 1 4E /`"tekcjMVAA V,Z,CG'i y wAS Ae,00r II.; fl°S. THE S45TE>A API FAQs ro !'AtVOL; Tii7 ruin/5 A►ocQVATrLJI . P SEE Co/vVt/ANC xl- lt(r. 7, T JOB PAC-TECH FOR: W,/1/ 4a,kl=5 6ANk �9z7 Engineers / Planners /Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623-5736 I Gig Harbor 851-3033 .> OF 6100 Southcenter Blvd. -Suite 100 I Seattle, WA 98188/243-7112 PREPARED BY: To 6 DATE:Z-3 z 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: Kdv SCALE: V 5 ria ?(T 1 A, t 0 (cr) (/5e 1%zocii_T> 1T10.A1 '5 1AL.E AS A OEYci/7/OA/ pon/4 l/ Ipo ,//1- stones v i)ev e LOP P K P,LiA1-CFf ;Af REL.eAsE &2UM #h "5(,,/ ° u/1.I >Ale cxiSTWG 13" qa 3 _ t- 3 L( FL T PAC_TECH FO �,N `�kr$ / N JOIN � 97 Engineers /Planners / Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 OF Seattle 623-5736 I Gig Harbor 851-3033 .r PREPARED BY: „{,Q DATE: Z— 3—�L 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 { 3721 Kitsap Way-Suite 4 I Bremerton, WA 98312/377-2053 CHECKED BY: SCALE: ) ` 5 EcY/ai 17- PART 3 (COAJr) 8/0 riLrgArion/ 5-4v4LC DE516A1 A4 a ANT 1cE ..$ ^ Ci2toa 1r = 0,)G/ IFS (n 1314N (4-414Ai 5) i., 3 w= O ' .5 t . / S = .oZ A = ,o 4 Z— 7 Qz CO, 05 < QL = 0.V707 ,nor Cv 0o,Q (Se QvR-�4L — 13 _ � a '' 3 (A) O • Ti.- - -t---- -j)".........""--1 s = .OZ plot k Zoo' (.075.1,16 T; ?4,I J . t. , �a��1,; 1 .. �j ,/, QL f,� .:,'t ) .~- p '3i Wl ,,,- _ f .. `' - '. ., CEQP \ _ ,,� -.— 4 i. 9' •" -x='�' f 3 ! ice C Q/00 p ��,_ if-� •,� w• "n. " . � � ... VEL =A.Z S/ FPS a O/� ,M ust To smALL En- G.`NGrn; Us 5.- O' l.cvJc , 5 it,‘»0 E. = Ur ,,_Q ' Sr wiwt. T ().33 1 �' E(21, „0, _),,,,, S' 0 a AA . IE. END i......, Hyd No. Z6 .e.i1c/rs,t,)t...0 1,06 v4... ,:,..-;:li 7,,. 1 0 Hyd N13.31 - 1 4. ti C 14 A 16 1 -Tt M 414 D CC , x , I: \ ; -N.,-- 1: -------- / ------Z7L----- - 6 12 18 24 30 36 42 48 54 Time in Hours Hyd No. : 16 -- EXI5"r 517-5. Rate: 0. 31 c fs Time: 8. 17 hr Vol : 0. 20 Ac-ft Int : 10. 00 min Hyd No. : 31 - CE1AiN 56 5WAI--i IL:=1....M4" * 5, , 8 VPA 5".5' A4.7,44, Rate: 0. 30 cfs Time: 8. 67 hr Vol : 0. 2e A':-ft Int : 10. 00 min MEND /00- stag Hid No. Z2_ Hyd Ho. 30 Hyd No. 31_-_ C Ny4031 { ."t Nit)dLL 6 12 18 24 30 36 42 48 54 Tine in Hours Hyd No. : 2'2 - 5' F3 yPNSS ��e 4 Fate: CO. CO3 cfs Time: 8. 00 hr Vol : 0. 01 Ac-ft Int : 10. 00 min Hyd No. : 3 - - S Gun.c..6" l2,54,4<1Sc F:ate: 0. 29 cfs Time: 9. 00 hr Vol : 0. 27 Ac-ft Int : 10. 00 min Hyd No. : 3 1 - S(MA Z Z + 3 0 aM P•4 Tv HVP 4Z6 r"Xi3' Rate: 0. 30 cfs Time: 8. 67 hr Vol : 0. 28 Ac-ft Int : 10. 00 min 2/ 2/92 PAC-TECH Engineering, Inc. - Tukwila page 1 TWIN LAKES PUGET SOUND BANK # l STAGE DISCHARGE TABLE MULTIPLE ORIFICE I➢ No. OR3 Description: • Outlet Eiev: 323.60 C,A1c1 �t3 Elev: 323.60 ft Orifice Diameter: 2.8000 in. 4- STAGE S--DISCHARGE--- STAGE <--DISCHARGE---> STAGE S--DISCHARGE---> STAGE t--DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cf. 323.60 0.0000 324.30 0.1780 325.00 0.2517 325.70 0.3083 323.70 0.0673 324.40 0.1903 325.10 0.2606 325.80 0.3156 323.80 0.0951 324.50 0.2018 325.20 0.2E91 325.90 0.3227 323.90 0.1165 324.60 0.2128 325.30 0.2774 326.00 0.3296 324.00 0.1346 324.70 0.2231 325.40 0.2854 324.10 0.1504 324.80 0.2331 325.50 0.2933 324.20 0.1648 324.90 0.2426 325.60 0.3009 /764 K Sroftgc= c v/ PE.4lc i,SC1`'',1e `_ .L FS{ c-FS 2/ 2/92 PAC-TECH Engineering, Inc. - Tukwila page 1 `' u TWIN LAKES F'UGET SOUNIi BANK LEVEL FOOL TABLE SUMMARY MATCH INFLOW ST IiI PEAK STORAGE --DESCRIPTION (cfs) id id STAGE) id VOL (cf) 100 YEAR SWALE 0.00 0.75 STO3 OR3 325.41 10 368.65 ti r, r„„r , , ,••• TRAPEZOIDAL BASIN • STORAGE STRUCTURE ID: STO3 s7Name: • 3Length 100 -r On Width . 00 Iti Length Ssl e 1 : 3. 00 Width Sslope . 00 3 Length Sslope 2: 3. 00 Width S=_.lope 4: . Infilti =.ti�in Rate. . : 0. 00 :min/in) • 3.`-t•1't'tlnq _le'Jat :.on. 24. 60 • -Max Elegy.` of Basin. . : no St ace-S:t_I (Increment : �ni_r ement : 0. 10 �i St ru1-ti Ire Vol (c f) . : 912. 69 • • Ac-ft . : 0• 02 • E FGUF FC DN F3: Gr,t FE: Delete F 1 O: Exit . .. . ... ... ..,..�, J yip. +0i,U:fwi.5 tAtl;�;,:r:}�+++r i w?tlt;tM. 2/ 2/92 PAC-TECH Engineering, Inc, - Tukwila page 1 TWIN LAKES PUGET SOUND BANK STORAGE STRUCTURE LIST STORAGE LIST ID No. STO1 Description: 210 LF. of 4 FT. DIA STORAGE LIST ID No. ST02 Description: 270 LF of 4 FT. DIA. TRAPEZOIDAL BASIN ID No. ST03 ��L� Description: /�/D /L7/�A VOA) S Length: 100.00 ft. Width: 2.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch I F".....C Y f t i t J� C .; /0 0 YM/Z. 5T iiA LEGED N�frJ �� Hyd Ho. ZI Hyd hao. Z 8 w I� Hyd ND. Z9___ u + C 4i wo II il ii ++ R 4 II tO ,�y,o�Zg I I i '. gyS'yn. s.m,vu'�hnmmm. yitin OZ.l --- 6 12 18 24 30 36 42 48 54 T ire in Hours Hyd No_+. : Z1 - j3yp4.S5 PRDM /31s:-5 /ALE 1 f2 A Rate: 0. 04 cfs Time: 7. 83 hr Vol : 0. 01 Au_-ft Int : 10. 