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Home My WebLink About03264 - Technical Information Report - DrainageI � . � ! s � �� I�I��-tl��est Inc. -. _ � .' :. , . ` Surveyors� Planners •Engine�rs _ . _ � � K _ . _ �. � . cmo��nrroN . � - RECEIVED � : . ..: : - , . _ - - , -. AP+� 12 2t�5 � . STORM DRAINAGE REPORT BUIlDINGOiVI$ION � - _ � . . . . OF ' . ' _ . .. � ., BAZE PROFESSIONAL C�NTER � , � .` ,. 5 ... . _ 9300 SW 41ST STREET , . � RENTON, WA - - - . � _ _ �- - �.' i , ,.� ` - , - . , ti�. _ _ - FOR . , : . � �,�CR(.�� -� o� wA-�� :,, �. � ��' r f�tr � , , o i� t�, � BILL BAKER 19104 440T" ST. SW . _ q 3�9 ��:r. � ENUMCLAW, WA 98022 • . } ��F�� ;��, . Sfah�t �'�;�;'��l�'2�� . ' _ _ - . �xa�s �_�, �� ..� .f ��..�.�K .._ . . . . October�7, 2003 _ C.N:I:JOB NO. 2003-109 - . �. ' - - . Prepared by Larry S. Krueger, P.E. . � � � � Phon�: 25;.8�?.ag80 ToII Free: SC�..?_SI.0189 Fax: 2_5;.85?.�955 9�5 Tl. Ge��tral �ve. Su�te 1U4 Kent.1,�7A 98Q32 �. -� Visit Cr�ner�I�tartl�� st o;i the �� ai; http:/Iww�v.cra3nernx��.con� 32� � , TABLE OF CONTENTS I. PROJECT OVERVIEW II. CONDITIONS AND REQUIREMENTS SUMMARY IIi. OFFSITE ANALYSIS IV. RETENTION/DETENTION ANALYSIS AND DESIGN V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN VI. SPECIAL REPORTS AND STUDIES VI1. BASIN AND CQMMUNITY PLANS Vlil. OTHER PERMITS IX. EROSION/SEDIMENTATION CONTROL DES{GN X, BOND QUANTITIES, FACiLITY SUMMARIES AND DECLARATION OF COVENANT XI. OPERATIONS AND MAtNTENANCE MANUAL APPENDIX A CONVEYANCE SYSTEM CALCULATIONS APPENDIX B MAINTENANCE �OPERATtONS MANUAL APPENDIX C ACT Ili THEATRE DRAINAGE REPORT • ��I ♦ 1. PROJECT OVERVIEW Existing Conditions: This project is located on the north side of SW 415t Street approximately 370' west of East Valley Highway. It is located south af the Act Iil Theatres. It is Lot 6 of the Burlington Northern Binding Site Plan 92-014. The site is approximately 0.80 acres. The site consists of mostly grass. The site is very flat, but the drainage tends to flow to �he north toward the existing storm system for the Act III Theatres. The drainage is collected in a catch basin located northeast of the site, where it is conveyed west to a combined detention/wet pond. The site's soil is a Snohomish Silt Loam (So} per the King County Soils Survey. Proposed Conditions: The project proposes to build commercial building on the site that has a footprint of 66' x 106'. A parking lot for the tenants and clients will also be provided. Access #o the site will be provided off of the existing 50' access and utility easement along the east side of the property. Site runoff will be collected in catch basins and conveyed through 8" and 12° PVC pipes to the existing storm system located on the Act 111 system northeast of the site. The Act IIf Theatre drainage system has been designed to accommo�iate the site's runoff per "Drainage Calculations for Act lil Theatres, City of Renton, Washington" prepared by Horton Dennis &Associates, dated August 8, 1996. This report is included in Appendix C. II. CONDITIONS AND REQUIREMENTS SUMMARY Preliminary conditions have been provided_ The core requirements of the King County SurFace Water Design Manual (KCSWDM) will be provided as follows: Core Requirement#1, Discharge at the Naturaf Location: The natural discharge location for this site is to the north. Project runoff will be coHected in catch basins and conveyed in 8p and 12� PVC pipes to the existing storm system located on the Act II Theatres site. Core Requirement#2, Offsite Analysis: I An offsite analysis has not been provided because the Act lil Theatres � project has already addressed it in their report re#erred to above. , Core Requirement#3, Runoff Control: Flow control has been provided in the combined detention/wetpond of the Act lll Theatre site to the north of this project. Core Requirement#4, Conveyance System: The conveyance system will consist of 8n and 12" PVC pipes and 6" PVC roof drains. Calculations are provided in Appendix A. Core Requirement#5, ErosiontSedimentation Control: An erosion and sedimentation controi plan has been provided. Some of the elements that have t�een provided are a construction entrance, silt fence, inlet protection, and seeding. Core Requirement#6, Maintenance and Operations: A maintenance and operations manual has been provided in Appendix D. Core Requirement#7, Financial Guarantees and Liability: The owner will provide this information prior to permit issuance. III. OFFSITE ANALYSIS An offsite analysis has not been provided because the Act lll Theatres project has already addressed it in their report referred to above. IV. RETENTIONIDETENTION ANALYSIS AND DESIGN A combined detention/wet pond facility has been designed to accommodate this properties runoff and is located on the Act III Theatre site to the north of this project. V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system will consist of 8" and 12" PVC pipes and fi" PVC roof drains. Calculations are provided in Appendix A. VI. SPECIAL REPORTS AND STUDIES A report titled "Drainage Calculations for Act III Theatres, City of Renton, .Washington" prepared by Horton Dennis &Associates, dated August 8, 1996 accounts for the runoff from this site. See Appendix C. VII. BASIN AND COMMUN(TY PLANS No basin or community plans are known to exist. ` Vtll. OTHER PERMETS No other permits are known to be required at this time. IX. EROSION/SEDIMENTATION