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03014 - Technical Information Report
�-` : � �� ADDENDA TO � � TECHIVICAL INFORMATION REPORT for GOLD STREAM CASINO RENTON, WA APRIL 2002 RezXsed July 2002 I � . Prepared For. ~'� MC Construction Consultants PO Box 8478 - Lacey, WA 98509 I . Prepared By: Bill Fierst, Design Engineer Reviewed By: Doreen S. C�avin, PE P��O� A* � ' 2 p�0d Nas �� � � '�Y �' 30/� BY Z,: � r� s I • " . 1 L 1 � � � � e� TABLE OF CONTENTS SECTION PAGE 1.0 Project Overview••................................................................••--........................................ 1 1.1 Existing Conditions........................................................................................••-............1 1.2 Development and Future Site Conditions.....................................................................l 1.3 Hydrologic Analysis/Detention System............. ..........................................................1 2.0 Preliminary Conditions Summary.................... ...............................................................2 3.0 Off-Site Analysis...............................................................................................................2 4.0 Retention/Detention Analysis and Design....................... ................................................2 4.1 Existing Site Hydrology................................ ................................................................2 4.2 Developed Site Hydrology............................................................................................2 4.3 Flow Control System....................................................................................................2 4.4 Water Quality System...................................................................................................4 5.0 Conveyance Systems Analysis and Design........... ...............•--...........-•--•-.........................4 6.0 Special Reports and Studies .................................•--..........................................................4 7.0 Basin and Community Planning Areas ................ ............................................................4 S.0 Other Permits...................................................................................................................4 9.0 Erosion and Sedimentation Control Panel................................. ......................................5 10.0 Bond Quantities Worksheet Retention/Detention Facilities Summary Sheet and Sketch and Declaration of Covenant.................. ............................................................5 11.0 Maintenance and Operations Manual............................................................................5 12.0 King County Backwater Analysis - Downstream System HEC-2 Analysis - Panther Creek 5 13.0 Conclusions...................................................................................................................6 Appendix A Technical Information Report for Renton Hotel, by Barghausen Engineers Appendix B Exhibits Figure 1 Detention Calculations Figure 2 Water Quality Calculations Figure 3 Sediment Pond Calculations Figure 4 Bond Quantities Worksheet Figure 5 TIR Worksheet ' Figure 6 Correspondence Memos Figure 7 Conveyance Calculations Figure 8 Site Map Figure 9 Backwater Calculations 1.0 PROJECT OVERVIEW This site is situated in the southeast quarter of Section 30,Township 23 North, Range 5 East,Willamette A4eridian, City of Renton,Washington. T'he proposed site of the Gold Stream Casino is appro�cimately 1.73 acres in size and is located along the east side of East Valley Highway just north of Nendels �lotor Inn and just south of Shurgard Storage. See tlppendi�c B, Figute 8 for site map. This report amends the 1998 Technical Information Report (TIR) for the Renton Hotel b}- Barghausen Engineers. Its plans and TIR�vere approved by the City of Renton. See Appendix A for the 1998 TIR b�Barghausen Engineers. The re�-isions of this draft addencla address construction of a one-stor�� casino, parking l��t, storm draina�;e and combinecl �vet detention vault. Panther Creek is located along the south porrion of the site. This proposed project has becn scaled back to reduce potential impacts to the creek. Along the creek's shoreline, no �ti ork will be done belo�v its ordinary high-water mark, except the construcrion of the oudet�ii, into the creek. Storm drainage structures are sized according to the 1990 King Count Surface�}Uater Design I�4anual and requirements of the Washington State Department Fish and Wildlife. See Appendix B, Figure 5 for the TIR Worksheet and Figure 6 for correspondence memos. 1.1 Existing Conditions See TIR by Barghausen Engineers in Appendix A. 1.2 Development and Future Site Conditions On-site flow patterns will not be significantlj altered b�r the construcrion of the storm drainage and utilities shown on the plans. The runoff from the site will be collected in a series of catch basins and underground pipes,which�vill convey the runoff to an underground wet detenrion�rault. The wet vault�-ill oudet into Panther Creek. 1.3 Hydrologic Analysis/Detention System In the developed condirion,pre-developed peak flo�vs for '/z of the 2-}-ear, 10-year and 100- year events�vill not be exceeded. The wet vault will provide water quality for storm events less than and equal to the 2-year storm event. The stormwater detenrion/wet vault is designed using h�drographs generated by the SBUH method. A correction factor of 1.47 and pre-developed curve number of 78 have been used in the design of the vault to compl} �vith the Washington State Department of Fish and�.�lildlife detention requirements. Since this detenrion sj stem will release into the adjacent Panther Creek,�ve are required to complti� with these requirements. To model the hydraulics of this sy stem,we have utilized WaterWorks� software to calculate peak flows, design volumes and oudet control. The water quality design for this project incorporates the use of a combined sto�nu�ater detenrion/wet vault. The�vet vault was designed to comply with the 3:1 length-to-width ratio as required in the 1990 Kr�ng County StormwaterManual. The volume and surface area of the wet vault were calculated in accordance with King County requirements,which requires the following: Surface area shall be greater than or equal to 1 percent of the total impervious area tributary to the detention facilit��, and the volume shall be equal to or greater than one- A�BL 1 third of the 2- -ear eak storm volume. � more detailed discussion for the�vet vault sizin is I� � p g included in Secrion 4.0, enritled Retention/Detention Analysis and Design. The storm drainage conveyance system is designed to convey the 25-year, 24-hour design storm. No stortn drainage pipes are at slopes of less than 0.5 percent. See Section 5.0 for conveyance system analysis and design. Z.O PRELIMINARY CONDITIONS SUMMARY Refer to TIR by�Barghausen Engineers in Appendix A. 3.O OFF-SITE ANALYSIS Refer to Appendix A for TIR bv Barghausen Engineers. 4.0 RETENTION�DETENTION ANALYSIS AND DESIGN 4.1 Existing Site Hydrology In the e�sting condirion, the site is generall� flat. However, at the middle of the site, there is a high point. The site slopes at appro�matel� two percent in all direcrions from this point. In addirion, runoff that sheet flo�vs south reaches Panther Creek and exits the site through t11e drainage course of Panther Creek. 4.2 Developed Site Hydrology In the fully-developed condirion,runoff from roofs of the ne�v building will be collected byr roof drains and routed through the con�eyance system. Runoff from the parking lot will sheet flow to the catch basins. Runoff from both the roofs and the parking lot��ill be routed to the wet detenrion vault. The wet detenrion vault oudets into Panther Creek. 4.3 Flo�v Control System The combined wet detenrion vault is designed to the requirements of the 1990 KCSWDl�I and the 1995 WSDOT Highway Runoff I�Tanual. In the full�T-developed condition, predeveloped peak flows for half of the 2-, 10- and 100-year events will not be exceeded b�- the release from the detenrion vault. According to Washington Deparnnent of Fish and Wildlife requixements, a factor of safety of 1.47�vill be added to the vault size. In addirion, a curve number of 78 was used in the pre-e�sting condition as required by the Washington State Department of Fish and Wildlife. This is more conserc-arive than the cur�e number of 89 required by the 1990 KCSWIDM. For the fully-developed condirion, curve numbers of')� were used for imper�rious pavements and roofs, and 80 for the landscaped areas. See Append�B, Figure 7 for runoff curve number tables. See attached Figure 1 in Appendi.� 1�. for Figure 2-6.2 from 1995 WSDOT Highway Runoff Manuai, Factor of Safery for Detenrion Ponds and Vaults. The inside dimensions of the detenrion��ault are 21 feet by 9G feet Six inches of dead storage arill be provided at the bottom of the vault and 6 inches of freeboard between the 100-�Tear water surface and the ceiling of the vault. The vault has a �olume of appro�mately 5,300 cf. See Figure 1 in r'lppendix B for detention calculations, pre-developed basin map, and post-developed basin map. 2 � 4.4 Water Quality System Water quality treatment will be provided by the wet vault according to the design parameters of the 1990 KCSWDM. This project is subject to Core Requirement#3 of the 1990 KCSWDM, because more than 5,000 square feet of impervious surface subject to vehicular traffic has been created. However,the project is not subject to Special Requirement#5 of the 1990 KCSWDM because less than one acre of impervious surface subject to vehicular traffic will be created. Approximately 34,000 square feet (0.78 acres) of impervious surface subject to vehicular traffic has been created. The wet vault has been designed to treat storm events less than or equal to the 2-year peak storm The pern�anent water quality pool in the wet vault has an area of approximately 840 square feet,exceeding the design requirement of one percent of the impervious surfaces (453 square feet). The design water qualityvolume of one-third of the volume of the 2-year peak storm (approximately 2,320 c fl has been exceeded. See Figure 2 in Append�B for water quality calculations. 5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN Conveyance calculations were conducted based on the 25-year,24-hour design storm event using the Waterworks� program. A Manning's "n" of 0.014 was used for conveyance calculations. The conveyance systems were analyzed for conveyance capacity during the 25- year,24-hour design storm event with intensity of 3.4 inches per hour. For isopluvial maps, see the TIR byBarghausen Engineers in Append�A. The pipes are sized to adequately conveythe design flows while maintaining a minimum scouring velocityof 2.0 feet per second during the 25-year,24-hour storm event. No pipes are more than 48-percent full duri.ng the 10-year peak storm. A 100-year conveyance analysis was performed on the pipes outletting from the detention vault. The results of the calculations are presented in Appendix B,Figure 7. 6.0 SPEQAL REPORTS AND STUDIES Refer to Appendix A for TIR by Barghausen Engineers,with soil report by Bradley Noble Geotechnical Services. 7.0 BASIN AND COMMUNITY PLANIVING AREAS None applicable. 8.0 OTHER PERMITS A hydraulic pemut application will be obtained from the Washington State Department of Fish and Wildlife. , , AHBL � 9.0 EROSION AND SEDIMENTATION CONTROL PANEL The sediment pond designed byBarghausen Engineers �vill be used. Its calculations have been checked. The sediment pond exceeds the requirements of the 1990 KCSWDM. In addition,filter fabric fence,V-ditches and a construction entrance will be provided for erosion and sediment control. For sediment pond calculations, refer to Figure 3 in Append�B and Barghausen Engineers'TIR in Appendu�A. 10.0 BOND QUANTITIES WORKSHEET RETENTION/DETENTION FAQLITIES SUMMARY SHEET AND SKETCH AND DECLARATION OF COVENANT See Figure 4 in Appendix B. 11.0 MAINTENANCE AND�I'ERATIONS MANUAL Refer to TIR byBarghausen Engineers in Append�A. 12.0 KING COUNTY BAQ�WATER ANALYSIS — DOWNSTREAM SYSTEM HE G2 ANALYSIS — PANTHER C�EEK Refer to TIR byBargha.usen Engineers in Append�A for do�nstream analy�sis and backwater analysis for Panther Creek. A backwater analysis was performed under the 25-year and 100-year backwater conditions, with runoff amounts of 3.4 and 3.9 inches per hour. A manning's "n" of 0.012 was used. Pursuant to my conversation�vith Allen Quynn,backwater calculations are not necessary between Panther Creek and the detention vault. However,they have been provided for the 100-year peak storm event,at the request of the City of Renton Planning Department during SEPA review. Barghausen Engineers and the City of Renton established a water surface of 22.08 feet during the 100-year peak storm event. During the 25-year peak storm event, catch basins C�2, CB4, and CB6 have less than 0.5 feet freeboard between their HGL and catch basin rim as required by the 1990 KCSWDM. During the 100-year peak storm event,catch basins CB2 and C�4 overtop by less than 0.1 feet. The area of ponding is denoted on Sheet C2.0. The detention vault has been conservatively designed to meet the requirements of the Washington State Department of Fish and Wildlife using a correction factor of 1.47 and a pre-developed curve number of 78, exceeding the 1990 KCSWDM pre-developed curve number requirement of 89 (see Appendix B,Figure 7). Therefore, ponding is unlikely during the 100-year peak storm event and the freeboard between catch basin rim and HGL will be greater than that indicated in the 25-}�ar backwater calculations. See Append�B, Figure 9 for backwater calculations. a A�IBL 13.� CONCLUSIONS We have designed the abo�e stormwater and erosion control facilities to the applicable Cityr of Renton standards and with the standard of care�vithin the industrv. This analysis is based on data and xecords eithex supplied to, or obtained b51,AHBL. These documents are referenced within the te�t of the anal�-sis. The analysis has been prepared utilizing procedures and pracrices within the standard accepted pracrices of the industry. AHBL, Inc. � �..�. �- �.Q�; Bill Fierst Design Engineer WJF/jlg Apri12002 Kevised juy 2002 20204010xep3 5 � APPENDIX A Technical Inforniation Report for Renton Hotel By Barghausen Engineers f TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 PRELIMINARY CONDITIONS SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0 OFF-SITE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.0 RETENTION/DETENTION ANALYSIS AND DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . 5.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . I 6.0 SPECIAL REPORTS AND STUDIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 7.0 BASIN AND COMMUNITY PLANNING AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ! 8.0 OTHER PERMITS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9.0 EROSION AND SEDIMENTATION CONTROL DESIGN . . . . . . . . . . . . . . . . . . . . . . . 10.0 BOND QUANTITIES WORKSHEET RETENTION/DETENTION FACILITIES SUMMARY SHEET AND SKETCH AND DECLARATION OF COVENANT . . . . . . . . . . 11.0 MAINTENANCE AND OPERATIONS MANUAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12.� KING COUNTY BACKWATER ANALYSIS - DOWNSTREAM SYSTEM HEG2 ANALYSIS - FANTHER CREEK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � ` =i- I i •IIIII�' (I �i �I ,�1��� ; �-._ ..� .. M,: _. - �.�. .; .��� �.� � �, `1`�►����i b�-'� ,f ,�, veY .,•_,.�;.•s, .a•��,. .L.' 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'�:I'���_"' " —��,, ���"���7.�.���T.'e�. ��^-3� �..�.. t^�.�,`,����-y' . ,;'��,t1`.-j�.'.^`�� j�yfa,��� �1• � ' . �� � �}� �� �'.. � 1�r� ',.� � ' ' ��� " "•' � ����� �������1 �V��,(��.l������� • .k� � �q • I I���� S�. J:�r ,.�L�.�,� )"LI`�� X'��, s}4� 1 ' �i��� PS�' �� _II� �f: �' C L:•!Y���T�•f O � •��L' , I� ���• L �Y� ..�... �..� � � �r� �t: �� i` kr,• v �. •'� 4'/1�.'� f �w ,�- E- �• `� �� �� �� � ,.Ir�� .��'`�1�Y .-��.� �. ! '� i��� a� r��R--'��,.~*1' +r� ��.i:. 'r �ye .�'"� �'.^��.f+.'.'�� /t'"!�y�1�ie:3�o1�'cr:'ti. 'e f n �S �,�iYF�;i �r1L�Y��'1•'0/�I��_'f�qy ----•r,Y '��i�������-4:�����R' ..�''�����6��1/ LtL�����vMY�'�.4'1� �.I •�hJ.^�I����a•���'i�~�'�r��•���i.�Y '1:a.�:..,.wca..�ste.•�:::�t:1 �'c�:�—�I.'���—��Y•;'; ••'•:••�06r7R'efr:.��/Y¢7i IIC".O�i3rT:aRY.Cw•!•17�1T_"!r.E�Fos. ■ • a u Page 1 of 2 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT ITIR) WORKSHEET . . . . . . . , . . . Project Agent MC Construction Project Name Best Western Hotel Address Location Phone Township 23 N Project Engineer pouqlas T. Convers Range 5 E Company Bar4hausen Consultinq Enqineers,lnc. Section 30 Address Phone 18215 72nd Avenue South Project Size 1.73 AC Kent, Washington 98032 (425) 251-6222 Upstream Drainage Basin Si2e AC • . � . ❑ Subdivision ❑ DOF/GHPA o Shoreline Management D Short Subdivision ❑ COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety x Structural Vaults x Commercial o FEMA Floodplain o Other ❑ Other ❑ COE Wetlands x HPA . , • � . � � • . Community Citv of Renton• East Side Green River Watershed. Drainage Basin Green River. Black River Sub-basin 'I ., . � ❑ River ❑ Floodplain x Stream Panther Creek ❑ Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other ❑ Lakeside/Erosion Hazard • Soil Type Slopes Erosion Potential Erosive Velocities Tuckwilla Muck 2%+ ❑ Additional Sheets Attached . . � • REFERENCE LIMITATION/SITE CONSTRAINT o Ch. 4 downstream analvsis 0 0 D D O D Additional Sheets Attached 6688.005[DTC/ph] Page 2 of 2 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . MINIMUM ESC REQUIREMENTS DURING MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION CONSTRUCTION x Sedimentation Facilities x Stabilize Exposed Surface �_ x Stabilized Construciion Entrance ❑ Remove and Restore Temporary ESC Facilities x Perimeter Runoff Control x Clean and Remove All Site and Debris x Clearing and Grading Restrictions o Ensure Operation of Permanent Facilities ❑ Cover Practices ❑ Flag Limits of NGPES x Construction Sequence o Other ❑ Other , � ❑ Grass Lined Channel ❑ Tank ❑ Infiltration Method of Analysis ❑ Pipe System ❑ Vault ❑ Depression SBUH Hvdrogra ❑ Open Chann�l ❑ Energy Dissipater o Flow Dispersal Compensation/Mitigation o Dry Pond o Wetland o Waiver of Eliminated Site Storage o Wet Pond ❑ Stream D Regional Detention Brief Description of System Operation On-site detention/wet vault to detain the 2-vear,l0-vear, 100-vear post-developed storm and release 50%-2-vear and 10 vear pre-developed storm. ' Facility Related Site Limitations ❑ Additional Sheets Attached Reference Facility Limitation - � . - )C Cast in Place Vault ❑ Drainage Easement X Retaining Wall ❑ Access Easement ❑ Rockery > 4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Stope o Tract D Other X Other Channel crossing structure � . • • . I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. s�en�a�oate 6688.005(DTC/ph] � � W 0 ' � V � � � a 0 . � 1.0 PROJECT OVERVIEW This site is situated in the Southeast quarter of Section 30, Township 23 North, Range 5 East, Williamette Meridian, City of Renton, Washington. The proposed Renton Motel is approximately 1.73 acres in size and is located along the east side of East Valley Highway just north of Nendels Motor Inn and just south of Shurgard Storage. Our site development will include construction of a three-story 87 unit motel, parking lot, storm drainage conveyance system,as well as improvement to Panther Creek,which flows through our site. The channel improvements will enable Panther Creek to better convey the peak flow from a 100-year event, while decreasing the risk of flooding to the proposed Renton Motel. 1.1 Existing Site Conditions The existing ground cover is predominately reed canary grass and blackberry bushes. The sites existing topography is generalIy flat,however,based on the site survey, it appears that middle of the site is a high point that slopes gently in all directions at approximately 2 percent. The southem portion of our site is encumbered by Panther Creek which flows from the east to the west. Panther Creek then flows underneath East Valley Highway, by a 24-inch concrete culvert, and then into the City of Renton tightline system. Existing soil conditions are listed in the King County soil survey as Tukwila muck (SCS hydrologic group D). Type D soil texture is described in the King County surface water design , manul as consisting predominantly of silt fine sands. The geotechnical engineering report by ' Bradley Noble Geotechnical Services dated March 30, 1998 contained in Section 6.0 of this �I report describes the soils as a silty fine sands with intermittent lenses of peat. Therefore, we 'I have used curve numbers that conespond to Type C soils which have textures described as I moderately fine to fine. I 1.2 Development And �ture Site Conditions On site flow patterns will not be significantly altered by the construction of the storm drainage and utilities as shown on the plans. The runoff from the site will be collected in a series of catch basins and underground pipes, which will convey the runoff to an underground wet detention vault. The wet vault releases the stormwater at one-half the 2-year pre-developed rate, into Panther Creek via a tightline system. Developed site conditions will include channel improvements to Panther Creek. These improvements include widening of Panther Creek above the ordinary high water line, and the placement of a culvert crossing Panther Creek.at the southeast edge of our site to provide fire access. Channel improvements will improve Panther Creek's ability to convey the 100-year event; while minimizing the flooding potential to the proposed motel as well as sunounding properties. 1.3 Hydrologic Analysis /Detention System The stormwater detention/wet fault is designed using hydrographs generated by the SBUH method. The vault is designed to detain the post-developed,2-year, 10-year, 100-year/24-hour events while releasing at the 50 percent/2-year and 10-year pre-developed release rates. These detention designed parameters were utilized to comply with the Washington State Department of Fish and Wildlife detention requirements. Since this detention system will release into the adjacent Panther Creek, we are required to comply with these requirements. To modei the 6688.003 [BE/bl/phJ .��x r.z � ,��r� � z� Yy hydraulics of this system, we have utilized Water Works software to calculate peak flows, design volumes and outlet control. The water quality design for this project incorporates the use of a combined stormwater detention/wet vault. The wet vault was designed to comply with the 3:1 length to width ratio as required in the King County Stormwater Manual. 'The volume and surface area of the wet vault was sized in accordance with King County requirements, which requires the following: Surface area shall be greater than or equal to 5 percent of the total impervious area tributary to the detention facility, and the volume shall be equal to or greater than the 6-month/24-hour design storm volume. In accordance with the Ciry of Renton requirements, we will be doubling the wet vault volume in lieu of utilizing a biofiltration swale for this site. The detailed calculations for the wet vault sizing are included in Section 4.0 entitled Retention/Detention Analysis and Design. The storm drainage conveyance system is designed to convey the 25-year/24-hour design storm. The conveyance calculations utilize the modified rational method for calculating the peak flow rates inside the collection pipes. 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'i__. - -'•- ----- !s..�A'�� .ay d:'��Cr1..t: 'n 11� �:. � ��u f�;,��arudl'�.^'_.✓�-•ap�� �..�=n...r.7t���sai _� .. r.r.�cd�• ,�� �IR��� ,. ,I• • �' Q1IDE TO MAPPING UNI7'S For a full description of a napping unit, read both the description of the aapping �it and that of the soil series to xhicfi the napping ta�it belongs. See table 6. page 70, for descriptions of woodland groups. Other "�fornation is given in tables as folla+s: � Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. Engineering uses of the soils, tables 2 and 3, Recreational uses, table S, page 64. _ pages 36 throug}� SS. Fstimated yields, table 7. page 79. Woodland Described Capability unit group dap on rtbol Mapping imit page Symbol Page Symbol Ag8 Aldeiwood gravelly sandy loaun, 0 to 6 percent slopes---------- 10 IYe-2 76 3d2 gC Aldeixood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3d1 gD Aldenrood gravelly sandy loam, 15 to 3Q percent slopes-------- 10 VIe-2 78 3d1 �cF _Alde=r+ood md Kitsap soils� very steep------------------------ 10 VIIe-1 78 2d1 MB _Arents. Alde=rrood naterial, 0 .to 6 percent slopes 1/---------- 10 IVe-2 76 Sd2 ■C )lrents, Alden+ood *aterial, 6 to 15 percent slopes 1/--------- 10 IVe-2 76 3d2 n Arents, Everett material 1/----------------------------------- 11 IVs-1 77 Sf3 ..aC Beausite gravelly sandy loam, 6 to 15 percent slapes---------- 11 IVe-2 76 3d2 deD Beausite �ravelly sandy loaa, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1 �F Eesusite �ravelly sandy lom. 40 to 75 percent-slopes========= 12 VIIe-1 78 3d1 Bellingham silt losm---------------------- 12 IIIa-2 76 3w2 Briscot silt loam-------------------- 13 IIw-2 75 3w1 Bu Buckley silt loam-------------..------------------------------- 13 IIIM-2 76 4w1 � Cotstal bead�es----------------------------------------------- 14 VIIIx-1 ?8 --- Eulsont silt loam-- 14 IIw-2 75 3w2 Fd�eaick fine sandy loaa-- 15 IIIK-1 75 201 EvB Ev�erett gravelly sa.ndy loam, 0 to S percent slapes------------ 15 IVs-1 77 3fS EvC Ev�entt gravelly sandy loam, S to. 15 percent slopes----------- I6 VIs-1 78 3f3 - vD Hv�erett gravelly sandy loam, 15 to 30 parcent slapes---------- 16 VIe-1 - 77 Sf2 wC �Everett-Aldex�rood gravelly sandy loams, 6 to 15 percent slopes------------------------------------------------------ 16 VIs-1 78 3f3 '-� Indiaaola loamy fine sand, 0 to < percent slopes-------------- 17 IVs-2 77 4sS Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 IVs-2 77 4s3 Indianols loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 .,pB Xiu ap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2 XpC Kivap silt loaa, 8 to 15 percent 'alapes---------------------- 18 IVe-1 76 Zd2 - '"pD Kitsap silt loam, 15 to 30 percent slopcs--------------------- 18 VIe-2 78 2d1 sC �lws �ravelly loamy sand, 6 to 15 penent slopes------------- 18 YIs-1 78 Sfl � ltix�d alluvial land------------------------------------------- 18 VIx-2 78 201 lieC Neilton very gravelly loamy sand, 2 to IS percent slopes------ 19 NIs-1 78 3f3 �Ig Narberg silt loam--------------------------------------------- 19 IIx-1 74 201 k Nooksack silt loam-------------------------------------------- 20 IIvr-1 74 201 b Noaa s mdy loaa---------------------------------------------- 20 IIIx-S 76 3�+2 Or Orcas peat---------------------------------------------------- 21 VIIIx-1 78 --- Qs Oridit silt loam---------------------------------------------- 21 IIw-2 75 3�r1 NC Ovall �ravelly loaa, 0 to 15 penent slopes------------------- 22 IVe-2 76 Shc hrD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3d1 JvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3d1 Pc Pilc2►uck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1 'k Pilchuck fine sandy loam-------------------------------------- 23 IYu-1 76 2s1 'u Puget silty clry loam----------------------------------------- 24 IIIw-2 76 3�►2 'r Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 201 RaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------- 25 IVe-3 77 4s1 'taD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4s1 IdC Ragnar-Indianola association, sloping: 1/---------------------- 26 Ragnar soil--------------------------------------------- -- IVe-3 77 4s1 Indianola soil------------------------------------------- -- IVs-2 77 4s3 RdE Rag�ar-Indianola association. moderately steep: 1/------------ 26 -------- -- --- Rag�ar soil--------------------------------------------- -- VIe-2 78 4s1 Indianola soil------------------------------------------- -- VIe-1 77 4s2 U. S. COVERN1,tF2t7' pRQ7TQIG OFF[CE:lYTS O-46l-166 - GUIDE TO MAPPING UNITS--Continued Noodland Described Capability ►mit group on ,.,_ Mapping �mit page Syobol Page Syoibol Renton silt loam-------------------------------------------- 26 IIIw-1 75 3w1 Rivenrazh--------------------------------------------------- 27 VIIIw-1 78 --- " Salal silt loam--------------------------------------------- 27 IIrr-1 74 201 Sammamish silt loaza----------------------------------------- 27 IIw-2 75 3w1 Seattle muck------------------------------------------------ 28 IIw-3 75 --- Shalur wck------------------------------------------------ 29 IIw-3 75 --- Si silt loam------------------------------------------------ 29 IIw-1 74 201 � Snohomish silt loam----------------------------------------- 30 IIx-2 75 3w2 Snohomish silt loam, thick surface variant------------------ 31 IIw-2 75 3w2 tan silt loam-------------------------------------------- 31 IIw-1 74 3�+1 Tuicxila muck------------------------------------------------ IIw-3 7S --- rIt�an land-------------------�------------------------------ -------- invi e si oam--------------------------------------- IIw-2 75 3w2 1/ • —`Ihe co�osition of these units is �aore variable than that of the othen in the Area, but it has been trolled well enaugh to interpret for the expected use of the soils. . ' ' � ►-� � � � � � w H � � w w 0 0 M 3.0 OFF-SITE ANALYSIS This project will release storm water into Panther Creek at the westerly edge of this project. At this point Panther Creek enters an existing 24-inch concrete pipe which flows westerly across East Valley Road. From this point the stormwater enters an existing 36-inch diameter storm line and heads northerly along the ��est side of East Valley Road. This 36-inch diameter rightline system continues northerly to the intersection of S.W. 34th Street. From this point, the stormwater enters a 54-inch diameter conveyance system and flows westerly along the northerly margins of S.W. 34th Street. Approximately 200 feet westerly at intersection S.W. 34th Street and East Valley Road, the storm system increases to 60-inch diameter. From this point all storm water runs westerly along the northerly margins of S.W.34th Street until it outflows into Springbrook Creek. The City of Renton is requiring that we perform a down stream hydraulic analysis using the King County Backwater Program. The City is also requiring that we perform a HEC-2 analysis on the portion of Panther Creek, which lies within the proposed development. Since the scope of these calculations are quite large,we have included these under a separate section of this report. Please see Section 12.0 for the detailed downstream calcularions and the HEC-2 analysis. 6688.003[BElbUph] k ,.�,�, ..,: ��.,. ���: ...�.,.K� r. �.b , P P P-S S-TTTT � � .,�,,. .. ,`."�;-' n� CITY OF ._ — � ' _ - � °'� - �� �K RENTON PREUMINARY GRADING AND _ � ..I - ` �—_ '_-r.a�r. � DAiUM STORM DRAINAGE PLAN ••�• � PknMny/e,�+w�,p/rw�k w..k. ao�. N0. 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O � � � .O f�J �� � . , � � ) ,���°� s r+i � � I I � t��A� r� ': � 4 � �� `��~ r~r� ' - ... � � o �~ a ,. � _ I� � �� �I +� � �'�F� �o�',�'! � � �� D R s I I � �� GHA� TITLE� LOCATION� � �� � � S 18213 721� AVENUE SOUTH 3650 EAST VALLEY HIGHWAY a f �P �y ,cErrr w� seosz PRELJMINARY GRADING AND STORM DRAINAGE PLAN �-- (+zsj2s�-a2zz I�� � � � o X (�2s)2si-e�e2 vNc , � �,R.•� m J`�•, ��•�'� �r�'tK,�rn+uir�rtK sc"�ncis PROPOSED 88 UN(f BEST WESTERN HOTEL RENTON,WASHINGTON MC[MO* B.C.E.JOB NO. 6688 - - . �, � �, ,. �,. ..�. �. _ _ PPP-SS-TTTT - ...._ _ ., _�_ � .,�. , ,.�_ - • � -"�' n .,_ CITY OF __ _ _ -- o,� .� RENTON .� , __ . ___ _ . - ---_ _ _ _ - _ . -- y "!re __; o�ruM ... . - - ' __'__ ..__ —'_'_ ��._ � %anning/Buildinq/PuDlit Work� O�pl. ' N0. REVi510N ..��...."' BY pATE MPR -^--'�..�"'~ ,••'�<"""'• Crpq Zimm�rman P.E.. 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G 1 1 `�`, `�``� \ `e+� ..1, �_ \.�������� . _�'��.!� \\\� �\Y �' � "' '"'^ . � - �1\ , , ; :, '' --- =-- � � � . ;;, . � sio-s•Bw ;' �;; � �. i � \1 \�� -- � �1 g �-------��'?� � " i � � � � _—_ �"' _— p --- —zo�' x � o D S 5'�'0y� s�,� j: �� � � �^�. �('N f � Q m , �^N �� � � N � r�� � O ' ``° �'+,� a O'11 � `Fr M0�b"� i ,,� A 5 9 C � . TITLE LOCATION� � � � �� P GHA�S� �8215 �2N0 AVENUE SOUTH E � m Z KENT WA 98032 � ` ., � (425)251-6222 I, � � � (425)251-8787. FAX a ' `A '����,�'� ..• CMl ENGNEERING,VND PlN1NING, 3650 EAST VALLEY HIGHWAY (j) � . �r/h��NQ�hE� SURVEYiNC, ENN�tONME�rt�I SERNCES PROPOSED 88 UNfT BE�T WESTERN HOTEL RENTOfV,WASHINGTON � 4.0 RETENTION/DETENTION ANALYSIS AND DESIGN D__�f�_�S�_�bb8� - -__ _ R�usorr �-�o-r.��-- __ _-� 3_u �Y_��-- I31 F_�— - _- � �OT14L. AREY� = I .1(o WC, LDaES /Jo'T �NCLUpE Pl4n�TtiER CR�EK CRF E K � �C c �F FS�TE 19N�4 �YSrS MWP,; ' ; � ; A5�5�t)ME '� E31,�% �'w�PERV�rouS = /.03 i'9c C1�1 = 98. v ; i ( a,LS% PEtZV rouS = • 2-� pc. CN = y2, 0 � � ; � , _ � � �XiST=n3 (� CDNt'�'� TSONS � i �'1 = (�Z(o �C, —� Cr�l = �S i i � � T.T/'h E �F CDit/L+ERIT2r9 '3�ON : f SEE EXIfSSTTN(r CON1>2' Tr I 5 ExNr[3rr� � A�V�E ; /20 �.F �3i1�'FT FGoM/� B/5 °/o � N�97�+/RI}L R14�✓6'E � TZ'ME o� Couc��vrKq �rroN= /4•35 M�h I { _ � � ; � � ; .� : f: ' ' F. �. _� k � ,� I i I�_� �r r_ ' ' . � � , _ �UR__�OB_#�-fob_�B_ _ _ _ 'RENTON--H�TEL. 9 T(lL,Y 19�1g_ �.�,_ - JO=L C1..1P�SS=FT C 1°1 TON: ! �' F1SG1�'� Ktl� lr COUNT Y SpT L .SUR VEY i 5= TE CONT�=NS Z � D�FF EREN? So� L y�pt PP =N tr SY ►hBoL S � �`� ', '[+U C K h1 L Ll. A 1M V CK F T I�i � 'S=L.►Y 51°1 h3 l7 . . i i I i U r : VRB I�N ��4N� Y'r� EZz�.s _ ; (?E o T'E Crt t•r�C�R� 2 �Po RT �SE'F JE c.T r01�1 �,o� S NowS So z 1..5 ; TO 8C 1MoS'T1..1� FTrtE 5=�.�r 3�Np5 w'r-T1� =nit�rirl -i-lTCr� j t,.ENS ES � F . �E R T'. —� T't� P[, �` C�� �Or c�5 , i � i � C.1�1 = g�J' : Ex=srsnscr AND UND=STU�SED �f� = a2.�• D�YE�,OPEpf L.i4►�tDSCr4PED CN = q$ '• 'DFvt�.oP�D� xr�PCRvrovs PZ — 2,00 ;�c�E� 'P,c = 2.`id -�NCN ES _. P�� ; 3.g0 �c�e� � TbTAL AEyLrLOP�p �REA �N�T' =NCL.uA=N(,- pANi-H£2 CREEK� = I. AG jA.�sur,E: $1.�°/O '=MP�Ry�OUg —�! /�,�� = �.03 �G II 1 l B.2=j°/a p�RJs.oU S --� f�P � .2 S l�c � III i + ' . _ � T.ri+�E OF �ONcF_NTRATSt��I Lrc� ' ' �X=.5 r=n� cr- �dr.z o�r.i zo►.� '. ASsur+n� /20 �r ,SKF�fFcow,l5�° ; �✓�4rvitAc. rzWNbF - DCVF_tr�PE D CO►-�DT TLpn� � f15SUY"1� - - - �LF, St�C�T F Low, Z,°G, SKa�r bRPeSSE b� t�F� sN�E� �Lou, Zy., �AJc� 355�F, eaJ�vrT �=�or,t,.s% , sw+oo�t (2) CN values ca� be area weighted when they apply to pervious areas of similar CN's (within 20 CN pointsl. However, high CN areas should not be combined with low CN a�eas (unless the low CN areas are less than 15°,6 of the subbasin). In this case, sepa�ate hydrographs should be gene�ated and summed to form one hydrog�aph. rICURE 3.S.2A HYDROLOGIC SOIL CROUP OF THE SOILS IN KINC COUNTY HY�ROLOGIC HYDROLOGIC SOtL GROUP GROUP• SOIL GROUP GROUP• Alderwood C Orcas Peat D Arents, Alderwood Mater'�al C Oridia D Arents, Everett Material e Ovall C Beausite C Pichuck C Bellingham D Puget D Briscot D Puyallup B BucMey D Ragnar B Coastal Beaches Var'�able Renton D Ea�lmont Silt Loam D Rivervvash Variable Edgewick C Salal C Everett A/8 `Sammamish D Indianota A Seattle D FGtsap C � Shacar D Iaaus C Si Sdt C Maed Allwial Land Variable Snohomish D NeAton A Sultan C Newberg B u a Nooksack C rban Varia e Normal Sandy Loam D oodirnnlle D NYDROLOGIC SOII.GROUP CIASSIFlCATIONS A (Low runoff potential). So�s having high infiltrat�on rates. eve�whe�thoroughly wetted, and consisting chiefly ot deep,weq-to-excess'nrely drained sands or gravels. These sods have a high rate of water transmisston. B. (Moderately bw c�c�otf potenYial)..So�ls having moderate infiltratio� rates when thoroughly wetted, and consisting chtefly of moderately fine to moderately coarse textures. These so�s have a moderate rate ot water transmissbn. C. (Moderately htgh runoff potenCiat}. Sois having slaw k�filtration rates when tt�oughly wetted.and consisting chiefly o(sods with a layer that icnpedes dawnward movemeM oE wate�,.or so�1s with moderately fine to fine textures. These solss have a slow rate of water transmissbn. D. (High nmoff potential). So1s havi�g very slow inf�tration rates when thoroughly wetted and coc�slsting chieQy of day soAs with a Mgh sweltinQ poteMial, so�ls with a pertnane�t high water table. so�s wtth a ha�dpan or day layer at or near the surface, and shaltow so�ls over nea�ly impe�vious material. These soAs ' have a very slow rate of water transmission. • From SCS.TR-55. Second Editbn,June 198G, Exhbit A-1. Revisbns made trom SCS, Soi Interpretation Record, Form �5, September 1388. � � 3.5.2-2 11/92 K I N C� l, V U IV 1 T , W A J H I (V U 1 11 lV, J U t< 1- i� l, L' vr N 1 L' tt V L' J 1 V �v rv� �♦ iv v �� L �AQLE 3.5.2B SCS WESTERN WASIiINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in i982j RunoH curve numbers (or selected agricultural, suburban and urban land use for Type tA rain(all distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SQIL GROUP LAND USE DESCRIPTION A B C• D Cultivated land(1): winter cond'Rion 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pastu�e: 65 78 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or torest land: young second growth or brush 55 72 8t 86 Orchard: with cover crop 81 � 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50� to 7596 of the area 77 85 90� 9�2 Gravei roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surEaces, pavement, roois, etc. 98 98 98 98 Open wate�bodies: lakes, wetla�ds, ponds, etc. 100 100 100 100 - Single Fam1y Resident�al (2) � Dwelling Unit/Gross Acre 96 lmpervious (3) 1.0 DU/GA t5 Separate curve�umber 1.5 DU/GA 20 shall be selected 2_0 DU/GA 25 for pervious and Z5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 �U/GA ' S6 Planned unit developments, % impervious condominiums, apartments, must be computed commercial buslness and industrial areas. (t) For a more deta�ed description of agr'�cultural land use curve numbers reter to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway ru�off is directed into street/storm system. (3) The remai�ing pervious areas (lawn) are considered to be in good condition for these curve numbers. ' �j 3_5.2-3 . 