00 min Hyd No. : 2 8 - /31i.flAi Tit)A/ it il Lcxl S� Rate: 0. 74 cfs Time: 8. 33 hr Vol : 0. 26 Ac-ft Int : 10. 00 min Hyd No. : Z9 - suA4 IV Z r . ZS" Rate: 0. 75 cfs Time: 8. 33 hr Vol : 0. 27 Ac-ft Int : 10. 00 min |~/ N � U c w N * � � Time in Hours Hyd No. : 7.7 Rate: 0. 89 cfs Time: 7. 83 hr Vol : 0. 26 Ac-ft Int : 10. 00 min Hyd No. : L8 ~~ 0 ET 2.^/Y7p^/ P-�t-`L.LFAS C" Rate: 0. 74 cfs Time: 8. 33 hr Vol : 0. 26 Ac-ft Int : 10. 00 min 12)1 ( 4 /00 - ygi4 . srarz,4 MEND A Hyd No, Z3 — NY,�7 Z7 Hyd No, 24 Hyd Ho. Z 5___ Ii Hyd No. Z7___ ii � I * i i j t 1 W • ,,11: t • 3 6 9 1E 15 18 21 24 27 Time in Hours Hyd No. : 23 Rate: O. 41 cfs Time: 8. 00 hr Vol : 0. 13 Ac-ft Int : 10. 00 min Hyd No. : 2.4 Rate: 0. 30 cfs Time: 7. 83 hr Vol : 0. 08 Ac-ft Int : 10. 00 min Hyd No. : z5 Rate: 0. 18 cfs Time: 7. 83 hr Vol : 0. 04 Ac-ft Int : 10. 00 min Hyd No. : Z7 Rate: 0. 89 cfs Time: 7. 83 hr Vol : 0. 26 Ac-ft Int : 10. 00 min 2/ 4/92 PAC-TECH Engineering, Inc. - Tukwila page 1 1 1 U TWIN LAKES PUGET SOUND BANK 100 YEAR STORM DETENTION PIPE W/ 30 % A➢DITIONAL STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. DIS1 Description: Structure: OR1 Structure: Structure: RISI Structure: Structure: STAGE --DISCHARGE---' STAGE <--DISCHARGE---: STAGE '--DISCHARGE-- STAGE --DISCHARGE---` (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 3��.r 0000 32' 20 0 034 2. 0 329 0 t) 1218 0.10 0 �:�. .,cl. �! 1iaY4 3 �'.JO 1.0487 ....4:. :.«.� 326.20 0.0104 327.30 0.0360 323.40 0.0498 329.50 0.1265 226.30 0.0147 327.40 0.0374 323.50 0.0509 329.60 0.1309 326.40 0.1180 327 50 0.0389 32� 60 0. S19 32� 70 0.4431 'u+. Jti. J:..�.;� to Jn..� u. a 327.60 2r 70 0 `!7 324 211.0102 326.�0 0.0208 0.0402 3��.,. .,.:'�49 ,�,._.: 226.60 0.0222 327.70 ..0415 323.90 ( S350 329.90 1 7a35 22722- j 23 326.70 0.0254 _ �.80 0.0428 d.90 .^�_ 0 . ��.00 2.5390 226.90 A 02'5 227.20 0.0441 229.10 ).19999 _ 320.10 2.9250 326.90 0.0294 328.00 0.0453 329.10 0.1160 327.00 0.0312 328.10 0.0464 329.20 0 1f'6 327.10 0.0322 328.20 0.0476 329.30 0.11E3 PEAK S7/4G17: = 3;2, PEAk € (i o ItV) = .7'1 cfs 2/ 4/92 PAC-TECH Engineering, Inc. - Tukwila page 1 -7 `4 TWIN LAKES F'UGET SOUND BANK 1 Lf 100 YEAR STORM DETENTION PIPE U/ 30 % ADDITIONAL LEVEL FOOL TABLE SUMMARY MATCH INFLOW ST DI <-PEAK-:> STORAGE DESCRIPTION ----. (cfs) (cf=.) id id <-STAGE> id VOL (cf) 100YR, PIPE w/30" ,. . . . . . . . . . . . 0.00 0.89 STO2 DIS1 329.76 28 3205.31 Wit'.....:.....::.:rr:,... ....r �►- _. T . _L�T1M sTG—rr� erS d nti E: i t _ f 4 7 . D � .i h'•�(:11L. y_t1 L�L . '_r T Ji7�. n ?INCREMENT: 0. 04 .i s .J l STAGE STOR(.'3E STAGE STORAGE ., .i 1 ,_.. 1 . '_}' _ _ .:. ::s. s') 1943. cc 3 326. 60 33E. 42 329. 10 2._57, '�:.. " : _'? 10 Tr i8. 3= E w - , c.0 2A59. 52 F .. a , T. ;':.0 i 1LLrt- -t�::: :fin - +: x "—:—, — car - - - �,_Q. 1i: 1 _�< .._._� 1'.. . 0. 00 '.� (tit ( .UsTOM ST!"-__T�r r T_=T ! CRAC:,E STI !Ir_TUF:E ID �T02 7 "r n fir: 2 f'f, r F r_r•F 4 FT.. DI( . s STAGE iGE lT^PAGE STAGE _ .°T-22FAC,E 71 :.: _ _ , Dr_ r,: 2,'-•az. E _ 'l. ^c c21 r °{ - 3, 32,._4 - - ^1 ;1 . -. ' -�; 72^. _,-: 1147. r _ . O2'_, i _s ^`7;1r_1, 00 s __ —_ ,.—. ,—_ _—._. C_. _ _ s 21 4/92 PAC-TECH Engineering, Inc. - Tukwila page 1 1 q/` TWIN LAKES PUGET SOUND BANK ( t `1 100 YEAR STORM DETENTION PIPE 'W/ 30 X ADDITIONAL DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. DIS1 Description: Structure: ORI Structure: Structure: PIS1 Structure: Structure: MULTIPLE ORIFICE ID No. DPI Description: Outlet Elev: 326.10 Elev: 326.10 ft Orifice Diameter: 1.1000 in. Elev: 323.60 ft Orifice 2 Diameter: 1.6000 in. MULTIPLE ORIFICE ID No. OR3 Description: Outlet Elev: 323.60 Elegy: 323.60 ft Orifice Diameter: 2.8000 in. RISER DISCHARGE ID No. RISI Description: Riser Diameter (in): 12.00 elev: 329.60 ft Coefficient...: 82 Weir t._�e::icient.... a.lo� height: 330.10 ft Orif Coefficient...: 9.739 inc em: 0.10 ft 2/ 2/92 PAC-TECH Engineering, Inc. - Tukwila page 1 13f; - TWIN LAKES PUGET SOUND BANK t • HYUROGRAFH SUMMARY /oo— Y✓. i 5To A✓t Av7' PEAK TIMEVOLUME HYU RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres_. 21 0.042 470 452 cf 0.04 22 0.034 480 582 cf 0.07 1.3 0.408 480 5740 cf 0.43 L 4 0.304 470 3662 cf 0.27 L 5 0. 180 470 1935 cf 0. 15 Z,6 0.305 490 8880 cf 0.96 1.7 0.891 470 11337 cf 0.85 t 8 0.740 500 11335 cf 0.85 — L 9 0.753 500 11786 cf 0.89 30 0.286 540 11785 cf 0.89 31 0.303 520 12368 cf 0.96 • PAc_TECH FOR: JOB NO. Toy 1Al I-Ake: )3iw K S092,7 Engineers / Planners / Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623-5736/Gig Harbor 851-3033 PREPARED BY: DATE: 1e2 OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 Of 2•Z 9 L , 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: !