CONTROL DESIGN An erosion and sedimentation control plan has been provided. Some of the elements that have been provided are a construction entrance, silt fence, inlet protection, and seeding. No calculations are necessary for these TESC measures. X. BOND QUANTITIES, FACiLfTY SUMMARIES AND DECLARATION OF COVENANT This information will be provided prior to permit issuance if requested. XI. MAINTENANCE AND OPERATlONS MANUAL A maintenance and operations manual has been provided in Appendix B. � i ; APPENDIX A CONVEYANCE SYSTEM CALCULATIONS � Project Summary Report Project Description Worksheet 8"PVC�0.596 Flow Element Circular Channel Method Manning's Formula SoNe For Discharge input Data Mannings Coeificierrt 0.010 Slope 0.005000 ft/ft Depth 0.67 ft Diameter 0.67 ft Results Discharge 1.13 cfs Flow Area 0.4 ft2 Wetted Perimeter 2.10 ft 7op Width 0.00 ft CritiCal Depth 0.50 ft Percent Full 100.0 °k Cmical Slope 0.006008 ftHt Velxity 3.19 fUs Velocity Head 0.16 ft SpecHic Energy 0.83 ft Froude Number 0.00 Maximum Dischar� 1.21 cfs Dfscharge Full 1.13 cfs Slope Full 0.005000 ft/ft Flow Type N/A , Project Enyineer:larry krueger c:U�aestadVmw�2003-109.fm2 cramer northwest FlowMaster v6.0[614e] , 10/27/03 03:5127 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,C i 06708 USA (203)755-1666 Page 3 of 3 APPENDIX C ACT III THEATRE DRAINAGE REPORT , ,� � - � �-a�-�� HDA File No. 9566.00 DRAINAGE CALCULATIONS FOR ' ACT III THEATRES CTTY OF RENTON, WASHINGTON Prepared By: ' Bryant O. Mercil, P.E. C �`�' � ,� HORTON DEIVI�IIS & ASSOCIATES, INC. ' � Yvl ' ! � 320 Second Avenue South 1S`� �' � ICi.rkland, Washington 98033-6687 4'�w�� ,�'r Phone: (206) 822-2525 '�� o'� Fax: (206) 822-8758 �' x � 278�t � ww4: May 15, 1995 �CI��RF'�ti{ , L Revised July 14, 1996 I4NAL E� 6�8�� Revised August 8, 1996 EXPlRES 8/27 J q . � , • ,• TABLE OF CONTENTS Introduction: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Summary of Results: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . . � Basin Summaries: . . . . . . . . . . . . . . • - - . . . . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Detention Basin Design Data: . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Water Quality: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Draina'ge Area Map: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Project Summary Report Project Descnption Worksheet 12"PVC�0.5°� ', Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data I Manninqs Co�cient 0,010 Slope 0.005000 ft/ft �epth 1.00 ft Diameter 1.00 ft Results Discharge 3.27 cfs Flow Area 0.$ ftz Wetted Perimeter 3.14 ft 7op Width 0.00 ft Critical Depth 0,77 ft Percent Full 100.0 °r6 Critical Slope 0.005589 ftfft Velocity 4.17 ft/s Velocity Head 0.27 ft Specific Energy 127 ft Froude Number 0.� Maximum Dischar� 3.52 cfs Discharge Full 3.27 cfs Slope Full 0.005000 ft/ft Flow 7ype N/A Project Fnc3inecc larry knieyar � c:Viaestad\fmw�2003-109.fm2 cramer northwest FlowMaster v6A[614e) 10/27/03 03:51:27 PM �Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 3 Project Summary Report Project Description Worksheet 6"PVC�2°� Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings CoeNfcient 0.010 Slope 0.020000 ft/ft Oepth 0.50 ft Diameter 0.50 ft Results Oischarge 1.03 cfs Flow Area 0.2 ft' Wetted Perimeter 1.57 ft Top Width 0.00 ft Cntical Depth 0.48 ft Percent Full 100.0 °k, Critical S�ope 0.017329 ft/ft Velocity 5.25 fUs Velocfty Head 0.43 ft Specific Energy 0.93 ft Froude Number 0.00 Maximum Dischar� 1.11 cfs Discharge Full 1.03 cfs Slope Full 0.020000 fUft Flow Type N/A Project Engineer.larry krueyet c:Viaestad\fmw�20031 U�i.(rn2 cramernorthwest FlowMaster v6A(614e] 10/27/03 03:51:27 PM c�Haestad Methods,Inc. 37 Qrookside Road Waterbury,C f 06708 USA (203)755-1 Fi6Fi Page 2 of 3 APPENDfX B MAINTENANCE AND OPERATIONS MANUAL KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL r„� NO. 5 - CATCH BASINS Maintenance CondWons When Ma(ntsnancs Resuits Expected Component Defect is Nseded When Maintenance ia Performed General Trash &Debris Trash or debris ot more than 1/2 cubio No trash or debris located immediatety in (Includes foot which is located immediately fn front hont of catch basin opening. Secliment) of the catch basin opening or is blocking capacit}r of basin by more than 10%. Trash or debris(in the basin)that No Vash w debris in the catch bas(n. exceads 1/3 the depth from the bottom I of basin to invert of the lowest pipe into or out of the basin. Trash or debris in any lnlet or out(et pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation that oould No dead animals or vegetation present ', generate odors that would cause within the catch basin. 