11/92 7/9/98 2 : 43 : 58 pm Barghausen Engineers page 1 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688.BSN I BASIN SUMMARY BASIN ID: A1 NAME: 2YR\24HR PREDEVELOPED � � SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP � PRECIPITATION. . . . : 2 . 00 inches AREA. . : � .26 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85, 0 0. 00 TC. . . . . . 35 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 120. 00 ns: 0. 1300 p2yr: 2 . 00 s: 0. 0150 PEAK RATE: 0. 17 cfs VOL: 0. 08 Ac-ft TIME: 480 min BASIN ID: B1 NAME: lOYR\24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1. 26 Acres 0. 00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 85. 00 0. 00 TC. . . . . 14 .35 min 0. 00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 120.00 ns: 0. 1300 p2yr: 2 . 00 s: 0. 0150 PEAK RATE: 0. 36 cfs VOL: 0 . 16 Ac-ft TIME: 480 min BASIN ID: C1 NAME: 2YR\24HR POST DEVELOPED SBUH METH�DOLOGY TOTAL AREA. . . . . . . : 1.26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TY�E. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 23 Acres 1. 03 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 92 . 00 98. 00 TC. . . . . 7 . 12 min 3 . 01 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 50. 00 ns: 0 . 1500 p2yr: 2 . 00 s: 0. 0200 impTcReach - Sheet L: 60. 00 ns: 0.0110 p2yr: 2 .00 s: 0. 0200 impTcReach - Channel L: 355. 00 kc: 42 . 00 s: 0. 0050 PEAK RATE: 0. 49 cfs VOL: 0 . 18 Ac-ft TIME: 470 min 7/9/98 2 : 43 : 58 pm Barghausen Engineers page 2 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688 .BSN BASIN SUMMARY BASIN ID: D1 NAME: lOYR\24HR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PER� IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0. 23 Acres 1. 03 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 92 . 00 98 . 00 TC. . . . . 7 . 12 min 3 . 13 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 50. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0200 impTcReach - Sheet L: 60. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0150 impTcReach - Channel L: 355. 00 kc: 42 . 00 s: 0. 0050 PEAK RATE: 0.74 cfs VOL: 0. 27 Ac-ft TIME: 470 min BASIN ID: El NAME: 100YR\24HR POST DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 0. 23 Acres 1. 03 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 92. 00 98. 00 TC. . . . . 7. 12 min 3 . 01 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 50.00 ns:0. 1500 p2yr: 2 . 00 s: 0. 0200 impTcReach - Sheet L: 60. 00 ns: 0. 0110 p2yr: 2. 00 s: 0.0200 impTcReach - Channel L: 355. 00 kc:42 . 00 s: 0. 0050 PEAY. RATE: 1. 02 cfs VOL: 0. 37 Ac-ft TIME: 470 min BASIN ID: F1 NAME: 6M0\24HR POST DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0. 66 inches AREA. . : 0. 23 Acres 1. 03 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 9.2.00 98. 00 TC. . . . . 7 . 12 min 3 . 01 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 50.00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0200 impTcReach - Sheet L: 60. 00 ns:O. OlZO p2yr: 2 . 00 s: 0. 0200 impTcReach - Channel L: 355. 00 kc: 42 . 00 s: 0. 0050 PEAK RATE: 0. 12 cfs VOL: 0. 04 Ac-ft TIME: 480 min 7/9/98 2 : 43 : 59 pm Barghausen Engineers page 3 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SiJMMARY BASIN ID: Gl NAME: lOYR\24HR POST DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP � PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1. 26 Acres 0. 00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00 0. 00 TC. . . . . 15.77 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Shallow L: 550. 00 ks: 13 . 00 s: 0. 0020 PEAK RATE: 0. 48 cfs VOL: 0. 20 Ac-ft TIME: 480 min I � 7/9/98 2 : 43 : 59 pm Barghausen Engineers page 4 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688.BSN HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0. 167 480 3637 cf 1. 26 ZyR'24Ai� P�k-�V- 2 0. 361 480 6882 cf 1. 26 )oyRl 2A�+�Z- ►� +� 3 0. 489 470 7667 cf 1. 26 Z �R��4 �2 Qb.,r_�ssv. 4 0. 740 470 11704 cf 1.26 �o yR� yq �R „ ,, 5 1 . 021 470 16227 cf l. 26 �poy�jz4 ►�¢, ,� �� 6 0.085 800 7667 cf 1.26 ��.���4 h:►� k���fi-rsi�v P.cr�r��� 7 0. 161 680 11704 Cf 1.26 1��;� �q,�� ����_,��� R�TE� 8 0. 346 560 16227 cf 1. 26 i oey�Z Posr-��v 2ovrS.n 7/9/98 2 : 44 : 12 pm Barghausen Engineers page 5 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688 .BSN STORAGE STRUCTURE LIST RECTANGULAR VAULT ID No. 1 Description: CONC DETENTION VAULT Length: 80. 00 ft. Width: 20. 00 ft. voids: 1. 000 T IDAL BASIN ID No. 2 Descript • POND 1 Length: 50. . � idth: 30. 00 ft. Side Slope 1: Side Slope 3 : 3 Side Sl . 3 Slope 4 : 3 I ration Rate: 0. 00 min/in 7/9/98 2 : 51: 23 pm Barghausen Engineers paqe 1 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688.BSN STAGE STORAGE TABLE RECTANGULAR VAULT ID No. 1 Description: CONC DETENTION VAULT Length: 80. 00 ft. Width: 20. 00 ft. voids: 1. 000 STAGE <----STORAGE----> 57AGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft> ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 18.58 0.0000 0.0000 20.20 2592 0.0595 21.90 5312 0.1219 23.60 8032 0.1844 18.60 32.000 0.0007 20.30 2752 0.0632 22.00 5472 0.1256 23.70 8192 0.1881 18.70 192.00 0.0044 20.40 2912 0.0669 22.10 5632 0.1293 23.80 8352 0.1917 18.80 352.00 0.0081 20.50 3072 0.0705 22.20 5792 0.1330 23.90 8512 0.1954 18.90 512.00 0.0118 20.b0 3232 0.0742 22.30 5952 0.1366 24.00 8672 0.1991 19.00 672.00 0.0154 20.70 3392 0.0779 22.40 6112 0.1403 24.10 8832 0.2028 19.10 832.00 0.0191 20.80 3552 0.0815 22.50 6272 0.1440 24.20 8992 0.2064 19.20 992.00 0.0228 20.90 3T12 0.0852 22.60 6432 0.1477 24.30 9152 0.2101 19.30 1152 0.0264 21.00 3872 0.0889 22.70 6592 0.1513 24.40 9312 0.2138 19.40 1312 0.0301 21.10 4032 0.0926 22.80 6752 0.1550 24.50 9472 0.2174 19.50 1472 0.0338 21.20 4192 0.0962 22.90 6912 0.1587 24.60 9632 0.221t 19.60 1632 0.0375 21.30 4352 0.0999 23.00 7072 0.1624 24.70 9792 0.2248 19.70 1792 0.0411 21.40 4512 0.1036 23.10 7232 0.1660 24.80 9952 0.2285 19.80 1952 0.0448 21.50 46�2 0.1073 23.20 T392 O.t697 24.90 10112 0.2321 19.90 2112 0.0485 21.60 4832 0.1109 23.30 7552 0.1734 25.00 10272 0.2358 20.00 2272 0.0522 21.70 4992 0.1146 23.40 7712 0.1770 20.10 2432 0.0558 21.80 5152 0.1183 23.50 7872 0.1807 ioY� WS � 2 f. zz 7/9/98 2 : 44 : 12 pm Barghausen Engineers page 6 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688 .BSN --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST INLET CONTROL CULVERT ID No. Description: Diameter (ft) : 0. 00 Entrance type: 4 Length (ft) . 0. 00 Invert Elev . 0. 00 - Slope (ft/ft} : 0. 0000 No. of Clvrts: 1 Mannings n : 0. 0120 Max Ponding el: 0. 00 Stg-Dis Increment : 0. 10 MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DESIGN Outlet Elev: 18 . 58 Elev: 16. 58 ft Orifice Diameter: 1. 5000 in. Elev: 20 . 48 ft Orifice 2 Diameter: 1. 6250 in. NOTCH WEIR ID No. 2 Description: NOTCH WEiR Weir Length: 1. 1000 ft. Weir height (p) : 2 . 6400 ft.r�� �/� -C- o � Elevation . 21.92 ft. Weir Increm: 0. 10 �Jl �` � COMBINATION DISCHARGE ID No. 3 Description: 1 AND 2 COMBINED Structure: 1 Structure: Structure: 2 Structure: Structure: 7/9/98 2 : 51: 23 pm Barghausen Engineers page 2 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688 .BSN STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: 1 AND 2 COMBINED Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft> ---cfs-- ------- Cft) ---cfs-- ------- (ft> ---cfs-- ------- 18.58 0.0000 20.20 0.0777 21.90 0.1965 23.60 6.1269 18.60 0.0086 20.30 0.0801 / 22.00 0.2818 23.70 6.5209 18.70 0.0212 20.40 0.0824 �/ 22.10 0.4737 23.80 6.9044 18.80 0.0286 20.50 0.0947 22.20 0.7225 23.90 7.2756 18.90 0.0345 20.60 0.1116 22.30 1.0126 24.00 7.b329 19.00 0.0396 20.70 0.1225 22.40 1.3347 24.10 7.9745 19.10 0.0440 20.80 0.1315 22.50 1.6822 24.20 8.2988 19.20 0.0481 20.90 0.1394 22.60 2.0501 24.30 8.6043 19.30 0.0518 21.00 0.1467 22.70 2.4340 24.40 8.8893 19.40 0.0553 21.10 0.1534 22.80 2.830b 24.50 9.1522 19.50 0.0586 21.20 0.1596� 22.90 3.2364 24.60 9.3915 19.60 0.0617 21.30 0.1656 23.00 3.6489 24.70 9.6058 19.70 0.0646 21.40 0.1713 23.10 4.0553 24.80 9.7934 � 19.80 0.0674 21.50 0.1767 23.20 4.4832 24.90 9.9530 ��,90 0.0702 21.60 0.1819 23.30 4.9004 25.00 10.083 20.00 0.0728 21.70 0.1870 23.40 5.3148 20.10 0.0753 21.80 0.1919 23.50 5.7243 � 7/9/98 2 : 44 : 13 pm Barghausen Engineers page 7 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688.BSN � LEVEL POOL TABLE SUNIMARY /��°�,/ `. MATCH INFLObI -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION-------=-> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) -------------------------------- -------------------------------------------- - ------------------------------------ RWTE 2YR STORM .............. 0.09� 0.49 1 3 20.42 6 2951.23 cf � RWTE tOYR STORM ............. 0.17 0.74 1 � 21.22 7 4223.14 cf ROUTE 100YR STORM ............ 0.36 1.02 1 3 22.03 8 5525.88 cf _� C G.r�[(ru �G�-(["'-7 C�� .�;-�, t:j W !�'.�4. � � � . � • . ���i��d'. y � � � „ � ° �.:���t�, ::��' ;�I��T� ,t , . � � �� • ��►t�:� �► ��''- . ���1i�11 II �• � �t� .` ����Ai � �i � ����� i w � �'.,^ �[�- ��i�► �I� �r�N� `� � ��, �.�. � . ��..�� � v � \ .� � ������-�_,� � -�l�:' �. . �i �ta° u � � � ►, ' � � ��► .��.,,..,..,�1� ,� ��, �► ��.���F���- , : r�,�►��..�: � ; . a ,!�., � �-� � - !.�`-�� l�r�!1 � , �� � � '�!E � �,....�►�: ..��:�"� � ��i�, .. .�,'� � �� _i . e � . .. �� f��t �!�r`,..y-- � � �� . `0■ ! .� ,I.��14�.�o1�i�� � '�� .. � ._� � �o� � / �i:-•. � ��;�+ f...�:` '`.� R�� � ����, � ,:_;.■ � ��i�•�+�� ,� �, . �"'�1���•�� �'Il��v��:►��5�:'�� ,,M�� � r - �4 , .�s�+�..R�-� � � ��► t�..,�r� � � .-�� i��'� t��� �i��:/r.�a=�����w���e�. 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'� � �,- ���w � � ' ►,�w�� �� �v.= �� �I ����� � ��� �; • rl�� � � � :_=. Rr !► ,���, . r� ��_'!E � ► �,����� '�_'�,�j - �'''.1! � ��� 7J � ' �,`�;���� � � �� J � � �y � ...� �� ����� ��� �� -- - � � ,' (. - �� . , I��aRU �����'���� ��� — ■ I � � • rII. , � �� , .� ��� �C ��� /'� � ��1R �I � �� �. �.�' � � � � � � � � � � ,� ��� �� , : ���:�e��E�� � _ . . . . . . . . . . 1 ��/�.�!��MM�� . �, � �w�r,s�..r�.. _ � , � . . . �A� /I/�'�� , , • � � �-' ' � � . ' �, - '• . — � ----- — � �� �. ,.. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 4.3.78 VALUES OF THE ROUGHNESS COEFFICIENT, 'n' �� , � Type of Channel Manning's Type of Channel Manning's , and Description 'n' and Description "n"� (Normal) (Normal) A. Constructed Channels 6. Sluggish reaches, weedy 0.070 a. Earth, strafght and uniform deep pools ' i I t. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.t 00 2. Gravel, uniform sectio�, 0.025 pools, or floodways with clean heavy stand of timber and 3. With short g�ass, few OA27 underbrush ! weeds b. Mounta(n streams, no vegetation I b. Earth, winding and sluggish 0.025 in channel, banks usually steep, t. No vegetation 0.025 trees and brush along banks 2. Grass, some weeds 0.030 submerged at high stages I 3. Dense weeds or aquatic 1. Bottom: gravel, cobbles, ahd 0.040 ptants in deep channels 0.035 few boUlders 4. Earth bottom and �ubble 2. Bottom: cobbles with large 0.050 • I sides 0.030 boulders 5. Stony bottom and weedy B-2 Ffood plains banks 0.035 a. Pasture, no brush 6. Cobbie bottom and clean 1._ Short�grass 0.030 I sides 0.040 2. High grass 0.035 c. Rock lined b. Cult�vated areas 1. Smooth and unfform 0.035 t. No crop 0.030 2. Jagged anii ircegutar - 0.040 2. t�atu�e row crops 0.035 � d. Channels not maintatned, 3. Matu�e field crops 0.040 weeds and brush uncut c. Brush � ' t. Dense weeds. high as flow 1. Scatter�d bnish, heavy 0.050 " depth �.080 � weeds - 2. Gean bottom, brush on 2. Ught brush.and trees 0.060 sides 0.050 3. Medium.to dense brush 0.070 3. Same, highest stage of 4. Heavy, dense brush 0.100 flow 0.070 d. Trees 4. De�se brush, high stage 1. Dense willows, straight 0.150 B. Natural Streams 0.100 2. .qeared land with tree 0.040 B-t Minor streams (top width at stumps;.no sprouts flood stage < 100 ft.� 3. Same as above. but with 0.060 a. St�eams on plain heavy.growth of sp�outs i. qean; stra(ght, full stage 4. Heavy stand of tlmber, a few O.t00 no �ifts or deep paois 0.030 down tr�es. litde I 2. Same as above, but more undergrawth. flood stage stones and weeds 0.035 below branches 3. qean, winding, some 5. Same as above, but with 0.120 I pools and shoals 0.040 tlood stage reaching 4. Same as above, but some branches weeds 0.040 5. Same as 4, but more Istones 0.050 �Note, these 'n' values are 'normal" values fo� use in a�alysis of channels. Fo� conservative design ior channel capacity the 'maximum" values listed in other references should be conside�ed. For cha�nel bank stability the minimum values should be considered. 4.3.7-7 1/90 6.0 SPECIAL REPORTS AND STUDIES f{�;s . , . - , . .�, Ii s�. . . _ '� t� �,��`: i ' � � ' - : ' �se }r_� . �';.` 1i�r.�. -.. � ' � e . . . , , � y t '-b�_E�R ' ��' '�}�� C� : S:. �� `I�L5�4 l t` ��� �ESTI G�ATl�O N�:RE�P�O�R�� ��s -��,��� � ,�i\ �t i,i. F� 4 ' �"-N �- .� -'�,�`��+,� ' r,���i�'�i �t; r c . �-t i .ii . � `4 • � ' j � � � ., i ,J t i�>� �� . !"{'t � -.�C�thy..� � s--. S�t., �r. i� . �� i•f �, .,j y! 1 �a ,.. f..a �a� Y, t , `�. L � . . 't�i�"�����k��� � t�� �-.: � ;i .<#- r �.� � � t��l� . r" � 1 ':'1 � ,_� �:k,� Zi`� Y �i . 1�t";` tY.,, .F.��a t �� ~^i : �K ✓ •.'i r -�•.v ���' . ; ���l�'� t f �„ a}'�j�,���+�'���.}y�� °s � r �� ��N E1.N. � �RE�N�T�N�. M`.0��. �E��� P�:R:0:1tECtT�} x:;Q� ` r#�x� ` �,��;vti,� -i: � e, r -: i C.. 3 }�t;'�:_t,rs +.��t, � ��-�}r+x .�??� ��', �.. . -_.t� r � / t � r �.r. i�t�� t � � a s - hr. ` �,'�:�s�•.���? . . ' � .., r, - ` , .,Y ft'� �� ..S` �: - �. . � ..{ a a `�„ �rl +.ti's �,`N '� �.:�� �� - RE� 41�:�� ¢�QiN; =;.Wt':F��S H�I N G��T ;� xN. , ����f�: � Y _ , _ : ��, f .. �`f Y .' ,., , .�.. . - � . . � - �S�Sf �i a�l. .i . v��-l3 �y . . . - . . . . - t {� . ' ' _ . ".' T^T F '� �' ; � { # ��� � �. t ����Y` x^:''� t . -- �:'i _ �l� .. 4 .� �c_, �s �� �`� i F � ��ntrlr T�� f �. �• . ��� > ,'t. '{s; rt�]:,;y-�.. i r;ri� / f +tl;: *-t k '. � � , •t< ���� / � � 4, Bradley-Nobae Geo��cE� � ic�f 5� rvices A Division of The �radl�y � r�u �, I �nc. . 2401 Bristol Court SW - PO Box 12267 - �lympia WA 98508 • 360-357-7883 Bradley-Noble Geotechnical Services A Division of The Bradley Group, Inc. 2401 Bristol Court SW, Olympia, WA 98502 PO Box 12267, Olympia, WA 98508-2267 Phone 360-357-7883 FAX 360-754-4240 SOILS INVESTIGATION REPORT FOR THE NEW RENTON MOTEL PROJECT RENTON, WASHINGTON This report presents the results of our subsurface investigation for the new three-story motel project in � Renton, Washington. Our purposes in exploring the subsurface soil conditions were to evaluate the bearing capacity of the site soils, to present - recommendations for foundation design, and to address other geotechnical considerations for this project. We understand that the new motel will be a three-story, wood-frame structure, situated on the south area of the lot at the setback from the existing stream. Parking for the motel will be on the north side of the lot. Work was authorized by Mr. Mike Cohen, Principal of MC Construction Consultants, the project's design/builder. - � SITE CONDITIONS Surface Conditions The project is located west of State Highway 167 and east of East Valley Highway in south Renton. The project site- is level with East Valley Highway and slopes down to the north to the mini-storage facility. A creek flows across the property east to west on the south side of the property. We found , standing water in the northwest corner. There are � broken concrete and large boulders on the surface. Adjacent to the street, a tow-behind vibratory " ' � compactor is stored. Vegetation on the site consists of low grasses . Subsurface Conditions We originally mobilized to the site to conduct the subsurface exploration on the 15th of February 1998 . The ground surface from the recent rains was too soft to support the drill truck. We arranged for a dozer to pull the drill on the site and returned to complete the work on 23 February 1998 . We explored the subsurface conditions by five test borings at locations indicated on the enclosed site plan. These 98030301 Page 1 of 7 e..�� ��•—'�.--� S�L--. • ,���.- � ` `\__ � - -,`. •S �'`�f-�I� -� '��-��-. '`�� -""'__ '- ^ �-"_'��� . --.. - --- .= -- -! - . . / � '----�. I/--�.i'� _�._--�f� „`�---� - � _, -- , __ ��"_,._�- -1 , _ �_ `' -=- -�_------- - _- --- --- ----- --- - - �-=---- -�- -� --� 98030301 Page 2 of 7 explorations were made using a continuous-flight, hollow-stem auger to advance the borings and to provide borehole support between sampling intervals . Samples were obtained at standard intervals using a two-inch outside diameter, split-spoon sampler driven by a pin-guided, 140-pound weight free falling 30 inches . The blows per six-inch interval were recorded. The first six-inch drive interval is allowed for seating the sampler. The blow counts for two six-inch intervals, when combined, yield the Standard Penetration Resistance (N-value) of the soils encountered in the sample interval. The number of blows required to drive the sampler the last 12 inches provides a measure of the relative density of granular ' soils or the consistency of cohesive soils. The results abtained from the Standard Penetration Test, along with other tests and e�gineering judgments, were used to develop the recommendations of this report. The 750 John Deere dozer was barely able to move the drill through the northwest corner of the site. This area had ponded water which saturated the soils to depth. On other areas on the site, the drill truck sank into the soft surface soils. Two s�il units were found in our explorations. There __ is a fill section that varies in thickness from six to ten feet on the site. Underlying the fill section, we found the native soils which are orqan c silt and ,peats in the upper level, becoming more sandy with depth. Even at depth, there are layers of peat and fine organics . The native soils become more dense � with depth. We carried a column of water in the auqer once we penetrated the fill section. This was to help hold dowr� the native soils . Even with the water column, hydrostatic uplift of soils into the auger occurred between sampling intervals when we drilled below 20 feet from the surface. The near-surface Qro�nd--�zater �-e�el _is__ _found __about _ 15 eet below_ the site. The stream on the south side---o� the proper�y t�oes not appear to influence the ground water level, probably because of the relatively impermeable soils that confine the stream. 980�30301 Page 3 of 7 DISCUSSION AND RECOMMENDATIONS Existinq Fill Section � We found the existing fill section to be loose and comprised of soils that we suspect are excess soil and strippings from other construction projects in the area. This fill material alsa contains construction debris . Our opinion is that it would be uneconomic to excavate this fill section to expose native soils and replace it with a controlled structural fill section. We expect that the actual bearing capacity and settlement characteristics of this fill section will vary point to point on the site. We do not recommend its use for support of foundations . Additional structural fill material will be required along the north property line. This will allow construction of the parking area as indicated on the plans. It may be practical to use the existing fill material in the parking areas to construct this fill section. Removal of unsuitable material and highly organic material will be required. If the work is done during the dry season, the existing fill material may be aerated, dried to less than optimum moisture content, and placed for support of parking areas . Density under paving sections should meet a minimum compaction of 95� of ASTM D 698. ' On the surface of the new fill section and the soils exposed in the existing fill, we recommend that a geotextile support fabric equal to Marifi 500X be placed according to the manufacturer's _ recommendations. On the surface of the .geotextile, the ballast section and paving section may be placed. We expect that a retaining wall will need to be ' constructed along the north property line. The existing fill surface level is about seven feet above the footing level for the mini-storage unit. Construction of the new fill section along the north property line may induce secondary consolidation into the existing foundation of the mini-storage units . We recommend research be conducted into the type of foundation used and site preparation method for the mini-storage. This information may influence 98030301 Page 4 of 7 ' construction in this area. Once this information is available, we should be consulted to prepare recommendations for design of structural fills or retaining walls in this area. Foundation For the support of the new motel, we recommend the use of driven wood piles . Based on the N-values, we expect that piles can develop capacities in the 20- to 25-ton range at 25 feet below the existing ground surface. Wood pile capacity is in part determined by the cross sectional area of the pile tip. Imposed loads of 1000 pounds per cross section sguare inch of the pile tip should be used for design. We recommend a minimum tip diameter of eight inches . If higher capacity piles would be beneficial, then the use of ' closed end steel-pipe piles should be explored. The hydrostatic pressures moving sand up the auger limited our depth of exploration. Prior to the ordering of the production piles, we recommend that a minimum of four test piles be driven in the building site. These piles should have a minimum length of 40 feet. Use of test piles will allow evaluation of -- production pile lengths and actual developed capacities based on resistance to driving. To � minunize cost, these test piles may be driven at production pile locations so that they may be reused. We should be consulted for the recommended location of � the test piles . Driving stresses may induce quick conditions in the native sands . If this condition develops, then we _ . recommend that the pile be allowed to stand for a few minutes to allow the excess pore pressure to drain. It has been our experience, that once the pore � pressure has drained, the pile cannot be started , without difficulty or damage to the pile. All piles should be installed by an experienced pile contractor. We recommend that fixed leads be used to ensure proper placement and control of the pile during installation. Use of the Engineering New Formula is acceptable for wood piles driven to a maximum end-bearing capacity of 35 tons each. 98030301 Page 5 of 7 Piles should be pressure treated Class B wood piles with a natural taper from butt to tip. All pile tips and butts should be banded. Pre-drilling or pre-excavation at the pile location may be necessary because of debris in the fill section. If allowed by the Building Official, use of recertified used piles might allow economy of foundation construction. You should be aware that breakage of used and recertified piles can be higher than in new piles . Piles should be placed no closer than four feet center to center. Reduction in pile capacity resulting from group action will occur. Typical configuration of three to six pile groups will experience a reduction of 15�. Lateral loads may be resisted the use of battered piles. Use of bending moments in the piles for lateral loads is not practical. With the relatively short length of the piles, the fine grained soils, ' high water content and ground water level, use of battered piles is recommended for seismic loadings. Batters should be limited to a maximum of 3 : 12 (horizontal to vertical) to prevent loss of end-bearing capacity of the pile. - Ground Level Floor The existing fill section offers poor support for concrete slabs on grade. Even excavation and i replacement with a thin structural fill section supported on geotextile is not expected to improve the long-term service life of the slab. The owner can expect slab on grade to settle and deflect. In time, _ . the slab will have to be replaced. Differential settlement of the parking areas from the pile-supported structure will occur. The amount of settlement cannot be predicted because of the variable composition and density of the fill section. We recommend that the ground floor system use a concrete plank system or wood framed floor. The plank or wood framed floor can be supported by the pile and grade beam system. This system will provide a floor slab that will not settle. An alternative to the plank system would be a pile-supported structural slab system. An economic analysis is recommend to determine which system is the most cost effective. 98030301 Page 6 of 7 Seismic Site Period The project area is in Seismic Zone 3 as shown by , Figure 18-2, Seismic Zone Map of the United States, in the 1994 edition of the Uniform Building Code. Actual ground motion during a seismic event is influenced by the distance from the epicenter, the depth to bedrock under the site, and the condition (degree of consolidation and saturation) of the soils supporting the structure. We believe that the underlying soils ; are prone to spontaneous liquefaction under ma�or seismic loadings. Available geologic information, as presented in Thickness of Unconsolidated Sediments, Puget Lowland, Washington by Hall and Othberg, 1974, shows a sediment thickness of about S00 feet under the project area. We believe that these soils are granular and are well consolidated below the Green River flood plain deposits because of loading by the Vashon glacial ice mass . We recommend that a soil coefficient type S3 be used for seismic design. LIMITS OF LIP.BILITY BRADLEY-NOBLE GEOTECHNICAL SERVICES is responsible for the opinions and conclusions contained in this report. These are based on the data relating only to I the specific project and locations discussed herein. j This report was prepared within the standard and accepted practices of our industry. In the event conclusions and recommendations based on these data are made by others, such conclusions and recommendations are not the responsibility of the ' soils engineer or engineering geologist unless he has i been given an opportunity to review them and concurs i in such conclusions or recommendations in writing. ' � The analysis and recommendations submitted in this I report are based upon the data obtained in the explorations at the locations indicated on the attached plan. This report does not reflect any ' variations that may occur between these explorations . The nature and extent of variations between explorations may not become evident until construction is underway. Bradley-Noble is to be given the opportunity to review the final plans and specifications for soils work. 98030301 Page 7 of 7 This is to verify that our geotechnical engineering recommendations have been correctly interpreted and implemented in the final design and specifications . We also recommend that we be retained to provide geotechnical services during the foundation construction and trenching. These services would include review of backfill operations, excavations, and other geotechnical considerations that may arise during construction. We would observe compliance with the design concept and project specifications . If the � subsurface conditions differ from those anticipated in our explorations, we would also evaluate changes in construction specifications . B�DLEY-NOBLE GEOTECHNIGAL SERVICES Report prepared by: � David C. Strong Engineering Geologist Please see attached soil engineer's review letter. � 30 March 1998 t � ', � 1235 EAST 4TH AVE SUITE 101 v � , � . . ��� � � - OLYMPIA,WA 96506 = _ = —_ I360)754-9339 FAX(360)352-2044 MC SQUAI�D 1 N C O R P O R A T F. D March 30, 1998 . Bradley Noble Geotechnical Services P O Box 12267 Olympia, WA 98508-2267 RE: SOILS INVESTIGATION REPORT FOR THE NEW RENTON MOTEL PROJECT RENTON, WASHING'I'ON Dear David: We have reviewed the attached seven page soils report entitled "Soils Investigation Report for the New Renton Motel Project in the city of Renton, Washington. This report was prepared by you based on field work performed by you and your firm. MC Squared, Incorporated has reviewed this report and the conclusions contained therein. It is our opinion [hat [he report and the conclusions meet the standards of good geotechnical practice for this place and time. MC Squared's recommenda[ions and opinion are based on our review of the field information and soils logs presented to us. MC Squared has made recommendations to I you regarding allowing bearing stresses, lateral resistance and loads, site period, and j other items of an engineering nature. These recommendations and conclusions have been , included in the attached report. � If you have any questions, or I may be of further help, please call me at (360) 754-9339. Sincerely yours, �� ' �e�'' MC SQUARED, INC. �('`Q�` W 9sir,,�{ � � ��'"J'f� H � + �4t� -�I {/ /✓��• ,L/ v �'-_ .. � ✓v �' :� s � T t5�7 Q �t�.� �.��, FGlST�f�,�,'�,°'' VINCE MCCLURE, PE SS�onrhL��� 3,3a,qg Principal ��� OKl17! qq STRUCTUIUL • FOUNDATION • CIVIL ENGIIVEERS ' _ _ I C.7 . , � � �� � _ _� .�oT- � �O� �t�ys - _.� ; ' � � �� i ! ^_ � - � � � �� � � �'a� _ ������ �� � ���5 � a � � ��� � , � � � � ' � � - � � �0 • � ` � t � � � 3 �; 1 • - } � V• �,--'_ � Y � �\� � �� �: ,�j '_ j� I ��' '" - � l)( � t�� , �, -. ' :�\�; ':-; i I � ` �\\"�6`�3`:; , / �� � I � _ � , ����..��. � � , :�, �.; � � I � l Q-y ��\`�`�,;�.�; I � � ��:��;� � � i z �� R � � � � �; � ��.`� :,. �I r' � �t I \\\\�:�����'�� I� � � � • ��`����� �` � � � � � — ��;����:;`;;\ �I � � ` \� �:�:�;:�.� � �� h ... . .., � ----- \� �\��'�� � � I �j ��:�: , � � �- — :\`n `\\` ` `\ 1`-r �' � \' \ ``;`, � � � ----- \ ; :�;;; ,� � � � a • ��� : \ ``�_�,` � � I � � � ����.�� � ��. ` � � � �:::,��: ' � p � . ���.�� :�;. , I , � ,��.�;�: ��� � \\\'.�\�'��;�''� V.� \���� �,����� Q \�\' I � � ��\\' ��:;� � Z �_ _ � ��,�:.\���;. �a-5 .���`��\`��: ► I Z .,.�.,.���� � �► � � � / � :,�a,�,n�, �� / � 81�11 � �� � + _ � �- � J � f � ———xTYx�x—�re sena-- � GENERAL NOTES FOR SOIL INVESTIGATIONS CONDUCTED BY AUGERED BORINGS SAMPLE IDENTIFICATION All sample classifcations are reviewed by a soils engineer in accordance with the Unified Soil Classification System ASTM D-2487 . Field soil classifications are in accordance with ASTM D-2488 . SOIL PROPERTY SYMBOLS Dd: Dry density, pcf LL: Liquid limit PL: Plastic limit W : Moisture cvntent qP: Penetrometer value, tsf qs: Vane-shear strength, tsf qu: Unconfined compressive strength, PI: Plasticity index tsf I N: Penetration resistance per foot nr fraction thereof, of standard 2-inch O.D. , 1.3-inch I .D. , split-spoon sampler driven with a 140-pound weight free falling 30 inches, in accordance with Standard Penetration Test Specifications ASTM D-1586 _ � _: Apparent ground water level at the time noted after completion SOIL STRENGTH CHARACTERISTICS COHESIVE SOILS Unconfined Compressive I Comparative Consistency Blows/Foot Strength (tsf) I Very soft 0 - 2 0 - 0.25 '� Soft 2 - 4 0 .25 - 0 .50 Medium 4 - 8 0.50 - 1. 00 Stiff 8 - 15 1.00 - 2.00 Very stiff 15 - 30 2 . 00 - 4 .00 � , Hard 30+ 4.00+ NON-COHESIVE (GRANULAR) SOILS � Relative Density Blows/Foot (N-Value) � Very loose 0 - 4 Loose 4 - 10 I Firm 10 - 30 Dense 30 - 50 Very dense 50+ � DRILLING AND SAMPLING SYMBOLS I - � SS: Split spoon DB: Diamond bit core AU: Auger sample CB: Carbide bit core WS: Washed sample RL: Ring-lined sampler TC: Tri�-core drilling ST: Shelby tube - 3" O.D. (except where noted otherwise) J V D tt. �v.v.,-v.� - DATE: 2/23/98 TESTING BY: D. Strong � Renton Mot�l Site MC Construction Consultants Boring No. 1 , west end of builtiing pad o _ Blows/6"drive using a 2.0" O.D. split-spoon sampler Fill Section 5-6-7 Firm moist reddish brown silty fine sands with N=13 organics 1 - — -5'---- 1-4-5 Loose gray and brown silty sands with brown organics N=9 1-2-4 Loose gray and brown silty sands over organic N=6 silt and peat -10' 1�1-4 Loose brown peat interbedded with gray silty sands N�5 � Native Soils 3-3-3 � Loose gray silty fine sands N=6 -15' ' 6-4-12 Peat over firm gray silty sand N=16 -20' 10-17-17 Firm gray silty �ne sand -24' N=34 - . Vertical Scale 1.0":5.0' � Bradley- Noble Geotechnical Servic,es DATE: 2/23/98 TESTfNG BY: D. Strong � Renton Motel Site M� Construction Consultants Boring No.2, center of building pad -o---- - Biows/6"drive using a 2.0" O.D. split-spoon sampler Fill 1 1-24-10 Loose brown plasiic silts with organics; driving on construction rubble -5' �2-8-5 Firm brown plastic silty sand over sandy gravels N=13 - �-�-� Very loose silty pebbly sand fill over peat -10' Native Soils 2_S_� N_�2 Firm brown silty sands . -15' I 4-8-10 Firm gray silty fine sand over dark gray medium N=18 sand with wood -20' -— I sands under hydrostatic pressure 4-15-18 n e ark ra medium sands � De s d g y -24' N=33 � — - . � Vertical Scale 1.0":5.0' t I � � Bradley- Noble Geotechnical Services DATE: 2/23/98 TESTING BY: D. Strong Renton Motel Site MC Construction Consultants Boring No. 3, east end of building pad _� Blows/b"drive using a 2.0" O.D. split-spoon sampler Fill 3-5-6 Firm brown silty fine sand with organics N=11 -5' 8-19-8 Firm moist brown and gray plastic silty fine sands N=27 with rubble - 2-2-2 Loose brown peaty silt N=4 -10' Native Soils 4-2-3 N=5 Loose gray silty fine sands -i 5' 2-4-)0 Firm gray silly fine sands N=14 -20' sand foosening (rom hydrostatic pressure �-5'8 Firm dark g�ay medium sands ! -24' N=13 - . Ve�tical Scole 1.0":5.0' � Bradley- Noble Geotechnical Services � , � DATE: 2/23/98 TESTING BY: D. Strong Renton Motel Site MC Construction Consultants Boring No. 4, east center parking area -o- - - Blows/6"drive using a 2.0" O.D. split-spoon sampler Fill 9-14-12 Firm brown plastic silts and siliy sands; high blow N=26 count because of wealhered brick -5' 2-4-9 Firm brown and gray moist plastic silty sands with N=13 organics - 2_2_3 Loose moist gray silty sands wilh construction -9' N=5 debris of weathered bricks over gray and dark brown -"- peaty silt Boring No. 5, west center of parking area - -_ surface had standing water - -o ----- Blows/6"drive using a 2.0" O.D. split-spoon sampler Fill 6-6-3 Loose brown silty and very siliy moist fine sands I N=9 over brown pebbly sand I -S' � � 1-2-4 Loose brown silts with organics over gray silts and N=6 silty fine sands 2-2-2 Loose gray silty fine sands over brown peaty silt _q� Native N=4 grading into gray peaty silt IVertical Scale 1.0":5.0' � � 1 i Bradley- Noble Geotechnical Services 7.0 BASIN AND COl��IMITNITY PLA,NNING A,REAS � � H F� a � N 0 0 � 9.0 EROSION AND SEDIMENTATION CONTROL PA►NEL I------ -- --- — -- - ----- — - ---- — - _ --__ _ _ — --- j T E 5 C. �On! P Sz��N lr CAt.CcJ �...W ►I'Or�3S i I Qtiu = , 48 GF � I i �UR1=IRGF t�RE �4 SZ�Qvz' Rc D = , g�i X Z,Og� = q 9 $,q r- �- Z I SuRr �C� I�f�F�4 P�ovzp� i� = 1Z8b FTz- ; � ZZgo F�Z > a . �rZ - . � 9 g 4 a i ; ; , � � ; 1 i I � i i a I � ! � ! I � ` . . __ I s � � f � i 7/1/98 12 : 44 : 38 am Barghausen Engineers page 1 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 WORKS4 FILE NO. 6688 .BSN BASIN S(JMMARY BASIN ID: G1 NAME: lOYR\24HR POST DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.26 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 .90 inches AREA. . : 1.26 Acres 0. 00 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00 0. 00 TC. . . . . 15.77 min 0. 00 min ABSTRACTION COEFF: 0.20 TcReach - Shallow L: 550. 00 ks: 13 . 00 s: 0. 0020 PEAK RATE: 0. 48 cfs VOL: 0.20 Ac-ft TIME: 480 min 10.0 BOND QUANTITIES WORKSHEET RET�NTION/DETENTION FACILITIES SL:J�VIlVIAIaY SHEET AND SKETCH AND DECLARATION OF COVENANT Y ' � `�w�- Si�'E, 'IMPy��C. :MEMT {{��/��� Y, n�— 3�2+�r�i�b,��+�YdV+.,�; V4�� [(1 �. �`�'`V��V��y����t���YY��JR 1Ro � n ��g�(��. y�..l�� S�.��. �600 136A!LN lillnoi.• � �x�f SL� f E�'W�C1KS R G 1..,{''�'� &Dcw�.WalL�o� 9d006-f400 ProJect Name: ��/�T�N �L`..$T ��-'�T,�A1 H�r'EZ SIERRA Project No.: D�te: Location: � ' Sierca Activity No. S1 '�;..f' LAabd�ta'�°� n $`�d '�"X�,' a�� .e.dh"� d3'�} "e Jr°p '�'�?a3�,�;t S;�. a�' . , " �c��"��� µ�,+ � � � �� R ��F �` �d�a �,��FORfNTIf�PR0.JEC7r5 . � '� r,�'°�i��,i�ts:, � �;m�' ;�t tlnit h 3'€�,°t���: �ir�q��,�y,,x�"�s:. r+ � �.�"�'��.,x.; '�'� :&�; x��:hiSoi� , nit: $�tQ�l�tlt�tY`��� �z;�Prfcs�'��: dea�infl t 5000 board feet of timberl rr�anrymon�on�smnuiFxr cor�rrRa • .�e t �ao �Y lo� G,6lo yes �no nre�....eu,o ..o s,r �4 2U � If yes, �,rc.►a..h t.00 sY ' Forost Pnctics Permh Number: t�,an, �.r,e..a.�.t•a..p aa stt (RCW 78.09) NMeA, ernoNrn,nnw,1'd��p JIO fY Rook Cartr Eim�no�,60'u 16'x i' 1,Oa0.00 E�oA � Roek Cee+�tt Entnea�,100'x 15'x 1' 1,d00.00 Goh 3��d1n0.M'M�+d .i6 =Y Wrttrin k�rtn esc avaroT�� S� � � �UaTOTAI ratr�o� , usw►\na\wrt.�i.sfo o.s r. ur�-w��u./�� �•y� 1 f � �� 'S� = 3��� Szt�l � a1q.L t .�t t�/'��►��--tus 't„a dlf'1Wi�\�Y\Mn� —�-- �— ��"' ' V IOw YOd • 1V101Df1� � , � 00'tL �I+o�"4WNM �m+ Nlw+ WM ' , 00'Lt �►oMW+.�ou a141.i 1v�9 ' • •As 00'i ��++ao .t IWl � �•y NP+p PW�.ti IWl � 4 00'O�S � '��+I uo 00'OCY � �`+WYOf�OO�'1q �, ai 00'ft ' �I.t auw+rr+oW � J�4 if f • � . • � 0 l . 