` /4,• SCALE: €s g: Ir�� Z l QYPnss S E. coakfc yaD /Ye # I g f' : 1990 aZ, 11YO*30 r8rvsi,►ut� 4yoss . i Hid L7 8)° t i. I c.41 C tyrc p g ti'�° c3 Z t , CA rc.A,' f yya z¢ Apo mo'�'?} i0ti TAAAS GoM �)0A/2 0 c-3 3 ' H'IP Q,�6CJ1C. ti C. cArC4 's ' rnD *2 6 SITE I !! sf ! _ y !/ � ,,,•--,i ✓...-°'� fl ' 1'�'� /i., , 1j) i�/,l f Jt/ ,' d .�,,.. I. r T /II ; 0 MEND f U ELUPth0 Z. yr * /0 y/Z Hyd No. 8 Hyd No. 18 0 r M 4 —r!WO) gy p 6 12 18 24 30 36 42 48 54 Tine in Hours Hyd Nco. : Rate: 0. 05 cfs Time: 16. 83 hr Vol : 0. 12 Ac-ft Int : 10. 00 min Hyd Na. : 18 — /0 y2 T=N1/0N /2 6I-EASE Rate: 0. 10 cfs Time: 12. 83 hr Vol : 0. 18 Ac-ft Int : 10. 00 min 1,0/V4 304 /"JJc2 cols E 0,4 D6rENt/ON / 3,0 I 0 ....., , .,, 2/ 4/92 PAC-TECH Engineering, Inc. - Tukwila page 1 " ( ' TWIN LAKES PUGET SOUND BANK DEVELOPED CONDITIONS - 2 AND 10 YEAR l STAGE DISCHARGE TABLE �J,J >d�/ COMBINATION DISCHARGE ID No. DIS1 Description: Structure: OR1 Structure: Structure: RIS1 Structure: Structure: STAGE C--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE --DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) ---cfs 326.10 0.0000 327.20 0.0344 328.30 0.0487 329.40 0.1218 326.20 0.0104 327.30 0.0360 328.40 0.0498 329.50 0.1265 326.30 0.0147 327.40 0.0374 328.50 0.0509 329.60 0.1309 326.40 0.0180 327.50 0.0389 328.60 0.0519 329.70 0.4431 326.50 0.0208 327.60 0.0402 328.70 0.0749 329.80 1.0103 326.60 0.0232 327.70 0.0415 323.80 0.0850 329.90 1.7435 326.70 0.0254 327.80 0.042E 328.90 0.0930 330.00 2.5390 326.80 0.0275 327.90 0.0441 . 229.00 0.0999 330.10 2.8250 326.90 0.0294 328.00 0.0453 32 10 01 101 6 327.00 0.0312 328.10 0.0464 329.20 O.i1 327.100 37 3 2 3 0476 329.30 . 40�3 ,..8._0 (. �r,o 0.1169 /CJ yR 1 croR Qi peA. . C1/O c f Z. yR 5iv M (pietAk = 0,0S cFS 2: 4, a PAC-TECH Engineering, In_. - Tukwila page 2 Leg/. TWIN LAKES F'UGET SOUND DEVELOPED CONDITIONS NDITIONS - 2 AND 10 YEAR ------------------- LEVEL FOOL TABLE SUMMARY MATCH INFLOW ST DI <::-F'EHF:: STORAGE DESCRIPTION ' 0:f ) G_fs) id id -STHi3E`• id VOL (c f) YEAR 0.00 0.42 STO2 DIS1 328.43 8 2320.74 10 YEAR 0,00 0.61 STO2 DISI 329.06 18 2873.02 0 ETt/✓T/v/t/ Pi w,/ 3 OZ 2vc� OEM /0- E/4/2. sroR A/1 Hyd No. 16— ?fie,)��( ZY1Zy0V-1 Hyd No. 19 POST v Y Z Yr? 57 � f � .�, 1b y 12 18 4 30 36 42 48 Tine in Hours Hyd No. : 16 Fate: 0. 17 c fs Time: 8. 17 hr Vol : 0. 12 Ac-ft Int : 10. 00 min Hyd No. : 19 Rate: 0. 14 c fs Time: 9. 17 hr Vol : 0. 19 Ac-ft Int : 10. 00 min c17/( /q LEGEND /0- Y A S>o tgAit Hyd No. 11_ Hyd No. 12 Hyd No. 18-_ p Hyd No. 19--- ti VI) 19 • i ti4 t1 6 12 18 24 30 36 42 48 Tine in Hours Hyd No. : 11 Rate: 0. 03 cfs Time: 7. 83 hr Vol : 0. 01 Ac-ft Int : 10. 00 min Hyd Na. : 12 Rate: 0. 02 c fs Time: 8. 00 hr Vol : 0. 01 Ac-ft Int : 10. 00 min Hyd Na. : 18 Rate: O. 13 c fs Time: 9. 17 hr Vol : O. 18 Ac-ft Int : 10. 00 min Hyd No 19 Rate: 0. 14 c fs Time: 9. 17 hr Viol : O. 19 Ac-ft Int : 10. 00 min GCE / i(., a LEGEND /0-YtA 5T02i✓1 • Hyd Ho. 17 Hyd No. 18 U t-1y4 '4l7 r �v 6 12 18 24 30 36 42 48 Tine in Hours Hyd No. : 17 Rate: 0. 61 fs Time: 7. 83 hr Vol : 0. 18 Ac-ft Int : 1c:0. 00 min Hyd No 18 Rate: 0. 13 fs Time: 9. 17 hr Vol : 0. 18 Ac-ft Int : 10. 00 min ./- IEGEND Hyd No. 9 � � C w N * N � u 12 is u* uu yu °n Time in Hours Hyd Mn. : 6 Rate: 0. 08 cfs Time: 8. 33 hr Vol : 0. 07 Ac—ft Int : 10. 00 min Hyd No. : 9 Rate: 0. 08 c f s Time: 12. 67 hr Vol : 0. 13 Ac—ft Int : 10. 00 min /. 0 � UGENI) ` Hyd No. 1___ Hmd No. 3 m Hyd Ho. O___ Hyd No. 9__ � C � N * N Ir � � o ��. 6 13 18 24 30 36 43 48 Time in Hours Hyd No. : 1 Rate: 0. 02 c f s Time: 7. 83 hr Vol : 0. 00 Ac-ft Int : 10. 00 min Hyd No. : 2 Rate: 0. 01 cfs Time: 8. 00 hr Vol : 0. 00 Ac-ft Int : 10. 00 min Hyd No. : 8 Rate: 0. 07 cfs Time: 12. 83 hr Vol : 0. 12 Ac-ft Int : 10. 00 min Hyd No. : 9 Rate: 0. 08 cfs Time: 12. 67 hr Vol : 0. 13 Ac-ft Int : 10. 00 min � N . � U C � N * � � ' 42 4� Time in Hours Hyd No. : 7 Rate: '0. 42 cfs Time: 7. 83 hr Vol : 0. 12 Ac-ft Int : 10. 00 min Hyd No. : 8 Rate: 0. 07 cfs Time: 12. 83 hr Vol : 0. 12 Ac-ft Int : 10. 00 min 2/ 2/92 PAC-TECH Engineering, Inc. - Tukwila page 1 TWIN LAKES PUGET SOUND BANK ' STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. DIS1 ' jQ r. /v1�o4l 7 // K jil/o 30 1 Description: Structure: OR1 Structure: ''r(7 11'-/ Structure: RIS1 Structure: Structure: STAGE <--DISCHARGE---) STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE (--DISCHARGE---> (ft) ---cfs (ft) ---cf. (ft) ---cf. (ft) ---cfs 326.10 0.0000 327.20 0.0344 328.30 0.0487 329.40 0.1218 326.20 0.0104 327.30 0.0360 328.40 0.0498 329.50 0,1265_ 326.30 0.0147 327.40 0.0374 328.50 0.0509 329.60 0.1309 326.40 0.0180 327.50 0.0389 328.60 0.0519 329.70 0.4431 326.50 0.0208 327.60 0.0402 328.70 0.0749 329.80 1.0103 326.60 0.0232 327.70 0.0415 328.80 0.0850 329.90 1.7435 326.70 0.0254 327.80 0.0428 323.90 0.0930 330.00 2.5390 326.80 0.0275 327.90 0.0441 329.00 0.0999 330.10 2.3250 326.90 0.0294 328.00 0.0453 329.10 0.1060 327.00 0.0312 323.10 0.0464 329.20 0.1116 327.10 0.0328 328.20 0.0476 .:4 c 329.20 0 0.1169 /0-1 MR PiAK 5 TAc,i - 3z9, 56 PAk cow = a./z9 c Z yin P&41< 51;46t 3Z.