'I complalnts or dangerous gases (e.g., methane). Depo�siits of garbage exceeding 1 cubic No condition present which would attract I foot In volume. or suppoR the breeding of insects or rodents. Structural Damage Comer of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb faoe into the straet(ff Top Siab applicable). ! Top slab has holes larger than 2 square Top slab(s tree of holes and cradcs. inches or cracka wider than 1/4 Inch (ir►tent is to make sure all materfal is r" running into the basln). Frame not sitting flush on top slab,f.e., Frame is sitting flush on top siab. separation of more than 3/4 inch of the frame trom the top slab. Cracks fn Basin Gacks wider than 1/2 inch and lor�er Basin repleoed or rapaked to design Walis/Bottom thart 3 feet,any evidence of soi!partides standarda. enbering ca�ch basin through ixaxdcs,or mainteoance peraon judges that slructure is unsound. Cradcs 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/outtet Jofnt M inlet/ouUet pipe. pipe or any evidence of soil particles entering osich basin through cracks. Settlement/ Basin has setUed more than 1 inch or has Basin replaced or repaired to design Misali8nment rotated more than 2 inchea out of atandards. alignment. Flre Hazard Presence oi chemicals such as natura! No flemmable chemicals present. gas,oi�,and gasof(ne. Vegetation Vegetation growing across and blodcing No vegetatbn Wocking opening to basin. more than 1096 of the besin opening. Vegetation growing in inlet/outlet pipe No vegetaUon or root growth present. joints that is more than six inc�es tali and less than six inches apart. Poliution NoMlammabie chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet af basin film. length. � A-5 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) � Malntenance Condklons When Mai�snanc� Results Expected I ComponeM Defect Is Need�d When Malr�ten�nc�ts Periwmsd Catch Basin Cover Cover Not in Place Cover Ia missing or only pardally M piace. Catoh basin cover ts closed. I' Any open catch t�asln requires maintenanoe. Locking Mechanism cannot ba opened by orte Mechaniam opena with proper 2ools. Mechanism Not malntenancs person with proper tools. Working Botts irrto frame have less than 1/2 inch of thread. Cover Dffficuk to One maintenance person cannot remoae Cover cen bs removed by one Remove lid after applying 80 ibs.af lift; intent is maintenance persan. keep cover from aealing oit access to maintenanoe. Ladder Ladder Rungs Ladder is unsafe dys to misaing runps, Ledder mests desi8n standards and Unsafe misalignment,nist,-cracks,or afiarp allows mairrtenance person safe axess. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet destgn standards. (f applicable) Trash and Deb�is Trash and deb�is that is blocking more Grabe free of trash and debris. than 2096 af grate surtace. Damaged or Grate missing or broken member(s).of Grate is in plaoe and meets design Missing the grate. ��5, .. � . - ,.�... KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ^ NO. 10 - CONVEYANCE SYSTEMS {Pipes & Ditches) Malntenance Conditlons When Malntenance Rasulb Expected Component Detect Is Needed Whsn NW�rtanance is Pertormed Pipes Sediment 8�Debris Accumulated sediment that exceeds 2096 Pipe cleaned of all sediment and debris. 01 the d(ameter of the pipe. Vegetation Vagetatio�that reduces free movement of All vegetaUo�removed so water flows water through pipes. freely through pipea. Damaged Protectfve coating is damaged; rust is Pipe repaired or replaced. causing more than 5096 deterioraHo�to �Y P��P�Po• My dent that de,creasea the cross section Pipe repaired or replaced. area of pipe by more then 2096. Open Ditches Trash &Qebris Trash and debris exoeeds 1 cubic foot Trash and debrfs aleared from ditches. per 1,000 square feet of ditch and slopes. Sediment Aocumulated aediment that exoeeds 2096 Ditd�deaned/flushed of all sediment and ot the design depth. debris so that it matches dealgn. VegetaUon Vegetatio►►that reduces froe movernerrt ot Water flows freely through ditches. water through ditches. Etosion Damaqe to See"Ponds'Standatd No. 1 See'Ponds'Standard No. 1 Slopes Rocic Lining Out of Malntenance person cart see netive soil Replace rocks to design standard. Place or Missing (If beneath the rodc lining. ApP(icable) �` Catch Basins See"Catch Basins"Standard No.5 See"Catch Basins'Standard No.5 Debris Barriers See"Debris Barriers"Stendard No.6 See"Debris Barriers'Standard No.6 (e.g.,Trash Rack) � A-11 11� INTRODUCTION The following computations present the preliminary design of a stormwater detention system for the proposed Act III Theater Facility. The proposed 12.28 acre development, comprised of a 56,896 square foot theatre with 13 screens and 3,584 seats, is located on the west side of East Valley Highway, north of S W 41 st Street in the City of Renton. EXISTING DRAINAGE CONDTTIONS The project site is presently a vacant parcel (Lot 3 of the Northern Railroad Binding Site Plan No. 014-92). The pazcel was filled approximately 18 years ago. The existing ground cover consists mainly of grasses in poor condition over the fill material. The western portion of the parcel has several low areas identified during early project ieview as wetland areas with low functional values. The sit�generally drains from east to west to the wetland areas at an average slope of 0.25 percent. The runoff curve number and time of concentration for the pre developed condition were obtained from the preliminary drainage calculations, prepared by Bush, Roed and Hitchings in support of the site plan application for the Pace warehouse development (SP-005-92). A copy of the preliminary calculations has been provided at the end of this report. PROPOSED DRAINAGE CONDI'I'IONS Runofffrom the parking area in front of the proposed building will be conveyed in a storm drain pipe system to a grass-lined swale in the proposed wetland buffer at the rear of the building. The swale has been designed with a flat slope to promote water quality through ponding prior to discharge into the detention basin. The swale will outfall into the first of three water quality ponds. These ponds have