0 � laui . aI 00'OYt •pt �� "tl��.y° y . 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L ':y` �'�t,��°� �t�GRi' Q�dW� �ay�+r�a�r� a�$�:�i�+�a'1� .��;� w}!��g <, °' 7'��,.� .IFa�7�����d ���1� ����'kW"�vY,� ;`'� 'R.r��7.f� �.::f'£ C +�' - ���� ' � - •y 6 ��'�F �i: '&a'. `Zr, 'J ��/1N� ��L° �,, vottana3u nNoa,, ,, � ,°� rP aNvf;sau�}taX�an► �{ b w,. .�, a, _ ��r � :, . ,A, �... .w C�JCy I1ES�Ot� �"q'��, � �,�s;� s,,. ,. - r`�ff. .: �Rt 'Y�-'yk.�k,��C..,,��s�>C'• w.�^' �.� � .k. �'l1C�41R .�r+��.i 1 � ` 'b��j� k���� N',�if,r;T"�3t�ys:w ,, . . '.K � S" ��,�a�_ .,� "�,. � �r.r�t.' � � �.I.'P cv�1.` m�.� � � �� ��. ;s� ,.i, �.. �� aa i2 .���� �` . � `��`����� =`` x � �`�A{"��.d'<?+'e` .y '� �'� vw�naw.�b�►""°�F'�, . K 'p�7`� ,a� s'�BTEMe���.�i.���, z c�.w���� . . �, , " �:n <. P�� . ti,�.,,�.R,@.. ,��i . � �;�' y�.�. �.t. ..c �` ..'� ,��f�`� �-i �r«.:.; i r�3 ��s. E_.ei �....y, �. f� .�. ... W.� y. i �y�._. a,��� k �F�9� a�{`� ' �. �.b 1� � �`a�� ,ke�.. ••� �{� '�� '�QUMS7L����F���;��Q{f�11t�t�l .3.'n �!O�I..!r�1 +�w'Y:.: ... . . � . . ,. � � � w'�� �M��s�r���,� ��, �+r �vr��' ,���� Mil�:' '�»�Y� 3h1..��s�'��rr iti��Pii«. �C ,Uu�nd��t,��P�Iw=� tCbmal•t��`�>Prfo�: �Compl�t�< ►ifo�� OemPNt�� .hlo� �/r „y',�'i, � � ,.�,Prfdr>� ^� �_ �, • w�rtE.�n tr�s suaror��aura�u r�a�� 1�3= .�.���� �, �0%CONTINQENCY k MOBIUZArONi � �.J�.� � mr�� 82 , - ��.gg$.Ob fA) (8) �c� 6VETOTAL' Iw1►�a[ � .. _.-�. . _ - -- : ,— -�-- � l . � T.g• t ' - - ^ 1[I�ON\nf\Y��\��i.[�O Ow�. Iff{•-t��tw/�� Quantitiss a0ove co eted• i s�a���.: �•t.: l5 Jvc.Y 1 S PE Repist n Number. Z Tetepfane NumOer. 925~�f'6Z 2 Z- FirmN�me: �UAR�t?al4VSE1.1 CDr.�SULTSA1Cr �P1U2��FR5 Address: �� S �nd ,c��f-- c/T N .E.✓� r � n� 9f3o32_ . Thls s�cHon to be eompleted by R7np Counry .' • BOND COMPIITATIONS: . P�IFORMANCE BOND AMOUNTS MAINTENANCE BOND AMOUNT DEFECT BOND AMOUNT SabiUzstion/Erosion Sediment CoMrol (ESCI (D) fxisdnp RIpM�of-Way ImprovemaMs (Q Put�x�Pubtie Rad Improvements (Fl (E+�x 0.2b � Privat�Irt+provemertts ' R/D Fadlities and Corrieysnce Systems ' - - - - - - - - - - - - - - - - x 0.15 � Tor� m �oRn�nr�cE BOND AMOUNT Minlmum RIGHT-0FWAY&Sti'E RESTORA710N BOND (D+E) ' (31.0001 (Flrst i7.b00 of bond sheli bs cash) , ' lt � PERFORMANCE BOND TOTAI AFTER BONO REDUCTIONS (T,A,B OR C1 t2 � • �f3 NOTE: TM word 'bond' is used to roproseM Ortpin�l DOnd Compvtati0ns Sipnaturo oi Person Preparinp Bond Reducti a�y flnanCial 9uanMee acceptabte to propareE Dy: Date: � Kinp Cotmty. ' xt ' oa� �z � , p� • �i3 . • Dat N07E: Total bad�mounb rertul�lny after redueUon:hall not b�Isss than 30%ot th�orlyinel emamt or ths tum of th�melntensnc�and defoct amounts shown abov�,whichwa is qreeter. •V6TOTAL �►�wt � uwnr.�na�v..aea.�wi en r. u��..s���r/�1 ��q� f 11.0 MAINTENANCE AND OPERATIONS MA.NUAL I� KING COUNTY, WASHINGTON, SURI=ACE WATER DESIGN MANUAL MAINTENANCE REQUIREMENTS F�R PRIVATELY MAINTAINED DRAtNAGE FAC[LITtES NO. 1 - PONDS ! Mal�tenance CondlUo�s 1Nhen Mafntenance Resul�s Expected Component Defoct Is Nesded When Malntenance Is Per(ormed General Trash d�Debris My Vash and debris which exceed 1 Trash and deb�is cleared from site. cubic loot per 1000 square feet(this is abovt equal to the amount o(uash it would take to fill up one standard siza oKce garbage can). In gE:ie�al,there shovld be no visual evide�ce of dumping. Poisonous My poisonous vegetaGon whict►may No danger o(poiwnous vegetation where Vegetation eonstitute a huud to County peroonnel County personnel ot the public might or the public. Examples ot poisonous normally be. (CoordineUon with vegetation i�dude: tansy ragwort,poison Seattle/IGng Cou�ty Fiealth Department) oek,stir►9ing nettfes,devils dub. PoUutio� Oil.pasoline,�othe�oo�taminants of No oontaminau�ts prosent othe�than a o�e flalion or mo�e or a�y emount found suriaoe film. (Coordinatton with that car:d: 1)cause damage to plant, Seattle/tGng County Health Department) antmal,or mari�e lite;2)oonstitute a fi�e hazard;or 3)be ilushed downstream . during rnin storms. lhunowed Grass/ a facility is bcatod in privato�es(danUal When mowt�g Is needed,g�ass/grou�d Ground Cover area.rtwwtng Is neaded when grass cove�should be mowed to 2 inches In - exceeds 18 fnches in height. In other height. areas,the genetal poticy is to make the po�d tite match adjacent ground oover nnd te�rafn as long as the�e is no intar(erence with the tuncGon ot the facility. Rodent Holes My svide�oe of rodent holes it(adlity is Fodents destroyed and dam or berm ecling as a dam or berm,or any evide�ce ropaired. (Coordu�ation with Seattte/ ot wnter piping through dam or berm via lG�g County Health Departmcnt) rodent holes. Inseets YYhen insecls such as wasps and homets Inseots desVoyed or removed irom site. MteAero with maintenance activities. � Troe Cxowth Trse prowth does not ailow malntenanoe Trees do not hi�de�maintenance acoess or inls�terea with mainte�ance activities. Selectively ailtivate Uees such activity(.�..slope mowing,silt removal, as aiders tor firewood. vactoring ot equipment movements). It troes are not Mter(erin�with aooess,kave trses alo�e. Side Slopes of E�osion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or app�opriate erosion oo�trol measure(s): where the�e is potential(or continued e.g.,rock reinfofoement,pla�iing of erosion. grazs,compaction. Sto�age Area Sediment A�ccumulated sedimant that exceeds 1096 Sedlment deaned out to designed pond ot the designed po�d depth. shape and depth;pond roseeded if necessary to control arosion. Pond Dikes Setllements My part o(dike which has settled 4 Oike ahould be built back to ihe design inches lower than the design elevation. elevation. Emergency Fiock Missl�g Only one layer of rock exists above native Replaoe tocks to design standards. Overilow/Spillway soil in area five square(eel 6r larger,or � any exposure o(�ative soil. A-I 1/90 KING COUNTY, \VASH [ NGTON, SURFACE WATER DESIGN MANUAL 'O. 2 - INFILTRATION M�Inte�ance CondMlons VYhen M�I�tena�ce Re�uks Expsctsd Componeni Delxt Is Nsedsd VYhen Malntenance Is Per(ormed Ge�erai Trash d.Debris See 'Pondi Standard No. 1 See'Ponds Standard No. 1 Poisor►ous Sse'Ponds'Standard No. 1 Sse 'Ponds Standsrd No. t VegetaGo� Pollution See'Por►ds'Standard No. 1 See'Po�ds Standard No. 1 � Unmowed Grass/ See'Ponds'Standard No. 1 See 'Ponds Standard No. 1 Ground Cover Rodant Holes Ses'Ponds'Slandard No. 1 See'Ponds Sta�dard No. 1 Insects See'Ponds'Standard No. 1 Sea'Ponds Standard No. 1 Storape Maa Se�ment A peroolatio�test pit o�test ot iacFlity Sediment is removsd and/or facility is indicates taality is oNy worfcing at 90%o( deaned w that infiluatior►system works its desi9ned capabilities. aocordinp to dosign. �t�set C•owr Sheet oove:is vislble and has more ihan Sheet covet�epaired or roplaced. (If/lpplicabie) ttuee i/4-inch holes i�iL Sump Fdled With My sed'unent and dabris filting vauit to pea�out sump lo dasien depth. Sadime�t and 10%of depth trom sump bottom to Debris(H bottom oi ouUet pipe or obstructing flow - AQplicaWe) into the connector pipa. � Fli ter Bags Ftled with SedimeM and debris fill bag more than Raplace filter bag or rodesign system. Sediment and 1/2 tull. Debris � ic Fiiters Sedimeni�nd By vtwal inspection little or no water Replace grnvel in rock filter. Debris flows through filte�du�ing heavy rain storms. A-2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL '� NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Malnte�ance CondiUons 1Nhen Malntenance Resufts F�cpected Component De(ect Is Needed When Mal�tenance Is Per(ormed Sto�age Area Plugged Ai�Vents One-hali of the cross section o(a vent is Vents lree o(deb�is and sediment. blocked at any point with dabris and ' sediment. Debris and Accumulated sediment depth exceeds All sediment and debris removed irom I! Sedirnent 10%o(the diameter of the ctorage area storage area. , (or 1/2 lenpth of sto�age vault or a�y I point depth exceeds 1596 of diamete�. Example: 72-inch storage tank would � require cleaning whan sedime�t roaches depth ot 7 inches tor moro than i/2 � length ot tank. I Joints Betwsen My cxadc atlowinfl material to be All joints between tank/pipe sections are Tank/Pipe Section t�anspocied i�to(aality. sealed. , , Tank/Pipe Bent My paR of lank/pips is beni out of shape Tank/pipe repaired or replaced to desi9n. Out of Shaps mote tha� 10%of its design shape. Manhole Cove�not in Place Cover is miuing or only partiaily in place. Ma�hole is cbsed. My open manho{e raqui�es maintena�ce. Locking Mechanism canno!be openad by ona Mecha�ism opens with proper tools. Mechanism Not maintenanCe pe�son with proper tools. Worfcing BoHs into irame have less than 1/2 a�ch , of thread(may not apply to sett-locking lids). Cover Dift"�It to One mainlenance person can�ot�emove Cover can be temoved and reinstalled by Remove fid nfte�applying 80 pounds ot GR. Intant one maintenance person. is to keep wva�trom sealing oH axess to mainlenance. Lndder Rungs lGng County Safety OHice and/or Ladder meets design standards and Unsafe mai�tenanos pe�son judges that laddar Fs altows meintananoe persons safe acoess. unsate due to missl�g rungs, misalignment,rvst,or cxacks. Catch Baslns See'Catch Basir►s'Standard No.5 See'Catch Baslns'Standard No.5 1/90 A-3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL '�. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Matntenancs Co�dtUons When Mal�tenance Results Expected Component Defect is Needad When Malntenance Ic Per(ormed General Ttash and Debris Distance between debris build-up and All trash and debris removed. (Includes boriom o(ori(ice plate is less than t-t/2 Sediment) feet. Structu�al Onmage Stnictu�e is r►ot secu�ely attnched to Structure sec�rety attached to wall and . manhole wnll and outlet plpe sVucture outlet pipe. should tuppoit at leest 1,000 pounds of up o�down preuure. Structuro is not in upright position (allow Structuro in correct position. up to 10%irom piumb). �, Co�nections lo ovUet pipe are not Conneetions to outlet pipe are watertight; wateAieht a�d show si9ns ot tust. structu�e tepaired or replaced and works as desig�ed. fv�y holes—othof than designed holes— Structu�e has r►o holes other than in the stnidure. desiflned holes. peanout Gate O�amaged or pea�out pate is not wntertight ot is Gate Is watertighl and works as designed. � Missing missing. Gate cannot be moved up and dow�by Gale moves up and down easily a�d is I one maintanance person. watertight. Chain bading to gate h miss(ng or Chain is tn place and worFcs as dasigned. ', damaged. �� Gate is rusted over 50%of its suAace Gate is�epaired or replaced to meat I aroa. desipn standerds. � Jritfoe Plate Damaged or Conuoi devioe is not worki�g p�operly Plate is in pinoe nnd works as designed. Missinfl due to missinp,out ot plaoe,or bent ' otifice ptate. ObatrucEJons My Uaah,debris.aedims��or vegetatio� P{ats is tree of all obstructions and works blxking the plate. as designed. Ow�tlow Pips Obstructiot�s My treish ot debtis blockinp (or having Pip�k itee ot all obstructions ar►d works ths potentid ot blodcinp)the oveAlow as designed. ' P�Pe- Manhot� Sse 'posed Osts�tion Systems'Standard Ss�'pessd Detent'wn Systems'Standard � No.3. No.3. . Gtch Basln See'Catch 8asins'Sta�dard No.5. Ses'Catch Basins'Standard No. 5. II A-4 ��� KING COUNTY, WASHINGTON� SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Malntenance Condidons Whe� Mal�te�ance Results Expected Component De(ect la Nesded Whe� Malntenance la Pertormed r,eneral Trash 6�ebris 7rash or debris of more than 1/2 cubic No trash or dabris located immediately in (kidudes toot which is focated immediatety in(�ont lront oi calch basin opening. Sediment} ot the catch basi�opening o�is blocki�g capadty of basin by more than 10%. Trash or debris (n the.basin) that No trash or debris in the catch basin. exceeds 1 f3 the depth I�om the bottom of basin to invert o(the lowest pipe into or out ot the basin. Trash or dabris in any inlet or outlet pipe Inlet and oullet pipes lree of trash or blocking mo�e than 1/3 of its height. debris. Dead snimals or vepetation that oould No dead animals o�vegetatio�presenl generate odors thai wovld cause within the catch basin. complaints w dangerous gases (e.g., • methane). Depostts ot garbage oxoee�ng 1 cubic No oondition preunt whlch would attract foot In vnlume. or support the breeding oi Insects o� rodeMs. Structural Damage Comer ot trame exte�ds more tha�3/4 Frame is even with curb. to Frame and/or i�ch past cutb taoe into the street (rt � Top Stab applicaWe). Top tlab has holes larger than 2 square Top slab is free o(hotes and cracks. inches or ctacks wider than 1/4 t�ch (�tant is to make sure atl mate�ial is , ru�ning into the basin). Frame not sitti�g flush on top slab,i.e_, F�ame is siriing tlush on top slab. separation of more than 3/4 inch oi tha trams from the top dab. Gadcs M Basin Gacks w{dx than t/2 incfi and lo�ge� Basin roplacad o�ropaired to design WaNs/Boriom than 3 taet,any evidenoe of soil partides standards. s�teri�g catch basi�tFuou9h cradcs,or malMs�a�os perso�jud�es that structure Is unsound. Gacks wide�than 1/2 inch and lor►ger No cracks more than 1/4 inch wide a1 the than 1 toot at the}oi�t ot any inlet/outlet joint oi Inlet/outlet pipe. P�P�ot u�y evide�os oi soil partides ente�iny catch basln through cracks. SetU�ment/ Basin has setdsd mon than t inch or has Basin replaced or repaired to design Misatig�ment rotated mors than 2 inches out of standards. ' al'gnment. Fre Flazard Presence o(chemicals s�ch as natural No tlammable chemicals p�esent. gais,oil,and gasoline. Vegelatio� Vegetation growing across and blocking No vegatatlon blxkl�g opening to basin. mora than 1096 oi the basi�opening. Vegetation growi�g in inlet/outlet pipe No vegetatio� or root growth present. joints that is moro than six i�ches tall and less tha�six inches apart. Pollution Nontlammable chemicals ot more than No pollution present other than surface 1/2 cubic(oot per three teet ot basin tilm. length. A-S ��� KlNG COUNTY. WASHINGTON, SURFACE WATER DESIGN MANUAL �. 5 - CATCH BASINS (Continued) Maintenance Conditlons When Mainte�a�ce Results Expscted Component Delect Is NNd�d When Malntenancs Is Performed tch Basin Cover Cover Not fn Ptace Covsr(s misslne or o�ly partially in place. Catch basin cover is closed. � My op��catch basin requi�es mdntenar►os. Locki�g Mechanism cannot bs opened by ons Mechanism ope�s with proper tools. Mechanism Not mninlenanoe person wilh proper tools. Wor{cing Bolts Mto irame have leu than.t/2 inch of th�sad. Cover DiHicult b One malntenance pc�son can�ot remove Cover can be removed by one � Remove lid after applying 801ba.o(lift; intent is maintenance pe�son. keep cove�f�om se�n�off aoosss to � mai�tenance. '.adder Ladde�Run9s ladder is u�ut�due to missing rungs, Ladder meets design standards and Unsafe misalignme�t,rust,cradcs,o�sharp altows mainte�anoe pe�son safe access. ed9es. Metal Graies Grate wit`�opentnp wide�than 7/8 i�ch. Grats openinfls most design standards. ;f apprcable) Trash and Oabris Trash and debris that is blockinfl more Grate iree of trash and debris. than 20%of 9rate sutiace. Damaged o� Grate misslnq or b�okan member(s)ot Grate is in ptace and meets design Missing lhe grate. standards. A-G 1�� 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 6 - DEBRIS BARRIERS (e.g. Trash Racks) Malntenance Condftlons When Malntenence Resuks Expected Component De(ect Is Needed When Mal�tenence Is Performed General Tash�nd Debris Truh or debris that is plugging more Barrie�dear to receiva capaaty ilew. than 20X of ihe openi�gs in the barrier. Metal Damaged/WGssing Bars are be�t out ot shape more then 3 8ars in place with no bends more than Bars inches. 3/4 i�ch. Bars are missl�g or s�tire barrier is Bars in ptace according to desi9n. missing. Bars a�e loose and rust is causing 50% Repalr or�eplaoe barrier to design deterioration to any part ot barrier. standards. ' � . .l ' � . � ]/90 A-7 KING COUNTY. WASHINGTON, SURFACE WATER DESIGN MANUAL �'��0. 7 - ENERGY DISSIPATORS Mwlnte�ance Co�dltfons When Malntena�ce Resufts Expected Component Defect Ia Nseded When Malntenance Is Pe�formed Externai: Rock Pad Missing ot Moved OMy one layer of rodc��asts above�aGve Replace rocks to design sta�dard. Rock soit in area five squaUe teet or larper,oc any exposure ot native soil. � 'Jispersion Tre�ch Pipe Plugged with Mcumulated sediment that exceeds 20% Pipe deaned/tlushad so ihat it matches Sediment oi the design depth. desig�. Not Discharging Ywal evidencs ot water discharginfl �t Trench must be redesigned or rebuilt to — Wate�Properly ooncenUated points along trench (normal standard. oondition is a'sheet tlow'of water along t�ench). Intent is to prevent erosion ' damaps. Perioralions Ove�1/2 of pertorations 1�p(pe a�e qean or replace peAorated pipa. Plue9ed plugped with debris and se�ment. Water F'.,►ws Out MalMec►anoe perwr►obse�res water Faciliry must be rebuilt or redesigned to Top oi'Oistributo�' ilowinp out duri�p any atorm bss than atandards. Catch Bas1n the des19�stotm or R Is caustnp or appeats likaly to cause damage. Reoeiving Mea Water in receiving area is causing or has No danger ot landslides. Ove�-Saiu�ated potential oi causi�g IandsGde problems. , Internal: 'Aar►hole/Chamber Worn or Onmaged Structurs diuipating flow deteriorates to fieplace structure to design standa�ds. Posts,BaHles, 1/2 or origir►al size or a�y ooncent�ated Sides M Chamber worn spot exoeedi�g one square toot whkh woutd make sVuctura unsound. Other pofects See'Catch Basins'Standard No.5 See'Catch Basins'Standard No.5 A-8 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUqi, NO. 8 - FENCING � Malntenance Conditlona Whs� Malntenance Results Expected Component Defect la Neaded When Malnte�ance Is Per(ormed General Missinp or &oken My detacl in the fenoe thal permits sasy PaAs i� place to provide adequate Pa�ts entry to a faality. securlty. � PaKs broken or missing. Broken o�missin�parts replaced. Erosion Erosion more than 4 i�ches high and 12- No opening under the fence that ezceeds 18 Inches wide permitting an ope�ing 4 inches in height. under a fance. Wira Fences Dnmaged Pnrts Posts out ot plumb mo:e than 6 inches. Posts plumb to within t-1/2 inches. Top rails bent more than 6 i�ches. Top rail iree o1 bends greate�than t inch. My paR o1 tence �nduding posts,top Fenoe is alig�ed and meets desig� rails,and tabric)more thnn 1 loot out o( standa�ds. � design atignment. i Missi�p o�{oou tension wire. Tension wke in place and holding labric. Missing or bou bubed wite that ir Barbed wi�e in place with less than 3/4- ' sagging more than 2-1/2 lnches between inch sag belween posts. posts. Extension a�m missing,b�oken,or bent . Extensto�arm in place with no bends out ot shapo more than 1-1/2{�ches. largar than 3/4 inch. Dete�io�ated Patnt Part or pnrts that have a rusting or scaling Structurally adequate posts or pa�ts with o�Protective conditio�that has aNected structural a u�itorm protective coating. , - Coating adequacy. I Openinqs in Fabric Openings i�fabric are such that an 8- No openings in fabric. �' inch-diameter ball could fit through. � � A-9 1/90 � KING COUNTY, WASHINGTON, SURFACE WATHR DESIGN MANUAL '7. 9 - GATES --� Malntenance Co�dWo�s VYh�n Malntenancs R�suks Exp�cted Component Det�ct Is Ns�d�d When Malntenance Is Per(ormed Gs�eral Damaped or Miuinp pate o�lockinA devices. Gatas and locking devices in place. Missinfl Members � � Broken ot misslnfl hinpes such that pate Hinges intect�nd lubed. Gate is working un�ot be sasily opened and doud by a t�eely. maintennnoe person. Gate Is out ot plumb more than 6 Inches Gate is aligned and vertical. and mote than 1 toot ovt of desip� alipnment. Missinq stretche�bar,stretcher bands, Stretcher ba�,bands, and Ges in place. • and ties. Openlnfls In Fabric Ses'Fencinp'Standard No.8 See 'Fencing'Standard No.8 1 I �� � � � , � � � A-10 ��� KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Malntenance CondlUons When Mal�tenance Results Expected Compo�ent Defact la Needed When Melntene�ce Is Pe�tormed p;pes Sediment � Dabris /bcumulated sediment that exceeds 2096 Pipe deaned ot all sediment and debris. o(the diameter of the pipe. , � Vepetation Vegetation thnt reduoes lree movement of A11 vegetalion removed so water tlows water through pipes. (reely through pipes. _ Damaged Prolective coating is damaged; rust is Pipe repaired or replaced. ceusing more than 50%deteriwalion to any peR ot pipe. My dent that decreases the cross section Pipe repeired or replaced. area ot pipa by mors than 20%. Open Ditches Trash d�Debris Trash and debtis exceeds 1 cubic foot Trash and deb�is deared from ditches. per.1,000 square teet ot ditch and dopes. Sediment A�ocvmulated ss�me�!that exossds 2096 Ditch deaned/tlushed ot all sediment and o(the desiyn depth. debrls so that It matches desiyn. � Vegetation Vegetation that reduoes lree movemant ot Water tlows ireely through ditches. water lhrough ditches. Eroslon Damsge to See'Ponds'Standard No. 1 See 'Ponds'Standerd No. t 'SJopes fiock Uning Ovt of Maintenance person can see nntive soil Replace rodcs 10 design standard. Place or Missing (H beneath the�xk li�ing. Applicable) Catch Basins See'Catch Basins'Standard No.5 See 'Catch Basins'Standard No.5 Debris Barriars See'Debris Barriers'Standard No.6 Sea 'Debrls Barriers'Standard No.6 (e.g.,Trash Rack) � • A-11 1� i `KING COUNTY� WASHINGTON, SURFACE WATER DESIGN MANUAL 11 - GROUNDS (Landscaping) � Mat�tenance Condttlons VYh�n Mai�tenance Resutts Expected Component De(sct la N�ed�d Wh�n Malntona�ce is Performed "e�eral Weeds Weeds p�owing in mws than 2096 of the Weeds present i�less than 5%of the (Nonpoisonous) la�dscaped uea (trees and sh�ubs only). landscaped area. Safety tlazard My presenos of po(son fvy or other No poisonous vegetaGo�present in a polsorwus vepetation. Inndscaped area. Trash or Urier Paper,can,botdes,totalling more than 1 Area clear o(litter. cubfc foot within a landscaped aroa (troes and shrubs oMy)ot 1,000 squaro teet. r�es and Shnibs Damags Umbs ot paRa ot trees ot shrvbs that ars Trses a�d sh�ubs with less than 5%o(the aplit or broken whkh aHect mo�e then total toliage with aplit o�brokan limbs. 25X of the tolal fdiage of the troe o� shrub. � Trees ot shrubs that have besn blown T►se or shrub in piace iree of injury. down or knxked over. ` Troes or sfuuM whfch ar��ot adsquately Tne or sh�ub in plaoe and adequataly wpported u ue kaning over,causing supported;romove any dead or diseased � exposure ot the roots. ttees. � � � fr � � A-12 1� � KING COUNT�Y� WASHINGTON, SURFACE WATER DESIGN MANUqL NO. y2 - ACCESS ROADS/EASEMENTS Maintensnce Conditlons 1Nhen Matntenance Results Expected Component Defect Is Needed When Malntenence Is Per(ormed �a General Trash and Oetxis Trash end debris exceeds 1 cubic loot Trash a�d debris Geared trom sile. per 1,000 aquare feet,i.e.,Uash and , debris wou{d fill up one standard size garbape can. �� Blocked Roadway Oebris which oould damage vehide 6res Roadway tree o(debris which oould (glass or metal). damage tires. My obstrucfions which rc�uce dearance Roadway overhead clear to 14 teet high. above�oad suAace to less than 1�feet. My obstructions restr'icting 1he access to ObsVuction removed to allow at lenst a a 14 to 12-(oot width for a distance o( 12-foot aocess. mo�e than 12 feet or any point rostricting aooess lo less than a 1Woot width. Road Suriace Settlement, Wlwn�ny suAaos do(ect exceeds 6 Road wrtace unifotmly smooth with no Potholoc, Mush k�ches in dapth and 6 square feet in uea. ovide�os ot settloment.potholes,mush Spots,Ruts In general,aay suAaos detect whkh spou,or ruts. � hinders or preve�ts maintenanoe axess. Vegetntion in Road Weeds g�owing in the road suAace that Road surtaoe free of weeds taller than 2 SuAace -' are moro than 6 inches talt and(ess than i�ches. 6 inches apart within a 40asquare-toot area. 1 -' Shoulders and Erosion Damage Erosan within 1 toot oi the roadway more Shoulde�tree of erosion and matching � Oitches thnn 8 inches wide and 6 inches deep. the surrounding road. Weeds and Brush Weeds and brush exoead 18 inches in Weeds and brush cut to 2 inches In height or hinder maintenanoa aooes"s, height w dea�ed In auch a way as to etlow meintenance aocess. � A-13 1� 12.0 KING COUNTY BACKWATER ANALYSIS - DOWNSTREAM SYSTEM HEC-2 ANALYSIS - PANTHER CREEK , ,� � � 1.0 IN'TRODUCTION In accordance with the City of Renton's request,we have performed an open channel hydraulic analysis on the Panther Creek segment that runs for approximately 400 feet through the southem portion of our site. Along with the Panther Creek open channel hydraulic analysis, we have also performed a backwater analysis for the City of Renton's tightline system that runs from our site north along East Valley Road, and then turning west along S.W. 41st Street to Springbrook Creek. We have performed the analysis in order to ascertain the 100-year flood elevation of Panther Creek adjacent to the proposed site. Defining the 100-year flood elevation of Panther Creek allowed us to ascertain the finish floor elevation of the proposed Renton Hotel. � _, � ,r � � � � I i 6688.004[DTC/pd] �__ 2.0 KING COUNTY STANDARD BACKWATER ANALYSIS We performed a backwater analysis on the above-mentioned City of Renton tighdine system from just west of our site running along the culvert that conveys Panther Creek at the western edge of our site to the tightline oudet at Springbrook Creek. We analyzed this system using data provided to us from the City of Renton and using the King County backwater program. The results and data we used aze located in Appendix A We feel that the results from our King Count�Bac �gr -------- _ � Program do not accurately represent the actuat conditions in a 1Q,���r event due to the inability ' _. __ �- _ ._,r_ . ....,._.._ �,_.____z,..--�_ �y to accurately define-�tributary areas and basin flows_into the__tig�htline system Consequently, __ through verbal agreement with the City of Renton, we have set the 100-year water surface � elevation at manhole 26, E7-1, Type 2-60, as defined on the City of Renton Manhole and Outlet Pipe Inventory Sheet 26(see Appendix A),at elevarion 22.15 feet. The elevation of the headwater at the above-referenced manhole is also the tail water elevation for HEG2 analysis. Also,we used the 2-yeaz water surface elevation of Panther Creek at our site to set the invert of our oudet pipe at the detention vault. The 2-yeaz water surface elevation was provided to us by the Ciry of Renton and is referenced in Appendix A. � � Ii 6688.004(DTC/pd] / � I'� rA :Tc`•� �! ol= Srt'`= 3.0 HEG2 ANALYSIS The first phase of our HEC-2 analysis performed in order to define the maximum water surface elevation of Panther Creek through our site at a 100-year event. Based on data received from the City of Renton, the 100-year event produces a flow through Panther Czeek, at our s�te, of 96 CFS. Using this data as well as a topographic survey performed � by Crones & ssociates Land Surveyors dated October 19, 1997, we analyzed the open channel usi EC-2, and calculated the elevation of the water surface for the 100-year event at 2. l�feet. Please see the results of our HEC-2 analysis in Appendix A for a visual rep esentation of the water surface profile for the entire channel, as well as particular sections denoted in the HEC-2 Analysis Existing Conditions map. The second phase of our HEC-2 analysis included analyzing the open channel with proposed improvements to the channel. We again used the 100-year event full rate of 96 CFS provided to us by the Ciry of Renton to perform this analysis. Please see Appendix i A for a visual representation of our results. This includes a water surface profile throughout the entire channel as well as a water surface elevation at particular sections as noted by the HEC-2 Widened Channel map. After the proposed improvements to the channel, we calculated the mazimum water surface elevation to be 22.41 feet. In both Phase 1 and Phase 2 of our HEG2 analysis, according to verbal agreement with '' the City of Renton o�cials, we modeled the flow over the back walk on the west side of our property to be 1/2-foot over the back of walk. This flow pattern was deemed prudent because of past historical observations. : � _ .l --� . 6688.004 [DTC/ph] l== y l: � i .a=N t,r i4�..�v l�l.� Water Surface Profi�e P�ot 1 � Subcritical Prof ile Flow 98 cf s 25 m m . m m m m m . � � m �' � � � m m m .-, � � • m � • m ..� � � : : I I __:-1-- _ I_� I __ ___- __ — - - �—ROW�w�vY . . W S i'RI�F��..E � � F_t. . . . . � i . . . . � 20 . . . . . � � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ��� � . . . � �- . . � I , _ � � . �, \ � : �--. ._ —_ � . . . \ �. ro��F . c �� �'� -�zT .�� . . H�Nnret� O , . � � . �se� � �_' / �i �� : : : : � � �n�i 15 . . . . . �/ � \`�. � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W r / � CU�Vf'RT =t . . . / . . . . / . . . . 10 I 900 10mm 1100 1200 13a0 1400 1500 I Cross-Section Station f t ' Channel Invert -- -- - Right Bank - - Lef t Bank — Cor�puted W, S, --- Critical W, S. ----- Energy Grade Line --•—�— Known W, S, Cross-Sections Culvert �� . _ �. • V/_ __ _ �V.. . sr� , �q-� op Cross-Section Plot 14�� ft WS E�ev; 22,81 f t EGL Elev, 22,84 f t Flow; 98 cf s 30 25 . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J : : .065 : : m .065 : � � . . . . . � . . . . . � . . . . � 2� . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . ; . . . . . . . : . . . . . . . . . o . , . . . � . . . . . � . . . . . � . . . . � . . . . . � . . . . . . � W . . . . . . 15 . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . 10 0 20 40 60 8m 100 120 140 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, ----- Energy Grade Line Manning's n Values � S� ��;�4 J C- �TRT�C. 13�'S(� Cross-Section Plot 135� ft WS Elev; 22,56 f t EGL Elev; 22.78 f t Flow, 98 cf s 30 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J : : �65 : : � 865 ; � � . , ---------T------r - : � . . . . � . . . 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . . . O . . . � . . . � . . . � . . . . . . Ql . . . . . . W . . . . . 15 : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . 10 0 2m 40 60 80 100 12a 14a Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W. S, ----- Energy Grade Line Manning's n Values � �\ ' T 1'J' :� L 5-rr� �3; � Cross-Section Plot 13�� ft WS Elev; 22,32 f t EGL Elev; 22,64 f t Flow; 98 cf s 30 25 . . . . . . . . . . . . . . . . . . �5 . . . . . . . . . . . . . . . . . . . . � . . . . . .�� . . . . . . : . . . . . . . . . J : : : : . : � . . . . . . � ---------- -------- ------------------- . . � : : : . : : 4-- . . . . . 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . o . . . . . _.,_, . . . . � . . . . . � . . . . n� . . . . . W . . . . . . 15 : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . 10 0 20 40 60 80 100 lZB 140 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, ----- Energy Grade Line Manning's n Values - -, ,,,1 � ,�- - - -r - - -�ry - • - ��� STt�T zo� , :- S D Cross-Section P�ot 125� ft WS Elev: 22.22 f t EGL Elev; 22,45 f t Flow� 98 cf s 3� 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . J : .065 ; � �65 : � ; � . . . . ---�� . � ------- ----- - - - -- . . � . . . � . . . . � �� . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . : . . . . . . . . . O . . . . � . . . . (� . . . . . � . . . . �l . . . . . . W . . . . . . 15 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . 10 m �0 40 60 8PJ 100 120 140 Horizontal Station f t - - - - - Original Channel Revised Channel Overbank Stations --- Cor�puted W, S, ----- Energy Grade Line Manning's n Values ,- � � � i - n� -. . �V STI�, l Z t O Cross-Section P�ot 1��� ft WS Elev: 22,26 f t EGL Elev, 22,32 f t Flow; 98 cf s 30 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J . . . . . . � . .e� . m .e6s � : � . . . � . . � �0 . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . : . . . . . . . : . . . . . . . . . : . . o . . . . � . . . � . . . . � . . . . . n� . . . . . . � . . . . . W . . . . . 15 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . , 10 � 0 20 40 60 80 100 120 14PJ , Horizontal Station f t I Channel Bottor� Ovec-bank Stations — Cor�puted W. S, —•—•— Known W. S. ----- Energy Grade Line Manning's n Values 1 �/ � --- � �- - - .y`� -�� 'V/. sT►� � �+-s� Cross-Section Plot 115� ft WS Elev: 22,15 f t EGL Elev: 22,25 f t Flow; 98 cf s 30 25 . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . J . .065 � : m : �� : : � . . . . . � . . . . . . � . . . . � . . � 2� : . . . . . . . . . : . . . . . : . . . . . . . . . . . . . . . . . ; . . . . . . . . . o . . . . . � . . . . � . � . . . a� . . . . . w : : : " : : : 15 . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . 1a 0 20 40 60 80 100 120 140 Horizontal Station f t i Channel Bottor� Overbank Stations — Cor�puted W. S, —•—�— Known W, S, ----- Energy Grade Line Manning's n Values ' i - .s- �,,,L � �� i i�. _ �r lq' . � �-�'C�� - Cross-Section P�ot 11�(� ft WS Elev: 22,15 f t EGL Elev, 22.2� f t �low; 98 cf s 30 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J . . . . . . � .06s . . � . . .e6s . � . . m . . � . . — � . . . . 20 . . . . . : . . : . . . . . . . . . : . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . � . . . . , _o . , . . � . . . . . . � . . . . � . . . . n� . . . . . J . . . . . w . . . . . . 15 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . , 10 0 20 40 60 80 100 120 140 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, —•—•— Known W, S, ----- Energy Grade Line Manning's n Values � .� -� � - �ti � S r'r'�. /U t�L Cross-Section Plot 1�5� ft WS Elev: 22.14 f t EGL Elev: 2C.18 f t Flow; 98 cf s - 3� 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J . . . . . : � � ,065 • � � .065 . � . . � . . . � . . . � . 4- . . . . C2� . . . . . . . . . . . . . . . . . . : . . . . . . . : . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . O . . . . . . � . . ; . . . � � • . , . � , . . . �l � . . . � . . . . . W . , . . . 15 . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1� 0 20 40 60 80 100 12� 140 Horizontal Station f t Channel Bottor� Overbank Stations -- Cor�puted W, S, —�—�-- Known W, S. ----- Energy Grade Line Manning's n Values � f"�rs�.�� � � �y�N.�cc... Sir� . ip . oa Cu�vert Cross-Section Plot 1PJPJ(� ft WS Elev: 22,PJ8 f t EGL Elev: 22,16 f t Flow; 9B cf s 30 25 . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J . . . . . . � .065 : � ,065 ; : : : --- ----------- ----- --� � . . . . . c� — — — . . 20 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . o . . . . . � : : : : o . . . . . > . . . . n� � . . . . � w � : : : : 15 . . . . . . . . : . . . . . . . . . : . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . , . . . : : : II � : : : : : �� , . . . . 1� I 0 20 40 60 80 1aB ���' ' � - Iu,....—- � , --� r , �f ,�G �� _ ,V.^ ' _ r _- r - ST�, 09fi , v Cross-Section Plot 99PJ ft WS; 18,35f t Crit.WS; 18.35f t EGL: 19.67f t F�ow; 98cf s 30 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J . . . . . . � .065 • � .065 � � � . . � . . . . � � .+ + . . . . � 2� . . . . . : . . . . . . . . ; -_ . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . _o . . . . . � . . . . � . — . . . . � . . . . � . . . . � . . . . . � w . . . . . . . . . . . . � 15 . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . I 10 0 20 40 60 80 10a 120 140 �, Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, I —•—•—� Known W, S, —-— Critical W. S. —--—- Energy Grade Line Manning's n Values , ..... �.. � ,..� .i .n.. w.r���K:. ,i• , .�, .. . _. _ _ � , _... ....:: : ..••., � CITY OF ._._. _ __ ___., � _ � -. HEC-2 ANALYSIS-WIDENED C1-1ANNEL . : _ .__ -� RENTON . .. ...—._... .: . � � ,.,. � L`AIUM .. ... _� ._.__. . ..__...,.,. ,....._. . . . . .� _.__._._ � � PlonnlnylBuilCinq/Pyplic WmM� D�Dt. .... . .. . .._ ..._'_.. . ._'_' . n0. 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"" I � D D � 5'''0 �+,�-`�, fI � I � �� 9 ��Aw �O 7 I �H' �y �1 i � � � �� � ,�M�✓� „ SR �67 � � ��a ;I ; � p� � +F�q �a���.��g � �� 5 �ffi �m � �O GHq� TITLE LOCATION Q' S 18215 72ND AVENUE SOUTH � �g b f mP ,�,�Z K ENT w� s a o 3 z H E C-2 A N A L Y S I S-E X I S I I N G C F i A N N E L �.r p , � 0 _; �`'�c (425)251-6222 � I� ' i � s' �� (425)251-8782 FAX � �aw y= �a � � �( y �P CMl ENCINEERINC,UND�UNNINC, � r�NCEMG�p� SURVEYINC,EM�IRONMENTAL SERNCES PROPOSED 88 UNIT BEST WESTERN HOTEL 3650 EAST VALLEY HIGMNAY RENTON, VyASHINGTON �,-� �..., ,�� aaoa C �� �t i " ��r � I, � t � O�t �- (vL - I Cross-Section P�ot 966 f t WS; 21,28f t Crit.WS: 13,63f t EGL; 21.33f t �low; 98cf s 30 25 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J : : : : : : � . . . . . . � : ,�35 : : � ; ,035 : -+--� . . . . �+- . . . , . . � 2� . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . o . . . . . . � . . . . . . � . . . . . . � . . . . . . n� . . . . . . w : : : : : : 15 : . . . . . . . . . : . . . . . . . . . : . . . . : . . . . . . . , . : . , . . , . . . . : . . . . . . . . 1B 0 20 40 60 80 100 120 140 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S. —•—•— Known W, S, --- Critical W, S, ----- Energy Grade Line , Manning's n Values j F���Y �[�E'J� C N�9NNEL- Water Surf ace Prof i�e P�ot 1 ea Subcritical Prof ile Flow 45 cf s 6PJ . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . J . . . . . � . . . . � . . . . . � . . . . . � . . . � 4� . . . . . . . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 � r�P o� wR�K � � � _ . . . I�f�T"E� 5U t2 FF1Gk , -� u� . � '�' Q' m � � . � � � t� � ' r�i � � > � m ., .-, � .--� � .� .� .-� TO P � RU�4 P Np T� � � � � � W : . . � ' �� oF �uLV RT c�0 . . . . . . . . . . . . - ...�.� . _ . . — . . . . . . . . . . ��• . � � . . B��'Onn pF � CvLv�t2.T . C N�NNI_�: SoT�"ur� : �,��.yErz T ' 'L ni L.ET ' . '-- ►�Y-1N)a�Ll_ . . . . 