$ ,63 PEA/< Azo w = O,0 '7 a SOCr71 1 '30'92 FAC-TECH Engineering, Inc. - Tukwila page 9 LeI TWIN LAKES FUGET SOUND BANK ! LEVEL FOOL TABLE SUMMARY D�t?(U'51O 040 )Y(2 S L MATCH INFLOW ST DI PEAK-. STORAGE rC RI T Oi {_ -5 VOLl DESCRIPTION I��rl fcfs) .�.f� r id id .,T�GE:::. id COL �:c , 2 YEAR 0.00 0.42 STO1 IiIS1 328.68 8 1991. 14 10 YEAR 0.00 0.61 STO1 UISI 329.56 18 2442.51 1/30/92 PAC TECH Engineering, Inc. - Tukwila page S L 1-4 TWIN LAKES PUGET SOUND BANK HYORSORAPH SUMMARY PEAK TIME VOLUME HYS RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres 1 0.016 470 184 cf 0.04 2 0.008 480 187 cf 0.07 3 0. 195 480 2727 cf 0. 43 4 0. 147 470 1758 cf 0. 27 5 0.083 470 898 cf 0. 15 6 0.084 500 3097 cf 0.96 7 0. 423 470 5384 cf 0.85 P 0.072 770 5384 cf 0.85 9 D.079 760 5754 cf 0.96 11 0.026 470 288 cf 0.04 12 0.012 480 334 cf 0.07 13 0.280 480 3920 cf 0. 10 14 0.209 470 2513 cf 0.22 15 0. 121 470 1207 cf 0. 15 16 0. 166 490 5284 cf 0.96 17 0.609 470 7740 cf 0.85 18 0. 129 550 7740 cf 0.85 19 0. 141 550 8362 cf 0.96 PAC-TECH fo,,,,i X._s 3AN4' JOB NO Engineers /Planners / Surveyors PAGE - 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 /�, � ' Seattle 623-5736/Gig Harbor851-3033 PREPARED BY: DATE: Z-Z-,Z OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 E 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: /,})(/ SCALE: 1 ' • %0V762AP/4 -Fc_a',1 C/Al T - .z-ye. ANa /0yg. 3,01/A.9ACEy n Y.0 ' / -z Li` a 4 PasS /ay, -// 8 5.E. l 'TO2 - Z y* ADC /PM*/ -Z 1f- 13 4 PA 5$ Hy,O *17,- Joys 'r"iY +i r9 kc. ccvf.1k. -/aarf 1 6 r $ tir Ar i CATcu N70 3 t.7 4,4 .l� isAsiA/ ! E' /4YA4/3-larr ^✓fir R C1 111 41, r D Ti IG8 z; . \ 0617.vriti COMPARC Zr p CAI"4.4: win y r /4O rl'61Va(s ►�. , Z. �f-a 41414�r APP.. O X, EG?uAL 1h . C 3 3' 1 v' A/'� /3As/„/3I c--.YIS T S/; "'ha xr/d ` /o y,. • c 1/30/92 PAC-TECH Engineering, Inc. - Tukwila page 2 581� • TWIN LAKES PUGET SOUND BANK ---------------------------- DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. . DIS1 Uescription: Structure: OR1 Structure: Structure: RIS1 Structure: Structure: MULTIPLE ORIFICE ID No. OR1 Description: Outlet Elev: 326. 10 Elev: 326. 10 ft Orifice Diameter: 1. 1000 in. Elev: 328.60 ft Orifice 2 Diameter: 1.6000 in. RISER DISCHARGE ID No. RIB? Description: Riser Diameter (in): 12.00 elev: 329.60 ft Weir Coefficient. . . : 3.732 height: 330. 10 ft Orif Coefficient. . . : 9.7?9 increm: 0. 10 ft � �2 ovTt e T EL : 3 2.6, of iti - ¢ (s Zi /13 CUSTOM STG-STO LIST S-ADR'AGE STRUCTURE ID: STO2 NAME: 270 LF of 4 FT. DIA. INCREMENT: 0. 01 STAGE STORAGE STAGE STORAGE 1 : 326. 10 0. 00 6: 328. 60 2498. 85 2: 326. 60 432. 54 7: 329. 10 2903.04 3162. 24 ^• 32�' 1_' 910. 71 8: 329. 60 4: 327. 60 1465. 83 9: 330. 10 3300, 00 5: 328. 10 1979. 1 ) 10: 0. 00 0. 00 CUSTOM STG-STO LIST STORAGE STRUCTURE ID: NAME: 210 LF. of 4 FT. DIA INCREMENT: 0. 01 STAGE STORAGE STAGE STORAGE 1 : 326. 10 0. 00 6: 329. 60 1943. 55 �:2: 326. 60 336. 42 329. 10 7: 2257.q2 � _ 708. 33 8: 329. 60 2459.J. ,J: 327. 10 4: 3,_ 7. 60 1140. 09 9: 0. 00 0. 00 323. 10 1539.30 10: 0. 00 0. 00 OB NO. PAC_ FOR: ►M Lr k ES 13 ti! JS'p q Z Engineers / Planners / Surveyors 2601 S.35th-Suite 200/Tacoma, WA 98409 1473-4491 PAGE Seattle 623-5736/Gig Harbor 851-3033 PREPARED BY: Q FG DATE: \ OF J 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 `1v 'r r} 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: K, SCALE: I `'f 5n4 6E- S ioRA65 1At3L65 Foil OEr: T/oa/ 7",4A/it ME rAgt.ES At c F, 41A1R , PIl°£ , Z/Otf=P uM1.,iArtr D55,6,/ LENGTH, V70Lf .: 4ti4L DE--5/6N LEN61�i/ '/ 307a SArry FAcyo& ._ 0 A0,' 3 CI. ' At2EA FrZ L-E•�1GT4 Fr VNIE F,3, USARL �'t � STA � oLu � 'i Vot,v.4G 0 3Z St6 0 2/0 0/2.5 3z6./ -x:r4 /'7? .31 ,Z5 .5 66 z, vc- 3-56,y ."(7S Z%l `71, `Z .7 E log 3 ' .So 32 . 6, z-3 1 4 //Yo, l 6zs 3ZS, f c6, /T`1 /S39, 3 ,'75 3z5. t /0, /o /9ys.5 os'Zs 529.I ,l, 6C 1 2.2S-y I,0 3Z9. 6 /:::, 5'46, z-951 d ��Z F,_ IV640 p3 &SA, L- b STAG A/2E4 LEA)6Tt� VbwnnE. 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LL- -- " ,,,1 R 111 / 1il • / ii ° ** kt, .cr. \ 4, Gl r 0 13 0 go /' • ,,,, c,\,, � �\ --.,. \ �71 . .. % CJ • To / j i , ,�\ i )17b'M30/S X3 ---=- / j // ' .