been designed using the methodolog�es for a combined water quality / detention basin as outlined in the 1992 edition of the King County Stormwater Management (SWIV� Manual. While the above mentioned grass lined swale will provide some water quality benefits, site constraints precluded the design of a bio-filtration swale meeting the requirements of the King County SWM Manual. To compensate for use of a smaller swale, additional storage has been provided in the proposed water quality ponds. Additional water quality storage has also been provided to compensate for paved areas dovvnstream of the proposed facility. Calculations for pond surface area and volume are detailed on page 13 of this report. , 1 1 . . The proposed detention basin has been designed to m�imize the volume available for storage of excess storm water runoff while maintaining the hydrology of the e�sting and proposed wetland areas. The detention basin has been designed_to release flows at or below the pre developed rate� for the 2, 10, and 100�ear storms per city of Renton standards. Detention storage has also been ' provided for development of Lots 4 and 6 of the Burlington Northern Binding Site Plan (BSP 014- 92), immediately south of the project site. The boundaries of the proposed drainage area tributary to the detention facility as well as limits of the bypass and off site areas are delineated on the drainage area map at the end of this report. The "Waterworks" program with the Santa Barbara Unit Hydrograph(SBiJH)method and King County rainfall distribution (LTSER 1) was used in the design of the proposed facility. Control in the detention system will be provided by the following set inside of a 54 inch diameter catch basin manhole. • � A 1 inch diameter orifice with an outlet elevation of 10.87 • A 3.5 inch diameter orifice with an outlet elevatiori of 15.00 • A 6 inch diameter elbow with an outlet elevation of 15.50 • An 15 inch diameter restrictor with an overIlow elevation of 16.50 The control structure will discharge to a 15-inch storm drain pipe. The storm drain pipe will extend approximately 450 feet west to a connection with an existing 60-inch storm drain pipe on the west side of Lind Avenue. The 60-inch storm drain pipe continues approximately 1300 feet north, then 1,000 feet east to an outfall in Springbrook Creek. , 2 • SUMMARY OF RESULTS PROPOSED DETENTION SYSTEM Total Area of Project Site: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12.28 Acres Less Bypass Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.60 Acres Less Bypass Area Tributary to Horr�e Base Detention Basin: . . . . . . . . . . . . . . . . . . . 0.26 Acres Total Area of Project Site Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . 11.42 Acres Plus Offsite Wetland Mitigation Area: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.28 Acres Plus Offsite Areas (Home Base and�x. Warehouse): . . . . . . . . . . . . . . . . . . . . . . . . . 0.01 Acres Plus Area of Lots 4 and 6 (BSP 014-92)Trihutary to Detention Basin: . . . . . . . . . . . 1.52 Acres Total Area Tributary to Detention Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.23 Acres 1 YEAR STORM (WATER QUALITYI , Peak Discharge for Pre Developed Conditions: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.17 cfs Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O.OScfs Design Water SurFace Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14.01 -Approximate Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14,800 cf 2 YEAR STORM Peak Discharge for Pre Developed Conditions: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.66 cfs Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.53 cfs Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.55 cfs Design Water Surface Elevation: . . . . . . . � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.61 Approximate Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52,800 cf 10 YEAR STORM Peak Discharge for Pre Developed Conditions: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.76 cfs Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.94 cfs Proposed Release Rate: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.03 cfs Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.95 Volume of Storage Provided: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63,400 cf 100 YEAR STORM Peak Discharge for Pre Developed Conditions: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.28 cfs Peak Inflow to Basin: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9.66 cfs Proposed Release Rate: . . . . . . . . . . . .�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.37 cfs Design Water Surface Elevation: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16.38 Volume of Storage Provided: ;. J. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 85,300 cf " 3 . . SUMMARY OF RESULTS HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 8/8/96 11:12:34 am � LPOOL 1 "WATER QUALITY STORM" B1-WQ-1 B1-WQ-1 S-4 D-4 1 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume WATER QUALITY STORM 0.00 1.17 S-4 D-4 14.01 0.05 1 14819.61 cf LPOOL 2 "2 YEAR STORM" B1-EX2 B1-DEV2 S-4 D-4 2 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 2 YEAR STORM 0. 66 4.53 S-4 D-4 15.61 0.55 2 52822.37 cf LPOOL 3 "10 YEAR STORM" B1-EX10 B1-DEV10 S-4 D-4 3 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 10 YEAR STORM 1.76 6. 94 S-4 D-4 15.95 1. 