0 9�0 10a� 1100 1200 1300 1400 1500 Cross-Section Station f t Channel Invert -- -- - Right Bank — Left Bank — Cor�puted W, S. --- Critical W, S. ----- Energy Grade Line —•—•— Known W, S, Cross-Sections Culvert P��c�P�scD CN�+n�ivF[., sT/� 09 i yG . S Cross-Section Plot 946�5 ft WS; 13.32f t Crit.WS; 13,32f t EGL; 13,98f t �low; 45cf s _ 25 : .esz . . � ; ,0iz : � 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . � . . . . . � . . . . . � . . . . . o . . . . . . �, . . . . . . � . . . . . . > . . . . . . W15 . . . . . . . . . . . : . . . . . . . . . . . . . . . . : . . . . . . . , . : , . . . . . . . . : . . . . . . . . . . , . . . 10 0 2a 40 60 80 100 12a 140 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, —•—•- Known W, S, —-— Critical W, S, —--—- Energy Grade Line Manning's n Values t`�fCO�OS� �D C 1�W N N E L 5 T Yl . p�-{ -fi-q°� Cross-Section P�ot 949 ft WS� 14.14f t Crit.WS; 14,14f t EGL; 15,21f t �low; 45cf s 25 � .035 � ' m ' .035 ' � 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . , . . � . . . . . . � . . . . . . C . : . . � . . O . , . � . . . � . . . � . . . � . . . � . . . > . . . � . . . W15 . . . . . . . . i . . . . . . . . . . . . . . . . . . . : . . . i— . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . � . . . � . . � . 10 0 2a 40 60 Ba 100 120 140 Horizontal Station f t - - - - - Original Channel Revised Channel Overbank Stations ---- Cor�puted W, S. —•—•— Known W, S, --- Critical W, S, ----- Energy Grade Line Manning's n Values "PRO'POSEA Gl-�Wr�NC L. Ss14 . U� rq� Cu�ve�t Cross-Section P�ot 99� f t WS Elev; 21,43 f t EGL Elev; 21,45 f t �low; 45 cf s 24 � ,065 ' � � ' �65 � . . . . m . . 22 . : . . . . . . . . . : . . . . . . . . � . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . : �—-- .;____—-- ;-- � : : : : . : � . . , . . � . . . . . . � 20 . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . : . . . . . . . : . . . . . . . . . : . . . . . . . . � . . . . . � : : : : : : o . . . . . � : : : : : � 18 � . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . a� : : : . : : � W : : : : : : 16 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . : . . . . . . . . . : . . . 14 0 10 20 30 40 50 60 70 Horizontal Station f t Channel Bottor� Culvert Opening - - Top of Roadway � Overbank Stations — Cor�puted W, S, —�—•— Known W, S, ----- Energy Grade Line Manning's n Values �'f?i0PD5C� C H I`jrJN i"' l.. Sr W , �p r � � Cross-Section P�ot 1�14 ft WS: 21.44f t Crit,WS; 18,18f t EGL: z1,45f t Flow: 45cf s 30 � .P165 � • ,035 ,065 . . . � 25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . � . , . . . � . . . . . � . . . . . o . . . . . � � — d . . . > . . . n� 2�W . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . ; . . . . . . , . , ; . . . . 15 0 5 1a 15 20 ZS 30 Horizontal Station f t ' Channel Hottor� Overbank Stations — Cor�puted W, S. —•—•—. Known W. S, —-— Critical W. S, —--—- Energy Grade Line ' Manning's n Values ', "P�or'bsr_�o CNwW,��L sT►�. �vfi5o Cross-Section P�ot 1PJ5� f t WS: 21,44f t Crit,WS: 18,44f t EGL; 21.46f t Flow: 45cf s 28 26 . . . . . . . ..�r�s: . . . . . . . . : ��e35. . . . . . ; . . . . .�r�s . . . : . . . . . . . . vJi24 . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � : : : : � : : : : � . . . . � 22 . ; . . . . . . . . : . . . . . . : . . . . . . . . . . . . o � � � : � . . . � : : : : ' W2� . : . . . . . . . , : . . . . . .� . . . : . . . . . . : . . . . . . . : '�_'__ : : 18 . . . . . . . . . . . . . . . . : . . . . . . . : . . . . . . . . � : : : : j 16 0 10 20 30 40 50 Horizontal Station f t Channel Bottor� Overbank Stations -- Cor�puted W, S, —•—•— Known W. S, —-— Critical W. S, —--—- Energy Grade Line Manning's n Values - / � �RoPoSrD C Nwr�rv r_ L �T� �1 + O� Cross-Section P�ot 11(�� f t �' WS� 21.45f t Crit.WS: 19.19f t EGL: 21,48f t �low; 45cf s 28 . . . . . . I 26 . . . . . . : . . . . . . . . � . . . . . . . . : . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . . . ' .065 �35 : : .�65 : � 24 . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . � : : : : : � . . . . . � 22 . . . . . . . . � . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . : . . . . . . . . . . . , . . o : --r--- ------ . --- : : �, . . . . . � : : : : : > : : : � : : W2� . . . . . . . . : . . . . . . . : . . . . . . . . . : . . . . . . . : . . . . . . . . . ; . . . . . . . . . : . . . . . . . . 18 . . . . . . . : . . . . . . . . . : . . . . . . . : . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . 16 ' 0 5 1a 15 20 25 30 35 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, —•—• Known W, S, —-— Critical W, S, —--—- Energy Grade Line Manning's n Values ' � � s�Ct , , �o Pas,� e�i,��v�v r_- � �r-� �f t 5 d Cross-Section Plot 115� ft WS; 21,44f t Crit,WS� 2�J,29f t EGL� 21.53f t �low; 45cf s 26 . ,065 . .035 .065 . 24 . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . � . . . . . . � : : : : � . . . . � . . . . . 22 . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . : . . . . . . . . . � . . . . .o . . . �, . ------- ---,---------------- . . � . . . . � . . . . n� . . . . . . � . � . . . W . . . . . . 20 . . : . . . . . . . . . : . . . . .---�---..—. . . . . . . . . : . . . . . . . . . : . . . . . . . . 18 0 5 10 15 20 25 30 35 I Horizontal Station f t ' Channel Hottor� Overbank Stations — Cor�puted W, S, —�—•— Known W, S. —-— Critical W, S, —--—- Energy Grade Line Manning's n Values - � , , i- ; �Rv�o�C� c h'�9ivrv��. s'�J i2 r o p Cross-Section Plot 12�(� ft WS: 21,51f t Crit,WS; 19.94f t EGL; 21,59f t �low, 45cf s 26 , ,065 . . ,035 . .065 24 . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . � . . . . . � : : � : : -+-� . . . . . 4- . . . . 22 . . . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . . . . . C . . . . O -- -- - � � ------ ------ - ------- ---- � . . . � . . . . � ' . . . . J . . . W . . . . 20 . . . . . . . . . . . . . . . . . . . . . . . . . - ___ . . . . . . . . . . . . . . . . . . . 18 0 5 10 15 20 z5 30 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S. —•—•—. Known W, S, —-— Critical W. S. —--—- Energy Grade Line Manning's n Values � II �i�DP05��D G'/1�gNNtL �Tf9 /Z �5D Cross-Section P�ot 1�5� ft WS: 21,58f t Cr�it,WS; 2�.06f t EGL; 21,65f t Flow: 45cf s 26 . ,065 , .035 . . ,065 24 . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J . . . . . � . . . . � . , . . -;-� . . . . �+-- . . . . � 22 . . . . . . . . . : . . . . . . . : . . . . . . . . . ; . . . . . . . . . : . . . . . . . . . : . . . . . . . o ------ ----------------------- --- �., . . . r� . . � . . . . a� . . . . � . . . . w . . . . z0 . . . . . . . . . : . . . . . . . . . : . . . . . . - ._�=_=-.— . . . . . . . . . . . . . . 18 0 5 10 15 20 z5 30 Horizontal Station f t Channel Bottor� Overbank Stations — Cor�puted W, S, —•—•- Known W, S. —-— Critical W, S, —--—- Energy Grade Line Manning's n Values - - _ -- I /��'4Pp5r-D Ch��/✓'NFL 3T�`�' /3�'DD Cross-Section P�ot 1��� ft WS; 21,64f t Crit.WS; 19.65f t EGL; 21.68f t F�low; 45cf s 26 : .e6s . . .�3s: .e65 . 24 . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . . � . . . . . . � � : : : : : � . . . . � . . . . . . � 22 . . . . . . . � . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . : . . . . . . . . . o . --- ----------- ----.--------------- . � . . . . . . � . . . i � . . . . I n� : : : : : ! w . . . . . � 20 . . . . . . . . : . . . . . . . . . : . . . . . .---.—._..—�-�—�---. . . . . . . . . : . . . . . . . . . 18 0 5 10 15 20 z5 30 35 Horizontal Station f t Channet Bottor� Overbank Stations — Cor�puted W, S, —•—•—.Known W, S, —-— Critical W. S. —--—- Energy Grade Line Manning's n Values t�'►20P�Si= D �H�4NN� L, �i�t ►3 -r� 5 C�oss-Section Plot 1345 ft WS; 21,65f t Crit,WS: 2�,25f t EGL; 21,71f t F�low; 45cf s 26 � ,065 ' ,035 � ' .065 24 . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . � : : : : : : t� . . . . . � . . . . . �--� : : ; : : : �--- . . . . . 22 . . . . . . . : . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . C . . . . O . --------------------- --------------,- � . . . . . C� . . . . . > . . . . . . � . . . . � . . . . W . . . . 20 . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . ..—._._.._. . . . . . . . . . . . . . . . 18 0 5 10 15 z0 25 30 35 Horizontal Station f t Channel Hottor� Overbank Stations — Cor�puted W, S, , —•—•- Known W, S, —-— Critical W, S, —--—- Energy Grade Line ' Manning's n Values '� tr'- R a t�o s�.� c N F��a� c�� L 5T Yl . ►3 t S O Cross-Section Plot 135� ft WS; 21,68f t Crit,WS� 2�,�7f t EGL; 21,73f t F�low; 45cf s _ �4 ; : .035 : : 23 . . . . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � 22 , . . . . � . . . _,., : : : : : �+-- : : : : : � 21 . . . . . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . . o : : : : : _-� . : : : : : . � . . . . . . . > : : : : : : : W2� . . . : . . . . . . . . . . . . . . . .-`- . . . . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . ; . . . . . . . . 19 . . . . . : . . . . . . . . . : . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . ; . . . . . . . . . : . . . . . , . , . 18 -� 0 2 4 6 B 10 12 14 Horizontal Station f t - - - - - Original Channel Revised Channel Ovarbank Stations — Cor�puted W, S, --•—•— Known W, S, ---- Critical W, S, ----- Energy Grade Line Manning's n Values '�'R � +�os�= � GNW�N � � �T� 13t ao Cu�vert Cross-Section P�ot 138� ft WS E�ev: 21,64 f t EGL Elev. 21,73 f t Flow; 45 cf s 26 ,m65 : �35 , .065 24 . : . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . � . . . � . . . � . . . � . . . � . . . � 22 : . . . : . . . . . . . . : . . . . . : . . . . . o : ---------------------------- � . � . � .—.—._._._.._._._._.— n� . . w : : : : � 20 . . . . . . . : . . . . . : . . . . . . . . : . . . . . . . . : . . . . . . . . 18 0 5 10 15 20 25 Horizonta� Station f t Channel Bottor� Culvert Opening — Top of Roadway Overbank Stations — Cor�puted W, S. —•—•— Known W, S, ----- Energy Grade Line Manning's n Values �R ��USt�D � Nr�Nn�r- � ��►� �� tc�� Cross-Section Plot 14�� ft WS; 21,66f t Crit,WS; 2�,44f t EGL: 21,76f t �low; 45cf s 26 .065 . �035 . .065 24 . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . : . . . . . . . . . � . . . . � . . . � � : : : � . � . � 22 . . . . . . . . . . . : . . . . . . . . : . . . . . . : . o --- -----------�------------- � . . o . � ._._._._._.._._._._._ . � . . W . . --------- 20 . . . . . : . . . . . . . . . . . . . . . . . : . . . . . . . . : . 18 0 5 10 15 20 25 Horizontal Station f t Channel Hottor� Overbank Stations — Cor�puted W, S. —•—•—. Known W, S. —-— Critical W. S. —--—- Energy Grade Line Manning's n Values � � � w a � EMT5D26.XL5 MANHOLE AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the storm drainefle �ystem was compiled from numeroua eources and ia the best informetion available at this time and should be used only for GENERAL guidance . The City of Renton ie not responsible for errors or omfssione when this Inforrnation is used for enqineerinq purpose. Desi�ners are to field verify this information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE O/W PIPE PIPE LENGTH LENGTH STREAM PLAN STRUCTURE INDEX # TYPE CB T ELVE EL(M1 IE IE(MI IE IE[M] TYPE SEP. DIAM. TYPE [MI STRUCT FILE MH 26,C 4 - 1 2-64. Y 17.2 6.24 8.6 2.62 7 2.13 C N 24 RCP 66 16.76 CREEK UD 314 MH 26,C 4 - 2 2•64. Y 17.1 6.21 7.72 2.36 7 2.13 C N 24 RCP 144 43.88 CREEK UD 314 MH 26,C 4 - 3 2-64. Y 18.97• 6.17 10.2 3.11 7.81 2.38 C N 24 RCP 16b 60.29 26,C4-2 28,CsG-2 MH 28,C 4 - 4 2-64. Y 18.66 6.04 10.62 3.24 10.29 3.14 C N 24 RCP 166 60.29 26,C4-3 UD 314 MH 26,C 4 • 6 2-48. Y 17.08 6.21 11.19 3.41 10.87 3.31 C • 21 RCP 160 48.77 26,C44 UD 314 MH 26,C 4 • 6 2-64. Y 18.96 6.17 8.7 2.66 8.6 2.62 C N 24 RCP 86 26.21 28,C4-1 LID 314 �-MH 26,C B • 1 2 Y - - 6.68 1J3 6.61 1.68 C N 60 RCP 376 114.30 26,C8•2 43-603 ( MH 261C 6 • 2_ 2 Y - - 6.61 1.68 6.49 1.67 C N 80 RCP 43 13.11 CREEK 43-603 MH 26,C 8 - 1 2 Y 1b.97 4.87 8.63 2.60 7.83 2.33 C N 21 - 600 162.40 26,18-2 44-321 MH 26,D 2 - 1 2 Y - • 3.37 1.03 2.6 0.76 C N 48 RCP 104 31.70 P-9 43-603 MH 26,D 2 - 2 2 N 18.82 6.74 9.48 2.89 2.73 0.83 C N 38 - 42 12.80 OUT 43-b03 MH 26,D 3 - 1 2 Y - - 6.39 1.96 6.96 1.81 C N 48 RCP 400 121.92 26,D3-2 43-603 MH 26,D 3 - 2 2 Y - - 6.96 1.81 3.37 1.03 C N 48 RCP 314 86.71 26,D2-1 43•603 MH 26,D 4 - 1 2-64. Y 17.66 6.38 11.61 3.61 11.19 3.41 C N 21 RCP 160 48.77 28,C46 UD 314 MH 26,D 4 - 2 2-48. Y 18.16 6.63 12.24 3.73 12.01 3.66 C N 16 RCP 113 34.44 28,D4-1 LID 314 MH 26,D 4 - 3 2-48. Y 16.97 6.17 12.01 3.B6 11.13 3.38 C N 18 RCP 173 62.73 26,D4-4 LIO 314 MH 26,D 4 - 4 2-64. Y 16.96 6.17 11.13 3.39 8.36 2.66 C N 18 RCP 78 23.16 26,04-6 LID 314 MH 26,D 4 - 6 2-48. Y 17.6 6.36 8.36 2.66 8.2 2.b0 C N 18 RCP 143 43.68 T INTO 36" 43-b03 MH 26,D 4 - 6 2 Y - - 8.16 2.49 8.39 1.96 C N 36 RCP 461 137.47 26,D3-1 43-603 MH 26,D 4 - 7 2 Y - - 8.47 2.68 8.16 2.49 C N 36 RCP 300 81.44 26,D46 43-603 MH 26,D 4 • 8 2 Y - - 9.02 2.76 8.47 2.68 C N 38 RCP 36b 108.20 26,D4-7 43-603 MH 26,D 6 • 1 2 Y - - 10.98 3.36 9.02 2.76 C N 30 RCP b06 164.23 28,D48 43-603 MH 26,D 6 - 1 2 Y • • 11.76 3.b8 10.98 3.36 C N 30 RCP 326 98.06 26,D6-1 43•603 MH -�'26.D 6 • 2 2 Y 16.68 4.76 10.71 3.26 6.96 2.12 C N 12 RCP 218 66.46 T INTO 36" 43•603 MH 26,D 6 - 3 2 Y - - 6.93 1.81 6.86 1.79 C N 80 RCP 160 46.72 28,D8-4 43-603 �j MH 26,D 6 • 4 2 Y • - 6.86 1.78 6.68 1.73 C N 80 RCP 396 120.40 26,C6-1 43•603 �MH 26,D 6 - 6 2 Y - - 6.19 1.88 6.86 1.79 C - 36 RCP 362 110.34 28,D6-4 43-603 MH 26,D 7 - 1 2 Y - - 6.16 1.88 6.93 1.81 C N 80 RCP 600 162.40 26,D6-3 _ 43-603 MH 26,D 8 - 1 2 Y - - 6.39 1.96 6.16 1.88 C N 60 RCP 600 162.40 26,D7-1 43-603 MH 26,D 8 - 2 2 Y - • 6.66 2.03 6.39 1.96 C N 64 RCP 600 162.40 26,D8-1 43-603 MH 28,E 4 - 1 2-48. Y 16.33 4.88 10.7 3.26 10.39 3.17 C N 18 RCP 170 61.82 26,E42 UO 314 MH 28,E 4 - 2 2-48. Y 14.6 4.46 10.39 3.17 7.77 2.37 C N 18 RCP 92 28.04 26,E43 LID 314 . - 1 EMT5D26.XL5 j MANHOLE AND OUTLET PIPE INVENTORY SHEET 26 The inventory i�formation for the storm dreinafle �ystem wa� compiled trom numeroue aourceo end fa the beat information aveilabie at thie tima and should be used only for GENERAL guidance . The City of Renton is not responcible fo� errorc or omiseions when this informetion ie used for en�ineerinQ purpose. Desiqnera are to fie�d verify this informetion. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE 0/W PIPE PIPE LENGTH LENGTH STREAM PI.AE STRUCTURE INDEX # TYPE CB T ELVE ELIM] IE IE IMI IE IE(M1 TYPE SEP. DIAM. TYPE [Ml STRUCT F MH 26,E 4 - 3 2-48. Y 13.6 4.16 7.77 2.37 7.01 2.14 C N 18 RCP 26 7.62 26,F46 I.ID 314 MH 28,E 4 - 4 2-48. Y 16.84 b.13 13.38 4.08 12.83 3.86 C N 18 RCP 168 61.21 28,E46 UD 314 3 86 11.92 3.63 C N 18 RCP 142 43.28 28,�4-3 UD 314 MH 26,E 4 - 6 2-48. Y 16.39 6.00 12.82 . MH 26,E 4 - 6 2 Y - - 9.4 2.87 9.03 2.76 C N 30 RCP 337 102.72 28,D4-8 4-4310 MN 26,E 4 • 7 2 Y - • 9.93 3.03 9.77 2.98 C N 21 RCP 80 27.43 26,E46 4-4310 MH 26,E 4 - 8 2 Y - - 10.11 3.08 9.83 3.03 C N 16 RCP 90 27.43 26,E47 4-4310 MH 26,E 6 - 4 2 Y 19 6.79 13.63 4.12 13.23 4.03 C N 38 CMP 80 18.29 26,E6-6 17-2-11 MH 26,E 6 - 6 2-64. Y 19 6.79 13.13 4.00 12 3.66 C Y 12 CMP 42 12.80 26,E6•7 17•2•11 � MH 26,E 6 - 1 2 Y - - 8.84 2.08 6.62 1.89 C N 36 RCP 346 106.18 26,E6-2 43-603 1 g MH 26.E 6 - 2 _ 2 Y - - 6.62 1.99 8.19 1.89 C N 36 RCP 370 112.78 26,D6-6 43-603 �y MH 26,E 6 • 3_ 2 Y - - 7.16 2.18 8.84 2.08 C N 36 RCP 337 102J2 28,E6-1 43-603 ��'�•2.68 C- �M .N'�'-'°'^"� RCP .8�71s""'' 113.08 28,E7-2 UD 314 ' ��{ MH 28.E 7 - 1 2-80. Y ��1��:fr��.��:8 """'°�$$'`'."'`:�: }�,MH 26,E 7 - 2_ 2-60. Y 17.67 ,6.3�� 2•48 6.08 1.66 C N 38 RCP 233 71.02 26,E7-3 L10314 ��-MH 26,_ E 7 -_ 3 2-60. Y 17.64 6.36 6.08 1.66 7.38 2.26 : N 36 RCP 126 38.40 26,E7-4 UD 314 �fo MH 26,E_ 7r�4 2-72• Y 17.63 6.37 6.88 2.03 8.36 1.94 N 48 RCP 176 63.34 OUTFALL UD 314 MH 26,E 7 - 6 2-72. Y 16.46 6.02 9.18 2.80 6.71 2.06 C N 36 RCP 68 17.98 28,E7-4 43-603 MH 26,E 8 - 1 2-64. Y 19.64 6.89 11.38 3.46 10.39 3.17 C N 21 RCP 233 71.02 26,E8-2 LID 314 :L.�;.MH 26,E s • 2 2-48. Y 19.66 6.96 10.67 3.22 10.02 3.Ob C N 24 RCP 160 46.72 28,E8-3 LID 314 e��MH ��F 8 - 3 2-64. Y 19.27 6.87 10.02 3.06 9.48 2.89 C N 24 RCP 160 46.72 28,E8-4 UO 314 7;� MH 26,E 8 • 4 2-64. Y 18.78 6.72 9.04 2.76 8.66 2.61 C N 30 RCP 246 74.88 26,E7-1 43-603 MH 26,F 2�- 1 2-60. Y 16.9 4.85 4.37 1.33 4.76 1.4b l N 38 RCP 41 12.60 P-9 UD 314 MH 26,F 3 - 1 2-60. Y 16.76 4.80 4.97 1.61 4.68 1.43 C N 36 RCP 382 116.43 28,F3-2 UD 314 MH 26,F 3 - 2 2-60. Y 16.06 4.90 4.69 1.43 4.42 1.36 C N 38 RCP 218 88.46 28,F3-3 UD 314 MH 26,F 3 - 3 2-60. Y 16.18 4.93 4.42 1.36 4.37 1.33 L N 36 RCP 286 88.87 28,F2-1 UO 314 MH 26,F 3 - 9 2-64. N 16.63 4.76 10.17 3.10 10.41 3.17 C N 36 - 130 38.82 26,F3-10 19-4-17 MH 26,F 3 • 10 2-64. Y 16.08 4.90 10.33 3.16 9.84 3.00 C N 38 - 160 48.77 28,F3-11 1�-417 MH 26,F 3 • 11 2-64. N 16.3 4.97 9.84 3.00 9.1 2.77 C N 48 - 211 64.31 2a,F3-12 1�-417 MH 26,F 3 • 12 2-64. N 16.26 4.96 9.22 2.81 9,01 2.76 C N 18 - 18 6.49 26,F3-13 i�-4-17 MH 26,F 3 - 13 2-64. N 16.66 6.06 9.01 2.76 • - - - 18 - - - 26,F414 1�-4-17 MH 28,F 3 - 14 O/W N - - - • 8.86 2.70 - Y 18 - - - 26.F3-1b 1�-4-17 MH 26,F 3 - 17 2-64. Y 17.18 6.24 9.66 2.94 9.2 2.80 C N 48 - 131 39.93 26,F3-12 ta-4-17 MH 26,F 4 - 1 2-64. Y 16.62 4.76 8.12 1.87 6.66 1.68 C N 30 RCP 164 48.94 28,F42 UD 314 �Gu�� �12'� �M fi �-�'a � -��-�D t�.a� A 2 ' EMT5D26.XL5 MANHOLE AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the storm dreinage aystem wes com�iled from numerous sources end ia the bect information evailable at this time and ehould be used only for GENERAL quidence . The City of Renton le not responsible for errora or om(ssions when this information le used for engineerinq purpose. Desiflners are to field verify this informetion. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE O/W PIPE PIPE LENGTH LENGTH STREAM PLAN STRUCTURE INDEX # TYPE CB T ELVE EL lM1 IE IE(M) IE IE(M1 TYPE SEP. DIAM. TYPE [M] STRUCT FILE MH 26,F 4 • 2 2-72. Y 16.47 6.02 6.66 1.68 6.02 1.83 C N 30 RCP 148 46.11 26,F4-3 LIO 314 MH 26,F 4 - 3 2-64. Y 16.04 4.89 6.02 1.83 6.67 1.70 C N 30 RCP 290 88.39 26,F4-4 LID 314 MH 26,F 4 - 4 2-64. Y 16.21 4.64 6.67 1.70 6.28 1.61 C N 30 RCP 162 49.38 26,F4-6 LID 314 MH 26,F 4 - 6 2-60. Y 14.34 4.37 4.84 1.41 - C N 36 RCP 298 90.83 28,F3-1 UD 314 MH 26,F 4 - 16 2-72. - 16.4 4.69 12 3.68 • - - - 12,18 - 20 6.10 SR187 MH 26,F 4 • 16 2-72. - 16.6 6.03 12 3.68 - - - - 12.18 • 20 6.10 SR167 MH 26,F 4 • 18 2-48. - 16.69 6.09 12.16 3.71 12.2 3.72 C N 12 • 46 13.716 DITCH 19-4-17 MH 26,F 6 - 1 2-48. Y 1 B.11 4.91 7.b6 2.30 6.84 2.12 C N 24 RCP 137 41.76 28,F6-2 LID 314 MH 26,F 6 • 2 2-64. Y 16.78 4.81 6.84 2.12 7.16 2.18 C N 24 RCP 142 43.28 26�F6-4 LID 314 MH 26,F 6 • 3 2-60. Y 16.08 4.80 8.7 2.8b 6.93 2.11 C N 36 RCP - - MH 26,F 6 • 4 2-64. Y 16.34 4.88 6.93 2.11 6.74 2.06 C N 24 RCP 133 40.64 28,Fb-6 LID 314 MH 26,F 6 - 6 2-60. Y 16.73 4.79 6.29 1•92 g•12 �'87 C N 36 CC 116 36.06 28,F6-3 LID 314 MH 28,F 6 - 7 2-64. Y - - - . MH 26,F 6 - 4 2-48. Y 16.92 6.16 12.88 3.93 9.1 2.77 C N 16 RCP 11b 36.06 28,F6-6 43-603 MH 26,F 6 - b 2-48. Y 16.26 4.96 8.38 2.66 7.67 2.31 C N 21 RCP 192 68.b2 28,F6-6 L�D 314 MH 26,F 6 - 6 2-48. Y 16.18 4.93 7.67 2.31 7.66 2.30 C N 21 RCP 164 49.89 26,F6-1 UD 314 MH 26,F 6 - 7 2-64. Y - - 16.47 4.72 - - C N 24 CC 90 27.43 28,F8-6 UD 314 MH 28,F 8 - 3 2-72. 23.b 7.18 17.4 6.30 -, - - Y 24 - 30 9.14 SR167 MH 26,F 8 • 7 2-72. Y 23.98 7.31 17.43 6.31 17.4 6.30 - Y 24 CC - - 28,F8-3 SR187 MH 26,G 2 - 1 2 Y 179.62 64.76 174.64 63.23 167 47.86 C N 12 RCP 20b 62.48 26,G3-1 18-1-21 MH 26,G 2 • 2 2 Y 190.23 67.88 184.87 66.36 174.64 63.23 C N 12 - ' ' 18'�'21 MH 26,G 3 - 1 2 Y 161.91 49.36 167 47.86 146.1 44.63 C N 12 RCP 126 38.10 26,G3-2 18-1-21 MH 28,G 3 - 2 2 Y 149.38 46.63 146.88 44.46 129.6 39.47 C N 12 RCP 202 61.67 28,G3-3 18-1-21 MH 26,G 3 - 3 2 Y 136.1 41.18 129.6 39.47 126.84 38.36 C N 18 RCP 100 30.48 28,G3-4 18-1-21 MH 26,G 3 • 4 2 Y 130.94 39.91 126.f14 38.36 118.7 36.18 C N 18 RCP 210 64.01 28,G3-6 18-1-21 MH 26,G 4 - 2 2-48. Y 108.01 32.31 101.96 31.08 88•� 2�'04 C N 24 RCP 686 160.296 28,G4-4 18-1-21 MH 26,G 4 - 3 2-48. Y 9b.91 29.23 88.7 27•04 • ' MH 26,G 4 • 4 2 Y - • 90.22 27.60 88.6 28.37 C N 24 RCP 40 12.19 28,G46 18-1-21 MH 26,G 4 - 7 2 Y 121.63 37.07 114.03 34.78 103.47 31.64 C Y 16 CC 83 26.30 28,(342 4-1•263 MH 26,G 4 - 8 2 Y 138.8 42.31 127.94 38.00 116.83 36.34 C N 16 CC 124 37.80 28,G47 4-1-263 MH 2B,(3 8 - 6 2-48. Y 79.16 24.13 74.61 22.71 61.96 16.83 C N 12 CMP 308 93.88 20,Ci8-6 3-1-202 MH 26,G 8 - 6 2-48. Y 66.6 16.92 61.96 16.83 28 7.52 C N 12 CMP 201 81.26 OUTFALL 3-1-202 ► A JI � EMTSD26.XLS MANHOLE AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the storm drainaqe ay�tem wa� compiled from numerou� aources and Is the best information available at this time and ehould be used only for GENERAL �uidance . The City of Renton is not responeible for errors or omiseio�s when this intormation Ia used for enflineerinq purpose. Detiyners are to field ve�ify thie information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE 0/W PIPE PIPE LENG7H LENGTH STREAM PLAN STRUCTURE INDEX # TYPE CB T ELVE EL IMJ IE IE�MI IE IE lMl TYPE SEP. DIAM. TYPE [M1 STRUCT FILE MH 26,H 3 - 2 2 Y 147.98 46.10 140.63 42.86 132.62 40.42 C N 16 CC 100 30.48 26,H416 41-263 MH 26,H 3 - 6 2 Y 214.31 6b.32 208.73 63.62 203.12 61.91 C N 12 CC 194 69.13 28,H3-6 41-261 MH 26,H 4 • 1 2 Y 202 61.67 196.42 69.87 166.16 47.69 C N 16 CC 307 93.67 26,H42 41-261 MH 26,H 4 - 3 2 Y 206.72 62.70 200.14 61.00 196.42 69.87 C N 12 CC 147 44.81 26,H41 4-1•261 MH 26,H 4 - 4 2 Y 217.73 68.36 212.15 84.86 200.14 81.00 C N 12 CC 288 87.17 28,H43 4-1•261 MH 26,H 4 - 10 2 Y 140.19 42.73 131.74 40.16 130.6 39.81 C Y 12 CC 142 43.28 28,H411 4-1-263 MH 26,H 4 - 11 2 Y 13b.31 41.24 130.4 39.76 116.28 36.44 C N 12 CC 112 34.14 2d,G47 4-1-263 MH 26,H 4 - 16 2 Y 142.62 43.44 132.62 40.42 128.3 39.11 C N 16 CC 63 19.20 28,G48 4-1•263 MH 26,H 6 - 2 1 Y 1b9.26 48.64 166.1 47.27 148.89 44.77 S N 12 CMP 181 49.07 26,H6-3 41-263 MH 28,H 6 • 3 2 Y 162.39 46.46 148.49 44.6b 146.6 44.38 C Y 12 CMP 146 44.20 OUT 4-1-263 MH 26,H 6 - 4 2 Y 166.72 60.82 166.33 47.66 143.67 43.79 C N 24 CMP 167 47.86 26,H6-6 4-1-263 MH 26,H 6 • 6 2 Y 149.87 46.68 143.67 43.79 141.6 43.18 C Y 24 CMP 106 32.00 OUTFALL 4-1-263 MH 26,H 6 - 7 2 Y 166.67 60.60 167.97 48.16 167.34 47.96 C Y 18 CMP 47 14.33 28,H6-10 4-1-263 MH 26,H 6 • 9 2 Y 174.06 63.06 168.46 61.3b 166.33 47.66 C Y 12 CMP 271 82.60 26,H6-4 41-263 MH 26,H 6 - 10 2 Y 162.88 48.66 168.99 47.86 166.33 47.66 C N 24 CMP 126 38.10 28,H6-4 4-1-263 MH 26,M 8 - 3 2 Y 88.78 27.06 88.41 28.86 88.28 28.30 S N 12 RCP - - 28�H8-2 �8'�'2� MH 28,H 8 - 4 2 Y 90.42 27.b6 87.92 26.80 88.41 26.96 S N 12 CC - ' 2g'�$'3 �8'�'2� MH 26,1 3 • 3 2 Y 232.6 70.87 228.92 69.17 216.12 66.67 C N 12 CC 276 83.82 28,H3-3 4-1•261 MH 26,1 4 - 2 2 Y 228.2 89.66 223 67.87 217 68.14 C N 16 CMP 116 36.38 26,143 4-1-262 MH 26,1 4 - 3 2 Y 222.1 67.70 217 66.14 210 64.01 C N 16 CMP 164 48.99 26,(4-4 41-262 MH 26,1 4 - 4 2 Y 214.84 86.48 210 64.01 20b.i6 62.63 C N 16 RCP 138 42.08 28,H46 4-1•262 MH 26,1 4 - 6 2 Y 230.8 70.3b 226 68.89 210.26 64.08 C N 12 CMP 286 88.87 28,14-4 4-1-262 MH 26,1 6 - 2 2 Y 221 87.36 219.08 68.77 218 86.84 C N 12 CMP 34 10.36 28,16-3 4-1-261 MH 26,1 6 - 4 2 Y 197.41 60.17 188.96 67.60 183.33 66.88 C Y 12 CMP 181 66.17 OUTFALL 4-1-2b3 MH 26,1 6 - 6 2 Y 234.9 71.60 231.12 70.46 228.01 88.60 C N 12 CMP 213 64.92 26,16-6 4-1-262 MH 26,1 6 - 6 2 Y 231.61 70.66 228.01 69.60 227.39 69.31 C N 12 CMP 96 28.96 26,16-7 4-1•261 MH 26,1 6 - 7 2 Y 231 70.41 227.12 69.23 223 67.97 C N 16 CMP 140 42.67 28,142 4-1'262 � �.._ �„ ,4 EBTSD26.XLS CATCH BASIN AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the storm draineqe syctem was compiled from numerou� eourcee and fs the be�t information available at this tima and should be ueed only tor GENERAL guidance . The City of Renton ie not responsible for errors or omiss(o�s when thfe information is uced for engineerinp purpose. Designers are to field verify thie information. , DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE PIPE PIPE LENGTH LENGTH STREAM STRUCTURE INDEX # TYPE ELVE EL[M] IE IE lMl IE IE (MI 1YPE DIAM TYPE (M� STRUCT P111N FILE CB 26,E 6 - 3 1 18.6 6.64 16.09 4.60 14.73 4.49 S 12 CC 60 18.29 26,E6-6 17-2•11 CB 26,E 6 - 6 1 18.6 6.84 14.63 4.46 14.49 4.42 S 12 CC 14 4.27 26,Eb-B 17-2-11 CB 26,E 6 - 7 1 16 4.67 11.9 3.63 11.6 3.64 S 12 CMP 30 9.14 28,F6-6 17-2-11 CB 26,F 2 - 4 - - - - . . - 12 - - - - SR167 CB 26,F 2 • 6 - - - - - - - 12 - - - DITCH SR167 CB 26,F 3 - 6 - - - - - - - 12 - - - SR167 CB 26,F 3 - 6 - - - - - - - 12 - - - DITCH SR167 CB 26,F 3 - 7 1 1b.87 4.84 13.68 4.17 12.78 3.90 S 12 - 203 61.87 28.F3-8 19-4-17 CB 26,F 3 - 8 1 16.86 4.83 12.78 3.90 12.16 3.71 S 12 - 122 37.19 26,F418 19-4-17 CB 26,F 3 - 16 1 16.74 b.10 8.86 2.70 8.9 2.71 S 18 • 30 9.14 26,F3-18 19-4-17 CB 26,F 3 - 16 1 16.24 4.66 8.9 2.71 6.36 1.94 S 18 - 120 36.68 26,F3-2 19-417,LID314 CB 26,F 4 - 6 1 14.82 4.62 9.19 2.80 7.83 2.39 S 12 CC 13 3.98 26,F43 LID 314 CB 26,F 4 • 7 1 14.83 4.62 10.66 3.22 9.19 2.80 S 12 CC 34 10.36 26,F46 UD 314 CB 26,F 4 • 13 - - - - . . - 12 - - - - SR167 CB 26,F 4 - 14 - - - - - - - 12 • - • DITCH SR167 CB 26,F 4 - 17 - - - - - - - 12 - . - - SR167 CB 26,F 6 - 8 - - - - - - 12 - - - DITCH SR167 CB 26,F 6 • 9 - - 24.2 7.38 - - - 12 - . . SR187 CB 26,F 6 - 10 • - - - - - - 12 - - - DI7CH SR167 CB 26,F 6 • 1 1 16.84 4.83 13.76 4.19 13.37 4.08 S 16 RCP 33 10.06 26,F6-2 LID 314 CB 26,F 6 - 2 1 16.84 4.83 13.37 4.08 13.37 4.08 S 16 RCP 100 30.48 28,F6•3 UD 314 CB 26,F 6 - 3 2-48. 16.6 4.76 13.37 4.08 12.88 3.93 C 16 RCP 14 4.27 28,F6-4 UO 314 CB 26,F 6 - 9 • - - - 12.66 3.86 - 16 - . . - SR167 CB 26,F 6 • 10 - - - • - - - 12 - - - DITCH SR167 CB 26,F 7 - 2 1 - - . . . . - 38 CC - - 28.E7•2 LID 314 CB 26,F 7 - 7 - - - - 14.16 4.32 12 - - - - SR167 CB 26,F 7 - 8 • - - - - - - 12 - - • DITCH SR167 CB 26,F 8 - 4 1 24.06 7.33 18.12 6.62 17.92 6.46 - 18 CC 60 15.24 26,F8-b SR167 CB 26,F 8 - 6 1 23.94 7.30 17.92 6.46 17.72 6.40 - 18 CC 60 16.24 28,F8-6 SR187 CB 26,F 8 - 6 1 23.96 7.30 17.72 b.40 17.6 6.33 - 18 CC 66 16.76 26,F8•7 SR167 !.._ a.. a 1 E67SD26.XLS CATCH BASIN AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the ctorm drainape sy�tem wes compiled from numeroue sources and is the beSt informetion available et this tfine and should be used only for GENERAL puidence . The C(ty of Rent�n is not responeible for errors or omiselons when thie information ie used for engineerin� purpose. Oesigners are to field verify thie information. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE PIPE PIPE LENGTH LENGTH STREAM STRUCTURE INDEX # TYPE ELVE El[M1 IE IE(M] IE IE IM1 TYPE DIAM TYPE (M] STRUCT PLAN FILE CB 26,F 8 - 8 1 24 7.32 18.7 6.00 17.6 6.33 - 18 CC 70 21.34 26,F8-7 SR167 CB 26,F 8 - 9 1 24.04 7.33 20.6 6.2b 19.7b 6.02 - 18 CC 76 22.86 28,F8•8 SR167 CB 26,F 8 - 10 1 24.06 7.33 21 6.40 20.6 6.26 - 18 CC 60 16.24 26,F8-9 SR•167 GB 26,F 8 - 13 - • - - - - - 12 - . � DITCH SR167 CB 26,F 8 - 14 1 24 7.32 21.02 6.41 20.86 6.36 - 12 - . 26.F8-8 SRta7 CB 26,G 3 - 6 1 120.87 36.84 118.7 36.18 10b.64 32.20 S 18 RCP 196 69.44 26,G4-1 18-1-21 CB 26,G 3 - 6 1 137.07 41.78 134.67 41.02 99.32 30.27 S 12 CC 646 166.12 28,G3-7 W-229 CB 26,G 3 - 7 1 107.82 32.86 99.32 30.27 - - S 12 CC 28 8.63 26,G3•8 W229 CB 26,G 3 - 8 1 - - - - - • S 18 CC - - OUT W-229 CB 26,G 4 - 1 1 109.41 33.36 106.84 32.20 101.96 31.08 S 18 RCP 100 30.48 28,G42 18-1•21 CB 26,G 6 - 1 1 96 28.96 91 27.74 86.2 26.27 S 12 RCP 184 66.08 OUTFALL 18-1-21 CB 26,G 6 - 3 1 96.44 29.09 80.64 27.63 88.4 27.26 S 12 CMP 47 14.33 OUT/26,G6-b 18-1-21 CB 26,G 8 - 4 1 80.84 24.64 77.94 23.76 74.61 22.71 S 12 CMP 76 23.18 26,G8•6 3-1-202 CB 26,H 3 - 1 1 143.96 43.88 142.9 43.66 128.39 38,44 S 12 CC 136 41.tb 26,G3-3 41-261 CB 28,H 3 - 3 1 218.82 66.64 216.12 66.67 211.72 64.63 S 12 CC 137 41.78 26,H3-4 41-261 CB 26,H 3 - 4 1 213.47 66.07 209.97 64.00 208.73 83.82 S 12 CC 68 20.73 26,H3-6 41-261 - 61 CB 26,H 3 - 6 1 208.82 62.98 203.12 61.91 196.42 b9.87 S 12 CC b6 1B.76 26.H41 412 CB 26,H 4 - 2 1 168.83 48.72 166.16 47.69 140.78 42.90 S 16 CC 136 41.16 26,H3-2 41-2b1 CB 26,H 4 - 6 1 207.6 63.26 206.16 62.63 176.29 63.43 S 16 CMP 139 42.37 26,H418 41•263 CB 26,H 4 - 6 1 162.8 46.67 148.18 46.47 146.46 44.33 S 12 CMP 97 29.67 26,H6-6 41-263 CB 26,H 4 - 7 1 143.07 43.61 141.12 43.01 138.81 42.31 S 8 CC 34 10.36 26,H48 41•263 CB 26,H 4 - 8 1 142.96 43.67 138.87 42.33 132.81 40.61 S 12 CC 164 46.94 26,H49 41-263 CB 28,H 4 - 9 1 136.66 41.62 132.81 40.48 132.14 40.28 S 12 CC 121 36.88 26,H410 41-263 CB 26,H 4 - 12 1 140.77 42.91 138.12 42.10 136.49 41.80 S 8 CC 36 10.97 28,H413 18-1-21 CB 26,H 4 - 13 1 140.41 42.80 136.91 41.43 132.14 40.28 S 12 CC 31 8.46 26,H410 - 41-263 CB 26,H 4 - 14 1 146.14 44.24 142.84 43.64 430.6 131.26 S 12 CC 90 27.43 26,H411 41•263 CB 26,H 4 - 16 1 179.64 64.76 176.19 63.40 168.32 48.26 S 16 CMP 113 34.44 28,H6-7 41•263 CB 26,H 6 - 1 1 169 48.46 166.98 47.64 166.1b 47.29 S 8 CMP 30 9.14 26,H6-2 4-1-263 i � Z EBTSD26.XLS CATCH BASIN AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the storm drainaQe eystem was compiled from numeroue sources and ie the best informetion available at this time and should be used only for GENERAL fluidance . The City of Renton is not reeponsible for errors or omissions when this information is used for engineerinq purpose. Designers are to field verify this information. �WN GRATE GRATE UPPER UPPER LOWER LOWER GRATE PIPE PIPE LENGTH LENGTH STREAM STRUCTURE INDEX # TYPE ELVE EL[M] IE I� IM1 IE IE (M) NPE DIAM TYPE (M] STRUCT PLAN FILE I CB 26,H 6 - 6 1 148.97 46.41 146.46 44.33 146.17 44.2b S 12 CMP 21 6.40 26,H6-b 41•2b3 CB 28,H 6 - 8 1 184.72 66.30 180.44 66.00 168.71 b1.42 S 12 CMP 160 48.77 26,H6-9 41-263 CB 26,H 6 - 8 2 89.9 27.40 87.01 26.62 86.26 28.29 S 12 CC 136 41.16 26,H6-7 18-1-21 CB 26,H 6 - 7 1 88.23 26.89 86.26 26.28 84.7 26.82 S 12 CC 100 30.48 28,H8-8 18-1•21 CB 26,H 6 - 8 1 86.64 26.38 84.7 26.82 83.98 26.69 S 12 RCP 100 30.48 26,H7-8 18-1•21 CB 26;H 7 - 1 1 86.63 26.10 82.39 26.11 • - S 18 RCP 60 16.24 OUTFALL 18-1-21 CB 26,H 7 - 2 1 86.67 26.42 84.49 26.76 82.39 26.11 S 12 RCP 90 27.43 26,H7-1 18-1-21 CB 26,H 7 - 3 1 86.61 26.40 84.27 26.69 83.53 26.46 S 12 RCP 100 30.48 26,H7-4 18-1-21 CB 26,H 7 - 4 1 86.3 26.00 83.6 26.4b 82.38 26.11 S 12 CMP 60 18.29 OUTFALL 18•1-21 CB 26,H 7 - b 1 87.3 26.61 86.12 26.94 83.63 26.46 S 12 RCP 100 30.48 26,H7-4 18-1•21 CB 26,H 7 - 6 1 86.63 28.10 83.98 2b.69 83 26.30 S 12 RCP 100 30.48 26,H7-7 18-1•21 CB 26,H 7 - 7 1 86 26.91 83 26.30 82.39 26.11 S 12 RCP 66 16.76 28,H7-1 18,1•21 CB 26,H 8 - 1 1 87.84 26.77 86.17 26.26 86.12 26.94 S 12 RCP 100 30.48 26,H7-6 18-1-21 CB 26,H 8 - 2 1 88.09 2B.8b 86.29 26.30 86.17 28.26 S 12 RCP 66 16.78 26,H8-1 18-1-21 CB 26,H 8 - 6 1 80.77 27.67 88.79 27.06 87.92 26.80 - 12 CC - - 26,H8-4 18-1•21 CB 26,1 3 - 1 1 238.66 72.71 236.8 72.18 236.Ob 71.64 S 8 CC 30 9.14 26,13-2 41-2b1 44.60 2813-3 41•2 61 CB 26,1 3 - 2 1 238.66 72.71 236.Ob 71.64 226.92 69.17 S 12 CC 148 , CB 26,1 3 - 4 1 232.64 70.91 229.14 69.84 226.92 69.17 S 12 CC 38 11.68 26,13-3 41-261 CB 26,1 4 - 6 2 216.69 B6.71 212.09 64.66 210.23 64.08 S 12 CMP 96 29.26 26,14-4 41•262 - 231.38 70.62 229.63 69.98 228.43 69.63 S 8 CC 49 14.94 28,148 41-261 CB 26,1 4 7 1 CB 26,1 4 - 8 1 231.1 70.44 228.43 69.63 228.19 89.66 S 12 CC 48 14.63 26,149 41•261 CB 26,1 4 - 9 1 233.86 71.28 228.19 69.66 212.16 64.66 S 12 CC 298 80.83 26,H4-4 41-261 CB 26,1 6 - 1 1 230.78 70.34 226.91 69.16 219.06 66.77 S 12 CMP 100 30.48 26,16-2 41•261 CB 26,1 6 - 1 1 230.78 70.34 226.91 89.18 219.06 66.77 S 12 CMP 100 30.48 26,16-2 41•261 CB 26,1 6 - 3 1 219.16 68.80 216.66 66.01 189.6 67.76 S 12 CMP 221 67.36 28,16-4 41•261 CB 26,1 6 - 6 1 199.36 60.77 196.66 69.94 189.28 67.69 S 8 CMP 66 16.76 26,16-7 41•263 CB 26,1 6 - 7 1 194.23 69.20 189.33 67.71 180.44 b6.00 S 12 CMP 114 34.76 28,H6-8 41-263 CB 26,1 6 - 8 1 231.36 70.62 228.01 E19.60 223.26 68.06 S 12 CMP 47 14.33 26,16-8 41•262 A, „ t 3 EBTSD2B.XLS CATCH BASIN AND OUTLET PIPE INVENTORY SHEET 26 The inventory information for the storm drainape syatem wes compiled from numeroue cources end is the best information availeble at this time end should be used oniy for GENERAL quidence . The City of Renton is not responsible tor errore or omiseions when this information is used for enpineerinq purpose. Designers are to tield verify this informetion. DWN GRATE GRATE UPPER UPPER LOWER LOWER GRATE PIPE PIPE LENGTH LENGTH STREAM STRUCTURE INDEX # TYPE ELVE EL[M) IE IE (M! IE IE [MI TYPE DIAM T�YPE [M) STRUCT PLAN FILE CB 26,1 6 - 9 1 234.89 71.69 231.41 70.63 231.12 70.46 S 12 CMP b8 17.68 26,16-6 41•261 A •!' 4 ELTSD26.XLS CULVERT INVENTORY SHEET 26 The inventory information for the ctorm drainape �yatem wae compiled from numerous sourcea and ls the beat fnformation available at this time end should be used only for GENERAL quidance . The City of Renton is not responelble for errore or omissions when this informetfon is used for engineering purposes. Oesignere are to field verify this information. PIPE PIPE LEN(3TH LENGTH �WNSTRM STRUCTURE INDEX # UPPER IE UPPER IE [MJ LOWER IE LOWER IE (M] DIAM TYPE [M] STRUC PLAN FILE CUL 26,C 4 - 7 3.6 1.10 3.6 1.07 108 CMP 114 34.76 CREEK LID 314 CUL 26,C 4 - 7 3.6 1.10 3.6 1.07 108 CMP 114 34.76 CREEK LID 314 CUL 26,D 2 - 3 2.73 0.83 2.81 0.86 14'-1"X8'-9" ARC CMP 140 42.67 OUT 43-603 CUL 26,D 2 - 4 2.91 0.89 2.73^ 0.83 14'•1"X8'-9"ARC CMP /40 42.67 OUT 43-603 CUL 26,E 7 - 6 14 4.27 10.9 3.32 12 RCP 13 3.86 26,E7-6 43-603 CUL 26,F 2 • 2 6.26 1.60 4.76 1.46 48 CMP 78 23.77 OUT LID 314 CUL 26,F 2 - 3 6.26 1.60 4.76 1.46 48 CMP 78 23.77 OUT LID 314 CUL 26,F 3 - 4 - • 6.36 1.94 18 CC 120 36.68 26,F3-2 LID 314 CUL 26,F 4 • 8 • • 10.66 3.22 12 CC 14 4.27 26,F47 LID 314 CUL 26,F 4 - 9 - - - • 48 X36 BOX CC 116 36.06 26,F42 lID 314 CUL 26,F 4 - 10 - - - - 18 CC 90 27.43 28,F49 LID 314 CUL 26,F 4 - 11 - - - - 48 CMP - - OUT WSDOT167 CUL 26,F 4 - 12 - - - • 30 CMP - - OUT WSDOT167 CUL 26,F 4 - 19 11.88 3.62 10.81 3.33 C - 130 39.62 26,F3-9 19-4-17 CUL 26,F 6 - B - - 9.3 2.83 36 CC 96 28.96 26,F6-6 -LID 3�4 �y�� CUL 26,F 6 - 8 - - - - 48 CMP - - OUT WSDOT167 CUL 2S,F 7_,1 - - - - 24 CC 126 38.10 28,E7-1 U�314 CUL 26,F 7 - - - - - 48 CMP - - OUT WSDOT167 CUL 26,F 8 - 1 - • - - 30 CC 160 48.77 26,E8-1 LID 314 CUL 26,F 8 - 2 18.76 6.72 18.6 6.64 12 - 20 6.10 OUT SR167 CUL 26.F 8 - 12 - - . . 30 . . . . SR167 CUL 26,G 4 - 6 83.8 26.64 79.3 24.17 48 RCP 66 16.76 OUTFALL 18-1-21 CUL 26,G 4 - 6 84 2b.80 - - 36 RCF' 66 19.81 OUT 18-1-21 CUL 26,H 6 - 2 87.01 26.62 83.21 26.36 18 CMP 44 13.41 OUT 18-1-21 CUL 26,H 6 - 3 87.37 26.63 84.7 26.82 18 CMP 44 13.41 OUT 18-1-21 CUL 26,H 8 - 7 66.88 20.08 60.66 18.49 42 CMP 138 42..08 OUT FIELD CUL 26,1 b - 6 171.92 b2.40 168.87 48.36 12 CMP 260 76.20 26,Hb-7 41•2b3 Q.._ p � ZL Sv �.i S O �= K�.n� U ��� N T� � �c�� w�TF Z pt h2 F O CZw�C� 0 rJ T'T. (�-H T L-� ��- � SY S i L ►r'� �MS DLNorcp ON �v� 3q}h 5� STF r-� \ �3t�CX W�T i= R- P—'L Pr r^'��'1 P� d FNTFR: fIMTN (]MAX (]TNC:RF PRTNT-t1PTTnN ( STANf1ARfl=i (;f1Nf1FNSFf1=:' FXPANfIFf]=� ) S FNTFR: f]MTN �MAX �iNf:RF PRTNT-f?PTTCIN (STANf1ARf1=1 ('C1Nf1FNSFf1=7 FXPANfiFfl=:3 ) \ \ E. �}�__�tl�. ic��l1 sRi d�la r��T n. nu��� u v ♦ � r T ne�T n � Tn� n n nr+• n nr n rv mre-� c.v i En. .Wrii�v. CrriAn . GitvCR� . FRIid i-vr � Ivy (S i niJur'�nG-1 _ ��iJuE�4ac -c . �nFRivucu-3 i I �kdiJi�l rurrn. ♦•+u n�i • nnr n� nT�nu n•� wnn nnur.r��rrn rv n��n n CIV 1 CR• OI'111V _ WI'II'lA _ W l�VI.RC _ rfll�VT-Vr 1 1 VIV 1 J I I11VDl111U-1 _ l�V1YUCIVJCV-L . CNFf1lVU V-:] % 3 BACKWATER COMPUTER PROGRAM FOR PIPES SPECIFY TYPE OF PIPE-DATA INPUT: K - KEYBOARD F - FILE f ENTER [d: ][pathJfilenar�eC .ext ] OF PIPE-DATA FILE c:\hvd\6088.bw -------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE N0. I - TAI�kATER DATA: I ) SPECIFY 7YPE OF TAILWRTER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATR FILE s Z ? ENTER: TW-ELEV 19.68 ------------------------------------------------------------------------------- INFLOW CONDITIONS PIPE N0. 11 - OVERFLOW OATA AND UPSTREAM VELOCITY DATA: 1 > ENTER: OVERFLOW-ELEV , OVERFLOW-TYPE (NONE=0 . BROAD-WEIR�1 , SHARP-WEIR=2 ? 22.55,0 2 > SPECIFY TYPE OF VELOCITY DATA INPUT: S - SIN6LE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDIN6 TO V=Q/A v 3 > SPECIFY AN UPSTREAM CHANNEL WIOTH( ft ? FOR COMPUTING A=NW*WIDTH Z ------------------------------------------------------------------------------- ENTER: QMIN, QMAX , QINCRE , PRINT-OPTION (STANDARD-1 , CONDENSED-2 . EXPANDED=3 > 196 , 196 ,10,1 JUNC N0. t : OVERFLOW-EL: i9.69 BEND: 30 DEG DIA/WIDTH: 8.0 Q-RATIO: .03 Q(CFS ) HW(FT > HW ELEV. * N-FAC DC DN TW DO DE HWO HWI •*�a����r+�**#��tff*r�rt�ar*���r*trrrrr����ta*t*r**af��+t�t*�r�r4*tr+*���t+f�t� 196.00 10.60 2t .09 + .012 4.01 1 .75 13.61 I3.61 10.80 12.00 6.02 PIPE N0. 2: 375 LF - 60"CP @ .05ti OUTLET: 9.09 INLET: 9.26 INTYP: 5 JUNG N0. 2: OVERFLOW-EL: 20. 16 BEND: 0 DEG QIA/WIDTH: 8.0 Q-RRTIO: .00 Q(CFS ) NW(FT ) HW ELEV. + N-FAC DC DN TW DO DE HWO NWI kf*��A*�*R***#*#***4�*M*R**!R**R**#����A�*MN**!***N#**�*##*N**A*4#R*i****�i#f#A 190.29 10.90 22. 16 « .012 3.95 5.00 10.60 10.60 12. 14 12.90 5.66 »*»+****•*•+*�•� OVERFLOW ENCOUNTERED AT 190.29 CFS DISCHARGE *+�**•**�**•#«+** *•�*••***+***+ ACTUAL OVERFLOW MAY OCCUR R7 LESS THAN 190.29 CFS �*++**•*«*�*•t PIPE N0. 3: 395 LF - 60"CP @ .05� OUTLET: 9.Z6 INLET: 9.44 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 19.84 BEND: 0 DE6 DIR/WIDTH: 8.0 Q-RATIO: .45 Q(CFS ) HW(FT > HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 4�#�#�Mt*ft�**R#ff#�f!*�R�**fit*ftt*R!R#***##f*iM�i*�*i*#�##��A**t*ifi*ft*#*f!# 190.29 10.40 23.01 * .012 3.95 5.00 1@.90 10.90 IZ.52 13.57 5.95 •*•••***�••*+•�• OVERFLOW ENCOUNTERED AT 190.29 GFS DISCHARGE *�*•*+••**t•*+**� **�•***«+*f�•* ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 190.29 CFS •*�*�*+�***••* PIPE N0. 