\,..., A /f - -- - -;v , - - - - - - - - -,�y�- - - - -T -- - - Tins ems --- ll1-/ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 11 - GROUNDS (Landscaping) Maintenance Conditions When Maintenance Results Expected Component Defect 1s,Needed . When Maintenance is Performed General Weeds Weeds growing in more than 20%of the Weeds present in less than 5%of the (Nonpoisonous) landscaped area (trees and shrubs only). landscaped area. Safety Hazard Any presence of poison ivy or other No poisonous vegetation present in a poisonous vegetation. landscaped area. Trash or Utter Paper,can,bottles,totalling more than 1 Area clear of litter. cubic foot within a landscaped area (trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damage Umbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the split or broken which affect more than total foliage with split or broken limbs. 25%of the total foliage of the tree or shrub. Trees or shrubs that have been blown Tree or shrub in place free of injury. down or knocked over. Trees or shrubs which are not adequately Tree or shrub in place and adequately supported or are leaning over,causing supported; remove any dead or diseased exposure of the roots. trees. • A-12 1/90 , 113/ , KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. freely through pipes. Damaged Protective coating is damaged;rust is Pipe repaired or replaced. causing more than 50%deterioration to any part of pipe. Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that it matches design. Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to See"Ponds' Standard No. 1 See"Ponds" Standard No. 1 Slopes Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing (If beneath the rock lining. Applicable) Catch Basins See"Catch Basins"Standard No.5 See"Catch Basins"Standard No. 5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standard No.6 (e.g.,Trash Rack) A-11 1/90 1t KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks) Maintenance Conditions When Maintenance Results Expected Component Defect; •Is Needed When Maintenance Is Performed General Trash and Debris Trash or debris that is plugging more Barrier clear to receive capacity flow. than 20%of the openings in the barrier. Metal Damaged/Missing Bars are bent out of shape more than 3 Bars 1n place with no bends more than Bars inches. 3/4 inch. Bars are missing or entire barrier is Bars in place according to design. missing. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. A-7 1/90 1 I / KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed • Catch Basin Cover Cover Not in Place Cover Is missing or only partially in place. Catch basin cover is closed. My open catch basin requires maintenance. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 lbs.of lift;intent is maintenance person. keep cover from sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment,rust,cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards. (if applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash and debris. than 20%of grate surface. Damaged or Grate missing or broken member(s) of Grate is in place and meets design Missing the grate. standards. A-6 1/90 Di KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed General Trash &Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (Includes foot which is located immediately in front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. Trash or debris (in the basin)that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract foot in volume. or support the breeding of insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than 1/4 inch (intent is to make sure all material is running into the basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet, any evidence of soil particles standards. entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer No cracks more than 1/4 inch wide at the than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fire Hazard Presence of chemicals such as natural No flammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet of basin film. length. A-5 1/90 DC1/ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed, When Maintenance Is Performed General Trash and Debris Distance between debris build-up and All trash and debris removed. (Includes bottom of orifice plate is less than 1-1/2 Sediment) feet. Structural Damage Structure is not securely attached to Structure securely attached to wall and manhole wall and outlet pipe structure outlet pipe. should support at least 1,000 pounds of up or down pressure. Structure is not in upright position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight; watertight and show signs of rust. structure repaired or replaced and works as designed. Any holes—other than designed holes— Structure has no holes other than in the structure. designed holes. Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and is one maintenance person. watertight. Chain leading to gate is missing or Chain is in place and works as designed. damaged. Gate is rusted over 50% of its surface Gate is repaired or replaced to meet area. design standards. Orifice Plate Damaged or Control device is not working properly Plate is in place and works as designed. Missing due to missing,out of place,or bent orifice plate. Obstructions Any trash,debris,sediment, or vegetation Plate is free of all obstructions and works blocking the plate. as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking)the overflow as designed. pipe. Manhole See "Closed Detention Systems"Standard See"Closed Detention Systems"Standard No.3. No.3. Catch Basin See"Catch Basins"Standard No. 5. See"Catch Basins" Standard No.5. A-4 1/90 1D / • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents free of debris and sediment. blocked at any point with debris and sediment. Debris and Accumulated sediment depth exceeds All sediment and debris removed from Sediment 10%of the diameter of the storage area storage area. for 1/2 length of storage vault or any point depth exceeds 15%of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank. Joints Between Any crack allowing material to be All joints between tank/pipe sections are Tank/Pipe Section transported into facility. sealed. Tank/Pipe Bent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design. Out of Shape more than 10%of its design shape. Manhole Cover not in Place Cover is missing or only partially in place. Manhole is closed. Any open manhole requires maintenance. • Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by Remove lid after applying 80 pounds of lift. Intent one maintenance person. is to keep cover from sealing off access to maintenance. Ladder Rungs King County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance persons safe access. unsafe due to missing rungs, misalignment, rust,or cracks. Catch Basins See "Catch Basins"Standard No. 5 See"Catch Basins"Standard No. 5 1/90 A-3 PAC-TECH FOR: JOB NO. 7w/A✓ yak S l�Ani K 0927 Engineers / Planners /Surveyors PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 Seattle 623-5736/Gig Harbor 851-3033 OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: J b f DATE: z-6-`1Z \ 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: J I SCALE: I L 3E T/Ojt/ X I - MAIA/ 7'6-,hn/GE Awb �J PEiZA77o/t/S /v1 AA,IJA T I ( it? These covenants are Intended to protect the value and desirability of the real property described above, and to benefit all the citizens of King County . They shall run with the land and be binding on all; parties having or acquiring from: or their successors any right , title or interest In the property or any part thereof , as well as their heirs , successors and assigns . They shall inure to the benefit of each present or future successor In Interest of said property or any part thereof , or Interest therein , and to the benefit of all the citizens of King County . " Owner Owner STATE OF WASHINGTON) COUNTY OF KING )ss On this day personally appeared before me : , to me known to be the Individual (s) described in and who executed the within and foregoing Instrument and acknowledged that they signed the same as their free and voluntary act and deed , for the uses and purposes therein stated . Given under my hand and official seal this day of 19 NOTARY PUBLIC In and for the State of Washington , residing at 2 of 2 1/90 ems-' r✓Ji , .�.f DECLARATION OF COVENANT ASSOCIATED WITH MULTI-FAMILY/COMMERCIAL RETENTION/DETENTION FACILITY Declaration of Covenant " In consideration of the approval of King County of a permit for application No . relating to real property legally described as follows : The undersigned as owner ( s) covenants and agrees that : 1 . All necessary easements will be dedicated to King County for access to Inspect , maintain or repair the facilities in conformity with King County Code Section 9 .04 . 120 . 2 . If King County determines that maintenance or repair work is required to be done to the retention/detention facility existing on the above-described property , the director of the department of public works shall give the person to whom the permit was issued, pursuant to K .C .C . 9 .04 . 030 , the owner of the property within which the drainage facility Is located , the person or agent In control of said property notice of the specific maintenance and/or repair required . The director of the department of public works shall set a reasonable time In which such work is to be completed by the titleholders who were given notice . If the above required maintenance and/or repair Is not completed within the time set by the director , the county may perform the required maintenance and/or repair . Written notice will be sent to the titleholders stating the county ' s Intention to perform such maintenance . Maintenance work will not commence until at least seven days after such notice Is mailed . 