03 3 63440.51 cf LPOOL 4 "100 YEAR STORM" B1-EX100 B1-DE100 S-4 D-4 4 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volume 100 YEAR STORM 3.28 9.66 S-4 D-4 16.38 1.37 4 85360.08 cf _ ,I ; � � 4 �I � - 4 � DETENTION BASIN DESIGN DATA / - 9 STAGE STORAGE TABLE CUSTOM STORAGE ID No. S-4 Description: PROPOSED DETENTION BASIN STAGE <----STORAGE----> STAGE <----STORAGE----> STRGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft� ---cf--- --Ac-Ft- (fi� ---cf--- --Ac-Ft-• (ft) ---cf--- --Ac-Ft- �__a��s=��e��a=�a�s��a��.a.a�6«a�==�aa�a.�eaa��.��„��«��,�s�� 13.00 0.0000 0.0000 14.20 18550 0.4258 15.40 46350 1.0690 16.60 97350 2.2348 13.10 1970 0.0337 19.30 20475 0.9700 15.50 49450 1.1352 16.70 102750 2.3588 13.20 2940 0.0675 19.4D 22400 0.5142 15.60 52550 1.2069 16.60 106150 2.4628 13.30 4410 0.1012 19.50 24325 0.5584 15.70 55650 1.2775 16.90 113550 2.6067 13.40 58B0 0.135D 14.60 ' 26250 0.6026 15.80 58750 1.3487 17.00 118950 2.7307 13.50 7350 0.1687 14.70 ' 28175 0.696B 15.90 61850 1.9199 17.10 124350 2.B5�7 13.60 8620 0.2025 14.80 30100 0.6910 16.00 69950 1.4910 17.20 129750 2.9787 13.70 10290 0.2362 14.90 32025 0.7352 16.10 70350 1.6150 17.30 135150 3.1026 13.80 11760 0.2700 15.00 33950 0.7799 16.20 75750 1.7390 17.90 140550 3.2266 13.90 13230 0.3037 15.1D 37050 0.8506 16.30 91150 1.8629 1�.50 195950 3.3506 14.00 19700 0.3375 15.20 90150 0..9217 16.90 86550 1.9869 19.10 16625 0.3817 15.30 43250 0._9929 16.50 91950 2.1109 � STAGE DISCHARGE TABLE MLJLTIPLE ORIFICE ID No. 0-4 {USED IN DEVELOPMENT OF STAGE-DISCHARGE LIST D-2) Description: CATCH BASIN N0. 4A Outlet Elev: 1�. 87 Elev: 8.87 ft Orifice Diameter: 1.0000 in. Elev: 15.00 ft Orifice 2 Diameter: 3.5000 in. Elev: 15.50 ft Orifice 3 Diameter: 6.0000 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE o--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft� ---cfs-- ------- (ft) cfs-- {ft) ---cfs-- �aa�a��z��«s��«��».��a«��a��a�s��a��sa��a�z��s��a��sa�s�sa��s=�� 10.87 0.0000 12.30 0.0325 13.B0 0.0965 15.30 0.2392 I 10.90 0.0047 12.90 0.0336 13_90 0_0972 15_40 0.2680 � 11.00 0.0098 12.50 0.0346. 19.00 0.0480 15.50 0.2935 11.10 0.0130 12.60 0.0357. 14.10 0.098B 15.60 0.6255 11.20 0.0156 12.70 0.0367 14.20 0.0995 15.70 0.7747 11.30 0.0178 12.80 0.0377 19.3a 0.0503 15.80 O.B927 11.90 0.0198 12.90 0.0387 19.40 0.0510 15.90 0.9991 11.50 0.0215 13.00 0.0396 19.50 0.0517 16.00 1.0847 11.60 0.0232 13.10 0.0405 19.60 0.0524 16.10 1.1679 11.70 0.0247 13.20 0.0419 19.70 0.0531 16.20 1.2992 11.80 0.0262 13.30 0.0423 14.80 0.053B 16.30 1.3161 11.90 0.0275 13.90 0.0432 14.90 0.0545 16.90 1.3839 12.00 0.0288 13.50 0.0490 15.00 0.0552 16.50 1.9485 12.10 0.0301 13.60 0.0998 15.10 0.1609 12.20 0.0313 13.70 0.0957 15.20 0.2051 STAGE DI3CHARGE TAB7�E DISCHARGE LIST ID No. D-4 _ Description: CATCH BASIN NO. 4A STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- a13a00 s 0.0000 6C_SLZL=Lf=13g90' LO OgB9aa'i-==:ii='14i80'Sc0 OSBOi=zLi=i`zE$`15z70isa0 7700 S=a=is='L 13.10 0.0900 14.00 0.0500 19.90 0.0590 15.80 0.8733 13.20 0.0411 14.10 0.0510 15.00 0.0600 15.90 0.9767 13.30 0.0422 19.20 0.0520 15.10 0.1200 16.00 1.0800 13.40 0.0433 19.30 0.0530 15.20 0.1800 16.10 L_1600 13.50 0.0994 19.90 0.0540 15.30 0.2400 16.20 1.2900 13.60 0.0956 �19�50 0.0550 15.40 0.2650 16.30 1.3200 13.�0 0.0967 ' 14.60 0.0560 15.50 0.2900 16.40 1.3850 13.80 0.0978 19.70 0.0570 15.60 0.5300 16.50 1.9500 10 i I � WATER QUALITY ; � ' � 11 � WATER QUALITY Reference: King County Surface Water Design Manual . BIOFI'LTRATION Section 1.2.3 Core Requirement No. 3 , Threashold for Biofiltration: Maximum Allowable Impervious Area Subject to Vehicular Traffic, A imp: . . . . . . . . . . . . . . . . . . 5,000 SF Proposed Condition: Total Impervious Area Subject to Vehicular Traffc, Aimp: . . . . . . . . . . . . . . . . . . . . . . . . . . . . 290,400 SF Biofiltration is required. Because of constraints on site grading, the surface area proposed in the grass-lined swale outfall to the water quality ponds does not meet the design standards outlined in the manual. In order to compensate for the loss of biofiltration area, the proposed wetponds have been enlarged to provide additional surface area and storage volume. The calculations for the proposed wetponds are presented on the following page. ; � � 12 SPECLAL W�TER QUALITY CONTROLS Section 1.3.5 Special Requirement No. 5 As outlined in the introductioq the proposed detention system outfalls to an existing storm drain pipe system in Li�d Avenue for eventual discharge into Springbrook Creek, a Class 2 stream. Since the project site proposes discharge within a one mile radius of a�lass 2 Stream, a wetpond is required. The engineering plans propose a three cell combination wetpond - detention basin. Since the surface area of the proposed grass lined swale could not meet the requirements outlined in tne SWM Manual, additional surface axea and storage volume has been proposed in the wetponds. As shown in the following calculations, the proposed wet ponds provide over four times the required wetpond surface area and over two time the required wetpond storage volume: This additional surface area and storage volume is intended to compensate for the limited surface area in the ptoposed grass lined swale. , WETPOND DESIGN Required Water Surface Area, Awq: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3,496 SF Awq = One Percent of Impervious Area , Impervious Area, Aimp: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 349,600 SF ' Act III Project: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 290,400 SF Lots 4 and 6 (BSP 014-92): . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50,000 SF Access Driveway to Lind Avenue: . . . . . . . . . . . . . . . . . . . . . . . . . 9,200 SF Proposed Water Surface Area, Awq: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11,90� SF Ratio of Proposed Water Surface Area to Required Water Surface Area: . . . . . . . . . . . . . . . . . . 3.40 Section 1.3.5(2) Storage Volume � Required Storage Volume, Vwq: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17,775 CF Vwq=Total Volume of Runofffrom the Mean Annual Storm Vwq =0.408 Acre-Feet x 43,560(See Page 4 for Storm Routing) Total Drainage Area, A: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.48 Acres Act III Project: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.71 Acres Lots 4 and 6 (BSP 014-92): . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.52 Acres Access Driveway to Lind Avenue: . . . . . . . . . . . . . . . . . . . . . . . . 0.25 Acres Proposed Storage Volume, Vwq: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27,350 CF Ratio of Proposed Storage Volume to Required Storage Volume: . . . . . . . . . . . . . . . . . . . . . . . 1.54 The volume calculations for the proposed wetponds are presented on the following page. I 13 8/8/96 1:13 PM WATER QUALITY PONDS VOLUME CALCUALTIONS POND NO. 1 WS Area Avg. Area Depth Inc. Volume Total Volume Elevation Square Feet Square Feet Feet Cubic Feet Cubic Feet r 10.00 3,500.00 0.00 3,850.00 1.00 3,850.00 11.00 4,200.00 3,850.00 5,050.00 2.00 10,100.00 13.00 5,900.00 13,950.00 � POND NO. 2 WS Area Avg. Area Depth Inc. Volume Total Volume Elevation Square Feet Square Feet Feet Cubic Feet G�bic Feet 10.00 2,500.00 0.00 2,800.00 1.00 2,800.00 11.00 3,100.00 2,800.�0 3,750.00 2.00 7,500.00 13.00 4,400.00 10,300.00 POND �IO. 3 WS Area Avg.Area Depth Inc. Volume Total Volume Elevation Square Feet Square Feet Feet Cubic Feet Cubic Feet 10.00 600.00 0.00 700.00 1.00 700:00 11.00 800.00 700.00 1,200.00 2.00 2,400.00 13.00 1,600.00 3,100.00 Total Surface Area Provided:................................................................................ 11,900.00 Square Feet , Total Volume Provided:........................................................................................ 27,350.00 C�bic Feet I } � .. 14 wQST01.xLS COALESCING PLATE OIL/WATER SEPARATORS Section 1.3.6 Special Requirement No. 6 Threashold for Coalescing Plate Oil/Water Separators Maximum Allowable Lnpervious Area Subject to Vehicular Traffic, A imp: . . . . . . . . . . . . . . . . . 5.00 Acres M�imum Number of Vehicle Trips Per,Day: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,500 Trips Proposed Condition: Total Impervious Area Subject to Vehicular Traffic, Aimp: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.67 Acres Proposed Number of Vehicle Trips Per Day: . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1,272 Trips See page 15 of the Traffic Impact Analysis for the proposed theatre project (copy attached). f ' ` . 15 • os�ai:aH li:oa F�a 20� �a� a688 TRA�SPO crou� [�002 � � . Tralf�c f�npad Analysrs forAcf!fl's Easf VeJ;ey Ce�ema Deoernbe�15. 1995 -- Table 4. Prqect Trip Generabon Daily Trips Peaic Manth Peak Wfon�fi Peak Ir{onth Av�AAontl't � SizE Mon-Thur' Fri,�iay' Avg Weekday Av+g Weekday' Cinema 3,584seats 1,900 2.903 2,100 1,272 Friday Peak Nour Trips Paak Month Pezk Month PM Peak Hour Thea!er Peak Hour ► (a:30--5:30 p.m.)' (7-8 pm.), � Sae I.� Oat Total In Out Total C'vtama 3,584 seats 148 6T 215 44�4 309 753 i BaseC on average customertrCkef dafa fran,hAy i 10 14, t993. 2 Ar�x�ed based on a w�tded nverags ef A�i�nday ta Fnday�nd�iwis. 3 Aa�asted based on aver�Ce monfhly g�dcet saks dafa wiU�.kdytidret sales represerrtinq 13.76%ol B�e;�eadY sales. , Project Trip Distribution an� A.ssignment The trip distribut�on in the Pace Warehouse study were based on the tra��el fore- casting mo3d developcd by TRANSPO fo:the Va1ley 7YansportaLion Benefit Assessmeret Dis- ' tritt anaIysis. To derive the Mp dLstribution for the cincma pro)ect, the Pace Wazehouse dlstribu�on was adjusted base.d on the traffie patterns associated�►ith the surrawadlr� street system and revicw of population and emplayment in and around the area. 'i'he resultang trip distribuhon for the RcntQn�ast Valley Cinema is shown on Pl"gure 7. � Forty(40J percent of the Qroject trafilc would be orlentcd to the north via Lirid Avenue SW. E Valley Raad, and SR 167. ,Anather 15 percent ovould be or:ented west via SW 43rci Str�t Appro�amately 35 percent a ould be ori�ted to areas south of the projeet site via E ValIey Road az�d 8R 167. The remairiing 10 percent would be orlented to and from tne east via SW 43rd Strtet. 'Zhe project-generat.