4: �62 LF - 48"CP @ .09� OUTLET: 3.44 INLET: 9.77 INTYP: 5 JUNC N0. 4: OVERFLOW-EL: 20.37 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RRTIO: .00 Q(CFS ) HW(FT ) HW ELEV. * N-FRC DC DN TW DO DE HWO HWI �r...r#.aa.#.*:t•.�a*f*a.....#**t�r•.•.x�«ar.a�r�*t�*�.*�r•■�tf..#�•t***#..wt*. 131 .24 10.60 23.30 * .01Z 3.4� 4.00 10.40 10.40 iZ.64 i3.53 5.36 ##f4i*�*f#!**!4f OVERFLOW ENCOUNTEREO RT 131 .24 CFS DISCHARGE •**•�*�*+•*{f�**� *++***•+*•**{* ACTUAL OVERFLOW MRY OCCUR �T �ESS THAN 13i .24 CFS •*•�****�*•#•* � PIPE N0. 5= 370 LF - 46"CP @ .09� OUTLET: 9.77 INLET: 10. 10 INTYP: S JUNC N0. 5: OVERFLOW-EL: 20.95 BEND: 0 DEG DIA/WIDTN: 4.5 Q-RATIO: .0? Q(CFS3 HW(FT ) HW ELEV. + N-FAC DC DN TW DO DE HWO HWI ;I x•••sx.«rf��r•t..�.*ar�s«.a*••*...**w.a.�.�*•�•*+•.�r�*.•*•*�*�«.�a*��*•*a�••r. i31 .24 10.85 24. 18 • .012 3.43 4.00 10.60 10.60 12.90 t4.06 5.65 **t•+*•*****+*•+ OVERFLOW ENCOUNTERED AT 131 .24 CFS DISCHAR6E �f#RMtfM*MM*#t*�* *••rt�*+�***+*� ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 131 ,24 CFS **•�*�*�t**�k* PIPE N0. 6: 345 LF - 48"CP @ . 10% OUTLET: 10. 10 INLET: 10.45 INTYP: 5 JUNC N0. 6: OVERFLOW-EL: 21 .02 BEND: 0 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 Q(CF5 ) HW(FT ) HW ELEV. � N-FAC DC DN TW DO DE HWO NWI #*MtiMRRf**#f#MRN#ff�k***#�*i##MM*�Nt*M��f*#*f**�#*#�*M*i�#!#�#i##�#�*#*t**4#f# t2Z.65 10.57 25.Z6 * .@12 3.34 4.00 i0.85 10.85 12.64 14.81 6.41 •+**»**f•+****** OVERFLOW ENCOUNTERED AT 122.65 CFS DISCHAR6E �«**+******�**��� ♦#R#**!�}�#*ff ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 122.65 CFS ***•****+***** PIPE N0. 7: 337 LF - 46"CP @ .09� OUT�ET: i0.42 INLET: 10.73 INTYP: 5 JUNC N0. 7: OVERFLOW-EL: 20.07 BEND: 90 DEG DIA/WIDTH: 4.5 Q-RATIO: .00 Q(CFS ) HW(FT ) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI wxtt#��rrsra�;�rfs*��a++k���s�kr�+t��*�r*ar�s��s*#tff*�r**��*tr*��f**trrw�sra*� 122.65 9.34 25.35 * .012 3.34 4.00 10.60 �0.60 12.38 14.62 6.49 .sasr......r•.s. 1111C17C1 fll,l CAI!`�1111.ITCDCr1 AT 1'�'� �� !`GS f1TCf`UApl�'� rs�rs�rsaw�t�as�a PIPE N0. 8: 170 LF - 48"CP @ , 18y OUTLET: 9.93 INLET: 10.Z4 INTYP: 5 JUNC N0. 8: OVERFLOW-EL: 21 .61 BENO: 0 OEG DIA/WIDTH: 6.0 4-RATIO: .0� QtCFS ) HW(FT ) HW ELEV. • N-FAC DC DN TW DO DE HWO HWI •i k M R*t*k�f*f�*i!f A M!i M#*f f�M 4*i{y!A*M!*f��t#�*##t��M�R M*4 A�#A##*�*#!�N t N**#�*# 12Z.65 10.B9 21 . 13 * .01Z 3.34 4.00 10. 14 10. �4 10.85 8.89 2.25 PIPE N0. 9: 1Z6 LF - 36"CP @ .ZiX OUTLET: 10.24 INLET: f0.50 INTYP: 5 JUNC N0. 9: OVERFLOW-EL: Z1 .52 BEND: 0 DEG DIR/WIDTN: 5.0 Q-RRTIO: .00 QtCFS ) HW(FT ) HW ELEV. • N-FAC DC DN TW DO DE HWO HWI *i#i#i*M�N#itM#***f*�*i#*#tf#i*A!f*iR�*4lti#ii�Mi;###*#*f##**#*!*A�**#**#�**}*! 119.0B 1i .02 26.84 # .01� 2.95 3.00 10.89 10.B9 14.05 16.34 8.96 »**#**f*#*••*�•• OVERFLOW ENCOUNTERED AT 119.08 CFS DISCHARGE *+••�«****x�+••x• ««.•*••+***t�+ ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 1f9.08 CFS **••****»•*++* PIPE N0. 10: 233 LF - 36"CP @ .53X OUTLET: 10.50 INLET: 11 .73 INTYP: 5 JUNC N0. 10: OVERFLOW-EL: 21 .55 BEND: 0 QE6 DIA/WIDTH: 5.0 Q-RA7I0: .03 Q(CFS ) HWfFT ) HW ELEV. * N-FA� DC DN TW DO DE H�0 HWI �.sa•••.rea••.ta•:�•�*..*••t.•t*•..•.t.*•�•f.•�.�*�.ff...#•s..*�.+�•s**«r�.•.•* ti9.08 9.82 30.50 # .012 2.95 3.00 11 .02 11 .02 l6. 12 t8.77 9.33 **+*+«•�*•*+•#�+ OVERFLOW ENCOUNTERED AT 119.08 CFS DISCHRR6E �•*****i�*******� ••*•�**+•••�+* ACTUAL OVERFLOW MAY OCCUR AT LESS THAN 119.08 CFS ****�**•*�**** PIPE N0. 11 : 371 LF - 3fi"CP @ .04x OUTLET: � 1 .°8 INLET: IZ. i3 INTYP: 5 �(CFS ) HW(FT > HW ELEV. * N-FAC DC ON TW DO DE HWO HWI *.**�.r«t***�.*r*•..•.t�•*ta.tr�.�f�*.:..•.*+x**r••.�**�*a.�..•s*t*****•*«.•s.a 115.61 25.06 �37. 19 * .012 2.95 3.00 9.57 9.57 18.92 25.06 12.56 *�****�******�*f OVERFCZ7l�NC0UNTERED AT 115.61 CFS DISCHARGE ****+*****�••**t* +f•f+t«*#■••�• ACTURL OVERFLOW MRY OCCUR AT LESS THAN 115.61 CFS **f�*##*fA##�4 SPECIFY: R - REVISE . N - NEWJOB , F - FILE . S - STOP � N y�/ E L 1'�T Y"� N 2�� E�}- 1 FU� tCv � yr FUT �L�W Q �y ���FS� TABLE 7-2 Summary of Peak Flows and Water Surface Elevations Future Land Use Conditions FEQ Hydraulic Ana{ysis (Elevation Datum NGVD? Road- 2-Yr Fut.Flow 10-Yr Fut.Flow 25-Yr Fut.Flow 15-Yr Fut.Flow IOP-Yr Fut.flow ]00-Yr Fut.Flow rar TuP - Canvevanoe f31 Stonee(3) Converance f31• Ston[e(3) Ekv. [,ocation/Disttiption Flow Elcv flow Eler Flow Ekv Flow Elev Flow Elev flow Elev ck fea cfs ka cFs fed cts (feet cfs) (fea ek feet P�tAa crat d:otsx-�67 t�) 62 86 96 32 170 92 Rol�in=H�u:crcek u xrnwn p)a) 70 20.4 89 20.7 102 20.9 35 19.6 174 21.8 99 20.9 Shoppin;Ceater Qtiv.Outlet xdi��c Hu�W:t�s�s2•w�.•«t(�)(2) 70 16.6 89 16.g' 102 17.0 35 163 174 17.8 99 26.9 srt-�67 N«se Croasic�y 45�4.7 71 15.6 82 16.0 32 14.1 98 17J 69 15.6 SQ(t0YbI00k CfLCIC ,. sxPsoutnow 726 1021 1045 960 1223 1700 ettPsinnow� 728 3.8 1023 4.0 1095 4.1 464 S.5 t223 4.1 1153 I3.0 craay w,y ui: 593 6.2 904 7.1 959 7.2 413 5.6 1110 7.6 1045 13.0 sw�6cn suca 584 6.7 897 7.6 951 7.8 408 6.1 1106 8.2 960 13.0 Confluence of RollinY Hi14 Gak 561 9.4 882 10.8 933 11.1 395 8.4 1088 11.6 898 I3.1 coneuenx ot SW 23re Sc Chaond 526 10.4 807 11.9 843 12.1 360 9.4 989 12.6 807 133 sw 2�w u�s 17.9 S18 11.5 808 14.0 831 14.3 350 10.0 989 1 S 6 775 14.3 sw 3aw�✓s 14.9 564 12.9 840 15.3 847 15.4 309 10.6 1219 6.1 845 15.2 oo�ceidak a�: 17.1 567 13.5 843 15.9 849 15.9 311 11.3 1227 16.9 846 15.8 oataaakn/s 17.1 527 14.3 787 17.3 800 17.4 292 11.5 1167 17.9 792 17.3 Isw<1ra ai: 22.9 525 14.7 781 17.6 795 17.6 291 12.1 1158 18.3 783 I7.6 SW 43rd u!s 22.9 525 14.9 781 18.1 795 18.1 291 12.3 1158 19.5 783 18.0 Notes (1)FEQ simulated flows at these Iceations are based upon frequency analysis of Springbrook Crcek inflows to the BRPS forebay. Refer to FSGRWP Hydrologic Analysis Report(NHC, 1996) for flows based upon frequency analysis of Panther Creek and Rolling Hills Creek. (2)Flows are based upon assumption that capacity restriction through Renton Shopping Center is improved such that no attenuation from surface ponding occurs. (3)Conveyance event reflects a severe local rainstorm without pumping restrictions at the BRPS due to high Green River flows. Storage evcnt reflects a high Grcen River flow evcnt in which the BRPS must restrict pumping rates in accordance with GRIA. (4)u/s = upstream,d/s = downstream �t I�I�yr Ft1T�R�' �=LD�n! LN PAn� Tt1EfZ CiZt.t-Y� �i 5�- ���} N�RiN C,toSSz��lr- � ►�1L.5� C�►�Y�Y�^�CE US�- D -►-^� H�=C-Z �N�LY �S � ` E��T'ZND f}l�t[� Iv1 ' CH1�n�r•SEl- T+M��ovtr���; TS) , � � W14TE� SvR�'wCc CL1��/J�TZ�N UStD Zs �ETEr�rntnt � U OUTF ��w � CLtYv�TT�ti1 OF WET �Y�ULT NUrE: F�.r-_ vr�Tzor�ls c� ►`rV'ERiF� Tp N��i� e>�, f�� i � % � lt-.r� j� /ar j �: i / � � / � � QN �,� l ; /a � ! .� � ��,� M � _ v �+ 'd ��b � � �fa � �,� � I �; � f � � - S " , ��, y�- h M , ; / �� � , . � � �o� ! .= ;; .��. s-.3� / ;; ,. _� z-sIOE r-rI [-r7bE �-�7YC � tl-�Ya ;9-f?bE 2-�nUC s-WbE{. I �+ -��` . T —"' ` _ I 1-►7UC ; 1 9-sTo[ 21-�70[ --� O [1-r7o[ t-�GLE 1-�fbC ' :I-�JbC z_f�� (� rtvc y, /: /' �J LLOGI ^�` 1 1 . ...__ / /� . J� 1 I 1 ( / ' —_ -- -- r � tv'x --1—._ _. Z l s- ty 1 � / e�utc aroc Z-� b-wu � 1 �-FAUE 9-EQ�pE �-era �h ^� � E� , ! 1 � - - _ _ __ _ _��_ __ _ t�oc n�.ec � 1 c_3nc m ^ � rcnc ''�� �/� ei-rsx -e»c ' ,tt. szavc � u- c-zaoc z-zlct �c-zavc ��x z-a�avac� z / � ' _ �z3uc �' rz�tc ►-27oc a-z7M c s' ��� ls �-� 1SIti S-.Z.� �-�� ns �� �-� � �� ���,� ' � � � � � , �-� , l-� - i-s�sz - ---- -- - —----- � �. � ,� j � 'g z-eavz i z-a��z . � `�J I - - -- ---� - --- �-a� --— ---- 1S H16� � MS i � �� j �=' .-s�v v � r � i-eo5z z ; ', F= -L/ . � b - v �x •• , I � rc39z ; � ' I_L192� i � � . � � / /� � ,/ �...Z'�'�'� -� . � � I-LU92 2-cd92 2-LY9 �.. , — / I •g � �-c `' t � i / — �. - ; �-�� / � S , ��� ' —__— '..[392� ' � L ' S�g ' � h s �_ 2 . � � ! 2-9J C-93S2�� t-9 92 2-9792 C-9Q^92 f_ Hlti£ � '-' M(� I-9J92 2-9I92 �i /LJ . �I (I C-9J� Y-9J9Z � )yyyyrrr ___—"__... . _ . . __. . � � � � � I � [-9� S-9J92 :I �I --_ —._._. —___—_ �� .. . _ _ +I Ocl �� j 1 � APPENDIX B Exhibits Figure 1 - Detention Calculations Figure 2 - Water Quality Calculations Figure 3 - Sediment Pond Calculations Figure 4 - Bond Quantities Worksheet Figure 5 - TIR Worksheet Figure 6 - Correspondence Memos Figure 7 - Conveyance Calculation Figure 8 - Site Map Figure 9 - Backwater Calculations Figure 1 - Detention Calculations 3/20/02 11 : 15 : 24 am AHBL page 1 Gold Stream Casino, 202040 . 10 K: \civil\Yr-2002\202040\newvault .bsn Dentention Calculations March 2002 ---------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: post-10 NAME: ten year post-developed basin SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 14 Acres 1 . 04 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 2 . 66 min 0 . 70 min RBSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 35 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1143 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 3333 impTcReach - Channel L: 360 . 00 kc : 42 . 00 s : 0 . 0717 PEAK RATE: �0 .67 cfs VOL: 0 . 25 Ac-ft TIME: 470 min !i.:.t` _ BASIN ID: post-100 NAME : ��� year post-developed basin SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 14 Acres 1 . 04 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . : 2 . 66 min 0 . 70 min ABSTRACTION COEFF : 0 . 20 TcReach - Sheet L: 35 . 00 ns : 0 . 1500 p2yr : 2 . 00 s : 0 . 1143 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 3333 ' impTcReach - Channel L: 360 . 00 kc :42 . 00 s : 0 . 0717 PEAK RATE: 0 . 93 cfs VOL: 0 . 34 Ac-ft TIME: 470 min BASIN ID: post-2 NAME : two year post-developed basin SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 14 Acres 1 . 04 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 2 . 66 min 0 . 70 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 35 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1143 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 3333 impTcReach - Channel L: 360 . 00 kc :42 . 00 s : 0 . 0717 PEAK RATE : �0 .44 cfs VOL: 0 . 16 Ac-ft TIME : 470 min 3/20/02 11 : 15 :24 am AHBL page 2 Gold Stream Casino, 202040 . 10 K:\civil\Yr-2002\202040\newvault .bsn Dentention Calculations March 2002 BASIN SUMMARY BASIN ID : pre-10 NAME : ten year pre-developed basin SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1 . 18 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 78 . 00 0 . 00 TC . . . . : 10 . 70 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 124 . 00 ns : 0 . 1500 p2yr : 2 . 00 s : 0 . 0444 PEAK RATE : 0 . 21 cfs VOL: 0 . 10 Ac-ft TIME: 480 min BASIN ID: pre-100 NAME: 100 year pre-developed basin SBUH METHODOLOGY 'I�OTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 1 . 18 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 78 . 00 0 . 00 TC. . . . : 10 . 70 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 124 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0444 PEAK RATE: 0 .41 cfs VOL: 0 . 18 Ac-ft TIME: 480 min BASIN ID: pre-2 NAME: two year pre-developed basin SBUH METHODOLOGY Z'OTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 18 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 78 . 00 0 . 00 TC. . . . . 10 . 70 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 124 .00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0444 PEAK RATE: 0 . 07 cfs VOL: 0 . 05 Ac-ft TIME : 480 min 1 a � a�r� v�,k 1� ull�w �.1�1 e al �s c,��rc,j .e,= a' �. �-7 c fs= O. D 3 S c.�s � '�� �o�jr Y�.kI�} 4�1�,..,�6►Q �t �5�,�,�vYje- fl.at �,�5 ��� 10 ��jr �/G kl� 41toW Q ��� c�i SC�a�' � ge 0. 41��s 3/27/02 7 : 31 :36 pm AHBL page 1 Gold Stream Casino, 202040 . 10 K: \civil\Yr-2002\202040\newvault .bsn Dentention Calculations March 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: post-25 NAME : 25 year post-developed basin SBUH METHODOLOGY I� _ TOTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 14 Acres 1 . 04 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 2 . 66 min 0 . 70 min ABSTRACTION COEFF: � .20 TcReach - Sheet L: 35 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 1143 impTcReach - Sheet L: 25 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 3333 impTcReach - Channel L: 360 . 00 kc :42 . 00 s : 0 . 0717 PEAK RATE: 0 . 80 cfs VOL : 0 . 29 Ac-ft TIME : 470 min f I 3/20/02 11 :48 : 6 am AHBL Gold Stream Casino, 202040 . 10 K: \civil\Yr-2002\202040\newvault .bsn Dentention Calculations March 2002 ----------------------------------------------------------- ----------------------------------------------------------- STAGE STORAGE TABLE RECTANGULAR VAULT ID No. vault Description: detention/water quality vault Length: 65 . 00 ft . Width: 21 . 00 ft . voids : 1 . (��►►ti.GhS��rS (�E�orcc.orrec:�� �h '�4���r STAGE c----STORAGE----> STAGE <----ST'ORAGE----> STAGE <---STORAGE----> STAGE <---STORAGE-- (ft) --cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf-- --Ac-Ft- (ft) ---cf--- -Ac- 18.58 0.0000 0.0000 19.70 1529 0.0351 20.90 3167 0.0�27 22.10 4605 0.1�-r O�,O e�a�r 18.60 27.300 0.0006 19.80 1665 0.0382 21.00 3303 0.0758 22.20 4941 0.1 � 18.70 163.90 0.0038 19_90 1802 0.0414 21.10 3440 0.0790 22.30 5078 0.1 Q- ���r 18.80 300.30 0.0069 20_00 1938 0.0445 21.20 3576 0.0621 22.40 5214 0.1 18.90 436.80 0.0100 20.10 2075 0.0476 21.30 3713 0.0652 22.50 5351 0.14- t�O.�J' r 19.00 573.30 0.0132 20.20 2211 0.0508 21.40 3849 0.0884 22.60 5487 0.1 19.10 709.80 0.0163 20.30 2348 0.0539 21.50 3966 0.0915 22.70 5624 0.1 19.20 646.30 0.0194 20.40 2484 0.0570 21.60 4122 0.0946 22.60 5760 0.1 19.30 982.80 0.0226 20.50 2621 0.0602 21.70 4259 0.0978 22.90 5897 0.1 19.40 1119 0.0257 20.60 2757 0.0633 21.80 4395 0.1009 23.00 6033 0.1 19.50 1256 0.0288 20.70 2894 0.0664 21.90 4532 0.1040 23.10 6170 0.1 19.60 1392 0.0320 20.80 303D 0.0696 22.00 4668 0.1072 . �` Se�. Le�el p�4� 5���.-��h� T� �I� I, ���r vol.; Sa9�. �.9C � � 535► C �' 1NSp0� Co�rr���►�►� F��� �,�- = �,y5 Se�.. A���,.c,�c,� ��ykr� a _(, . � -�ro�,,, W S �0 j H iy h�c, R�hof�Nlah�,,�,► S � 995 � �ol.= 351C �'. � ,y_7 - 78bs . �� c, � Ne�,, Le+���L�� � g(�;, 9 �G F � 95. 55 F� a �'� 3 . 9a' z�s i�I � � - , ,�hS,�� � a , x ��- 3/20/02 11 : 15 :24 am AHBL page 4 Gold Stream Casino, 202040 . 10 K: \civil\Yr-2002\202040\newvault .bsn Dentention Calculations March 2002 --------------------------------------------------------------- ----------------------------------------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No . vaultdis Description: detention vault discharge Outlet Elev: 18 . 58 Elev: 16 . 58 ft Orifice Diameter: 0 . 8247 in. �a a�� �r�� ici Elev: 22 . 28 ft Orifice 2 Diameter: 5 . 7305 in. ��yr�I��yr ��,��-�c� ' STAGE <--DISCHARGE---> STAGE <--DISCHARGE--> STAGE <--DISCHARGE--> STAGE <--DISCHRRGE- > (ft) --cfs- ------ (ft) ---cfs-- ------- (ft) --cfs-- (ft) ---cfs- ------ 18.58 0.0000 19.70 0.0195 20.90 0.0261 22.10 0.0345 18.60 0.0026 19.80 0.0204 21.00 0.0287 22.20 0.0351 18.70 0.0064 19.90 0.0212 21.10 0.0293 22.30 0.1616��4 y r w-5 18.80 0.0087 20.00 0.0220 21.20 0.0299 22.40 0.3448,4_ i7,���, �S - 18.90 0.0104 20.10 0.0228 21.30 0.0304 22.50 0.4595 19.00 0.012D 20.20 0.0235 21.40 0.0310 22.60 0.5411 19.10 0.0133 20.30 0.0242 21.50 0.0315 22.70 0.6150 19.20 0.0145 20.40 0.0299 21.60 0.0321 22.80 0.6805 19.30 0.0157 20.50 0.0256 21.70 0.0326 22.90 0.7400 19.90 0.0167 20.60 0.0262 21.80 0.0331 23.00 0.7950 19.50 0_0177 20.70 0.0269 21.90 0.0336 23.10 0.8402 19.60 0.0186 20.80 0.0275 22.00 0.0341 6/21/02 2 : 33 :26 pm AHBL page 1 Gold Stream Casino, 202040 . 10 K: \civil\Yr-2002\202040\newvault .bsn Dentention Calculations March 2002 LEVEL POOL TABLE SUMMARY MATCH INF:,OW -STO- -�IS- <-PEA{-> OU_'FI,OW STOFWGE <--------DnSCF.i�TIOV-----—--> (cfs) (cfs} --id- --id- c-STAGE> id (cfs) VOL (cf) 2 YR . 0 03 D 44 vault vaultdis 22 15 1 D 03 4879 54 cf M G��L��� � ��� 10 YR ................. ....... 0.21 0.67 vault vaultdis 22.30 2 0.16 SD76.65 cf " ��f �� 100 YR ............... ........ 0.41 0.93 vault vaultdis 22.46 3 0.41 5297.99 cf �, t f� � � r1 ► v 25 YR . . .. . . . . . . . . . . . . . . . ..... O.OG 0.30 '.�3clt vaultdis 22.3? � 0.2� 5155.6E cf l � c� �r; Vfl�, i � �� � �� , � Y� � I 3 3 � II � r ;�� � � � iiiiiiiiiii iiiiiiii,��,iriiii����i�iiiiiii �iiiiiiiiii � H li ! �' ` � �ti *AHBL 6 i -` ',--�' ------�o ` ! I \ ��2� � t, s � � �.�` j _ -� '�, � \�__-�, � ��� _---" � 1,' I � \ __ _ -- `, � '�� � \�� �_�J � �� �� 40� ! � i � PERVIOUS . ^� : �, I + � ; �—_---___-� j'�F ' �: `; �`\ A = 1.18�i(�ES � � ` � � ��� � � t �� / i O 1 � `� `\ f i \�� � l3� j : CB/5 ��` �\�\ � ' i i ,`::>\\� t <\� ,, j. / �.ti P �•���\ �-i � l �`������.� ; � '��\`\\\ �� �1'J� � ( `. �:�:� \� -�� ;S I P 1r "`1 ` � 11 � t � .\��� � � � � O \ \ \ �\ y ��`\\ �J \ bi \ \�\�� \-'�\ I 3 ',�� \ \� \�. � �-�- � ,� �� �'-------__ ' �`�>!. �� `�-t9 I -' !' � , -� �---__ 2O ----_.--_"`_'------._.� �_ _'' " -- �;�✓ � i f . - � � _-____-i� -� _ �__/%`� % , `, � ---_._____---____ �_ .�-- - --�________�_ i' � � z �-�� ,r--------__-----------��_-_ _-�� � � i %` � -,�' � ; �_-� ,���-====` -- _=.1 ;y ! � T �� �.i� -2. \ ry � �-- �—�__'�_--2.3 _----_---- --_ � \ ' �,� J � � l ,ya / � / � ce/4 � �� � q ii � � � � � � 3 S T R U C T U R A L GOLD STREAM CASINO ENGINEERS�PLANNERS F'G�1.1 •S U R V E Y 0 R S• ��d� BASN MAP'ZOZO4O • ������,�' "'a..- • i1 ,a\ � Y J 3 � i �� /////////// ////////,�f��/////lI//////////////// ///I/////// i � ; �I Z° � � N ' �_ �`� wAHBL g �- � w r. ' f �: ` s f l 1 '. ♦ �� 2� �. � � �� 1 �t �\ I' �- � � '�, i � � < '� ��" � �t ,,�f � ' � , 2 j l �� `� 1 0 ro , ,;' , i � • �' �' 4' 4" 'i ; ry � ---- , r = : � r�a aaouoaoaa - - - `o - - - - - - - - -_ _— = r ,��' ;{� � � , , f- f o -- � -- -- ----------- �"frf,,' ; � i � � i � ,� i i .: �, ,,, ; :: � -_ <<_ � i I I I I I i I I . + ; _ �� , . :8�5 ���., �:.�\` \ t't . ri3 f;, �;�e- fj '� �1 �t;li� ��: �`<�� r, � r ' �\������`�t �-�� � —,� `�`��ti,-` ` � .�-� ,. \ � �, 1_ �`��� _��_ , S � �\�\ ! O \\ � !^ \ ��2''',' J. Y \ ��� � � \ 2 f l' 3 r�� = 0.14 A(�tES '� � � � � t�-------_____ �'\ f �'�—`-� 2O � zz-------�.___._ �.!-�- / i� �t /-`4` � 2�� ���- (e� �- 2 ":. i T i �� —24------_.""s � �; ry ; i r ( � 2� ��--- _.�1- '� l 4 . I __--" , �----- ��� ,4 � �� � � � „ � � ec S T R U C T U R A L GO�.D STREAM CASINO F�G-1. a ENGINEERS�PLANNERS •S U R V E Y 0 R S• pO ST DEY E L O PED BA3�1 YAP-202040.10 • n.���Ha$''r��ii-an" �e�u� • • Figurc 2-6.2 reproduced from WSDUT Iiighway ltunoff 1Vlanua1, 1995 ,s ���'7 — -- --__�._._e____ ,. � � „ � � ,z „ o w ao �o �o eo 6o ro ao Q xry �� 6i1�Iwp�nlor�Go�K(%� "�.'%� . factor at Satety ior Detentlon Ponds and vaults �lgur�?-�-? T�,,,��e.rV�o�S I�rZq, I.OH�cr�s 0� 1.1�6<<c r�s ciVai(� 61� o►, s�+e, I. O4acrea I �/0 i t�v� er�►��S �---- •1� C��l — $$, ��/� �' l. l��,cres 0— ! .I ; ; -i � I � � 3 I 02/14/02 THU 15:08 (TX/RX NO 8725] � - .. ^_ - - -_r_--_.:s_-- _._._. _._.. .�� ,,.... �._.._. _.�� �..,..,... h��l Y rer� Figure 3-3.2 rcproduc�d from WSDOT Higbway Runofl'Msnual, 1995 Curve Numbers by Land Use Deacription Hydrologic Soil Group A B C D Mountain brash: oak brush,aspon,meple: Good Condition: ground�ovet>70% a0 40 41 48 Fair Conditian: gtound cover 3D%s to 70% 40 48 5? 63 Poor Condirion: �vund covtr<30� a6 66 74 79 Wood9 or forest l�nd: Good Condicion: Naturel conditirna9 40 55 7� 77 Fair Conditio�n: Some forest litteir QU 60 73 79 Poor Candition: No smali tree�s ot brush AS 66 77 83 WoodslGraas eombinatlon(orc6ard or tree farm): Good Condition: ground covcr>75% 40 58 72 �9 Fair Condirion: ground covcr 50%to 75% 43 6S 76 82 Poor Condition: ground covec<SO% 57 73 82 86 Bruah w�lth weeds�md gnss: C)ood Condidon: gxound covcr>75% 40 48 65 '73 Fair Condition. ground cover SO%to 75Yo 40 56 70 77 Poor Condition: grourid cover<50% 48 G7 77 83 --A 1►�cado.r-continuous gr�ss: 4U 58 71 78 Rceideotial districb: tia acre lots: 6l 75 83 87 �r3 ac:ce lots: 57 72 81 - 86 %:acre lots: 54 70 80 85 I acre lots: S] 68 79 84 Pasture or range: Good Condition: lightly�razed 40 G 1 74 30 Fair Condition: not heavily gxazed 49 69 79 84 Poor Condition: heavily grazcd w/no mulch 68 79 86 8y Newly�aded areas(no vegdation cstablished) 77 86 91 94 i Open spaces,lawns,pArlcs,golf courscs,cemcteries: --1 Good Condition: grass cover>75% 40 6� 74 80 Fair Condition: grass covcr 509'o to 759'0 49 69 79 34 Poor Condition_ Bass cover<50% 68 79 $6 89 Gravel roads and parking lots: 88 92 95 98 Dirt roads and parking lots: 86 90 94 98 _._.� Impervious surfaces-pavement and roofs • 98 98 98 � Opcn water bodics:lakes,wetlands,and ponds 100 100 100 100 For u mo�e detailed description of agr�cuJ�urol/and use and arid region curve rrumbers, refer to Sni!Conservcttio�7 Service Technica!Release SS, Chaprer l,June 1986. 4 02/14/02 THU 15: 08 [TX/RX NO 8725] r�� ' N V L V U IV 1 T , w A J H l (v U 1 v iv, � � �c r .a � t w �� � c tt v C � � v i� iv, ., ,�, v .. �, ,F��CS �YESTERN WASIiINGTON RUNOFF CURVE NUMBERS �ro�. I 9.�fl KC.Sw � �M SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) RunoN curve numbecs for selected agriculturai, suburban and urban land use for Type tA rainfall distribtriion, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SQII.GROUP LAND USE DESCRIPTION A B C• D Cultivated �a�d(1): winter condition 86 9t 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 �� 89 � Wood or(orest land: undisturbed or older second growth 42 64 76 81 Wood o�fo�est land: young second growth or brush 55 72 8t 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cove�on 75% or more ot the area 68 80 86 90 (air condition: grass cover on 50°6 to 75% of the area 77 85 90� 92� Gravel roads and parking lots 76 85 89 91 Dirt roads and parking tocs 72 82 87 89 � Impervious suriaces, �.avement, roofs, etc. 98 98 98 98 Open water bodies: lakes,wettands, ponds, etc. 100 100 100 100 - Single Famdy Residential (2) � Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA t5 Separate curve number 1.5 DU/GA 20 shall be sdected 2.0 DU/GA 25 (or pervious and 2.5 DU/GA 30 impervious portbn 3.0 OU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU[GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 OU/GA 54 7.0 DU/GA ' S6 Pla�ned uni[developments, °�6 impervious condominiums, apartme�ts, must be computed commerclal buslness and �iustrial areas. ��1 For a more deta�ed description of agricultural land use curve numbers refer to National Engineering Handbook, SecCron 4, Hydrdogy, Chapter 9, August 1972. �2) Assumes roo(and driveway runoff is directed into street/storm system. t3y The remaining pervious areas Qawn) are considered to be in good condition tor these curve numbers. � 3.5.2-3 . 11192 Figure 2 - Water Quality Calculations Project C��'� J 1'`e-�itrV1.. C G S�h� No. �c i .L C��Q• �� ❑ Page�of . H�J L Subject Phone �Calculations ❑ Fax WithlTo Fax# — ❑ Memorandum Address #Faxed Pages Meeting Minutes ❑Telephone Memo Date: 3/K//�� w�:. � ��� � t.,.��l:+-�, �1��- �� � If �e$��� Zti„�Pe,rV;o�S P►re� Skb���.� �a �/'c>.h�c.� �G� �'r����G=�o"1�d�c.►-�S BY� �� � �. 1 ��Cres � Si�Os��� Q-� �GG�,V�C.S �' �, c�flGc..�'GS � o�ll� ph� v��.�.od o� w�.�erc�k�. I ��� �s n�c�sSGr� (�er C,or�- R���,tv�.�.,-�ti,��- � 3 uv�� SPecia� 1.���c��v�w•Ph� ��-✓ O`� `�'�,�c. � �9 � K�� �.�Lth`� S�rf�iC� 4Jk��1- (�LS�yV� ���k�,l Copies to: P'GI�' SPec,�4,� Q�-�tn�J�``�"t-�l�-�� � ) Des;�r WS qre.�,= l% oF ;�,.,perv��h5 Skrf��f arQu �'or_. '��►,e_. c.�r�'�v�';b in.'�"�h� �I,Y`e.� — 'O.O� � �-�� �C,Y�cS � SC'.e.���ph�.JhCaICLfGT'JhS = C�. OIO4 ciC►�S � S,y 3 -�f-z" p�Siyy��/'o�k►M�— VOI . o� ��' pc��S�br�. 3 1 �- �� 4� Y'�C.-T}' � 1��,� �2 3 � aGV'�e.. _ _� 3a3. ac. F D��,�v,s ���5) Pe�'►v�4,h c h'�"�Pool De p'F'I�= 3�+ Cy��,'� 1`��� KC S1� D M) 2215 N.30th Street L y��r,l^L � l'` ���.�� � ,�1 '�f Suite 300 . Tacoma,WA 98403 L e�,5�-l, _ � � 2 3. 2.C � � ,�� _gg �-� Old Town 21'� �'`��C����� � Historical District � " � y0' c�Ilow���,� �'� a�-w,��`� �or p;r�es �h����� '�5 , 253l383-2422 JV\-1 he J l�e- �' , -r h,e- �G11nr�,�- ' 253/383-2572 FAX _ I.v��- (�orf��h o-� v��,l f-=. al� x �1 O' �C 3 If this dces not meet with your understanding,please contact us in writing within seven days.THANK YOU. L Project No. ❑ Page ot . H B Subject Phone ❑Cafculations ❑Fax With/To Fax# _ ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes ❑Telephone Memo Date: M ��'1 1�Mti1Y1'l � n�('T�,�L AY-�-G� ����, 5�}_ � �'.�)�� � �y c� -F t2 j �e s;<_��, S,4= `I 53��z�O K I�c��'-�'I� Lo c,�.���n ' 1s�- �34� vol.= a 5°io + 0 3 S�io p-� wef p�o i Uo l. BY: - 35��� o-� v ot� o cc�,.�s �,�- 3 s°�o e f ���5�� ��h�`��. �-o b��'�1�= 0.35- 3�7`f3'C��,i�{ ed +0 411owfor- s��-le. i hco�,hy p;peS� �. I a .`�S'�3� = I 5 9 5� �Y^�tn ; ►1`�e1^.��' w a 1� Copies to 2215 N.30th Street Suite 300 Tacoma,WA 98403 Old Town Historical District 253/383-2422 253/383-2572 fAX If this does not meet with your understanding,please contact us in writing within seven days.THANK YOU. Figure 3 - Sediment Pond Calculations 3/27/02 7 :49 :7 pm AHBL page 1 Gold Stream Casino 202040 . 10 K:\Civil\Yr 2002\202040\sedpond2 1�-Year Sediment Pond Check --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: sedpond2 NAME : 10-yr sediment pond� calc SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 18 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 00 Acres 1 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 7 . 63 min ABSTRACTION COEFF: 0 . 20 impTcReach - Channel L: 550 . 00 kc : 17 . 00 s : 0 . 0050 PEAK RATE: 0 . 70 cfs VOL: 0 . 26 Ac-ft TIME: 480 min � �'��f,=. t�.'1 'Oc.�S FS�.� vs= 0, ��� g� ��r� s S�! �. � S C Q �o�jr/�s� `� C 0 .� � ��s/ 0. ��� ��f�1s) S �= iyS�b .33 �t� �1 � ��► l� i3� ��'�S4h P��,d�� �� �0� S !� �rav��` `� y -z `L 0�-Z. � y5�.33 �� < 2 � _ -Cti.�.J1e5'4�h�� S�1i��v�� ��h� � � �.�1:-� r��d�� � Ft�� -T ZR �'� � �r��t�t��-�ti �.h54hc�e'�'� ��1�98 12:44 : 38 am Barghausen Engineers page 1 BEST WESTERN MOTEL, RENTON WA JOB NO. 6688 �` WpRKS4 FILE NO. 6688 .BSN BASIN SUNIMARY , BASIN ID: G1 NAME: lOYR\24HR POST DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 26 Acres BASEFLOWS: 0. 00 cfs ' RAINFALL TYPE. . . . : TYPElA PERV IMp � � PRECIPITATION. . . . : 2 . 90 inches AREA. . : 1. 26 Acres 0. 00 Acr ! TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 0. 00 TC. . . . : 15.77 min 0. 00 min I ABSTRACTION COEFF: 0. 20 '� TcReach - Shallow L: 550. 00 ks: 13 . 00 s: 0. 0020 PEAK RATE: 0.48 cfs VOL: 0. 20 Ac-ft TIME: 480 min I , t I . I t, ! E s � � ; �I f , 5 C. �ON 17 S=t1N lr l.n�...`.. ,..... . • -- - - - -- ,�, Q ►� _ , 48 GF � . ,5UR1=1AGF RRE �1 KEQvrRc D = . �B X ZOB� _ � 9 g,9 r-rZ SuEtr �lCc ►�f�EA PRov=Dr_ � = Z28b FTZ . � ZZ6o Fi Z > 9R8 . �} rrz - : , � � ; � � 1 i , � � I , � � ► � , . , , � , � � � i ; I , , - ; � ; . _ , ; ( S • 1 I � ' �� t Figure 4 - Bond Quantities Worksheet � Site Improvement Bond Quantity Worksheet King County Department of Development 8�Environmental Services 900 Oakesdale Avenue Southwest Renton,Washington 98055-1219 Project Name: Gold Stream Casino Date: 3/25/02 Location: 3650 East Valley Road Renton,WA SIERRA Project No.: SIERRA Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated 01/01 Using ENR CCI 01/01 .._. .,._ _,_._. ..,.,�,.,., Site Improvement Bond Quantity Worksheet Unit #of Reference# Price Unit Quantit Applicatio�s Gost EROSION/SEDIMENT CONTROL Backfill &com action-embankment $ 5.24 CY 1600 1 8384 Check dams,4" minus rock SWDM 5.4.6.3 $ 62.94 Each Crushed surfacing 1 1/4"minus WSDOT 9-03.9(3) $ 79.67 CY Ditchin $ 7.54 CY 660 1 4976 Excavation-bulk $ 1.39 CY Fence,silt SW DM 5.4.3.1 $ 1.29 LF 1080 1 1393 Fence,Tempora (NGPE) $ 1.29 LF Hydroseeding SWDM 5.4.2.4 $ 0.55 SY 5720 1 3146 Jute Mesh SWDM 5.4.2.2 $ 1.35 SY Muich, b hand,straw, 3"deep SWDM 5.4.2.1 $ 1.88 SY Mulch, b machine, straw,2"deep SWDM 5.4.2.1 $ 0.49 SY Piping,temporary, CPP, 6" $ 9.97 LF Pi in ,tempora , CPP, 8" $ 15.01 LF Pi in ,temporary, CPP, 12" $ 19.30 LF 54 1 1042 Plastic covering,6mm thick, sandbagged SWDM 5.4.2.3 $ 2.14 SY Ri Rap, machine placed; slopes WSDOT 9-13.1(2) $ 39.43 CY Rock Construction Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,365.29 Each 1 1 1365 Rock Construction Entrance, 100'x15'xi' SWDM 5.4.4.1 $ 2,730.57 Each 1 1 2731 Sediment pond riser assembly SWDM 5.4.5.2 $ 1,817.51 Each 1 1 1818 Sediment trap, 5' high berm SWDM 5.4.5.1 $ 16.69 LF Sed.trap,5'high,riprapped spillway berm section SW DM 5.4.5.1 $ 63.90 LF Seeding, by hand SW DM 5.4.2.4 $ 0.47 SY Soddin , 1"deep, level ground SWDM 5.4.2.5 $ 5.62 SY Sodding, 1"deep, sloped round SWDM 5.42.5 $ 6.95 SY TESC Supervisor $ 69.69 HR Water truck,dust control SWDM 5.4.7 $ 91.14 HR ,.... ..��dr,7 �q i�I,u..�I, ' '�`� .li � �h�� i I,� ,,.,., y., ,..�.;'i�I s7 i �:' ,t�"�. 8 S ,:f �.s,�, � .��:�.'�. 11 � �n,�.. � '^,.; ^ uti? f.;a y�i �'�Y � i.'; +!«1'�v�� �j �+■� � in.p.l i�i ,{ . r�,�li.i�..l�i Gdll .,r i Ili ,lp,l. �2��"', ��, n .li,t:tl .U�hi!r �.��' .����^:�y;�� �'r d .�{�y., ,. }.., ,i..�J�',.i,�.� w. �i -H,.! �r7� ������r� �,+,� . ..t��I, �t. ,�,N� .�i� r i� h wl ,�i�h i ,fi.�f IJ..Y�b��t:. ..,�I'r,.. � I t .f4�. v ) �.�..t't�t.z�ui. WIi��T�4'�� �TGIYI� Oi 1'v +�,�,a,rrYl,�,�' ��,i���f���a;!k n� �„�J�„��+1 �',S�r��,�.�.i r,6 a�,r�` Cn �l 4 .k�rV� r.B�!�w ;''��>.�W'�"�d,dY"� �AnC,,h� �"�,`"i�"'h �� 4r,r � �1ui r i �,�. "� ��,ht: Each ESC SUBTOTAL: $ 24,855.17 COLUMN: A Page 2 of 9 Unit prices updated 01/01 Using ENR CCI 01/01 o...,�..,.... .+.,�.,• Z���m� Site Improvement Bond Quantity Worksheet ` ', Existing' Future Public Private Bond Reduction" Right-of-Way Road Improvements Improvements 8 Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Gost Quant. Cost Complete Cost GENERAI.�ITEMS, Backfill 8 Compaction-embankment $ 5.24 CY Backfill&Compaction-trench $ 7.96 CY Clear/Remove Brush,b hand $ 0.33 SY 5720 $1,887.60 Clearing/Grubbing/Tree Removal $ 8,275.74 Acre Excavation-bulk $ 1.39 CY Excavation-Trench $ 3.78 CY Fencing,cedar,6'high $ 17.29 LF Fencing,chain link,vin I coated, 6'high $ 12.53 LF Fencing,chain link,gate,vinyl coated, 20' $ 1,185.78 Each Fencing,split rail,3'high $ 11.30 LF Fill&compact-common barrow $ 21.05 CY Fill 8 compact-gravel base $ 23.76 CY , Fill&compact-screened to soil $ 35.29 CY li Gabion,12"deep,stone filled mesh $ 50.64 SY Gabion,18"deep,stone filled mesh $ 69.79 SY Gabion,36"deep,stone filled mesh $ 123.52 SY Grading,fine,by hand $ 1.89 SY Gradin ,fine,with rader $ 0.89 SY 5720 $5,090.80 Monuments,3'lon $ 125.98 Each Sensitive Areas Si n $ 2.68 Each 2 $5.36 ', Soddin , 1"deep,slo ed round $ 6.96 SY Surve 'n ,line&grade $ 734.93 Da Surve in ,lot location/lines $ 1,451.34 Acre 1.75 $2,539.85 Traffic control crew(2 flag ers) $ 79.42 HR i� Trail,4"chi ped wood $ 7.08 SY I Trail,4"crushed cinder $ 7.76 SY Trail,4"to course $ 7.63 SY Wall,retainin ,concrete $ 41.17 SF Wall,rockery $ 8.85 SF 380 $3,363.00 Page 3 of 9 SUBTOTAL $12,886.61 'KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01 Rovici�n�iata• �l�.ri(�7 � - � � � i Site Im rovement Bond Quantit Worksheet I'! p Y , , - Exlsting '' Future Public Private ' Bond Reduction" � � ,,. � Rlght-of-way Road improvements Improvements i ,., . &Draina e Facilities Quant Unit Price Unit Quant. Cost Quant. Cost Quant Cost Complete Cost lil ROADlMPROVEMENT AC Grinding,4'wide machine< 1000sy $ 21.44 SY AC Grinding,4'wide machine 1000-2000s $ 5.36 SY AC Grindin ,4'wide machine>2000sy $ 1.29 SY AC Removal/Disposal/Repair $ 38.35 SY Barricade, pe I $ 28.00 LF Barricade,t e Iil(Permanent) $ 42.00 LF Curb�Gutter,rolled $ 12.37 LF Curb&Gutter,veRical $ 9.04 LF Curb and Gutter,demolition and disposal $ 12.66 LF Curb,extruded asphalt $ 2.27 LF Curb,extruded concrete $ 2.39 LF 1220 $2,915.80 Sawcut,asphalt,3"depth $ 1.73 LF Sawcut,concrete,per 1"depth $ 1.58 LF Sealant,as halt $ 0.92 LF Shoulder,AC, (see AC road unit price) $ - SY Shoulder,gravel,4"thick $ 7.02 SY Sidewalk,4"thick $ 28.46 SY Sidewalk,4"thick,demolition and disposal $ 25.85 SY Sidewalk,5"thick $ 32.57 SY 300 $9,771.00 Sidewalk,5"thick,demolition and disposal $ 32.31 SY Si n,handicap $ 79.52 Each Stri ing,per stall $ 5.43 Each Striping,thermoplastic,(for crosswalk) $ 2.22 SF Striping,4"reflectorized line $ 0.24 LF Page 4 of 9 SUBTOTAL $12,686.80 "KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01 o,,,,�..;...,.�-,+o• ZI�F/n'7 Site improvement Bond Quantity Worksheet Existing Future Public Private Bond Reduction' Right-of�uvay Road Improvements Improvements &Dralna e Facilities Quant Unit Price Unit Quant Cost QuanL Cost Quant. Cost Complete Cost ROAQ SURFACING (4"Rock=2.5 base&t.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93,(additional 2.5"base)add: S 3.36 SY AC Overla , 1.5"AC $ 6.89 SY AC Overla ,2"AC $ 8.16 SY AC Road,2",4"rock,First 2500 SY $ 16.07 SY AC Road,2",4"rock,Q .over 2500SY $ 12.46 SY AC Road,3",4"rock,First 2500 SY $ 18.36 SY AC Road,3",4"rock,Qty.over 2500 SY $ 14J4 SY AC Road,5",First 2500 SY $ 13.58 SY AC Road,5",Qty.Over 2500 SY $ 13.00 SY AC Road,6",First 2500 SY $ 15.62 SY AC Road,6",�ry.Over 2500 SY $ 15.03 SY Asphalt Treated Base,4"thick $ 8.59 SY Gravel Road,4"rock,First 2500 SY $ 10.64 SY Gravel Road,4"rock,Q .over 2500 SY $ 7.02 SY PCC Road,5",no base,over 2500 SY $ 20.05 SY PCC Road, 6",no base,over 2500 SY $ 20.39 SY Thickened Edge $ 6.42 LF Page 5 of 9 SUBTOTA� `KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01 Revision date: 3/25/02 � � � � j Site Improvement Bond Quantity Worksheet Existing Future Publlc Private Bond Reduct(on' Right-oi-way Road Improvements Improvements 8�Dralna e Facilitles Quant. Unit Price Unit Quant. Cnst Quant. Cost Quant. Cost Complete Cost DRAINAGE (CPP=Corrugated Plastic Pipe,N 12 or Equivalent} For Culvert pricas. Avorage of 4'c;over was assumed Assume perforated PVC is same pnce as sphd pipe. Access Road,R/D � 15.61 SY Bollards-fixed $ 224.46 Each Bollards-removable $ 421.74 Each '(CBs include frame and lid) CBT el $ 1,172.57 Each 6 $7.035.42 CB T e IL $ 1,336.62 Each CB T e II,48"diameter $ 1,896.01 Each for additional depth over 4' $ 406.99 FT CB T e II,54"diameter $ 2,044.23 Each for additional depth over 4' $ 453.62 FT CB T e II,60"diameter $ 2,192.45 Each for additional depth over 4' $ 500.25 FT CB T e II,72"diameter $ 2,995.32 Each ' for additional depth over 4' $ 645.38 FT Throu h-curb Inlet Framework(Add) $ 341.33 Each Cleanout,PVC,4" $ 121.72 Each Cleanout,PVC,6" $ 163.07 Each 8 $1,304.56 Cleanout,PVC,8" $ 209.03 Each Culvert,PVC,4" $ 8.05 LF Culvert,PVC,6" $ 11.75 LF 270 $3,172.50 Culvert,PVC, 8" $ 12.43 LF Culvert,PVC, 12" $ 20.30 LF Culvert,CMP,8" $ 16.08 LF Culvert,CMP, 12" $ 24.66 LF I Culvert,CMP, 15" $ 30.52 LF I� Culvert,CMP, 18" $ 35.16 LF I Culvert,CMP,24" $ 49.72 LF Culvert,CMP,30" $ 66.62 LF Culvert,CMP,36" $ 104.53 LF Culvert,CMP,48" $ 131.30 LF Culvert,CMP,60" $ 219.52 LF Culvert,CMP,72" $ 282.11 LF Page 6 of 9 SUBTOTAL $11,512.48 'KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01 o..,.�..�...,.�-,r„� �/�F/n7 1 � Site Improvement Bond Quantity Worksheet Existing Future Publtc Private Bond Reduct(on` Right-of-way Road Improvements Improvements DRAINAGE CONTINUED &Drainage Facilities Quant. Unit Price -U�it Quant. Cost Quant. Cost Quant. Cost Complete Cost Culvert,Concrete,8" $ 19.60 LF i Culvert,Concrete, 12" $ 28.02 LF Culvert,Concrete, 15" $ 34.81 LF � Culvert,Concrete, 18" $ 41.49 LF Culvert,Concrete,24" $ 56.93 LF , Culvert,Concrete,30" $ 97.13 LF Culvert,Concrete,36" $ 128.32 LF I Culvert,Concrete,42" $ 147.71 LF Culvert,Concrete,48" $ 164.04 LF Culvert,CPP,6" $ 9.97 LF Culvert,CPP,8" $ 15.01 LF 440 $6,604.40 Culvert,CPP, 12" $ 19.30 LF 30 $579.00 Culvert,CPP, 15" $ 21.44 LF Culvert,CPP, 18" $ 25.73 LF Culvert,CPP,24" $ 34.31 LF Culvert,CPP,30" $ 45.03 LF Culvert,CPP,36" $ 51.47 LF Ditching $ 7.54 CY Flow Dispersal Trench (1,436 base+) $ 24.23 LF French Drain 3'depth) $ 21.07 LF Geotextile,laid in trench, ol rop lene $ 2.24 SY Infiltration pond testing $ 69.69 HR Mid-tank Access Riser,48"dia, 6'deep $ 1,496.80 Each Pond Overflow Spiliwa $ 13.06 SY Restrictor/Oil Separator, 12" $ 974.49 Each Restrictor/Oil Separator,15" $ 1,021.45 Each Restrictor/Oil Separator, 18" $ 1,068.63 Each Riprap, laced $ 36.43 CY Tank End Reducer(36"diameter) $ 932.82 Each Trash Rack, 12" $ 197.63 Each Trash Rack, 15" $ 221.22 Each Trash Rack, 18" $ 250.70 Each Trash Rack,21" $ 286.09 Each Page 7 of 9 SUBTOTAL $7,183.40 'KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01 Ro�iicinn riata• '3/7.�i/(17 Site Improvement Bond Quantity Worksheet Existing Future Publfc PNvate Bond Reduction' Right-of-way Road improvements Improvements 8 Draina e Facllities Quant. Unit Price Unit Quant. Price Quant. Cost Quant. Cost Com lete Cost PARKINGLOTSURFACING � �,`;> ,'�'Nh:;�� ��. '.:r � � � � � � � 2"AC,2"to course rock 8 4"borrow $ 14.76 SY 4200 61992 2"AC, 1.5" top course 8 2.5"base course $ 16.07 SY 4"select borrow $ 4.25 SY 1.5"top course rock&2.5"base course $ 10.64 SY ��/ y� 4TEM�7� d �Mx{ I {�� �i,��,i y� � M•� i ,-�i 9 � � � �F � �;� i�r¢a".� �� � S ♦���1 E���M �d-�..:Y i.���.7��.Y �n.a�s.i�l,x,�,r���$�.r :.,A i .I .� - �N iT�� .I�'�4,t�<. 1� •I wn�a . . EA. EA. SU BTOTAL $61,992.00 SUBTOTAL(SUM ALL PAGES): $106,261.29 30%CONTINGENCY&MOBILIZATION: 31878.3855 GRANDTOTAL: 138140 COLUMN: B C D E Page 8 of 9 'KCC 27A authorizes only one bond reduction. Unit prices updated 01/01 Using ENR CCI 01/01 Ravi�inn date: 3/25/02 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Bill Fierst Date: 25-Mar-02 PE Registration Number: N/.A Tel.