3 . If at any time King County reasonably determines that any existing retention/detention system creates any of the conditions listed in K .C .C . 9 .04 . 030 and herein incorporated by reference, the director may take measures specified therein . 4 . The titleholders shall assume all responsibility for the cost of any maintenance and for repairs to the retention/ detention facility . Such responsibility shall include reimburse- ment to the county within 30 days of the receipt of the Invoice for any such work performed . Overdue payments will require payment of Interest at the current legal rate for liquidated judgments . If legal action ensues , any costs or fees Incurred by the county will be borne by the parties responsible for said reimbursements . This covenant benefits all citizens of King County , touches and concerns the land and shall run with the land and be binding on all heirs , successors and assigns . 1 of 2 1/90 DL) KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL f/H RETENTION/DETENTION SUMMARY SHEET Development TWIN L.4 K E5 PU 6-ei SO WJ O gmv Date I--6", Location ENGINEF,3 DEVELOPER Name %J O& E 5 gA PA/L ur Name P. 5)3, - GE'veizA . SFR V. a vi 3/o-✓ Firm PAG'1' t _EA16'Nc'r(C/n)& Firm M5- 5/00 Address 6,100 5ourM(5) r k. gt.VrJ - /1/O Address /3Z. ' 3 y=5 Av4 E. rAGewlA Wa ''8'4 Phone ?' 3-'7//1.- Phone 59 3— 3`7/9 • Developed Site acres Number of Lots 7 • Number of Detention Facilities On Site 7 • Detention provided in regional facility Q Regional Facility location • No detention required l Acceptable receiving waters • Downstream Drainage Basins Immediate Major Basin BasinA 1.0(Al _ft Pv&gr SOUN•O pUG T' 5Ce.JAi( 0/2AINA6,6 Basin B Basin C Basin D • TOTAL INDIVIDUAL BASIN A B C D Drainage Basin(s) 96 6 Onsite Area Offsite Area P/PE Type of Storage Facility Live Storage Volume Fr 3 3 ► b Z 3/0- Predeveloped Runoff Rate 2 year w 0% 10 year o /7 Postdeveloped Runoff Rate 100 year • 3 I 2 year • O$ 10year • /4 Developed O 100 year ,3 0 Type of Restriction Size of Orifice/Restriction Al �� Orifice/Restriction co,ar,�L J No.1 Sr2ucroQE No.2 /6 " No.3 2.fc' "C6 $LdAL E aIE No.4 No.5 • 1/90 me, • , C3 . i , s BOND QUANTITIES WORKSHEET King County Building and Land Development Division Commercial/Multifamily Group page 2 of 2 EROSION/SEDIMENTATION CONTROL FACILITIES Unit Price Unit Quantity Price Silt Fence S 3.00 LF S Seeding/Mulch 3000.00 ACRE S Temporary Pond 5.00 CY S Standpipe 200.00 EA. S CB Interim Protection 25.00 EA. S Quarry Spall/Rip-rap 30.00 CY S Rock Construction Entrance . . . 300.00 EA. S Pipe ( inch dia.) LF S . . . $ . . . S SUBTOTAL : S • I Signature: 1 Telephone No.: I Firm Name: • The following information will be completed by the King County- Site Development Review Unit. PUBLIC ROADWAY IMPROVEMENTS: S PRIVATE ON-SITE IMPROVEMENTS: S EROSION/SEDIMENTATION CONTROL : S SUBTOTAL : S 20% CONTINGENCY : S 1 � TOTAL BOND AMOUNT : S I 1 RIGHT-OF-WAY BOND : S #8:BONDSHEE.WPF 11/25/1989 1/90 ....T 13 J . ,cA. King County Building and Land Development Division 5 BOND QUANTITIES WORKSHEET COMMERCIAL/MULTIFAMILY GROUP 12- r,' ,J i ` ,,,1 Page 1 of 2 Date: I BALD Project No.: I Project Name: Site Address: Fill in those items which pertain to this project and return to the Commercial/Multifamily Group - Site Development Review Unit. PUBLIC ROADWAY IMPROVEMENTS PRIVATE ON-SITE IMPROVEMENTS Unit Price Unit Quantity Price Quantity Price A.C.Pavement S 8.00 SY S S Cement Conc. Curb & Gutter . . . 9.00 LF S S Extruded Asphalt Curb 2.50 LF S S Concrete Sidewalk 9.00 LF S $ 6" pipe 7.50 LF S S 8" pipe 10.00 LF S S 12" pipe 15.00 LF S S 15" pipe 16.00 LF S $ 18" pipe 20.00 LF S S 24" pipe 26.00 LF S S 36" pipe 30.00 LF S S 48" pipe 50.00 LF $ S 60" pipe 65.00 LF S S 72" pipe 80.00 LF S S Curb Inlet 500.00 EA. S S CB TYPE I & I-L 750.00 EA. S S CB TYPE II - 48" 1400.00 EA. S S CS TYPE II - 54" 2100.00 EA. S S CB TYPE II - 72" 3400.00 EA. S S C8 TYPE II - 96" 4000.00 EA. S S Restrictor/Separator 12" . . . . 450.00 EA. S S Restrictor/Separator 15" . . . . 500.00 EA. S S Restrictor/Separator 18" . . . . 600.00 EA. S S Restrictor/Separator 24" . . . . 750.00 EA. S S Fencing (around pond) 10.00 LF S S Riprap 30.00 CY S S Rockery, Gabion & ecology wall . 7.00 SF S S Concrete Retaining Wall . . . . 8.00 SF S S Excavation for Pond 5.00 CY S S Infiltration Trench 15.00 LF S S Flow Spreader 15.00 LF S S Trench Drain 15.00 LF S $ Trash Rack 100.00 EA. S S Detention Pipe Riser 400.00 EA. S S _ S S _ S S S S SUBTOTAL : S SUBTOTAL : S i 1/90 1111� j iq OB NO. PAC-TECH FOR J1,V LAK:s )3 A/,,< Jso5z Engineers / Planners / Surveyors / sti PAGE 2601 S.35th-Suite 200/Tacoma, WA 98409 1473-4491 Seattle 623-5736/Gig Harbor 851-3033 1 O f OF 6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: Q£ DATE: Z-s-51 3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: C(Z----* SCALE: 1 I (e SEc -rii -X _...