�d trips were assigned to the vicinity sLreet system based on the distribution patter�n, local travel pattems in the area. and the location of project driveways. Ihe resulring assignment is shawn in Flgure 8. Sbdy-eight(GS) percent of the project traffc was assigncd to the tuvo driveways on E Vallcy Road, while 25 percer►t of the project tra�c was assigned to the driveway on SW 41st Street The remainirig 7 percent was assi�ted the propvsed aCcess driveway on t�nd Avenue SW. '� Traffic Volumes ' � 17�e projcct-gencrated.traffic was added to thc 1998 bascline traf�'ic volumes without the proJect to produee traf8c volumes far �996 with-projCct eonditions during the wcekday PM peak hour_ Additionally, since the proposed praject wQuld a�d an access raad from the ! , sitc;to Lind Avenue SW, a redisfzibutian of HomeBase taps was also incorporated into th� 1996 with-�roJect traffc coaditlosis. The resulting weekday PN:peak hour volumes are shown on Figur�9. A comparison of prvject tratT'ic to total traflic at study area intersections is presented in Table 5. � — 95331,GO1JG�533iRf - Th¢TRANSPO Group,lnc. Page 16 � . 16 I I `, I I �IIII � � SITE AREA TRIBUTARY TO HOME DETENTION tiA�in AKth = v.i,� MIA�L,� �1.� I AREA = 0.11 ACRES � � i I � � Illl �. OFF SI`, AREA 1RIBUTARY TO BASIN I �� I I � �'��*Os L°=r.�sa�°a�x°sr�s� AREA = 0.002 ACRES . - aer ao.oaa-.a t ,�„M.-. II � �snra 8oui a�s� �, . � ( I �II I I ��T � I ORAINAGE DIVIDE — _ p��p� SE6tle'S1'E-875.52 .0 orq D1ANG RA.vO NFA I Olsn+c � I I • mwan[r•o �NO.26 . CB N0.27 . • . I I .��:•. .�'-�. � m iri u''.i'y� ¢tY �Yat,�°I4;•. �, .��• .i. •�� aasmc cnu .', � .� '�• •� `:.i�o II �� am.0 No.n, --— —� _ao. ` � • SIifDI7fG Y317 l7JIf 1'O� I I !�' ' — � °t � ` SIIfi.nIGTOA 1fOET�EIf I I I I � :� �•.-: •. .-. �:'t — �� `. �——�e I ��,�`� D6P=O.Ol�-M � ,Y .ep :%� �7t�.� � s • n..ma . Z ix-aua-lsm —Y- �7 .. � ~'�C� � SWE�0.b�i 2-e'R M1. !0 W � � � � I� DRAINAGE DIVIDE I I _ a��^y� :r-crw p�:mc .'�:• } ; : S J � _ •� [8 NO.29 O i�u � � tl OU7PIU.NO.2K �'-'�•o-... � � � �� I =� _..�...,..�> �w� Q �� ° I �;;TM� f I �T-�� ,�. ;�� BYPASS AREA = 0.45 ACRES � �..�.� J �_r.a � Y .a�. I MV_�,JO �N_,YM p ss']Ye�lFaaro' J 1 �uS /�Y-1TTK 70 � 1�6'�Y�C m�t3K S W 38 T j� I a�" I � � �-.,,�m.� , ,r: ' / � � �..e —µ� 61�wi ,:� +yij�.j:;�;�� Q� _ � Itw .S Q'l1N�O RAM WI OOMMYAnON KTlII A Yt1FJt OYUtt�OIO I i. I � •{. Z � 6 IIOOF plMl N�I.�D�IP � � $OEi1l.71QT� Q ��Ma / n�� M7F]!OIMIIIY 100 M0.S lY-131vC m `� . t.. �— q�� Iw M30.1 xN L { � N :;�v'-'-:^ i Rr 9 � � � '� . I iai�a Q � {{��_,:,�, r i ;;J _ x , _.�t..;.:: , � - I /(vaU pt� � �- + '�� n \ ¢N1 �b a /W7FALL NO.aC 7F N � � � i`�Y' V U `�'� 5 1 T 3TREET BYPASS AREA = 0.04 ACRES _ � � • "3;�'t"-�- ��,,:,� ��„r°°�'�„a"°�.'"�' � -ira �: � � �� l N 11 �-'° :�� a `�� / � o � � �u c � � wa� 4 , 1 r�� O 1T-12"�� IN'-�_77�C 7G I � � � I � wm�auNlrr tA'-Aµ7s1M� ;• / \ _ Q _ �S �OIO NG t NWl�Qf3 fQ MO�1[C11/IK�l�W! ` I FQI OCfAtS 6 lIEWA . l ` I �Y-tYnC m � 1� � Nf NO. �F � w�a K � , l. / " ; Z � I r� I o oo»0 1 - :«« _�.: =�: 1 , �' � �' u _ � , , a �. VO �� O , b � W i � 1 J ; t f '� I , � ;,� � ,�. :`:� 1 I . � ' , �u-ie m � 7F� N : -�ev�c so �soaac ' � Q � Y I � ,r �c so .no w�.� �t' p ° I` � tv R ,�-,s,� �� __ / J 1 � �� , �r � ;;�: �� __ _ � : � � - .: .r,.� � ,� � ,.�., (I � ' � -� - � � • a ,� _ _.. _.. � , � � H ' . .. ..._ :. - � � 1K-727�Cl0 tti'-1 m � �—_ ifa0.0P�d 4 !h 1 Yt'-lY1�c SD �: . ':�. •f..•• �• y.� 7 1 / • q � �_�___ -1 SD I �I�_li'P�C _�— � I ——_——— --- ______— ____-- .s'-�,K m.�� N , % ��.11 / � � � � ' ar-�ra m � nr-�rnc x �.'t' � n.•_r � j ! 1� � r'--N———�- � �� — — ° _— se.ve'nZ�awr �—— _ a k I 6 wi��wn �/1 V! / . � �f �_— µ— 11lfyp• �—� /� !� a _ �_��T—�N ti a�c _'�_ ia — A� P iy, / I i wws �T � CB N0.a � ` aRxww� 7-ttTcao �� / � ' C8 NO.6 YJC-9win0�w[•1.C� � . . fE N0.7 f$S I N 1 a iETML�r• �g�1p 1p 3 �a� � � ' - - � wosa-�i. . ° --�} � ; � � �A IK-�_2M f7 � n.�1rryG W - [wtM'ty1 L. � �oms m wme auun wo I '� �_ n =� �s-trne m ,ro'-u'wc m !F DETOL 711fFT� MOISPIY[-T0. e I e � [w�� M!6]FY T. � i MAI�NO.IC Nu�ra.� •7. raloYYwK.n — 1 r.erroTr.+n.r _I I I i__ _"'�7T ._fNJI�...�_i i � . � EX. ONE STORY CONCRETE BUILDING I ��'=s��-� � a ocva wm e I.o, OEVELOPED O�F SITE AREA BYPASSING BASIN = 0.25 ACRES BYPASS AREA = 0.07 ACRES I °" � \� ,� I i ' 1p,_��,� ' � I I I �'--—"-- � � I I I I ORAINAGE DIVIC O F F S I l E A R E A T R I B U T A R Y T O B A S I N �,.,...,., � � � � �� " \ ° I AREA = 0.005 ACRES I � �� I � ; ' 1 .�_, „ ' � I I I � � a�� . 7�Ydd€�i °'• � I.i)'!• I e I IS4 71J.�A� � I ` / �•••r , ( I ��T ffi.Oa�• N. I ` F 'YI � � i I t �y� f � � b � I � I P i � I AR}!Y11 � � I V✓� I ��1 I I • I '\ � I � • •�� • �.�, 4? � � .•� I .. �- • � , TOTAL AREA OF PROJECT SITE:. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12.28 ACRES I ', I • �• LESS BYPASS AREA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.6� ACRES _,,,,�. _ . . . . LESS BYPASS AREA TRIBUTARY TO HOME BASE DETENTiQN BASIN. . . 0.26 ACRES ,,..,.,. �� u�. ,�_ � -�� a- " p . TOTAL AREA OF PROJECT SITE TRIBUTARY TO DETENT10Pf BASIN . . . . . . . . . . . . 11.42 ACRES a�-•�^*� "� — —��'°`�� •�•••� a' • F ��%�� PLUS OFFSITE WETLAND MITIGAl10N AREA. . . . . . . . . . . . . . . . . . . 0.28 ACRES -N e-- — g �,,.w,,,��„' PLUS OFFSITE AREAS (HOME BASE AND EX. WAREHOUSE). . . . . . . . . . . . . . 0.01 ACRES � '°'°"`""""" T � PLUS AREA OF LOTS 4 AND 6 (BSP 014-92) TRIBUTARY TO DET€1VTlON BASIN. . . . 