#: (253)-383-2422 Firm Name: AHBL, Inc. Address: 2215 N.30th Street Suite 300 Tacoma,WA 98403 PUBLIC ROAD IMPROVEMENTS PERFORMANCE &DRAINAGE FACI�ITIES Column BOND'AMOUNT MAINTENANCE/DEFECT StabilizaUon/Erosion Sediment Control(ESC) (A) $ 24,855.17 BOND'AMOUNT Existing Right-of-Way Improvements (B) $ - Future Public Road Improvements&Drainage Facilities (C) $ - (B+C)X 0.25= $ - Private Improvements (D) $ 138,139.7 (A+B+C+D) =TOTAL(T) $ 162,994.84 PERFORMANCE BOND AMOUNT Minimum bond amount is$1000. SITE RESTORATION BOND (A) $ 24,855.17 (First$7,500 of bond shall be cash.) RIGHT-OF-WAY BOND (B) $ - TOTAL RIGHT-OF-WAY 8�SITE RESTORATION BOND" (A+B) $ 24,855.2 (First$7,500 of bond shall be cash.) PERFORMANCE BOND TOTAL AFTER BOND (T-E) REDUCTION""" NAME OF PERSON PREPARING BOND REDUCTION: _��' �4Q�, � �f�,Q� Date: 3"Z5�'�Z 'NOTE:The word"bond"is used to represent any financial guarantee acceptable to King County. '*NOTE: KCC 27A authorizes bonds to be combined when both are required. Unit prices updated 01/01 Using ENR CCI 01/01 Revision date: 3/25/02 �.+ � � � � � � G� � H i � � � bn ... w i King County Department of Development and.Environmentai Services TECHNiCAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Project Name C3 i il �.►,�,1 S�n A� Gol;�` ��}-eu tti• C9 s i � 0 Address Location --A. �_ Q�X Ry7`fv Lc,eeu.�„A 9�.5�9 Township �.3 N Phone ("� �(,� -I>4 -�OS) Range S E Project Engineer Pr��c:�► .............Section 3 0 �'I � � ;Nv"'S�- ��n�r-e�hGt;iV ,v� Company�H-13�,=hc. ���5 N, �o��,S-�•Su.fe3� Address/Phone �r�.0 9�4�'3 L�53)-3�3 - z4z� Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION Subdivison LDFW HPA Shoreline Management Short Subdivision COE 404 Rockery Grading DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other Other COE W etfands Part 5 SlTE COMMUNITY AND DRAINAGE BAS1N Community Ci t� o� R���o� Drainage Basin r� l�t�v� ,2; ucr 13�5�� Part 6 SITE CHARACTERISTICS River Floodplain Stream P c, h-4�,e r C r�e.�2 �s�ti t�P'rt:'~�'�s;1�Wetlands , Seeps/Springs Critical Stream Reach High Groundwater Table DepressionslSwales Groundwater Recharge Lake Other Steep Slopes Part 7 SOlLS Soit Type Slopes Erosion Potential Erosive Velcoties �T,.,`c� �,,1��1 c, Ser,�,1 l e.; �'h��� 1°f� Urb�� Additional Sheets Attached Part 8 DEVELOPMENT LIMlTATIONS REFERENCE LIMITATIOWSITE CONSTRAINT Ch. 4—Downstream Analvsis � r,JV.I �7�'1 �� £�'1 f10.��1,� r,�.QU�I�p"' L"-�ti10"`l�"�7Y1� S r ��15 C�'`GI��� r��n:� ,ti.a�k,� �r�- e x � � ►�� ; 4. -.��y�l�uHy�P. �or ?a�yt', I��yt-� �,�.�1 »�-yeur- pec,�S�orw.5 � �Va �-erQ�c��l �'�n �eSs �-�.Gv. o��� e�c�e. ���.�e�,,� �►�»�rV:� ks ;t1r +GC,�S �Li �: �ri:�" '�<� \►L' � Ct-� �uh �lra���G. Additional Sheets Attached Part 9 ESC RE�UIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION �.a �Sedimentation Facilities Stabilize Exposed Surface �STa6Tt onstruction ntranc Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Clean and Remove All Silt and Debris Clearing and Graing Restrictions Ensure Operation of Permanent Facilities Cover Practices Flag Limits of SAO and open space onstruction Sequ� preservation areas Other Other � .� ' _ I , �� � Part 10 SURFACE WATER SYSTEM Method of Analysis Grass Lined Tank Infiltration � �l) (_l Channel ault Depression Pipe System Compensation/Mitigati Energy Dissapator Flow Dispersal on of Eliminated Site Open Channel Storage Wetland Waiver Dry Pond � p Q�4 Pl��i�v� Stream Regional Wet Pond Detention Brief Description of System Operation S� '��. r�+h��'� �5 c�h��-��-� �l o a c�mb�►��� �.,e a-- d�e h-�e►'•�1-;�h V��,I�--. T�e. V a 4 1�-- ��� 1�e�1-5 : v► �-a �� ���e r C r�e.�.te Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS �Cast in Place Vault Drainage Easement 1---- Retainin Wall Access Easement ,--- Rockery>4' High Native Growth Protection Easement Structural on Steep Slope Tract Other Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER f or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. s' edroare f1. '�_.� �-.� I � � � i �. •.J Figure 6 - Correspondence Memos _ __ __ _ � �If1l�-1J—GCK/L 1J•GJ 4..1 1 1 VI 1\LI��a.+• �r_v �.�v .�...�. . ..��. .,,.� .. _.. �' � �._ � `:. ��Y O DEVELOPMENT SERVIC�S/PLAN REVIEW � ���� � � � '� 1055 - S. Grady Way Renton, WA 98055 _ ,_`,_; ♦ ♦ Phone:(425)430-721fi Fax:(425) 430-7300 � ` � f� � o� . . �'N� � Doug Tapp FROM: Jan illian COMPANY: AHBL ENGINEERING #OF PAGES: 2,Including cover shect FAX: 1 (253)383-2572 DA7E: March 15,2002 RE: Goldstream Casino CC: D Urgent �For Revlew J�See Attached ❑ Please Comment ,�Please Reply � F.Y.I. �� Doug You may already have these cvmments. I just received them this moming irom Ron Straka in Surface Water. Bill came in tDday and submitted the ea�lier drainage report for the Travel Lodge. Did the previous report already address these additional requiremenCs as described in this fa�C?Please comment accortlingy. Thanks. PLEA3E CALL ME AT(425)430-7216 IF YOU HAVE ANY QUEST{ONS THANK YOU , _,� ; � , ; � 03/15/OZ FRI 13:50 [TX/RX NO 9449] '��:��;aR—i 5-2002 13=24 C I TY � RENTnN 425 430 7300 P.02�02 � �� ���y� ��� � -_ �J� . �1��_ � _ ��� _ _ __ _ __ __ •� �w�w--n� � From: Ronald Straka To: Ailen Quynn; Jan Iliian Date: 3/14/02 5:15PM Subject: Goldstream Casino Dreinage Requirements I spoke with Doug Tapp today from AHBL regarding drainage requirements for the Goldstream Casino. He had met with WDFW regarding the need fot an HPA permit and knew that WDFW might require higher drainage standards than the 1980 KGSWDM. He said that WDFW has egreed to the following flow control standards (reluctantly): Using SBUH, match the 2, 10 and 100-yr post-0eveloped runoff peak rates to the pre-developed runoff peak rates with a 45%factor of safety for the pond/vault(Based upon WSDOT Hydraulics manual?). He said that they did not discuss water quality treatment, but planned to follow the 199�KCSWDM requirements for water quality treatment. We discussed the following: Per the 1990 KCSWDM,we would allaw a bioswale or a wetvalut sized per the 1990 KCSWDM. If the project has more than 1-acre of impervious surface subject to vehicul�r use, then the 1990 KCSWDM Special Requiretnent#5 would be triggered since the site is within one mile of a type I or II 5tream. If special requirement#�5 is triggered, then we would accept a bioswale AND a wetvault sized per the 199d KCSWDM OR, an oversized wet�alut that is a weNault sized per the 1990 KCSWOM with the volume increased by a factor of 1.5. I also tcld him that if WDFW wanted them to do treatment per the 1998 KCSWDM, then we would accept any of the Basic Water Qauliiy Menu treatment options plus oil conVol if it is triggered. He was told that we would also accept any design that satisfied the 2001 Ecology Manual water quality requirements for ! the project. Basically I do not see the need to require any standards that exceed our current code(1990 KCSWDM) fo�this projecG Due to the need to obtain the WDFW HPA permit for the project, the project will be required to provide stormwater co�trol that meets or more than likely exceeds our standards. No special SEPA conditions fvr stormwater are needed. If you have any questions, please contact me. TOTAL P.02 03/15/02 FRI 13: 50 (TX/RX NO 9449) 7"E'LE'PHON�'ME'1V/O To: FROM: Doug Tapp DATE: March 19, 2002 . PROJECT: Gold Stream Casino CML&STRUG"TURAL ENGINEERS�PLANNERS OUR FILE NO.: 202040.10 SUBJECT: Message from Larry Fisher,WA State Dept. of Fish &Wildlife Hi Doug, this is Larry Fisher at Fish &Wildlife calling you back about that Gold Stream Casino site in Renton. As I recall,we talked about existing conditions of the site and you could use a "curve number" for field or meadow fot sizing detention facilities or whatever exchange for removing the blackberries and re-vegetating the stream with native vegetation. Recall that with a SBUH analysis you have to use the conversion factor based on percent of impervious surface. So give me a call when you can and w�e can ciiscuss it some more, at (425) 649-7042. 202040]Otel 2215 North 30th SVeet, Suite 300, Tacoma, WA 98403►253-383-2422. FAX 383-2572 � Fax Tran.rmittal �°-&���- �u�s��.A►r�s TO: Larry Fisher Department of Fish and Wildlife Date: :�iarch 22,2002 Fa�c No.: 425-649-7042 Project No.: 202040.10 Phone Number: 425-649-7098 Project Name: Gold Stream Casino Regarding: Detention Requirements WE ARE FAXING: (2) Sheets including the cover sheet A hard copy will❑ w-ill not�be sent. THESE ARE TRANSMITTED: � For xeview and comment ❑ Approved as noted ❑ Foc your use ❑ As requested ❑ For approval I�ix. Fisher, In an effort to finalize storm water design xequirements relating to the "HPA" for the Gold Stream Casino project in the City of Renton,we are forwarding this material describing the design criteria and methodology being used for addressing storm water for the project. As you requested, the detention facility has been designed such that under the developed condirion,pre-developed peak flows for '/z of the 2, 10 and 100-year events will not be exceeded. Methodology being used for facility sizing is the Santa Barbara Urban Hydrograph with a factor of safety as determined b��Figure 2-62 from the WSDOT Highway Runoff I�ianual, 1995. As we have discussed, pre-developed conditions for the site are being defined as "I�leadow—Continuous Grass" accorcling to Figure 3-3.2 of the WSDOT Highway Runoff R-Zanual, 1995. Figure 3-3.2 designates that a pre- developed cur�Te number of 78 is appropriate for hydrologic soil group "D". Note that this CN is considerably more conservarive than the corresponding curve number as shown in Table 3.5.2B of the 1990 King County Surface Watei Design Manual currendy being used by City of Renton. Water quality for the project will be provided within the detention vault according to the requirements of the 1990 King County Surface Water Design Manual as adopted by the City of Renton. We are quickly approaching final design dtawings and request that you review the attached information and respond as soon as practical. Please don't hesitate to contact Bill Fierst or me at (253)383-2422 if you need any additional information. SIGNED: C Steve Yester,MC Construction Consultants(fax 360-923-9763) Doieen Gavin,AHBL K:1CNI�IYR 200212020401040Fax04-FISHER.DOC 221 5 NoFrrH 30TH STReEr,SurrE 300 Tncon+n,WA 98403 PH:(206)383-2422 Fnx:(206)383-2572 AkBL_ING@IX.NETCOM.COM �%�.`— ' _ �__ � _.....-.._�'.t.l'^n-�` _._.__.._i�y.a�.=r i�� „�.cciv--.��a- c.r-��._r Molti rU'� . . Figure 3-3.2 reproduccd from WSDOT Higbway Runoff Msnual, 1995 Curve Numbers by L�nd Use Description Hydrologic Soil Group A B C D Mountain bruah. oak brush,aspen,maple: Good COndi[ion: ground covex>70°/a 40 40 41 48 Fair Condirion: ground covec 3D%to 70% 40 48 57 63 Poor Condition: �ound cova<30g'o 46 66 74 79 Woods or forest laud: Good Condirion: Nxtural conditeozts 40 55 7q 77 Fair Conditio�n: Some forest littt�r 40 60 73 79 Povr Conditian; No small trees ar brush �5 66 77 83 WoodslGrnss combinstfon (orchard or trec larm): Good Condition: ground cover>75% 40 58 72 �9 Fair Condirian: ground covcr SQ�o to 75°/v 43 65 76 82 Poor Candition: ground covex<50% 57 73 82 86 BruaL w�th weeds Az►d gtasa: C�ood Candidon: gt'ound covcr>75% 40 48 65 73 Fair Condition. �round cover SO%to 75°Yo 40 56 70 77 Poor Conditian: grour�d cover<509�0 48 67 77 83 --P l�eadow-coe�nuous grrxs: 4U 58 7l 78 Rceidential districb: t�a arre lots: 61 75 83 87 ti3 acrc lots: 57 72 8I - 86 '/•acre lots: 54 70 80 85 1 acre lots: 51 68 79 84 ; Pasture or r�oge: � y. Good Condition: lighdy�razed 40 G1 ?4 80 Fair Conctition_ not hcavily gxazed 49 69 79 SA Poor Condition: heavily gt-aud w/;no mulch 68 79 86 89 Newly grs�ded areas(no vegetation cstablishod) 77 86 91 94 Open spaces,lawns,pArks,golf courses,cemcteries: Good Comdition: grass cover>75% 40 61 74 80 Fair Condition: grass co�cr 509'o to 759'0 49 69 79 34 Pooc Gondition_ grass cover<50% 68 79 86 89 Grnvel roads and parking lots: 88 92 95 98 Dirt roads and parlcing lots: 86 9U 94 98 Impervious surfaces:pavement and roofs 98 98 98 98 Open water bodics:lakes,wetlands,and ponds 100 100 I 00 100 Fvr u mo.e detailed desc�iption ojugrrcullurol lond use ai�d arid region curve numbers, refer to Snil Coruervatrvn 5ervice Tech►ricaT Relea,re SS, Chaprei l,June 1986_ . 4 D2/14/02 THU 15:08 [TX/RX NO 8725) � Figure 2-6.Z reprodaced from WSDOT Highway Ruaoff Manual, 1995 ,s �:#7 � . -----�.A �. 3 � ,� � � ,� �� D tU 10 JO �0 40 60 )O t0 OQ9Cry '� 6i1�Iw�w.io.n[o.A(%� a O.�7�0 . Factor of Satety for Detentlon Ponda and Vaults �lyur�?-6.2 =�+�eY'V���1..5 I�rtq� I.Gy 4cres 0� 1./�4� res q�a�1�6t4 oh 5,�e. !. O4ac►e� �/O i t�v��e'�'U;��S= --- •1� l����_ �$. ►°/� �.l��,eV'e� i � ' S , � 3 � 02/14/02 1'HU 15:08 [TX/RX NO 8725I I TE'LE'PHONE'ME'MO To: file FROM: Bill Fierst DATE: I�larch 20, 2002 . � PROJECT: Gold Stream Casino ��SR� OUR PILE NO.: 202040.10 SUBJECT: Telephone Conversations with Ron Straka,Jan Illian, and Allen Quynn of the City of Renton Yesterday and today I have spoken�vith Ron Sttaka,Jan Illian, and Allen Quynn of the City of Renton regarding water qualiry for the Gold Stream Casino project. I informed that a wet vault is planned for water quality on the project. This wet vault will be designed according to the requirement of the 1990 King County Surface Water Design l�ianual. I I verified with Ron and Jan that water quality will be required on the project,because more than 5,000 square feet of new impervious surface subject to vehicular traffic will be created per core requirement #3 of the 1990 King County Surface Water Design Manual. However, because there is less than one acre of new impervious surface subject to vehicular traffic created, water quality is not subject to special requirement #5. The site does not have adequate space for a biofiltration swale therefore a wet vault is adequate. The design criteria for[he wet vault are , set forth in special requirement#5. I spoke with Allen Quynn regatding the wet vault tequirements set forth in section 4.6.2 of the 1990 King County Surface Water Design Manual. He said that the City of Renton does not enforce the manual's requirement that flow in excess of the water quality event bypass the vault � We agreed that if flows above the peak water quality event were bypassed;it would be ext�emely difficult to the use the vault foi detenrion purposes. In addition,Allen referred me to the 1998 ' King County Manual for detail and addiuonal requirements for the vault. This includes ' placement of baffles �vithin the vault. i Figure 7 - Conveyance Calculations i I i 4/2/02 12 : 6 : 8 am AHBL page 1 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 -------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: bsnl NAME: building roofs and landscaping SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 27 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 1 . 41 min ABSTRACTION COEFF: 0 . 20 impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 .4346 impTcReach - Channel L: 179 . 00 kc :42 . 00 s : 0 . 0050 PEAK R.ATE : 0 .20 cfs VOL: 0 . 07 Ac-ft TIME : 470 min BASIN ID: bsn2 NAME: NE portion of parking lot � SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 36 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 36 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 0� � TC. . . . : 0 . 00 min 2 . 02 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 134 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0179 PEAK RATE : 0 . 27 cfs VOL: 0 . 10 Ac-ft TIME : 470 min BASIN ID: bsn4 NAME : SE portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .27 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC . . . . . 0 . 00 min 1 . 95 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 140 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0214 PEAK RATE: 0 . 20 cfs VOL : 0 . 07 Ac-ft TIME: 470 min BASIN ID: bsn5 NAME: SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 08 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 1 . 00 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 68 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0272 PEAK RATE : 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 470 min , 4/2/02 12 : 6 : 8 am AHBL page 2 Gold Stream Casino 202040 . 10 K:\Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 � BASIN SUMMARY BASIN ID: bsn6 NAME : SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .20 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. _ . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 1 . 27 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 95 . 00 ns : 0 . 0110 p2yr : 2 . 00 s : 0 . 0289 PEAK RATE: 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME: 470 min BASIN ID: outfall NAME : building roofs and landscaping SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 55 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 41 min ABSTRACTION COEFF: 0 . 20 impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 .4346 impTcReach - Channel L: 179 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE: 0 .41 cfs VOL: 0 . 15 Ac-ft TIME : 470 min N,��.,e.n �J��'�c� I 1 -�, `��n ��`��y�`�;�1� V�� 1� �l L�v� ►h y I��-�eu r�� S`�Ort�•��, Se2. c���e.k} ioh Cc� MC �� � ����1� �� ��iS : Sc, ol►�h,,,v� I�S�� � c{�reU t�'F Q• SS�c.re5 � 5 k5�1 .�� �b;E.� � h 1�o r_ � ����R �I�t,� o� 'p� `�1 �.�j a S�e ����h`}io ►� et:.t fc � :-�or, l� r� � S„ -- r O�t�r ��►.,v�,juylGt, (�rOV i��� L�e'�w e eh V4 �.�,l'� a h� o���e�- th �f-o th�- S f�e a� � 4/2/02 12 :47 :2 am AHBL page 3 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. CB10CB11 From: CB10 To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 35 . 0000 ft s : 0 . 0051 Up invert . 18 . 2300 ft down invert : 18 . 0515 ft Collection Area : 0 . 5500 c . Design Flow . .4061 cfs Dsgn Depth: 0 . 28 ft Pipe Capacity . 2 . 5483 �fs � �5•�3°l�7 J I� Design Vel . 2 .2539 fps Travel Time : 0 . 26 min Pipe Full Vel . 3 . 3299 fps PIPE REACH ID No. CB1CB2 � From: CB1 To : CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length : 131 . 0000 ft s : 0 . 0053 Up invert . 20 .2000 ft down invert : 19 . 5000 ft Collection Area: 0 .2700 Ac. Design Flow . 0 . 1993 cfs Dsgn Depth: 0 . 22 ft Pipe Capacity . 0 . 8847 cfs Design Vel . 1 . 9412 fps Travel Time : 1 . 12 min Pipe Full Vel . 2 . 6011 fps PIPE REACH ID No. CB2CB3 From: CB2 To: Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length . 44 . 0000 ft s : 0 . 0134 Up invert . 19 . 5000 ft down invert : 18 . 9104 ft Collection Area: 0 . 900� Ac . Design Flow . 0 . 6659 cfs Dsgn Depth: 0 . 34 ft Pipe Capacity . 1 .4010 cfs > �/7-s�/o��� Design Vel . 3 . 7520 fps Travel Time : 0 . 20 min Pipe Full Vel . 4 . 1191 fps PIPE REACH ID No. CB4CB2 ' From: CB4 To: CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0140 - Pipe Length . 60 . 0000 ft s : 0 . 0050 I Up invert . 19 . 8000 ft down invert : 19 . 5000 ft ' Collection Area: 0 . 2700 Ac. � Design Flow . . 2000 cfs Dsgn Depth: 0 . 23 ft Pipe Capacity . 0 . 8558 cf s � 23'���i0� J K Design Vel . 1 . 8973 fps Travel Time : 0 . 53 min Pipe Full Vel . 2 . 5161 fps 4/2/02 12 :47 :2 am AHBL page 4 Gold Stream Casino 202040 . 10 ' K: \Civil\Yr 2002\202040\storm\convey.bsn , 25-Year Conveyance April 2002 REACH SUMMARY B B6 II PIPE REACH ID No. C 5C From: CB5 To: CB6 Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length : 108 . 0000 ft s : 0 . 0085 , Up invert . 20 . 3300 ft down invert : 19 . 4100 ft I Collection Area: 0 . 0800 Ac . Design Flow . 0 . 0586 cfs Dsgn Depth: 0 . 11 ft Pipe Capacity . 1 . 1171 cfs Design Vel . 1 . 6058 fps Travel Time : 1 . 12 min Pipe Full Vel . 3 .2842 fps PIPE REACH ID No. CB6CB7 From: CB6 To: Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length . 62 . 0000 ft s : 0 . 0081 Up invert . 19 .4100 ft down invert : 18 . 9078 ft Collection Area : 0 . 2800 Ac . Design Flow . 0 .2059 cfs Dsgn Depth: 0 .20 ft Pipe Capacity . 1 . 0893 cfs � �������� �K Design Vel . 2 .2761 fps Travel Time : 0 .45 min Pipe Full Vel . 3 . 2025 fps PIPE REACH ID No. CB9CB10 From: CB9 To: CB10 Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 22 . 0000 ft s : 0 . 0159 Up invert . 18 . 5800 ft down invert : 18 . 2300 ft Collection Area: 0 .5500 Ac . Design Flow . 0 .4061 cfs Dsgn Depth: 0 .21 ft Pipe Capacity . 4 . 5008 cfs Design Vel . 3 . 3763 fps Travel Time : 0 . 11 min Pipe Full Vel . 5 . 8812 fps Network Reach NE REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 8 PIPE Ndepth icDepth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ----- (cfs) ----- {ft) (fps) (fps) CB1CB2 0.27 0.67 131.G0 0.0053 0.0140 0.20 22.53 0.22 33.53 1.94 2.60 bsnl Confluence with Network SE II CB2CB3 0.90 0.67 44.00 0.0134 0.0140 0.67 47.53 D.34 50.66 3.75 4.12 bsn2 ��� 4/2/02 12 :47 :2 am AHBL page 5 Gold Stream Casino 202040 . 10 K: \Civil\Yr_2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY I���r. c,�hV�� a�C�e.. Network Reach Outlet REACH c-AREA> c-DIA> LENGTH SIAPE < n > DSGN Q � PIPE Ndepth $Depth Vact Vfull C_Ared ID (Ac) (ftl (ft) ft/ft ----- (cfs) ---- (ft) ----- (fps) (fps} CB9CB10 0.55 1.00 22.00 0.0159 0.0140 0.41 9.02 0.21 21.05 3.38 5_88 outfall CB10CB11 0.55 1.00 35.00 D.0051 0.0140 0.41 15.93 0.28 28.02 2.25 3.33 �V� Network Reach SE REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vful] C_Area ID (Ac) (ft) (ft) ft/ft ----- (cfs) ---- (ft) ---- (fps) (fps) -------------------------------------'-�`------------------------------------------- CB4CB2 0.27 0.67 60.00 0.0050 0.0140 0.2Q 23.36 0.23 34.17 1.90 2.52 bsn4 ��K Net.work Reach SW REACH <-AREA> <-DIA> LENGTH SLAPE < n > DSGN Q 8 PIPE Ndepth �Depth Vact Vfull C Area ZD (Ac) (ft) (ft) ft/ft ---- icfs; ----- (ft) ----- (fps) (fps) ------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- CBSCB6 0.08 0_67 108.00 0.0085 0.0140 0.06 5.24 0.11 16.13 1.61 3.28 bsn5 CB6CB7 0.28 0.67 62.00 0.0081 0.0140 0.21 18.90 0.20 30.59 2.28 3.20 bsn6 �� Q� �l _� I 4/2/02 12 :47 :2 am AHBL page 6 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CBl Location : Landscaping by NW bldng corner North . 175 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 24 . 9000 - Area/sump: 0 . 00 sf/1 . 50 ft Bottom E1 : 18 . 7000 Cont Area : bsnl Hgrade El : 0 . 0000 ft � Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB1CB2 20 .200 8 . 00 0 . 014 Upper EXISTING STRUCTURE REACH ID No . CB10 Location : Access Drive near crosswalk North . 0 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 23 . 7000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 16 . 7300 Cont Area : Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type. : Area/sump: , Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 I Reach <Invert> <Diam> < n > <End> ' CB9CB10 18 . 230 12 . 00 0 . 014 Lower CBlOCBll 18 . 230 12 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No . CB2 Location : N Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 6000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom E1 : 18 . 0000 Cont Area: bsn2 Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type. : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB1CB2 19 . 500 8 . 00 0 . 014 Lower � CB4CB2 19 . 500 8 . 00 0 . 014 Lower CB2CB3 19 . 500 8 . 00 0 . 014 Upper 4/2/02 12 :47 : 2 am AHBL page 7 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No . CB4 Location : S Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 60 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 5000 Area/sump : 0 . 00 sf/1 . 50 ft Bottom El : 18 . 3000 Cont Area : bsn4 Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump : Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB4CB2 19 . 800 8 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No. CB5 I'� Location : Acess drive beside crosswalk North . 170 . 0000 Str Type : TYPE 1 East . o . 0000 Str Cat : Catch Basin Rim Elev : 23 . 0000 Area/sump : 0 . 00 sf/1 . 50 ft Bottom El : 18 . 8300 Cont Area : bsn5 Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB5CB6 20 . 330 8 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No. CB6 Location : SW portion of parking lot North . 62 . 0000 Str Type : TYPE 1 East . 0 . 0�00 Str Cat : Catch Basin Rim Elev : 22 . 5000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom E1 : 17 . 9100 Cont Area : bsn6 Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB5CB6 19 .410 8 . 00 0 . 014 Lower CB6CB7 19 .410 8 . 00 0 . 014 Upper 4/2/02 12 :47 :2 am AHBL page 8 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance April 2002 ---------------------------------------------------------------- -------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No . CB9 Location : Detention Vault Outlet North . 22 . 0000 Str Type : Outlet Pipe Entry East . 0 . 0000 Str Cat : Dummy Structure Rim Elev : 24 . 2000 _ Str Diam : 0 . 00 in Bottom El : 18 . 5800 Cont Area: outfall Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB9CB10 18 . 580 12 . 00 0 . 014 Upper I 6/21/02 2 : 6 :49 pm AHBL page 1 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey3 bsn 25-Year Conveyance June 2002 BASIN SUMMARY BASIN ID : bsnl NAME: building roofs and landscaping SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .27 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 27 Acres � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 1 . 41 min ABSTRACTION COEFF: 0 .20 � impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 .4346 impTcReach - Channel L: 179 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 . 20 cfs VOL: 0 . 07 Ac-ft TIME : 470 min BASIN ID: bsn2 NAME: NE portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .36 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 36 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 2 . 02 min ABSTRACTION COEFF : 0 .20 impTcReach - Sheet L: 134 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0179 PEAK RATE: 0 . 27 cfs VOL: 0 . 10 Ac-ft TIME : 470 min BASIN ID: bsn4 NAME: SE portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .27 Acres BASEFLOWS : 0 . 00 cfs , RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 95 min -� ABSTRACTION COEFF: 0 . 20 impTcReach - Sheet L: 140 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0214 PEAK RATE: 0 . 20 cfs VOL: 0 . 07 Ac-ft TIME: 470 min BASIN ID : bsn5 NAME: SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 08 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 00 min ABSTRACTION COEFF : 0 . 20 impTcReach - Sheet L: 68 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0272 PEAK RATE: 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 470 min 6 21 02 2 : 6 :49 m AHBL a e 2 � � P P 9 Gold Stream Casino 202040 . 10 K: \Civil\Yr_2002\202040\storm\convey.bsn 25-Year Conveyance June 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: bsn6 NAME: SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .20 Acres BASEFLOWS : 0 . 00 cfs , RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 27 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 95 . 00 ns : 0 . 0110 p2yr; 2 . 00 s : 0 . 0289 PEAK RATE: 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME : 470 min BASIN ID: outfall NAME : building roofs and landscaping SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .55 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 .41 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 4346 impTcReach - Ch el L: 179 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 . 41 cfs VOL: 0 . 15 Ac-ft TIME : 470 min � N�e �-�.o Ou� f w�1 -�ro�v, dl���v`+Z-�� vuk1 � c1,�.,,�tL.� l�?c -�twr P�{R '' S�Forw>• See d��-�k����, c�)�►� la +���s� �-�,15 � 5 u ��, �► w,� bas��,� � � Gtr�e,U o-� 4. 5 ac�r�Zs , S �, $� e� +-� o btu�►, I O��ear peul� �1��Qf de � I c�5 � se�e ���th�t� Cc,,IG �, �w-�iahS. l�� ye�►r proV►dl�ed� be,�-we�� v w�,1� �,n � '�t� �l�t� ►�, �o �"�^�:. S�'f�c,�.�,. 6/21/02 2 : 6 :49 pm AHBL page 3 Gold Stream Casino 202040 . 10 i K: \Civil\Yr 2002\202040\storm\convey.bsn � . 25-Year Conveyance June 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUNIMI�RY PIPE REACH ID No. CB10CB11 From: CB10 To: Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 35 . 0000 ft s : 0 . 0051 ' Up invert . 18 .2300 ft down invert : 18 . 0500 ft Collection Area: 0 . 5500 Design Flow . .4061 cf \ IS ��g?DMpth: 0 . 28 ft Pipe Capacity . 2 . 5483 cf -/ �' 0 Design Vel . 2 .2539 fps Travel Time : 0 . 26 min J Pipe Full Vel . 3 . 3299 fps ' PIPE REACH ID No. CB1CB2 From: CBl To: CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length : 131 . 0000 ft s : 0 . 0053 Up invert . 20 .2000 ft down invert : 19 . 5000 ft Collection Area: 0 .2700 Ac . Design Flow . 0 . 1993 cfs Dsgn Depth: 0 . 22 ft Pipe Capacity . 0 . 8847 cfs Design Vel . 1 . 9412 fps Travel Time : 1 . 12 min ' . Pipe Full Vel . 2 . 6011 fps PIPE REACH ID No. CB2CB3 From: CB2 To: Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length . 44 . 0000 ft s : 0 . 0134 Up invert . 19. 5000 ft down invert : 18 . 9100 ft I Collection Area: . 9000 Ac . 'I � Design Flow . 0 . 6659 cfs Dsgn Depth: 0 . 34 ft Pipe Capacity . 1 .4010 cf �47•53��0:�0 K , Design Vel . 3 . 7520 fps Travel Time : 0 . 20 min I Pipe Full Vel . 4 . 1191 fps PIPE REACH ID No. CB4CB2 From: CB4 To: CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length . 60 . 0000 ft s : 0 . 0050 Up invert . 19 . 8000 ft down invert : 19 . 5000 ft Collection Area : 0 . 2700 Ac . Design Flow . 0 . 2000 cfs Dsgn Depth: 0 . 23 ft Pipe Capacity . 0 58 cfs � � 3,�j��'�o_7 �� Design Vel . 1 . 8973 fps Travel Time : 0 . 53 min Pipe Full Vel . 2 . 5161 fps 6/21/02 2 : 6 :49 pm AHBL page 4 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance June 2002 ------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY PIPE REACH ID No. CB5CB6 From: CB5 To : CB6 Pipe Diameter : 0 . 6667 ft n: 0 . 0140 Pipe Length : 108 . 0000 ft s : 0 . 0085 ' Up invert . 20 . 3300 ft down invert : 19 . 4100 ft Collection Area: 0 . 0800 Ac . Design Flow . 0 . 0586 cfs Dsgn Depth: 0 . 11 ft Pipe Capacity . 1 . 1171 cfs Design Vel . 1 . 6058 fps Travel Time : 1 . 12 min 1 Pipe Full Vel . 3 .2842 fps � PIPE REACH ID No. CB6CB7 From: CB6 To : Pipe Diameter: 0 . 6667 ft n: 0 . 0140 Pipe Length . 70 . 0000 ft s : 0 . 0071 Up invert . 19 .4100 ft down invert : 18 . 9102 ft Collection Area : 0 .2800 Ac . Design Flow . 0 .2059 cfs ,L2,sgn Depth: 0 . 21 ft Pipe Capacity . 1 . 0227 cfs � a�`��� 90 7�� Design Vel . 2 . 1749 fps Travel Time : 0 . 54 min Pipe Full Vel . 3 . 0068 fps ` PIPE REACH ID No. CB9CB10 , From: CB9 To : CB10 Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 31 . 0000 ft s : 0 . 0113 Up invert . 18 . 5800 ft down invert : 18 . 2300 ft Collection Area: 0 . 5500 Ac . � Design Flow . 0 .4061 cfs Dsgn Depth: 0 . 23 ft Pipe Capacity . 3 . 7916 cfs Design Vel . 2 . 9901 fps Travel Time : 0 . 17 min Pipe Full Vel . 4 . 9545 fps Netwcrk Re3ch NE REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C Area ` ID (Ac) (ft) (ft) ft/ft ----- (cfs; ---- (ft) ----- (fps) (fps} CBICB2 0.27 0.67 131.00 0.0053 0.0140 0.20 22.53 0.22 33.53 1.94 2.60 bsnl Confluence with Network SE CB2CB3 0.9C 0.67 44.00 0.0134 0.0140 0.67 47.53 0.34 50.66 3.75 4_12 bsn2 =�o K 6/21/02 2 : 6 :49 pm AHBL page 5 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance June 2002 ----------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY � ��'O L�1 r; C.'c��1 V�i� GV I^C,/^�. Network Reach Outlet v � REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/Et ---- (cfs) ---- (ft) ----- (fps) (fps) ' CB9CB10 0.55 1.00 31.00 0.0113 0.0140 0.41 10.71 0.23 22.92 2.99 4.95 outfall CB10CB11 0.55 1.00 35.00 0.0051 0.0140 0.41 15.93 0.26 26.02 2.25 3.33 I �J� � Network Reach SE REACH <-AREA> �-DIA> LENGTH SIAPE < n > DSGN Q 8 PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac) (ft) (ft; ft/ft ------ (cfs) ------ Sft) ----- (fps? (fps) ---------------------------------------------- CB4CB2 0.27 0.67 6C.00 0.0050 O.G140 0.20 23.36 0.23 34.17 1.90 2.52 bsn4 ��..��K Netwcrk Reach SW � RE;,CH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q 8 PIPE Ndepth BDepth Vact Vfull C Area ID (Ac) (ft) (ft) ft/ft ------ (cfs) ---- (ft) ----- (fps) (fpsi ICBSCB6 0.08 0.67 108.00 0.0085 0.0140 0.06 5.24 0.11 16.13 1.61 3.28 bsn5 II ' CB6CB7 0.28 0.67 70.00 0.0071 0.0140 0.21 20.14 0.21 31.6I 2.17 3.01 bsn6 ��' \ 6/21/02 2 : 59 : 14 pm AHBL page 6 ' Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance June 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CB1 Location : Landscaping by NW bldng corner North . 175 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 24 . 9000 Area/sump : 0 . 00 sf/1 . 50 ft Bottom El : 18 . 7000 Cont Area: bsnl Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB1CB2 20 . 200 8 . 00 0 . 014 Upper EXISTING STRUCTURE REACH ID No. CB10 Location : Access Drive near crosswalk North . 0 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 23 . 7000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 16 . 7300 Cont Area: Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB9CB10 18 . 230 12 . 00 0 . 014 Lower CBlOCBll 18 . 230 12 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No . CB2 Location : N Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 0.. 0000 Str Cat : Catch Basin Rim Elev : 22 . 6000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 0000 Cont Area: bsn2 Hgrade E1 : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB1CB2 19 . 500 8 . 00 0 . 014 Lower CB4CB2 19 . 500 8 . 00 0 . 014 Lower CB2CB3 19 . 500 8 . 00 0 . 014 Upper 6/21/02 2 :59 : 14 pm AHBL page 7 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance June 2002 ----------------------------------------------------——--------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No . CB4 Location : S Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 60 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 5000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 3000 Cont Area : bsn4 Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend : 0 . 000 Reach <Invert> <Diam> < n > <End> CB4CB2 19 . 800 8 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No. CB5 Location : Acess drive beside crosswalk North . 170 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 23 . 0000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 8300 Cont Area: bsn5 Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: O . 00a Reach <Invert> <Diam> < n > <End> CB5CB6 20 . 330 8 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No. CB6 Location : SW portion of parking lot North . 62 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 5000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 17 . 9100 Cont Area : bsn6 Hgrade E1 : 0 . 0000 ft Bend. . . . . : No special shape Ent type. : Area/sump: Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB5CB6 19 .410 8 . 00 0 . 014 Lower CB6CB7 19 . 410 8 . 00 0 . 014 Upper 6/21/02 2 : 59 : 14 pm AHBL page 8 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 25-Year Conveyance June 2002 STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No . CB9 Location : Detention Vault Outlet North . 31 . 0000 Str Type : Outlet Pipe Entry East . 0 . 0000 Str Cat : Dummy Structure Rim Elev : 24 . 2000 Str Diam : 0 . 00 in Bottom El : 18 . 5800 Cont Area: outfall Hgrade El : 0 . 0000 ft Bend. . . . . : No special shape Ent type . : Str Diam : Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB9CB10 18 . 580 12 . 00 0 . 014 Upper 0 w � N p� 5 ,//iJ�f�,'. "�BL g 4= Q08 � � � . , � ,,j�,`= � f CB9 � 2 � � = Q � � � � = 0:2711d�5 ooaooaaoa - ----o ---- - -----_ � = T.�O' , ----------- ;�,1�j , � 0 0 -I-I- I- -I-I-I-- :,,%/,,,: ( � I I I I I ,;,�r `i �f:• ,- I I I I I / �. '� CB4 BSI�1 4 ;� �;�-`,� C811 C� �I 6 ' ; ,,,,,, ,;:'/, A = Q.20 ACRES A = Q27 ACRES ;,;f%f;j`�;. f �! f �j. � . � � „ � � a S T R U C T U R A L GOLD STREAM CASINO ENGINEERS�PLANNERS � IG-71 •S U R V E Y 0 R S• B A S I N M A P-Z O Z O 4 0.10 � . ������''`r��" �• • a C N I, r N I w�L e li ♦ ■ ! 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Design Flow . 0 .4061 cfs Dsgn Depth: 0 . 28 ft Pipe Capacity . 2 . 5483 cfs Design Vel . 2 .2539 fps Travel Time : 0 . 26 min Pipe Full Vel . 3 . 3299 fps PIPE REACH ID No. CB9CB10 From: CB9 To : CB10 Pipe Diameter: 1 . 0000 ft n: 0 . 0140 Pipe Length . 22 . 0000 ft s : 0 . 0159 Up invert . 18 . 5800 ft down invert : 18 . 2300 ft Collection Area: 0 . 5500 Ac . Design Flow . 0 . 4061 cfs Dsgn Depth: 0 . 21 ft Pipe Capacity . 4 . 5008 cfs Design Vel . 3 . 3763 fps Travel Time : 0 . 11 min Pipe Full Vel . 5 . 8812 fps Network Reach Outlet REACH <-AREA> a-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth �Depth Vact Vfull C_Area ID (Ac) (ft) (ft) ft/ft ----- (cfs) ---- (ft) ---- (fps) (fps) :.P.9CB10 0.55 1_00 22.00 0-0159 0.0140 0.41 9.02 0.21 21.05 3.38 5.88 outfall CP10CB11 Q SS 1.00 35.00 0_0051 0.0140 0.41 15_93 0.28 28.02 2.25 3.33 H}•3ravlic Gradeline for Reach back <-FROM-> <--TO--> <FLAW> floss Ent HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- ------ ------ cfs -loss- -Elev- -loss- --loss- -Elev- -Elev- --loss- --1oss- -loss- --Elev- -Rim-- 22.08 CB10 0.41 0.01 22.09 0.00 0.00 22.09 0.00 0.00 0.01 0.00 22.09 23.70 � �1� CB9 CB10 0.41 0.00 22.09 0.00 0.00 22.09 16.72 0.00 0.00 0.00 22.09 24.20 v 4/2/02 1 : 8 : 5 pm AHBL page 3 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\convey.bsn 100-Year Backwater April 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT EXISTING STRUCTURE REACH ID No. CB10 Location : Access Drive near crosswalk North . 0 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 23 . 7000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 16 . 7300 —,� � � Cont Area: Hgrade El : 22 . 0866 ft � Bend. . . . . : No special shape Ent type. : Area/sump: Ent Loss : 0 . 001 Exit : 0 . 004 App Vel : 0 . 004 Junct : 0 . 000 Bend: 0 . 006 Reach <Invert> <Diam> < n > <End> CB9CB10 18 . 230 12 . 00 0 . 014 Lower CBlOCBll 18 .230 12 . 00 0 . 014 Upper PROPOSED STRUCTURE REACH ID No. CB9 Location : Detention Vault Outlet North . 22 . 0000 Str Type : Outlet Pipe Entry East . 0 . 0000 Str Cat : Dummy Structure Rim Elev : 24 . 2000 Str Diam : 0 . 00 in Bottom El : 18 . 5800 Cont Area: outfall Hgrade El : 22 . 0899 ft ���� ' Bend. . . . . : No special shape I Ent type. : Str Diam : ' Ent Loss : 0 . 001 Exit : 0. 004 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB9CB10 18 . 580 12 . 00 0 . 