„..if ✓� �v�.vr�f/ wa le' . ` 1OErE/v r/OiJ /1/ r5v 5LA4471 4, ,r Jr aA / A r/oA/ of Covg1/,4� n P+•' r • 1 r 11 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 5.4.4B LS VALUES* .6 C O t- C n - n - •'n C m C1 N O m en .n N N t- C m 16 ,... c0665 W n O C C1 O W - N T ... cC - cC - F n Cl O O C C 0 C - m n C O n N - N n n C .0 O N O W CnO O C O — — N N c.i t'i T T C m C1 CV W m W 6 N O m C T m ri < C1 N W C O t• ri - - - N N n 4 T w C C t- m m C7 C - N N n W C C W C O N N N- N .. C m N T - tr C C1 r• C C t- W C W W N F n n n n ST - - n W C1 C O T C W - C N C - N n cC m N CC T T CNN - ON C1 N 0 0 0 0 0 - N N N n T T W t- Q N 4 h n m O N W n T C O .n N p F c 0 C - - N N n n c W C C C m m C1 O O - N N T C t-. T N - O n C N N t- n O T C C = r` C C - - C m t- O C - C - m 8 , - - en W = ^ O m m m m T T N C W T C T C c F 6 T C1 Q T T n < = O W C < C C 0 0 0 - N N n n T W m - n C N C m W N 0 c- O W .n O ti n O m N - - - N N N n T W W C C m m Cf O O - .-O. T m C - N N m m N O N m m t- T C1 N m c W T m N C O N W O N N - N t- O n Q r, - N W m c n - C - C - O t- O F C W C C C ! N - N NC - CC n .n W n L. F N O C O O O - - N N n t� ! W tD m O N W - T PN ri C t- < t� - C .0 - m T Cp C - - - N CV N n ! < W W C N t- m m C1 O C - m c m ! C1 C ... .5 .2..., W N - N W C m n C 0 C1 n C m C - C c W C W - N m Om NC n C O T C n m f- N c G7 C T - O C N C - N N n W N t, W - T T ✓ .+ m_ C C C C C - - N N N n n < C tz C - < '-7 n W O N N O N C W C W - N r' C t^ C - - - N N n n c W W W C C t- m m m C1 O m N N... r t- n C C C C — NCi N- C n O N 0 N N N m-- C C m C1 W O C N- CCWf m W Cf eQ t• C mNCmm - t` CT - C: Cm 3W CO CO - - - NCnncCCaOn - NmnC W mWrC sitmmm .. w e, - - - - nN CI W n n n WOC O W mn W WN- C1 F S m ! T W N - O n p O N n n • Cn - nTN - TN CnO < T CTm cCmNmT NCNcC mmCN C y.. W � CCCCC - cWC OCC - C WCCOW C C/; T - NNnnc TT _ w S. ` n C O n O r` T W m T C < N m C - m C < C O W t- 0 0 t- m W W m N C Cf N - ± w - - .. < t- OnCr7m t- - m - O - Wt- Cm ! nTC = - nnNm t- cCn < - c CCOCO - - - - N NnnWC m6 - Wm O .tOWC nCnC - C - COT m 2..� w - - NNnnT cTWWC Cf- c- cow O p NCCN CN .- mC CW2CC nNm NN < TN N - N - W c - Nn GO COmC - C ! nn nNC - m Tm - O - - CC CC - - - N NNnTW tm - Tt` Cmmm CnOn NC - WQ > n '_E - - W V? O _ N C m C N n C n N n N n n t- C C O N n O n C m N O N t- C T C1 t• - N O - N c C C7 - T t- C n t- n T N C N c. f- n t- C1 n m T n - N - .n m e , W - `` a . r A n -' C C C O O C - - - N N N n T W t- m C n C N - C O W t- C C O n N - W C, n C - - - - N N N n N T T < W W C C C Is w L ' C m W C C t- W C O W - W - - N - C t. m C1 m C C C1 C1 N - O n m t . r-- C C - - CN .. W m C n W m - W C C m T ,,, n W C - C O - n C C - m m t- W - W c' a - u N - C C C C C C - - - - N N n ! T C t- N - C - - m N .' C N T m N C "' n C 9. O ` - . - - - N N N n n n T < T W W C C C ^ C- �C�O ' _ n C W N C C T n N N O f- W W - C C7 C - N m ! < W n C W cC N - C !.n - N _. .n f- C1 - C C N N C n t- t- N N - m w r O O W C1 ! t- [- - f- N W t- m t� C C C C C Cc .. - - CV CI n T .!i C - < t- - W cC O N N C n t` O n C C1 - - - - N N N n n n c T T W W W W 01- r E C N C N - m n W n N Cp -T - W N C N n C, O W m t- t- m m W - -f' - O C - - Ci .. T C m C Ct T C C1 n - t- C m N N W W W C m C c n C N m m t- W N r7 CC C C 0 0 - - - - - N N n W W N Cf - N W m - W C m N T C C r C d - - - - nit. N N n n n . . . . W E C.N '- C n t- CI n t- t- m Ct C - m t- C W n N W C N m W W m C N m - - m T -I h 8 W - - ' C1 . CC - n W O W O O to T N GC CV m W - C •. C1 C: C - N O C C C C C C C C C - - - - N n T T W r C1 C N c- C - n C m C -i W 9 C CV �-- - - - - - N CV N N N N N n n T T - W < CCV = mm m CCNnm t- NC - W O WCn - C - CNm C C C - - Nn WCNCi - nWm ! m mWW .. 0 t- CTC - - C1 CN C0C - C p C7 OCCCG CC - - Tl ' C C += E .T C Cl C N N m C - ✓1 W CI - N C1 N W N N - T N C - CI m - N C1 C W N C T m .� O t:- % C - - CV N T C N m C N T N Cv N V^ N N - - n C C N C1 f- C n C m C1 c n ct C „ C C C C C C C C C - - - - N Cv n T W F C C - N W m C1 C N (- C - - W N X - - - N Ci N N N N n C: C.: CC t - - .0 _ - C C. C C W W C C N m W N - - ' n .n C1 W C N - T - N N W n - - N _ C - - N n T W C 7i C - n C = .I': T C1 C1 C 9 W W N Cl - C .: . N m CT1 C Ci m O N N C C C1 C C C C C C C - - - CV N n n T O t- m C. T t- m C C`. CVei C`J N N n et CI + ✓ - C: - C- - N - N - C CV C. m C I C C1 C C O N O C- - t- m - t- C W W C - N N '� C To n C - - e`.S N' ! W tC r C C Cv . C C: - C W - n C m - m m C N C C C' 9 CC - - t` - X O C. m C C C C C CCCS - - - - Ci r e. < C N N Ci - Ni .ti ci N C - - .ti r C - ci - - .a ... - - - - - N N N N N CV n n ` .} , Y .n C - C - C m C m - n t- N C - W m N C N N n . 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