1.52 ACRES �OT 6 (BSP 014-92) DRAINAC�E AREA MAP TOTAL AREA TRIBUTARY TO DETENTION BASIN. . . . . . . . . . . . . . . . . . . . . . . . .13.23 ACRES AREA = 0.76 ACRES `�"��' a�� BYPASS AREA = 0.04 ACRES � F�R LOT 4 (BSP 014-92) ACT III 1'HEATERS S. W. �1 ST STREET AREA = �•�6 ACRES sc��: 1• • too� Page t • ' King County Department of Assessments �� Parcel 125360 - DOSO -] v � Computer: COUNTER 35 06/02/2003 Parcel Geo Area : 70-20 Res Area : Spec Area : 0-0 Q-S-T-R : NW-31-23-5 Folio : 21816C2 Type : C Resp : C Levy : 2110 Block : Lot : 6 Property Desc : VACANT LAND Property Address : 9300 SW 41ST ST RENTON Legal Desc : BURLINGTON NORTHERN - BSP TaxPaver Accounts Account Change 125360-0050-08 � PACIFIC EXCHANGE COMPANY 1000 SW BROADWAY SUITE 1950 PORTLAND OR 97205 099999 Land HBU If Vacant : Commercial Service HBU As Improved : (Unknown) Present Use : Vacant(Commercial) Traffic Volume : 0 Percent Unused : 0 Current Zoning : CA Zoning Date : 01/01/1900 Water System : Water District Sewer System : Public Lot SqFt : 35,000 Corner Lot : No Restrictive Size/Shape : No Base Land Val : 350,000 Land Val Date : 01l14/2003 Tax Year : 2004 Road Access : Public Parking : Adequate Street Surface : Paved Land Views Mt Rainier : Sound : Olympics : Lake Washington : Cascades : Lake Sammamish : Territorial : Lake/River/Creek : Seattle : Other : Land Waterfront Location : Access Rights : No Bank : Proximity Influence : No Tide/Shore : Poor Quality : No Restricted : Footage : 0 Lot Depth Factor : 0 Land NuisanceslProblems Topography : Powerlines : N� Traffic Noise : Other Nuisancc ,�� Airport : No Water Problems : No Trans. Concurrency : No Qa� Other Problems : No ,8�a�don /�`�/�ocu�L� c��,� �,��;r�� -- p�B - a� � =. , _ i��rra..t ksso�. �eo-f�cl. — ti�s �� - 7777 ;',� �S��p�c�r��t r�;� - �/.�UP,�-.�i �S/i � �Nc�i✓1.c�r, cont. on page 2 � � � � � , d � � � J v ♦ BASIN SU�P�ARIES PRE DEVELOPED CONDZTIONS BA3IN ID: B1-EX2 NAME: BASIN 1, EX. 2YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13.23 Acres SASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : iJSERl PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 13.23 Acres 0.00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 0.00 TC. . . . : 60.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.66 cfs VOL: 0.,67 Rc-ft TIME: 520 min BASZN ID: B1-EX10 PIAME: BASIN 1, EX. lOYR STORM SBUH METHODOLOGY 'fOTAL AREA. . . . . . . : 13.23 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2.90 inches AREA. . : 13.23 Acres 0.00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 0.00 � TC. . . . . 60.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.76 cfs VOL: 1.36 Ac-ft TIME: 490 min � SASIN ZD: B1-EX100 NAME: BASIN 1, EX. 100YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13.23 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 3.90 inches AREA. . : 13.23 Acres 0.00 Acres TIME I23TERVAL. . . . : 10.00 min CN. . . . : 81.00 0.00 TC. . . . : 60. 00 min 0.00 min ABSTRACTION COEFF: 0.20 ` PEAK RATE: 3.28 cfs VOL: 2.25 Ac-ft TIME: 490 min / 6 . SASIN SL1t�lARIES POST DEVELOPED CONDITZONS BASIN ID: B1-WQ-1 NAME: BA3IN 1, WATER QUALITY 3TORM SBUH METHODOLOGY TOTA.L AREA. . . . . . . : 13.23 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : ilSER1 PERV IMP PRECIPITATION. . . . : 0.67 inches AREA. . : 2.87 Acres 10.36 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 98.00 TC. . . . : 39.80 min 14.85 min ABSTRACTION COEFF: 0.20 , TcReach - Sheet L: 190.00 ns:-0.2900 p2yr: 2.00 s:0.0100 impTcReach - Sheet L: 20.00 ns:0.2400 p2yr: 2.00 s: 0. 0200 impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 2. 00 s:0. 0120 impTcReach - Channel L: 990.00 kc:42.00 s:0.0038 impTcReach - Channel L: 165.00 kc: 17.00 s:0.0045 PEAK RATE: 1. 17 cfs VOL: 0. 41 Ac-ft TIME: 480 min BASIN ID: Bl-DEV2 II1�2�IE: SASIN 1, DEV. 2YR 3TORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 13.23 Acres BASEFLOWS: 0.00 cfs RAINFAI,L TYPE. . . . : USER1 PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 2.87 Acres 10.36 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 98.00 TC. . . . : 39.80 min 14.85 min ABSTRACTZON COEFF: 0.20 TcReach - Sheet L: 190.00 ns:0.2400 p2yr: 2.00 s:0.0100 impTcReach - Sheet L: 20.00 ns: 0.2400 p2yr: 2.00 s:0.0200 impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 2.00 s: 0. 0120 impTcReach - Channel L: 990.00 kc:42. 00 s:0.0038 impTcReach - Channel L: 165.00 kc:17.00 s:0.0045 PEAK RATE: 4.53 cfs VOL: '1.68 Ac-ft TIME: 480 min BA3IN ID: 81-DEV10 NAME: BASIN 1, DEV. lOYR STORM SBUH METHODOLOGY TOTAI, AREA. . . . . . . : 13.23 Acres SASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : USER1 PERV IM: PRECIPITATION. . . . : 2.90 inches AREA. . : 2.87 Acres 10.3� TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 98. 00 TC. . . . : 39.80 min 14. 85 mi:� ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 190.00 ns:0.2400 p2yr: 2. 00 s:0.0100 I impTcReach - Sheet L: 20.00. ns:0.2400 p2yr: 2.00 s: 0. 020G impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 2.00 s: 0. 0120 ', impTcReach - Channel L: 990.00 kc:42.00 s:0.0036 impTcReach - Channel L: 165.00 kc:17.00 s:0.0045 PEAK RATE: 6.94 cfs VOL: 2.60 Ac-ft TIME: 480 min ; 1 . � . . � BASZN ID: B1-DE100 NAME: SASIN l, DEV. 100 YR STORM SBUH METHODOLOGY TOTAI, AREA. . . . . . . : 13.23 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : USER1 PERV IMp PRECIPITATION. . . . : 3.90 inches AREA. . : 2.87 Acres 10.36 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 81.00 98.00 . TC. . . . : 39.80 min 14.85 min ABSTRACTION COEFF: 0.�0 TcReach - Sheet L: 19 .00 ns:0.2400 p2yr: 2.00 s:0.0100 impTcReach - Sheet L: 20.00 ns:0.2400 p2yr: 2.00 s:0. 0200 impTcReach - Sheet L: 50.00 ns:0.011� p2yr: 2.00 s:0. 0120 impTcReach - Channel L: 990.00 kc:42.00 s:0.0038 impTcReach - Channel L: 165..00 kc:17.00 s:0.0045 PEAK RATE: 9.66 cfs VOL: 3:65 Ac-ft TIME: 480 min i � . g