014 Upper , p- � �, P _ _�h�� -_ - �„ 4+ p p� ou,�lcf Culver�, Cr'oss—Sect,ion P�u� l�u(�(�t WS El�v; ,PJB f EGL Elev: 22,16 f t Flow; 98 cf s 30 : : �: � ; : : . . . . . � z5 . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . � . . . . . . � .065 : � .065 : : : : � -------.------------ --��� . . . � _ _ . . . C20 . . . . . . . . : . . . . . . . ; . . . . . . . : . . . . . . . . . ; . . . . . . . . . : . . . . . . . , . : . . . . . . . . . .o . . . � . . . . d . . . . � . . . . � . . . . . � . . . . . W . . . . 15 . . . . . . . . : . . . . . . . . . : . . . . . . . ; . . . . . . . . . : . . . . . . . . . : . . . . . . . . . : . . . . . . . . . 10 0 20 40 60 80 100 120 140 ' Horizontal Station f t Channel Bottor� Culvert Opening - - Top of Roadway Overbank Stations — Cor�puted W, S, —•—•— Known W � ----- Energy Grade Line Manning's n Values �' rvr•, TT R 1�� I3 a� h��,s� E c,��h�e,,,� 6/24/02 8 :41 : 15 am AHBL page 1 I Gold Stream Casino 202040 . 10 5�.�:� 0'� K: \Civil\Yr 2002\202040\storm\back2100 .bSV� �P , � 100-Year Backwater June 2002 ��j,�,l+ , BASIN SUMMARY BASIN ID: bsnl NAME: building roofs and landscaping SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .27 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 41 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 .4346 impTcReach - Channel L: 179 . 00 kc :42 . 00 s : 0 . 0050 PEAK RATE : 0 . 23 cfs VOL: 0 . 08 Ac-ft TIME: 470 min BASIN ID: bsn2 NAME: NE portion of parking lot SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 0 . 36 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 36 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 2 . 02 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 134 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0179 PEAK RATE : 0 . 31 cfs VOL: 0 . 11 Ac-ft TIME : 470 min BASIN ID: bsn4 NAME: SE portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .27 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP , PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 95 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 140 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0214 PEAK RATE: 0 .23 cfs VOL: 0 . 08 Ac-ft TIME : 470 min BASIN ID: bsn5 NAME: SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 08 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 00 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 68 . 00 ns : 0 . 0110 p2yr : 2 . 00 s : 0 . 0272 PEAK RATE : 0 . 07 cfs VOL: 0 . 02 Ac-ft TIME : 470 min 6/24/02 8 :41 : 15 am AHBL page 2 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back2100 .bSh 100-Year Backwater June 2002 BASIN SUMMARY BASIN ID: bsn6 NAME: SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 27 min ABSTRACTION COEFF: 0 . 20 I impTcReach - Sheet L: 95 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0289 PEAK RATE : 0 . 17 cfs VOL: 0 . 06 Ac-ft TIME : 470 min BASIN ID: outfall NAME: building roofs and landscaping SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0 . 55 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATI�N. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 55 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 41 min �, ABSTR.ACTION COEFF: 0 .20 ' impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 .4346 , impTcReach - Channel L: 179 . 00 kc :42 . 00 s : 0 . 0050 ' PEAK RATE : 0 . 41 cfs VOL: 0 . 15 Ac-ft TIME : 470 min ' 6/24/02 8 : 41 : 15 am AHBL page 3 Gold Stream Casino 202040 . 10 , K: \Civil\Yr 2002\202040\storm\back2100 .bSh 100-Year Backwater June 2002 REACH SUMMARY Hv3raulic Gradeline fcr F.each baC]cD:E <�FROM-> <--TO--> <FLAW> floss Ent HGL EntLoss FactLoss CutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- ---- ------ cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Elev- --Rim-- 22.46 yy CE2 0.77 0.15 22.61 D.O1 0.07 22.70 19.61 0.01 0.01 0.01 22.62 22.60 �����r' CB1 CB2 r.23 _._= 22.55 0.00 0.01 22.0? O.GC 0.00 0.00 0.00 22.66 24_90 =��k^ I Hy3raulic Gradeline '_cr R=ach BackSE �-FROM-> <--TO--> <FIAW> Eloss Ent HGL EntLoss F.�ctLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- ------ ----- cfs -loss- -Elev-- --loss- --loss- --Elev- -Elev- --loss- -loss- --loss- --Elev- --Rim-- rg2 22.62 CB4 ��B2 0.23 U.Oi 22.54 0.00 ...01 22.65 O.OG _'.00 O.C� Q.00 22.04 .55 ��VG rf�� I:vdrauiic �radeli�e fcr P.eact-: nackSW �-FROM-> <--TO--> <FLAW> floss Ent HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- ----- ------ cfs -loss- -Elev-- --loss- -loss- --Elev- --Elev- --loss- --loss- -loss- --Elew --Rim-- 22.46 .^Bo 0.24 0.02 22.48 0.00 D.O1 22_49 0.00 0.00 0.00 0.00 2.48 22_50 y��K CBS CB6 O.C"1 ��.C�" 22.49 .,.���0 0.00 22.49 20.36 O.CC 0.00 D.00 22.49 23.00 �J K PIPE REACH ID No. CB1CB2 From: CBl To: CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length : 131 . 0000 ft s : 0 . 0053 Up invert . 20 . 2000 ft down invert : 19 . 5000 ft Collection Area : 0 . 2700 Ac . Design Flow . 0 . 2296 cfs Dsgn Depth: 0 . 22 ft Pipe Capacity . 1 . 0322 cfs Design Vel . 2 . 2573 fps Travel Time : 0 . 97 min Pipe Full Vel . 3 . 0347 fps 6/24/02 8 :41 : 15 am AHBL page 4 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back2100 .b5h 100-Year Backwater June 2002 REACH SUMMARY PIPE REACH ID No. CB2CB3 From: CB2 To: Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length . 44 . 0000 ft s : 0 . 0134 Up invert . 19 . 5000 ft down invert : 18 . 9100 ft Collection Area: 0 . 9000 Ac . Design Flow . 0 . 7671 cfs Dsgn Depth: 0 . 34 ft Pipe Capacity . 1 . 6345 cfs Design Vel . 4 . 3636 fps Travel Time : 0 . 17 min � Pipe Full Vel . 4 . 8056 fps PIPE REACH ID No. CB4CB2 From: CB4 To: CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length . 60 . 0000 ft s : 0 . 0050 Up invert . 19 . 8000 ft down invert : 19 . 5000 ft Collection Area : 0 . 2700 Ac . Design Flow . 0 .2304 cfs Dsgn Depth: 0 . 23 ft Pipe Capacity . 0 . 9984 cfs Design Vel . 2 .2054 fps Travel Time : 0 . 45 min Pipe Full Vel . 2 . 9355 fps PIPE REACH ID No. CB5CB6 From: CB5 To : CB6 Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length : 108 . 0000 ft s : 0 . 0085 Up invert . 20 . 3300 ft down invert : 19 . 4100 ft Collection Area : 0 . 0800 Ac . Design Flow . 0 . 0675 cfs Dsgn Depth: 0 . 11 ft Pipe Capacity . 1 . 3032 cfs Design Vel . 1 . 8676 fps Travel Time : 0 . 96 min Pipe Full Vel . 3 . 8316 fps PIPE REACH ID No. CB6CB7 From: CB6 To: Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length . 70 . 0000 ft s : 0 . 0071 Up invert . 19 . 4100 ft down invert : 18 . 9100 ft Collection Area : 0 . 2800 Ac . Design Flow . 0 .2372 cfs Dsgn Depth: 0 . 21 ft Pipe Capacity . 1 . 1898 cfs Design Vel . 2 . 5238 fps Travel Time : 0 . 46 min Pipe Full Vel . 3 . 4980 fps 6/24/02 8 : 41 : 15 am AHBL page 5 Gold Stream Casino 202040 . 10 K: \Civil\Yr_2002\202040\storm\back2100 .b5h � 100-Year Backwater June 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- REACH SUMMARY Network Reach 2:E REACH <-AREA> �-DIA> LEKG:'H SLCPE < , > DS�t•1 ti fi PIPE Ndepth �Depth lact trfull C_A�ca ID (Ac; (ft) (fti ft/ft ----- ;cfsi ---- (fti ----- lfps) (fps; CB1CB2 0.27 0_67 131.00 O.0053 �.0120 0.23 22.25 0.22 33.30 2.26 3.03 bsnl Confluence with Network SE CB2CB3 0.90 0.67 44.00 0.0134 0.�12C 0.77 4e.93 0.34 50.29 4.36 4.81 b�r.2 NeY_work Reach SE REACH c-AREA> <-DIA> LE`IGTH SLOFE < n > DSGN Q � PIPE Ndepth 9sDepth Vact Vfull C_r'.rea ID (Ac1 (ft) (ft) ft/ft ----- icfsj ----- (ft) ---- ;fps) (fps) �B4C32 0.27 v.57 60.00 0.0050 0.�12C �.23 23.07 0.23 33.95 2.21 2.94 bsr.= 1�e'��.+c_k Reach SW REACH <-AREA> <-DIA> LE?]GTH SLOFE < n > DSGN Q � PIFE Ndepth �Depth Vact Vfu11 C_srea ID (Ac) (ft) (ft) ft/ft ------ (cfs) ---- (ft) (fpsl (fps) CBSCB6 0.06 0.67 108.00 0.0085 0.0120 0.07 5.18 D.11 16.03 1.87 3.83 bsr.5 CB6CH7 0.28 0.67 70.00 0.0071 0.0120 0.24 19.54 0.21 31.44 2.52 3.50 bsr.6 6/24/02 8 :41 : 15 am AHBL page 6 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back2100 .b5h 100-Year Backwater June 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CBl Location : Landscaping by NW bldng corner North . 175 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 24 . 90 ��K Area/sump : 0 . 00 sf/1 . 50 ft Bottom E1 : 18 . 7000 Cont Area : bsnl Hgrade E1 : 22 . 6586 ft Bend. . . . . : No special shape Ent type . : Area/sump : Ent Loss : 0 . 001 Exit : 0 . 007 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB1CB2 20 . 200 8 . 00 0 . 012 Upper PROPOSED STRUCTURE REACH ID No. CB2 Location : N Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 600 _>ov�rlapS Area/sump: 0 . 00 sf/1 . 50 ft Bottom E1 : 18 . 0000 � Cont Area : bsn2 Hgrade El : 22 . 6200 ft Bend. . . . . : No special shape Ent type. : Area/sump: ', Ent Loss : 0 . 015 Exit : 0 . 075 App Vel : 0 . 007 Junct : 0 . 006 Bend: 0 . 009 Reach <Invert> <Diam> < n > <End> CB1CB2 19 . 500 8 . 00 0 . 012 Lower CB4CB2 19 . 500 8 . 00 0 . 012 Lower CB2CB3 19 . 500 8 . 00 0 . 012 Upper i �� PROPOSED STRUCTURE REACH ID No . CB4 Location : S Central Portn of Parking Lot North . 44�. 0000 Str Type : TYPE 1 East . 60 . 0000 St.r Cat : Catch Basin Rim Elev : 22 . 5500 �bver��Y�j Aiea/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 3000 Cont Area: bsn4 Hgrade El : 22 . 6385 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 001 Exit : 0 . 007 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB9CB2 19 . 800 8 . 00 0 . 012 Upper ' � 6/24/02 8 :41 : 15 am AHBL page 7 , Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back2100 .bS►� 100-Year Backwater June 2002 --------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CB5 Location : Acess drive beside crosswalk North . 170 . 0000 , Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 23 . 0000 � �}� Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 8300 Cont Area: bsn5 Hgrade El : 22 .4864 ft Bend. . . . . : No special shape Ent type . : Area/sump : Ent Loss : 0 . 000 Exit : 0 . 001 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB5CB6 20 . 330 8 . 00 0 . 012 Upper PROPOSED STRUCTURE REACH ID No. CB6 Location : SW portion of parking lot North . 62 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 5000 �pt''� Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 17 . 9100 Cont Area: bsn6 Hgrade El : 22 . 4836 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 001 Exit : 0 . 007 App Vel : 0 . 001 Junct : 0 . 001 Bend: 0 . 001 Reach <Invert> <Diam> < n > <End> CB5CB6 19 . 410 8 . 00 0 . 012 Lower CB6CB7 19 . 410 8 . 00 0 . 012 Upper -- - — ___ _ _� 6/21/02 3 : 13 : 16 pm AHBL page 1 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bsn � S�"�'��"`����u�� 25-Year Backwater June 2002 P --------------------------------------------------------------------- BASIN SUMMARY BASIN ID : bsnl NAME: building roofs and landscaping SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 27 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 41 min ABSTR.ACTION COEFF: 0 . 20 impTcReach - Sheet L: 88 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 .4346 impTcReach - Channel L: 179 . 00 kc :42 . 00 s : 0 . 0050 PEAK R.ATE : 0 . 20 cfs VOL: 0 . 07 Ac-ft TIME: 470 min � BASIN ID: bsn2 NAME: NE portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 36 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP ; PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 36 Acres ��, TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 '� TC. . . . . 0 . 00 min 2 . 02 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 134 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0179 PEAK RATE: 0 . 27 cfs VOL: 0 . 10 Ac-ft TIME : 470 min BASIN ID: bsn4 NAME: SE portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .27 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 27 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 95 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 140 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0214 PEAK RATE : 0 .20 cfs VOL: 0 . 07 Ac-ft TIME: 470 min BASIN ID: bsn5 NAME: SW portion of parking lot SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 08 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : a . 00 Acres 0 . 08 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 00 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 68 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0272 PEAK RATE : 0 . 06 cfs VOL : 0 . 02 Ac-ft TIME : 470 min 6/21/02 3 : 13 : 16 pm AHBL page 2 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bsh 25-Year Backwater June 2002 BASIN SUMMARY BASIN ID: bsn6 NAME : SW portion of parking lot I�i SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .20 Acres BASEFLOWS : 0 . 00 cfs i RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .40 inches AREA. . : 0 . 00 Acres 0 . 20 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 1 . 27 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 95 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0289 PEAK RATE: 0 . 15 cfs VOL: 0 . 05 Ac-ft TIME : 470 min � � � 6/21/02 3 : 13 : 16 pm AHBL page 3 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bsh 25-Year Backwater June 2002 ---------------------------------------------------------------- - ----------------------------------------- � REACH SUMMARY Hvdraulic Gradeliae for Reacn Bac;cNE <-FROM-> <--TO--> <FIAW> flosn^ Ent HGL �ntLoss ExtLoss OutLet In1et AppHead BndHead JunHead HeadWtr -cb/mh- ------- ----- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Elev- -Rim- ' _________________________________________________________________________------__________------------ i --- 22.37 / CB2 0.67 0.11 22.48 0.01 0.06 22.55 19.76 0.01 0.01 0.00 22.49 22.6C CB1 CB2 0.20 0.03 22.52 0.00 0.01 22.53 0.00 0.00 0.00 0.0 22.52 24.90 �.�/J� �rtS �'��h G'� �re,26o4Y`r� Hydraulic Gradeline for Reach BackSE � <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- ------ ------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- -loss- --loss- --loss- --Elev- --Rim-- ` ------------------------------------------------------------------------------------------ ( CB2 22.49 CB4 CB2 0.20 0.01 22.50 0.00 0.01 22.51 0.00 O.OD 0_00 0.00 22.50 22.55 ��e� -�'�.fai� (�d F�►�e,e.6�� Hydraulic Gradeline for Reach BackSw <-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss OutLet inlet AppHead BndHead JunHead HeadWtr -cb/mh- ------ ------- cfs -loss- -Elev- -loss- --loss- --Elev- --Elev- --loss- --loss- -loss- --Elev- -Rim-- 22.37 � CB6 0.21 0.02 22.39 0.00 0.01 22_39 0.00 0.00 0.00 O.CO 22.39 22.50 CBS CB6 0.06 0.00 22.39 0.00 D.00 22.39 20.37 0.00 0.00 0.00 22.39 23.OG ,O k Y �lss ��nG1h G�/ Trr�ea 6�c�v-� PIPE REACH ID No. CB1CB2 From: CB1 To : CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length : 131 . 0000 ft s : 0 . 0053 Up invert . 20 .2000 ft down invert : 19 . 5000 ft Collection Area: 0 .2700 Ac . Design Flow . 0 . 1993 cfs Dsgn Depth: 0 . 21 ft ' Pipe Capacity . 1 . 0322 cfs Design Vel . 2 . 1694 fps Travel Time : 1 . 01 min Pipe Full Vel . 3 . 0347 fps ', � 6/21/02 3 : 13 : 17 pm AHBL page 4 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bsh 25-Year Backwater June 2002 REACH SUMMARY PIPE REACH ID No. CB2CB3 From: CB2 To: � Pipe Diameter: 0 . 6667 ft n: 0 . 0120 � Pipe Length . 44 . 0000 ft s : 0 . 0134 , Up invert . 19 . 5000 ft down invert : 18 . 9100 ft Collection Area : 0 . 9000 Ac . � Design Flow . 0 . 6659 cfs Dsgn Depth: 0 . 31 ft Pipe Capacity . 1 . 6345 cfs Design Vel . 4 .2101 fps Travel Time : 0 . 17 min il Pipe Full Vel . 4 . 8056 fps PIPE REACH ID No. CB4CB2 � From: CB4 To: CB2 Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length . 60 . 0000 ft s : 0 . 0050 _ Up invert . 19 . 8000 ft down invert : 19 . 5000 ft Collection Area: 0 .2700 Ac . Design Flow . 0 . 2000 cfs Dsgn Depth: 0 . 21 ft Pipe Capacity . 0 . 9984 cfs Design Vel . 2 . 1195 fps Travel Time : 0 . 47 min Pipe Full Vel . 2 . 9355 fps � � PIPE REACH ID No. CB5CB6 From: CB5 To: CB6 Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length : 108 . 0000 ft s : 0 . 0085 Up invert . 20 . 3300 ft down invert : 19 . 4100 ft Collection Area: 0 . 0800 Ac . Design Flow . 0 . 0586 cfs Dsgn Depth: 0 . 10 ft Pipe Capacity . 1 . 3032 cfs Design Vel . 1 . 7903 fps Travel Time : 1 . 01 min Pipe Full Vel . 3 . 8316 fps PIPE REACH ID No. CB6CB7 From: CB6 To: Pipe Diameter: 0 . 6667 ft n: 0 . 0120 Pipe Length . 70 . 0000 ft s : 0 . 0071 "' Up invert . 19 .4100 ft down invert : 18 . 9100 ft Collection Area: 0 .2800 Ac . Design Flow . 0 .2059 cfs Dsgn Depth: 0 . 19 ft Pipe Capacity . 1 . 1898 cfs Design Vel . 2 .4240 fps Travel Time : 0 . 48 min Pipe Full Vel . 3 .4980 fps 6/21/02 3 : 13 : 17 pm AHBL page 5 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bs h 25-Year Backwater June 2002 REACH SUMMARY P:e�work Reach N5' I� REACH <-AREA> <-DIA> LENGTH S:APE < n > DSGN Q 8 PIPE Ndepth $Deptn Vact Vfull C_Area �� ID (Aci (ft) (ft) ft/ft ---- tcfs) ----- (ft) (fpsi (fps) I --------------------------------------------------------------------------------- �'B.�B2 0.27 0.67 131.00 0.0053 0.0120 0.20 19.31 0.21 30.93 2.17 3.03 bsnl �. Confluence with Netwark SE �I �E2CB3 0.9D 0_67 44.00 0.�139 0.�12C C.57 4G.7: 0.31 4.,.31 4.21 4.81 bsn2 �I td -,.�,� :k R h E �I' e o eac S REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q � PIPE Ndepth BDepth Vact Vfull C_Area ��. ID (Aci (ft) (ft) ft/ft ---- (cfs) ----- (ft) ----- (fps) (fps) i � ______________--------------- _________________________________________------------_____ CB4CB2 0.2', 0.6'' SO.�G ,,.G^Sv G.0"_20 0.2C 20_C3 G.21 31.53 2.12 2.94 bsa4 ' ide�r.w�zk Reach SW �� ;i�ACH c-AREA> <-DIA> LENGTH SLAPE < n > DSGN Q t PIPE Ndepth lDepth Vact Vfull C Area , �D (Ac) (ft) (ft) ft/ft ---- (cfs) ----- (ft) ---- (fps) (fps) ' CBSCB6 0.08 0.67 108.00 D.0065 0.0120 0.06 4.50 0.10 14.96 1.79 3.83 bsn5 CB6CB7 0.28 0.6� 70.00 0.007I 0.0120 0.21 17.31 0.19 29.23 2.92 3.50 bsn6 I 6/21/02 3 : 13 : 17 pm AHBL page 6 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bsh 25-Year Backwater June 2002 --------------------------------------------------------------------- --------------------------------------------------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CBl Location : Landscaping by NW bldng corner North . 175 . 0000 Str Type : TYPE 1 East . 0 0000 Str Cat : Catch Basin Rim Elev : 24 . 9000 ''� Area/sump: 0 . 00 sf/1 . 50 ft Bottom E1 : 18 . 7000 �Q� Cont Area : bsnl Hgrade El : 22 . 5196 ft Bend. . . . . : No special shape Ent type . : Area/sump: Ent Loss : 0 . 001 Exit : 0 . 005 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB1CB2 20 . 200 8 . 00 0 . 012 Upper PROPOSED STRUCTURE REACH ID No . CB2 Location : N Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 6000 aeSS ���� Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 0000 >6"�raeb�� Cont Area: bsn2 Hgrade El : 22 .4900 ft Bend. . . . . : No special shape Ent type. : Area/sump: Ent Loss : 0 . 011 Exit : 0 . 057 App Vel : 0 . 005 Junct : 0 . 004 Bend: 0 . 007 Reach <Invert> <Diam> < n > <End> � CB1CB2 19 . 500 8 . 00 0 . 012 Lower � CB4CB2 19 . 500 8 . 00 0 . 012 Lower � CB2CB3 19 . 500 8 . 00 0 . 012 Upper PRaPOSED STRUCTURE REACH ID No. CB4 Location : S Central Portn of Parking Lot North . 44 . 0000 Str Type : TYPE 1 East . 60 . 0000 � Str Cat : Catch Basin Rim Elev : 22 . 5500 � /eS5 fl�q,y� i �� Area/sump: 0 . 00 sf/1 . 50 ft Bottom E1 : 18 . 3000 �"�'h���,�� ; Cont Area: bsn4 Hgrade E1 : 22 . 5039 ft ' Bend. . . . . : No special shape ! Ent. type . : Area/sump : Ent Loss : 0 . 001 Exit : 0 . 005 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 i Reach <Invert> <Diam> < n > <End> � CB4CB2 19 . 800 £3 . 00 0 . 012 Upper '�, 6/21/02 3 : 13 : 17 pm AHBL page 7 Gold Stream Casino 202040 . 10 K: \Civil\Yr 2002\202040\storm\back225 .bsh ' 25-Year Backwater June 2002 � STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. CB5 Location : Acess drive beside crosswalk North . 170 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 23 . 0000 Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 18 . 8300 �� � Cont Area: bsn5 Hgrade El : 22 . 3899 ft Bend. . . . . : No special shape Ent type . : Area/sump : Ent Loss : 0 . 000 Exit : 0 . 000 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 000 Reach <Invert> <Diam> < n > <End> CB5CB6 20 . 330 8 . 00 0 . 012 Upper � PROPOSED STRUCTURE REACH ID No. CB6 Location : SW portion of parking lot North . 62 . 0000 Str Type : TYPE 1 East . 0 . 0000 Str Cat : Catch Basin Rim Elev : 22 . 5000 � ��55 ��4� Area/sump: 0 . 00 sf/1 . 50 ft Bottom El : 17 . 9100 �"��-.�cb�rd Cont Area: bsn6 Hgrade El : 22 . 3878 ft Bend. . . . . : No special shape Ent type . : Area/sump: ( Ent Loss : 0 . 001 Exit : 0 . 005 App Vel : 0 . 000 Junct : 0 . 000 Bend: 0 . 001 Reach <Invert> <Diam> < n > <End> CB5CB6 19 .410 8 . 00 0 . 012 Lower CB6CB7 19 .410 8 . 00 0 . 012 Upper 11 vw ��'l��s Caiv�i�o n— �3 o r� � p3/2oe4� a�C.a. JCo�� �'tre,wz...C��� !!_. ,� 1 � �/1�v n a�Gh �1�OY�`c� `�h �G�t.u.� 1'D �ar� � �'''- 1�ZS,,� � "r_,^ � S' IfN � �: � r r,G � ,'' �ra� ' � �� ,"` ,�, �� ,.�r �_�;€._ __ ,.. . � -�. LEVEL 1 DRAINAGE REPORT FOR RENTON MOTEL LOCATED ON EAST VALLEY HIGHWAY .1UST NORTH OF S.W. 4�-�` STREET RENTCIN, WASHINGT�N . S T. Cp�; ., .. OUR JOB NO. 6688 �f 5�'�.� F"� `'�'c;.� �, � ,. .r w APRIL 3, 1998 — ` .� _� •�� ARQ� �j�� � ss,�A`� 4 � . �,aEs�,o� ,,v •,���;�;� Prepared By: v�~`���� �`� � PR � � �g9G� BARGHAUSEN CONSULTING ENGINEERS, INC. P����v L� 1 821 5 72ND AVENUE SOUTH ���' KENT, WASHINGTON 9SO32 P�GH,4�S� (425) 251 -6222 m 2 ? i CIVIL ENGINEERING, LAND P�ANNING, SURVEYING, ENVIRONMENTAL SERVICES s � o�r�ry,, G,���q. TABLE OF CONTENTS 1.0 GENERAL INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 UPSTREAM DRAINAGE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0 ON-SITE DRAINAGE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.0 DOWNSTREAM DRAINAGE SYSTEM'S DESCRIPTION OF PROBLEM SCREENING . . . . . . 5.0 RESOURCE REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A. BASIN RECONNAISSANCE SUMMARY REPORT . . . . . . . . . . . . . . . . . . . . . . . . . . . . B. CRITICAL ARE DRAINAGE MAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C. FLOODPLAIN FLOODWAY FEMA MAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D. OTHER OFF-SITE ANALYSIS REPORTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E. SENSITIVE AREAS FOLIOS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F. SWM DIVISION, DRAINAGE INVFSTIGATION SECTION PROBLEM MAPS . . . . . . . . . + 6.0 U.S. DEPARTMENT OF AGRICULTURE SOILS SURVEY . . . . . . . . . . . . . . . . . . . . . . . . . 7.0 WETLAND INVENTORY MAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.0 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � ' � APPENDIX ' Exhibit A Vicini Ma ' tY P � Exhibit B Drainage Area Map �, Exhibit C Off-Site Analysis Drainage System Table Exhibit D Assessor's Map �I Exhibit E Basin Report Exhibit F Sensitive Areas Folio Exhibit G Wetland Inventory Maps Exhibit H Drainage Complaints E�ibit I King County Soil Survey 6688.001 [BE/sm] I` 1.0 GENERAL INFORMATION The following report is based on a field observation performed on March 19, 1998. The proposed site is approximately 1.7 acres in size and is located in the Southeast quarter of Section 30, Township 23 North, Range 5 East, Willamette Meridian, City of Renton,Washington. Based on a more localized description, the property is located between East Valley Highway and SR-167, just north of S.W. 41st Street. The proposed project will be to construct an 8�unit motel. The site's existing ground cover is mostly brush and grasses. The site's existing topography is generally flaf. However, based on the on-site topographic map provided to us, it appears that the middle of the site is a high point that slopes gently in all directions at approximately 2 percent. 2.0 UPSTREAM DRAINAGE ANALYSIS A portion of the upstream can be seen on the aerial topographicmap within Exhibit "B" of this report. The site receives upstream flow from Panther Creek wetland just east of SR-167. This area drains through two culverts running under SR-167 and onto the site. This upstream area collects within an on-site open channel that conveys water from east to west across the subject site. 3.0 ON-SITE DRAINAGE ANALYSIS � The cunent on-site drainage for this project consists of sheetflow that runs across the site from the middle of the project in all directions. However, a large portion of the site is collected within an open channel that runs from east to west and is located on the south portion of our site. This channel has a 3-foot bottom width, 1:2 side slope, with an approximate depth of 3 feet. Flows are concentrated in the open channel, which runs westerly into a 24-inch culvert that runs under East Valley Highway. 4.0 DOWNSTREAM DRAINAGE SYSTEM'S DESCRIPTION OF PROBLEM SCREENING For a more detailed description of the following downstream analysis, please consult the Off-site Analysis Drainage System Table contained in Exhibit "C" and the drainage area map in Eachibit "B." The downstream runoff from this project runs through a 24-inch concrete culvert and flows in a westerly direction under the East Valley Highway. Runoff then joins the City of Renton tightline drainage system and heads north along the west side of East Valley Highway. It continues north until it reaches S.W. 34th Street, then it flows in a westerly direction. The drainage eventually reaches Springbrook Creek through the tightline conveyance system along S.W. 34th Street. 6688.001 [BE/sm] 5.0 RESOURCE REVIEW The following is a description of each of the resources reviewed in preparation of this Level 1 Drainage Report. A. BASIN RECONNAISSANCE SUMMARY REPORT Tfiis site is included in the Black River Drainage Sub-basin that is within the Eastside Green River Drainage Basin. B. CRITICAL DRAINAGE AREA 11�I�1PS After the review of the FEMA map for this project, it was found that the site is not located within a floodplain. The FEMA map can be found in E�chibit "E." C. FLOODPLAIN AND FLOODWAY FEMA MAPS The site is located in an area that does have both a FEMA map and a Floodplain map. After review of these maps, it appears that the site is not threatened by any flooding problems. D. OTHER OFF-SITE ANALYSIS REPORTS A review of the basin study area maps and site investigation were conducted for analysis in preparation of this Level 1 Drainage Report. � E. SENSITIVE AREAS FOLIOS Each of the sensitive area folios associated with the site were reviewed. After review, it was found that our project incorporates no sensitive areas. F. SWM DIVISION DRAINAGE INVESTIGATION SECTION PROBLEM MAPS No drainage complaints were available from the Ciry of Renton for this project. 6.0 U.S. DEPARTMENT OF AGRICULTURE SOIIS SURVEY ' The U.S. Department of Agriculture Soils Survey for King County has been incorporated into this I! report and can be found in Exhibit "I." 7.0 WETI,AND INVENTORY MAPS Wetland Inventory maps were reviewed for this project and it was found that no designated wetlands are I'i located in or adjacent to this project. 6688.001 [BE/sm] S.0 CONCLUSION The downstream area for this project appears to have no drainage-related problems. Based on our field inspections, it appears that there are no erosion problems. 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Y ..._.._....._. .:' . :; _....._.... ... . . . . � • . �14C2'2 ]4C2'� .._.:.:74Q 7 '� �- _..._ ... _. ...._.._. __.._. . .JG.E2-!. . .. J .._,._ '_ ' . ... ... �. ..< ....__.. �: ... ..._ _ y_ .:... .. . __.__.._.... . . �.�-5 __ �._ G � r.�z-� __.. . ,. __ �.��lZ ��ao�-� -... _.... �a:� . . _ \ .....::., : ♦ � ♦ PB/PW TECHI�TICAL SERVICES � ....14C2 2 14C2 9 ]O.C2-11 . . 14C7-5 RC2-10 /z:� . . . � � . . � ���,-: r�i — ,� 09/23/96 ]0.C]-� 10.C�'6 ' Q, xci-� �N�O 5330 SW 1/4 5331 NW 1/4 � � EXHIBIT C OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Basin: Gmcn River Subbasin Name: Black River Subbasin Number: Symbo� Utaiiiage Compo�ent �tra�n�$�Com�o�aent Slo�e : �?as�atzc� �xisnn� '�otcniial �Jbs�zvati�ns o�Pie�d.Inspector �YPe� l�ar�e, and�iz� > �ies�xiputan : fram Site ' Prablc.ms Prohleins 1t�souzcc: Reviewer, ar ' ! ;; ; �Fsc�ar�� �t�sifieen� See Map Type: sheet tlow,swale,stream, Drainage basin,vegetation,cover, % Ft Constrictions,under capacity,ponding, Tributary area, likelihoocl of problem, channel,pipe,pond;size, depth, type of sensitive area, overtopping,flooding,habitat or organism overflow pathways,potentiai impacts diameter,surface area volume desuuction,scouring,bank sloughing, sedimentation incision,other erosion 1 Open channel 3' wide, 3' deep, 1:2side 1 At source None None No erosion, good flow slope, sandy gravel bottom 2 24" CD Culvert running east to west 2 0'-40' None None Good flows under East Valley Highway 3 24" CD Tightline 40'-600' None IVone Good flows 4 48" CD Tightline 600'-3100' None None Good flows 5 Open channel City of Renton Drainage 3100' None None District No. 1 ' � 6688.0�' n] A � � � O � . � w � � � � ' -� — .�•��'oN c�rr ,�•-ti.rs o�p �x�♦ E.qST � YA�.��'Y HWY. 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T �O ReN — Ivp ' � N .,,.,.To��o 5 . �^'�^��. i..� G * � � •�o �.[,�� �'� �¢- ♦ . � � W � � � � i��i C/1 w Q� , � � ' m � g N 1 J W Z r Q O a m �, a Z r � 30 CITY OF RENTON KING COUNTY CORPC II � II � NOTE: MAP AREA SHOWN ON THI TOWNSHIP 23 NORTH, RANGE 5 EA J y° ,� K �2 UNINC( SIT � S°� �V� SrRE��FI ET Q "'r SO(17}� 37TH STREET 0 � � STflFET 1j,TN �� � z S- w Q 5 t�BSH �� I = zaEE� `�ZG � �� N O �u s J Gy S�� 2 � �Q � � ��9jN J�� / ,� �o �� � CITY OF RENTON CITY OF KENT 31 � 16?} I ZONE AH � I �E� �s� � CITY OF RENTON ° 530088 0 a o , RECONNAISSANCE REPORT NO. 14 BLACK RIVER BASIN JUNE 1937 Natural Resources and Parks Division and Surface Water Management Division Kinc County. Washington P:E3R."COC/mlm � King County Eaecutive Tim Hill King County Council Audrey Gruger, District 1 Cynthia Sullivan, District 2 Bill Reams, District 3 Lois North, District 4 Ron Sims, District 5 Bruce Laing, District 6 Paul Barden, District 7 Bob Grieve, District 8 Gary Grant, District 9 Department of PubGc Works Parks, Plannin� and Resources Don LaBelle, Director Joe Nagel, Director Sudace Water Management Division Natural Resoun�es and Parks DiviSion Joseph J. Simmler, Division Manager Russ Cahill, Division Manager Jim Kramer, Assistant Division Manaber Bill Jolly, Acting Division Manager Dave Clark, Manaoer, River & Water Derek Poon, Chief, Resources Planning Section Resource Section Bill Eckel, Manager, Basin Planning Program Larry Gibbons, Manager, Project Management and Design Section Contributing Staff Contn�buting Staff Doug Chin, Sr. Engineer Ray Heller, Project Manaoer & Team Leader Randall Parsons, Sr. Engineer Matthew Clark, Project Manaper Andy Levesque, Sr. Engineer Robert R. Fuerstenberg, Biolooist �C Team L.eader Bruce Barker, Engineer Matthew J. Bruenoo, Geolob st Arny Stonkus, Engineer Lee Benda, Geologist Ray Steiger, End neer Derek Booth, Geolobist Pete Ringen, Engineer Dyanne Sheldon, Wetlands Biologist Cindv Baker. Earth Scientist Di Johnson, Planninr Support Technician Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Bentler, Planning Support Technician Consulting Staff Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician Don Spencer, Associate Geologist, Earth David Truar., Planninc Support Technician Consultants, Inc. I3rian Vanderhurg, Planning Support Technician , John BetheL Soil Scientist, Earth Carolyn M. Byerly, Technical Writer Consultants, Inc. Sus��nna Hornig, Technical Wi•iter I Virginia Newman, Ciraphic Artist Marcia McNulry, Typesetter Mildred Miller, Tvpesetter Jaki Reed, Tvpesettei• Lela Lira. Office Technician Martv Cox, OFfice Technician i P:CR TABLE OF COPTTENTS I. SUMMARY 1 II. INTRODUCTION 1 III. FINDINGS IN BLACK RIVER BASIN 2 A. Overview 2 B. Effects of Urbanization 4 C. Specific Problems 5 I V. RECOMMENDATIONS 7 A. Fxpand existing and/or construct additional R/D facilities 7 B. Preseive wetlands on plateau to pravide natural storage 7 C. Protect steep valley walls from erosion and landslides 7 D. Reduce sedimentation in streams along valley floor 7 ' E. Enforce prohibitions against dumping domestic trash 7 F. Increase the averall effectiveness of surface water management 8 V. MAP 9 APPENDICES APPENDIX A: Estimated Costs A-1 APPENDIX B: Capital Improvement Projects Rating List B-1 APPENDIX C: Detailed Findino and Recommendations C-1 P:I3R. I�OC;mlm I. SUMIVIARY Black River Basin, located in south King County, is named for a river that ceased to eaist in 1917, after major alterations to river systems were made to build the Lake Washington ship canal. The reconnaissance was conducted along the streams and tributaries still remaining in this basin. Development in the basin in and around the cities of Kent, Renton, and Tukwila has produced extensive areas of impervious surface, which are eapected to double by the time the basin reaches its development capacity. Storm runoff from impervious surfaces is drained through pipes and discharges in some cases directly into the stream system. Field investigation of problems in the Black River Basin reveated that v�olumes and rates of stormwater flaws hav�e mntnbuted to serious acceleradoa of erosion of streambanks and lower . slopes and havc produced downcutting and landslides in some places. Sedimentation resulting from these processes has, in turn, clogged existing comreyance systems, rendering many of them ineffective, and destroyed fish habitat for spawning, rearing, and migrating. In addition, the general inefCiciency of the basin drainage system 6as incmased the potential for floodiag. Another problem cited was visibly poor water quality resulting from large amounts of domestic trash placed in streambeds and from commercial/industrial runoff, particularly near the Longacres Racetrack in Renton. Recommendations for action in the Black River Basin include: 1) ezpanding R/D facilities aad preseiving wetlands to assure adequate stormwater storage, 2) taking measures to protect sieep vaUcy walls from erosioa and landslides, 3) reducing sedimentation oa the valley floor , with sediment traps, 4) incmasing cnforoemeat of regulatioos against the dumping of tiash into streams, and � iacreasing the w�erall effectiveness of surface arater wanagement in the basin through doino more maintenance of facilities, continuing intergovernmental agreements, lowering volumes and rates of release for stormwater, and other measures. II. INTRODUGTION: History and GoaLs of the Pmgzam In 1935 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainab basins located in King County. The effort began with an initial investigation of three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potential surface water problems and to recom- mend action to mitigate and prevent these problems. These initial investigations used available data and new field observations to examine oeology, hydrolow and habitat conditions in each basin. Findinr from these three basins led the King County Council to adopt Resolution 6013 in April 1936, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin manaoement plans, and 3) capital costs associated w�ith the early resolution of drainabe problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in deve- lopin� more detailed regulatory measures and specific capital improvement plans. They are not intended to ascribe in anv conclusive manner the causes of drainace or erosion problems; inste��d, thcy are ro be used as initial surveys from which choices for suhsequent detailed en�ineering and other professional environmental analvses may be made. Due ro the limited amount of time: availahl� for the Cield �ork in each hasin. thc reports must be view�ed as P:E3Rijr 1 Black River Basin ' (continued) descriptive environmental narratives rather than as final enaineerin� conclusions. Recommendations contained in each report provide a description of potential mitigative measures for each particular basin; these measures might provide maximum environmental protection through capital project construction or development appmval conditions. The appropriate extent of such measures will be decided on a case-by-case basis by County offi- cials responsible for reviewing applications for permit approvals and for choosing amonb com- peting projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and en�neering analysis possible on a site-specific basis for any proposal. III. FII�TDIIVGS IN BLACK RIVER BASIN The field reconnaissance in Black River Basin was conducted in February 1937 by Ray Heller, resource planner, Ray Steiger and Doug Chin, end neers; and Matthew J. Brunengo, geolooist. Their findings and recommendations are presented here. A. Overview oE Black Riv�er Basin Geographic and land use features. Black River Basin is generally bounded on the north by the cities of Renton and Tukwila and on the south by the city of Kent. The � western and eastern boundaries are formed by the Green River and 116th Avenue SE, respectively, in this southern King County basin. The Black River, which gives its name to this basin, actually ceased to exist in 1917, when the Lake Washinb on ship canal was built and the level of Lake Washinb on was lowered, cutting off flow to the Black River. The ?3-square-mile basin investiaated by this field team includes what remains of the network of tributaries that formerly connected with the Black River. � The Black River Basin is split nearly equally into an eastern upland plateau and a western floodplain in the Lower Green River Valley along State Road (SR) 167. The floodplain is almost wholly contained within the cities of Tukw�ila, Renton, and Kent, where extensive development in the last two decades has chanced the landscape from a rura( farminb area to a commercial and industrial one. While open space and farminb still e�ist here, the area will be infilled, primarily by a combination of commercial, industrial, and some multi-family complexes, by the year ?000. The King County Comprehensive Plan shows that the upland area will he developed at � urban densities. This transition is already in progress, with commercial developments � emerging alone the Kent-Kan�ley Highw�ay (SR 516), the Benson Highway (SR 515), and the Carr Road-176th Street SE-Petrovitskv Road conidor. Multi-familv land use occun in the uplands also and surrounds commercial developments. New single-famity units are beino built throubhout most of the eastern upland portion of the basin. The amount of impervious surface is expected to nearly double between 1935 and the time the basin is fully developed. This will require strict controls on surface water discharge to assure prevention of further deeradation of the stream system, which has alreadv be��n to exhihit adverse environmental impacts resultinc from urbanization. O�her factors of concern in this hasin are those sensitive areas occupied by wetlands, streams. floodplains, coal-mine zones, and I�indslide zones. Mostly located in the eastern portion of �h� ba�i��, thcse ar�as have alrca�v heen damared t�v the efferts of develop- P:[3R/Ir ? Black River Basin (continued) ment. Details of the damage, along with sugpestions for mitibation, are contained in later section of this report. Dominant geologic and geomorphic features. Black River Basin consists of the part of the Duwamish Valley east of the Green River and the western edge of the Covinbton drift plain, a plateau underlain by glacial deposits. Small creeks, which flow across its rolling surface, have eroded deep, nanow ravines up to 1.5 miles into the plateau. Downcutting is migrating headwani in the upper reaches, and erosion of banks and lower slopes causes landsliding in the canyon walls, most of which are naturally unstable. Both of these processes are accelerated by increased flows attributable to urbanization. Sediment is deposited where the streams flow onto the valley floor. The surface of the Covinaton drift plain is dominantly basal till, mantled in places with recessional outwash or deposits of post-glacial lakes. Near the edge of the plateau are several lenses of sediment deposited adjacent to a glacier lobe in the Duwamish Valley. Older sediments are exposed in the ravines and bluffs. In the north, unconsolidated sediments lap up onto the southern limb of the Newcastle anticline; sedimentary and volcanic rocks crop out in the bluffs north of Panther Creek and form the Renton, Talbot, and Earlington Hills in the northern end of the valley toward Tukwila. Coal was mined from this area from 1853 until the 1940s. The Duwamish Vatley is part of a trough carved into the drift plain during the last glaciation; it later became an arm of Puget Sound. A catastrophic mudflow originating on Mount Rainier approximately 5700 years ago dumped massive amounts of debris into the trough. This and other events, plus the deposition of alluvial sediment, expelled the salt water. Through the nineteenth century, the combined White and Green Rivers meandered through the valley. Near Renton, the Cedar River flowed into the Black which drained Lake Washinb on and flow�ed into the Duwamish. Bed nning in 1906 a series of changes was made to these river systems. The Cedar River was diverted into Lake Washington, and the White River was diverted south to the Puyallup. The Black River itself ceased to eaist. Geomorphic processes in the Black River Basin are most active on the western edge of the plateau. Lakes and wetlands formed here in the poorly drained swales. Where conditions of drainage and percolation are appropriate, small streams flow betw�een the drumlins, erociino deep ravines into the unconsolidated sediments in the proc:ess. Over time, the ravines have been widened by mass-wastina of their walls (a process aided by oroundwater) and erosion by tributary creeks; their upper ends have migrated their upstream into the plateau. Sediment carried by these streams was deposited in the Duwamish trou�h; after the trouoh became an alh�vial valley, small fans formed on its edge. Hydmlogic aod hydrau6c features. There are thi-ee distinct beo�raphic features asso- ciated with the hydraulics of Black River Basin: the plateau east of the Lower Green River Valley, the steep (5-35°) erosive hillsides, and the flat floodplain of the vallev floor. MiIL Garri�on, S�iin�Lroon. an:i t'anther Crc;eks. <�s well as thiee sm�+ll, unnameci tri- bute�rics (002�, OOOG[3, and 0006C), all ori;inate from lorations on top of the plateau. Panthcr : r��i: ori�'in�it:., ::;n•; f'<inthcr i_a�:. :�n:� '1�c surr:,uncJin�� tic?lan�ls. "l�he P:E3Rijr � Black River Basin (continued) remaining tributaries originate primarily from surface water stored in natural depressions and wetland areas along the top of the hill. The surface water is collected and routed generally north and west via natural swales, open roadside ditches, culverts, and pipelines within street riphts-of-way and, finally, down the steep hillsides to the valley floor. Mill Creek, located at the southernmost end of the Black River Basin, flows north between the Green River and SR 167 and then crosses under the highway at various locations. Mill, Springbrook, and Garrison Creeks continue north along the west side of SR 167 and eventually combine as Springbrook Creek before being pumped into the Green River through King County's Black River pump station. Tributaries 0006B and 0006C flow north independently down the hillside adjacent to Interstate 405 and into Renton, where they enter the city's storm drain system. Habitat characteristics. The use of natural streams for urban stormwater conduits has had a detrimental effect on most stream systems in the Black River Basin. Increased stormwater release rates that are higher than streams can convey without problems have resulted in extensive erosion, sedimentation, and landslides. Water quality problems caused by domestic garbabe placed in streams and point discharges of pollutants are additional factors. What is strikin; about this basin is that these habitat problems exist everywhere. While some problems are worse than others, their impact on the fish habitat of each stream examined was profound. No fish were observed in any streams during the investigation. For this reason it is surprisinb that the fish counter at the Black River pump plant located on Monster Road (throubh which all water in the basin is discharged into the Green River recorded 84 fish entering the stream system in 1936. While this fib re is hioher than that for fish counts in the previous five years, it is sipnificantly lawer than historical levels or the potential levels that mibht be achieved if streams were in better condition for spawning. The current habitat conditions offer little hope for the future of these salmon runs. To reach spawning areas fish must first pass through an open flooei-control drainage ditch for a minimum of five miles. This ditch has no vebetation or pool protection for fish to take refube against predarors or water-temperature inrreases. In addition, water quality is visibly poor. The eg�s of fish that do rearh spawnin� territory are likely to be smothered w�ith sediment or washed out durinb he:�w rainstorms. If these problems associated with development worsen, stream systems w�ill probably be left biologically sterile. Reversing this pattern of degradation is dependent on revising the policies and priorities in the planning and zoning activities, the develop- ment review processes on the Surface Water Management probrams of Kinb County, Renton. Tukwila. and Kent. I3. EfCccts of Urbanizatioo in the I3asin The existin� upper reaches of the Black River Basin were once hea�ilv vegetated. and natural depressions retained much of the surface water. Water was released slowly then. and the stream svstems could convey flows easily. Development has broubht about the removal of this ve�etative cover and fiUing of the natural depression�. Many streams vc no�� hein� ;�i��d. ImF�nious �urf��e� :,rc� ;ncreasin� and �*ill e�entuallv account Cor SO percent of thc l�atiin's surface area. In gcneral, surface w�ater is enterinc natw�al s���teme at �i (a�t��r ;�nei hi�hcr ,�;�tr th::�n c�fnre de�•el«��t�ent arccicritc�l t��o �icr�i�ie� a^n. P:I3R/I r -3 i l Black River Bas' in (continued) Earlier discussions pointed out the serious effects this is producing in the form of ero- sion and sediment transport to lower stream reaches. Additionally, sedimentation decreases the efficiency of the entire basin drainage system by filling culverts and chan- nels. This in turn increases the potential for flooding. The city of Kent removes an estimated 1,100 rubic yards of sediment annually from its sediment facility at Mill Creek Park. The Washinb on State Department of Transportation also employs a regular cleaning schedule to remove gravel and sediment from its culvert under South 212th Street on Tributary 00�. Sediment from Springbrook Creek has been transported downstream from the erosive hillside to a pri- vate trout farm west of Talbot Road and rendered it inoperative. Similar eaamples occur throughout the basin alonp the bottom of the steep hillsid� and east of State Road 167. . Erosion is further accelerated by drainage outlets from developments and public areas. Discharge from a pipe into Gamson Creek adjacent to Benson Road freefalls for approximately 10 feet before scouring the ravine it enters. Similar erosion occun on Tributary 0006B where w-ater is discharged from the Fred Nelson Junior High School across Benson Road to the top of a severely eroded ravine. An onsite detention facility downstream at the Victoria Hills housing development accumulates la be amounts of sediment. Its capacity is decreasing, and the function of the facility is threatened. The development trends in this basin mean that land for reoional R/D facilities will become more difficult to obtain at the same time that erosion and potential for flooding are increasing. Additional problems may arise if existing onsite R/D systems maifunction from improper design or construction or from lack of maintenance. An onsite facility for a privatety developed trailer park, located west of the Benson Road adjacent to Garrison Creek, exemplifies the potential hazard. Unstable fil( was placed on the steep ravine and an R/D pond built on its edge. The fill becomes saturated when the pond is in use, and tension cracks in the fill along the slope indicate potential failure. Such an event would add large amounts of sediment to the drainage system. Development may create similar problems elsewhere if the proper desirn, constn,ction, inspection, and maintenance of R/D facilities is neglected. C. SpeciCic Problems IdentiCed Black River Basin exhibits serious problems throughout its system, with exceptions only in the south fork of Springbrook Creek and on Panther Creek in subcatchment 10. The most significant problems noted by the field team durinr its investiration are listed below. 1. Stream channel erosioo aoeelerated by the routing of runoff from developed areas into streams. Major problems exist in the ravines, where streams are cuttino into till at the upper ends of canyons and associated landslidinb and surface erosion occur (see section 3 below). Although these processes have been takin� place � naturallv for a lon� time, increased runoff from developing areas on the plateau is causing acceleration of the erosion. a. "I�hc wor�t rases of erosion observed include those on Mill Creek (0005), P:13R/j r 5 Black River [3asin (continued) Garrison Creek (0022) and its tributaries (0023, 0024, and 0025), the north fork of Springbrook Creek (0021), and Panther Creek (0006). b. Prominent eaamples of gullyin; at drainage-structure outfalls are in Mill Creek (0005), Sprinpbrook Creek (0021), Panther Creek (0006), and below Benson Road on both Garrison Creek (0022) and Talbot Creek (0006B). c. Er.amples of accelerated downcutting resulting from increased runoff from developing areas are located in Talbot Creek and t.+�o small streams (0064A and 0006C) in Renton. 2. Landsliding a.ssociated with stream erosion in ravines, as a result of steep slopes and saturated soils. Instability generally takes the form of rotational failures or debris slides triggered by stream undercutting. In many cases, natural instability is exacerbated by filling and/or by construction on canyon walls; for example, a new fill above Ganison Creek at Benson Road is failing, and old .fills are being under- cut. All of the ravines should be considered landslide-hazard areas. The same is true of the bluffs at the western ed;e of the plateau, even though there have not been many problems yet. These are moderate to steep, landslide-susceptible slo- pes, especially in the northern (Renton) and southern (Kent) ends of the basin -- the area under the most development pressure. 3. Damage to (or destrucrion o� habitat due to: a. High flaws and 6igh v�elocities, which remove macrophytes and benthic orga- nisms, plants, insects, and possibly fish. Visible evidence of high velocities was noted on all the streams in this basin except the south fork of Springbrook Creek. b. Sedimentation from exces.sive eiosioq which is fillino pools, choking spawning j gravels, and in some cases filling stream beds to the point of making channels ' impassible to fish. All of the four bio stream systems in Black River Basin eahibit this problem. The Kent parks department annually removes 1,100 cubic yards of material from Mill Creek. A lar�e sediment flow has filled the I Sprinrbrook Creek stream channel to a depth of approximately 5 feet. and Panther Creek just north of Valley General Hospital has a large alluvial fan. i c. Visibly poor water quality: 'I 1) Large amounts of domestic trash have been deposited in these stream canyons. Mill Creek has become a dump for appliances at river mile ' 9.60, and Ganison Creek appears to be more of a landfill than a creek at 1.30. Such practices have a detrimental effect on water quality as w�etl I as the visual quality of the environment. 3) Commercial and indush•ial enterprises are producing runoff that causes manv streams to he oilv. �urhid, and suds`�. Springhrook Creek (Trib. 0005 at RM 1.�0}, flow�in� under the bridbe of Southwest 16th Street just cast of I.onh��cres in Renion. is one of the tiorst examples noted. The , �ti'cstern Proressing facilit� j�_�.t upstream ha� hucn i�icn[ified <►s a source of to�ir v:ast�; entcrin� I�otil st,r(�<tce ,mc1 �,ro�mcl���it�r s�stcnts. P:[3R/Ir 6 Black River Basin ', (continued) ' IV. RCCOMIviENDATIONS FOR ACI'ION �iabitat, erosion, landsliding, and flooding problems in the Black River Basin can be addressed by the measures identified below. Most of the solutions listed here will mitigate specific problems observed during field investigation or will prevent similar problems in the future. However, additional recommendations have been included to su�est administrative or , reo larory measures that would increase the overall effectiveness of surface water management in this basin. A. F�zpand e�asting and/or coaStruct addirional regioaal R/D facilities on the plateau in order to control storm flows that originate there. i Site facilities upstream of the four larpe creek ravines that are experiencinb the worst ', damage. Facilities should be regional in scope and should follow the general specifi- cations outlined in Appendix A of this report. These will impede the direct conveyance '� of runoff into the steep, naturally erosive ravines, thereby reducing erosion rates that result in sediment transport and slope instability and that damaoe habitat. I B. Prescnre wetlands on the plateau to pmvide natural storagc. In addition, reconsider Panther Lake for use as a regional R/D site. Although the lake has been ciassified as a #1-C wetland, the amount of storage it offers is substantial with a moderate addi- tional (.?5-to SO-foot) fluctuation in depth. - G Pr�tect steep valley walls from ec+osion and landslides caused from direct discharges of stormwater: 1. Tigbtline discharges or provide other appropriate nonerosive eonveyance ovcr stcep hillsides provide energy dissipation at the outfalls. This has already been done at several points on Mill Creek (Tributary 0005) with good results. 2 Coosider rerouting flow in ca.ses where tightliaing or other methods are not feasible. For example, runoff from the area southeast of Sprin�brook Creek mi�ht be piped down Southeast ?OOth Street rather than routed into the north fork (0021) as it is now. 3. Low�er the potential for landslides by resiricting development in and along the tops of ravines. [n partirular, strongly discourage filling alonb the edges; the fill at Benson Road above Garrison Creek (0022) will probably have to be removed. D. Reduce sedimentation in streams along the valley floor in cases w�here sedimentation is not adeyuately prevented by R/D and other upstream measures. In extreme cases (probably including Panther Creek [0006]), construct sediment traps (with convenient acce�.s for removal of accumulated material) at points where streams flow onto the valley floor. G Increa.sc enforccment of regulations againSt the dumping of domestic trash into ravines and stream channels. The Seattle-Kinb Countv Health Department and the King Countv off�ce of Buildin� and Land Development should be asked to investi�ate this OI1�0111� problem and to take appropriate action when violarors are identified. I':[3R/jr 7 Black River Basin (continued) F. Increase the averall effectiveness of surface water management in the Black River Basin: 1. Continue aooperativ�e intergovernmental arrangements between the cities of Tukwila, Kent, and Renton; the Washington State Department of Transportation; and the King County Surface Water Management Division to identify and propose solutions to habitat and hydraulic problems in the basin. These efforts should include de- veloping cost-sharing agreements where capital improvements are required. 2 Evaluate and reduoe, if appropriate, the v�otumes and rates of release for stormwater originating from developments. Present release rates and volumes are causing erosion, sedimentation and habitat problems. 3. Increa.se the maintenance and iaspection of existing King County and city drainage systems to ensure that they are functioning properly. 4. Eaoourage pubGc participatan in maintaiaing water quatity and in , siormwater management in the basin, including citizen action projects to clean trash ' from streams and education about citizens role in maintainino clean water and stream systems. !i 5. Perform more detailed and oompreheaSiv�e hydrologic/hydrauGc analysis of � all diainage systems within the basin to determine how the existing facilities will ' function under existin; and future flows. 6. Prepare a oomprehen.sive basin plan with participation by all agencies concerned with surface water management in the basin. The plan should assess the econo- mic, hydrologic, and habitat impact of individual projects on a basin-wide scale. P:[3Ri�r 5 BLACK RIVER BASIN � Basin Boundary Subcatchment Boundary O 3 o O O Collection Point °o � o �� Stream 4 0 �� 000s Tributary Number •0301 Proposed Project o 0 � 000s �' 7 � N � 000sa � �. h ��� oo° 0 00 . o � 2 � 0 0 July,1987 O 10 ^ °o .._ o �0 30 ��' 0301 I� i � � �', , - .; - _ � - --��," 'i / � p , --- / � 014 � .'� . . � ��- "�"� , �I ,.. , � . ; : 03 14 1 - o --0023 0 0 0012 030 16 � � o p � o? � °o 03 5 ?� � 00 �4 8 � �026 � ^oo �� _ 0 0 �o 0 os 9�0 7 �, �u�` . , �� � APPENDIX A ESTIMATED COST: PROPOSED CAPITAL IMPROVEMENT PROJEC'I'S BLACK RIVER I3ASIN " Indicates project was identified by Surface Water Management office prior to reconnaissance. Nc.)TG: All projects are located on map included in this report. Project Collect. Estimated Costs Numhcr Point Prolect Description Problem Addressed and Comments 0�O1* 10 Increase R/D capacity of Panther Reduce erosion and flooding $345,000 l.ake by constructing earthen downstream in Panther (Panther Lake is #1 berms and outlet control Creek. Wetland and will require stnicture. T'rib. 0006, RM 3.40. agreement to use as R/ll site. Further biological study also needed at time of basin planning.) U:�02' 22 Provide regional R/D facility by Prevent erosion to sensitive $208,000 constructing e�rthen dam across slopes downstream of (Project costs should drainage swale. Provide control proposed site by be shared with City structure �nd ovcrflow spillway on reducing peak flows. of Renton.) Trib. 0021 at RM .40 (Springbrook Creek). 0303' 29 Construct instream R/D facility at Reduce erosion and flooding of $125,000 point where Benson Rd. crosses of Garrison Creek by reducing (Project should be Ciarrison Creek. Reinforce peak flows. constructed in conjunction Fienson Rd. Construct outlet-control with proposed Projects ' structure around existing cross 0304 and 0305.) culvert R.M. 1.40. P.I3R.APn/mlm A-1 1'r�>jcct Collcct. Estimated Costs N�nnhcr 1'oint I'rojcct Dcscription Problem Addressed and Commcnts ��;�i-i` �� Constnict instream R/D facility in Reduce erosion and floodinc of $151,000 (rarrison Crcek. Construct dam across Garrison Creck by reducinc peak (Wash. State Dept. of cxistinr ravine with outlet control flows. Transportation has cost- structure and over[low spillway. sharing agreement with Kino Provide for fish pas.�i�e. (Trih. County and the city of Kent. 0022, RM 1.0.) Coordinate with Projects 0303 and 0305.) (��'�ti' �0 Constn�ct R/D farility. Install Reduce erosion and flooeiin� $116,000 proportional discharge outlet downstream in Garrison Creek (Construct in conjunetion :�nd overflow spillway. Eacav�te by reducing pe�k flows. with Projects U303 and 0304.) to eaistirtg streambed level and provide earthen l�crms around site. ('I'rib. 0024 at RM .30.) U�U7� 19 Constnict regional R/D facility in Reduce erosion in Mill Creek and $309,000 Mill Creek Wetland � (rated #2). prevent downstream [looding. Construct berms around north and west sides to increase existing capacity, and provide an outlet control struc- ture. Enhancc downstream conveyance capacity and stabilize channel with dcnst; native ve�etation. Provide habi- tat enhancement to maintain eaistino wctland values. O.�O9 27 Construct an instream R/D facility Will reduce flows that $2fi,000 in s�;wer line right-of-way adjacent cause severe erosion to (Dcpendent on the availability to SC 204th St. (Trib. 0023 at unstable downstream ravine. of right-of-way for R/D. Addi- IZM 1.00.) tional cost will result if sewer-line relocation is requircd.) P.I3R.I�P/�/mlm A-2 APPENDIX B CAPITAL IMPROVEMENT PROJECT RANKING BLACK RIVER BASIN Prior to the Black River Basin field reconnaissance, seven projects had been identified and rated using the CIP selection criteria developed by the Surface Water Management (SWM) and Natural Resources and Parks Divisions. Following the reconnaissance, seven projects remain proposed for this area. They include one new, previously unidentified and unrated project. This displaces one previously selected project, which was eliminated based on the consensus of the reconnaissance team because no problem was apparent in the field. The previous SWM capital improvement project list for the Black River Basin had an estimated cost o[ S1,250,000, while the revised list increases to an estimated cost of S1,280,000. This 2.4 percent increase in estimated capital costs is due mainly to upward revised cost fib res for securing or acquiring easements over wetlands and costs associated with a new project to solve a previously uni- dentified problem. The following table summarizes the scores and costs for the CIPs proposed for the Black River Basin. These projects were rated according to previously established SWM Program Citizen Advisory Committee criteria. The projects ranked belaw are those for which the first rating question, EL,EMENT 1: "GO/NO GO," could be answered affirmatively. These projects can be considered now for merti ng into the "live" CIP list. RANK PROJECT NO. SCORE COST 1 0302' 125 S 203,000 2 0303' 110 125,000 3 0309 100 26,000 4 0301' 95 345,000 5 0305' 90 116,000 6 0307` 60 309,000 � 7 0304` 55 151.000 TOTAL S1,?30,000 ' Indicates project was identified by the Surface Water Management Division prior 'I to reconnaissance. P:BR.APB. B-1 ' APPCNUIX C UETAILCD FINDINGS ANU RCCOMMLNUAI'IONS I3L�1CK RIVLR I3ASIN Atl �tems listed here are located on final display rnaps in the offices oi Surface Water Management, Bu�ld�ng and Land Development, and Basin Planning. "I�rih. �� Collcrt. Existing Anticipated � Iicm" Ri�-cr Milc Point Cate�orv Prop. Proj. Conditions and Problems Conditions and Problems Reeommendations 1 0005 3 Iiabitat Fish ladder through pump Based on the condition of Develop and implement a comprehensivc R�1 .�U plant. Automatic counter the basin habitat and future Black River basin plan in agreement records all returninb development, these numbers with all local jurisdictions. anadromous species will probably decre�se. Habitat improvement would be one goal (apx. 34 in 1936). of this plan. ? 0OOS 12, 6 1labitat Drainage district h�s Condition will continue. - Contact drainage district about RM I.�0- removed All stream cover the feasibility of select pl�nt- 4.r,� along drainage ch�nnel. in� along the ditch Ievees. Water qullity looks vcry - Develop a plan to address point poor. Somc oil and suds on and nonpoint water C]Llilllly surface, also very turbid problems originating from the water. thou.sands of acres of commercial and industria( land in the basin. ; 0005 14 Habitat Lar�e amounts of sediment More erosion, sedimentation, - Increase size and number of R/D RM �t.30- moving down the stream and loss of fish hab.itat. facilities upstream to reduce i �t.70 system has filled in flow volume and rates to non- all the pools. Kent removcs erosive levels. 1,100 cubic yards of scdi- ment Crom Mill Creek at Canyon Park �nnually. P:13R./�PC/mlm G1 'l rih. �l (�ollcct. Cxisting Anticipatcd Itcm Iliv�r Milc I'oint Cate�orv Prop. I'roj. Conditions�and Prohlems Conditions and Problems Recommendations -3 ODUS 1�c (ieolo�y Erosion in n�rrow, steep- Incre�sed [lows from trihu- - Increase control of stormflow in Ith1 �c.SO- sided ravine -- intermit- tAries on plateau will cause streams originating on the plateau ��.70 tent hank erosion, slump- continued or accelerated (especially Trib. 0005). ing; �illics below �ul- erosion. I'low directed over - Direct local drainage (below RM vcrts; downcutting near the edge of thc ravine 9.80) around the ravinc, or ti�ht- upper end. Dcposition at causes gullying of walls. line to bottom of ravine. mouth of ravine. Erosion of banks and lower - Remove or repair old dam. slopes c�uses accelerated - Restict any further development on landsliding in lower slopcs the edac of the ravine. (e.g., �round old dam at RM 9.40). 5 0�05 1� I-Iahitat L,eft bank has lots of g�r- Potential water quality - Remove garbage (preferably by thc RM �� 10- bage deposited from access problem; since inside Mill parties who placed it there). ��?t) road above. Right bank Creek Canyon park, it could - Increase enforcement of reb lations is a major dumping ground be a public hazard. prohibiting the random dumping of of used appliances. garbage in non-approved dispok�l sites. r, OOU� l�t Hahitat 12" culvert discharges onto If not tightlined in � s��fe, Kent Surface Water Utility should RM ��.-10 top of left bank and h�s nonerosive manner to the put this tightlining project on cau.sed landslide into the bottom of the ravine, more their list of future CIP projects. strcam. erosion will occur with resulting sedimentation downstre�m. 7 0OUS 14 Ilahitat Ciood spawning gravcls. Without increased rate and - SWM/I3asin Planning should deter- IZM �).�i0 Protection from high storm velocity And volume control�, mine the allowable rates and velo- flows nnd vela;itics new development will cities to maintain a stahle, needed. Most I�r�e or�►nic further threaten this nonerosive channcl. New devel- dehris flushed out of the spawning area. opment must then be conditioned to ravine. meet these requirements. - Add stn�etures or large or�anic debris to create pools. I':L3R.;1I'c';mlm C-2 Trih. �C Coilcct. Existino Anticipated Iccm Rivcr Milc Point Catc�oiy Prop. Proj. Conditions �nd Prohlcros Conditions and Prohlems Recommendations � 0()()S 19 I-Iabitat rish blockage due to con- Condition will continue. Encounge State Fisheries person- ItM I().OS crete and usphalt debris nel to organize a citizen-action pilcd in stream. project to construct a stepped pool or other solution to allow fish passage. `� 0OO� 19 llahitat Native vegetation Livestock will erode strcam- - Fence to provide a stream corri- � RM IU.10- removed down to stream edge b�nk �nd defecate in stream dor. 1�..�0 and replaced Uy pasture. channel. This will result - Plant native plants or allow in erosion, sedimentation, natura( reve�etation along and water c�uality problems. streambanks. 10 00O5;� 19 Ilydrology 0307 Tributary contributcs to This area will continue to - Obtain required easements and Rh1 t� ' Mill Creek, which experien- devclop �nd will contribute construct a reoional R/D facility ccs erosion and sediment greater runoff to the in wetland area. transport. Wetland 0303 downstre�m conveyance system. - Construct berms �long the wcstern I now provides some R/U and The wetllnd area may be and northern sides of the existing has much more potential d�maged by development wetland. capacity. around the perimeter and this - Increase the storage capacity may decrease the ability of of the wetland by excavation. the surface water to infiltrate. Runoff will continue to increase and erosion and sedimentation will likewise continue. !1 0OOG 7 IIahitat Stream Clows throuth wet- Condition will continue. If anadromous fish were rein- ItM .SO_ land. No visible channel. troduced to Panther Creek, 1.-1() I�ish transit through this wetland passage would need to be cattail wetland looks assured. A biological assessment difficult. by fisheries and wetland biolo- gists would be needed to form��late a viable solution. Y:L31LnPC/mlm C-3 'l�rih. .� Cc�llcct. Existin� Anticipatcd i Itum Ri�cr h1ilc I'oint ('aitc�orv I'rop. Proj. Conditions and Prohlems Conditions and ProUlems Recommendations 1? 000�, �, l0 Gcolow Channel downcuttinc at Problem will �et much worse - Provide additional R/D facilities 1:�1 I.aO- upper end; b�nk crosion and as development proceeds in upper basin. 2.i>0 mass-wasting. Deposition along the ravine and in the - Restrict development along ravine ahove 140th �nd at wet- upper basin. Ravine is edges. land bclow "falbot Rd. sensitive to high flows in - Route n�noff around ravine or channel, �nd slopes are tightline it to bottom in a safe, susceptiblc to gullying. nonerosive manner (o Ily at Sedimcnt is filling a major RM 2.50). wedand. l:t Ot)(1�� 7 Ilabitat Alluvial fan from upstream Killing of trces from sedi- Provide a sediment pond and increascd R!�1 I.�O erosion; landslides filling ment inundation. Little or maintenance or reduce flows upstream wetland and blocking no fish passage. to nonerosive levels. stream for fish u.se. 1-1 OOOri g IIahitat 3' drop out .of culvert Condition will remain. Improve system only if a fisheries RM 1.70 under Talbot Rd with biologist deems the Panther Creck no pool. Potential fish system viable [or fish. barricrs. 15 UUO�> 4 �lahitat Two debris jams pose Condition will remain. Remove debris or improve passage IZti9 1.75 potential fish barriers. through the debris jams. l�, 0Oc)G 10 Iiabitat Extensive bank erosion, Worsening o[ current condi- Same as Trib. 0006, RM 2.55-3.00. Rh1 I.�O- rhannel downcutting and tions. (See Item 19 below.) 2.55 se;dimentation has elimi- nated most pools, fish, and benthic org�nisms. [3oth large org�nic dcbris and hedlo�d m�terial are active. 17 0()()ci g IIabitat 12' w�terfall and concrete No future fish access to If the upstream habitat justifies Ith1 I.��S channel creAtine fish upstnam areas. improvement, then a fish ladder should barrier. be constructed over the falls. I':I3R.A1'('/mlm C-4 1�rih. �� Collcct. Caisting Anticipated Itcm Rivcr Milc Point Cate�orv Prop. Proj. Conditions and Prol�lems Conditions and Problems Recommendations l� OOOri k Geology I,aroe landslide (transla- Slide will continue to Direct surface runoff away from ItM ?.I S tional and rotation�l contribute to sedimentation top of slope to gravel pit failure), with raw slope downstrcam. (to west). remaining; gullying o[ slope. Apparently cau.sed hv combination of under- cutting by stream and routing of road drainlge over slope from above. 1') 000�> 10 IIabitat Stream in good condition. Possibte erosion and loss of - Maintain stream flows at non- ItM 2.55_ Setbacks and protective h�bitAt if future develop- erosive levels _ 3.()() ve�etation needed at points ment increases volume and - Maintain a natural stream corri- along the stream. Some rate of flow. dor from Panther Lake down into rood pools and spawning and along Panther Creek. gravel in a few places. 20 000�i 10 IIydrology 0301 Panther LAke is a #1-C Future development in this The sensitive naturc of the RM 3.40 wetland that provides a Area will triple the amount wetl�nd would require precise large amount of n�tural of impervious area. The boundary surveys and control over storage; the downstream avAilable nrea for regional the amount of water artificially system is in fair R/D flcilities may soon be retained by the proposed control. condition with some exausted and the system Use Panther L,ake as an R/D facili- erosjon. The contributing will continue unchecked ty by constructing earthen berms drainage area is not downsin�m. Erosive on the north and west sides of the currcntly densely dcvel- soils throughout the area wetl�nd are1; constn,ct a control oped. are further threatened ouHet, enhance and incnase the as higher amounts of runoff capacity of the downstream channel j will incre�se the nte at (stabilize with vegetation), and which the existing stream obt�in ease;ments. � erodes. P:[3R.�1I'(';mlm GS "1'rih. �\ Collcct. Existing Anticip�tcd Itcm Rivcr Milc I'oint Catc�;oiy Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations � 21 OUOhA 7 Ilahitat Incised stream erocied to Reduction of wetland area Consider tightlining strcam from j Rhi .10 bcdroc:k abovc T�Ibot Rd. And valucs. L.oss of flood Whitworth Ave. S ro Talbot Rd. ' Little or no haUitat value. stornge. Two slides are depositing scdimcnt in largc wetland on east side of Valley Free- way (inside city of Renton). 22 0O0<,� 7 Geology Crosion in short channel Stormflow is discharged r�p- R/D and/or energy dissipation at I I:M .1;)-.?0 re�ch below development: idly into channel from cul- upper end of channel needed. downcutting at upper end, vert below street. Down- [ailure of lower slopes cutting is prevented at throughout. lower end (by bedrock and culvert at Talbot Rd.) but will continue to undemut slopes at upper end. '� QUU�,L3 4 Geoloory Cxtreme gutlying helow cul- Runoff [rom I3enson Rd. and Reroute some or all of the RM 1.�5. vert outfall (below I3enson area to the east is dis- runoff or tightline through the (.'�, 1 00 Rd.) cflusing rapid sedi- charged onto erodible sand erodible rea�h. (Problem arca is mentation, especi�lly and �vel, which is depos- slated for development.) in R/D pond (RM 1.55); ited downstreAm. Most of probably contributing to the coArse material is deposition at RM 1.00. caught by the R/D pond -- will require more frequent maintenance. 2-1 OOOGL3 d I-Iabitat Drainage from Fred Nelson More property loss from - Provide R/D at Jr. High School. Jr. High School is causing unrestricted [lows from Jr. - Other possibility is to pipe extensive erosion problems High. High maintenance the stream. behveen Benson Rd. and costs to dredge R/D ponds of SR _515. L,nr�e sediment silt. build up in S 22nd Ct. R/D pond at S Puget Dr. No fish h�bitat in this svstem. I':I3R.nP('/mlm C-6 I�rih. �� Collcct. Lxisting Anticipated Itcm Itivcr Mile Point Catc�ory Prop. Proj. Conditions and Problems Conditions and Problems Recommendations �S 0OOh(' S Itabitat Rolling Hills Creek exhib- Little change due to riprap None. its oil sheen on water in �long stnam to protect upper portion of the creek. sewer line that parallels I_ittle or no fish h�Uitat stream. (or potential) exists. ��i 0009 9 Geolo�y Bank and lower-slopc erosion Flows in tributary will in- - R/D in upper basin. IZM .()()- in small tributary channel, cre�se; etosion will continue - Remove fill alono stream. .1� especially behind construc- causing sedimentltion down- tion equipment lot. stre�m and perhaps threaten stability of building. 27 0�09 9 Iiahitat L,ots of litter; stream has Worsening of water quality, - Reduce the volume and rate of watcr IZM .1 S_.20 extensive downcutting, bank sedimentation, and erosion. to non-erosive levels by new R/D. erosion, and bedload - Consider restricting future develop- movement. ment (down-zone). - Community action projects could remove litter. �S 0(1?U 12 f-Iabitat Sediment has destroyed fish Possible flooding and sedi- Remove sedimentation source (see �Iso RM .?U habitat. City of Kent mentation �long S .192nd St. Trib. 0023, RM.95). remaves sediment each year. �9 0020 21 Geolory I3ank erosion,Jandslidinp Problems will continue. - Control storm flows. Increase R/D RM .SO_ in canyon due to outfalls above RM .40 in 0021; reroute or .70 at cnd of SE 19Gth St. and control flows from vicinity of SE from R/D on 200th plus 200th (tightline west on 200th). natural sensitivity - Provide energy dissipation at R/D (landslides). Heaw damage outfall (RM .40). in Jan. $6 storm. Sedi- - Restrict development on north side mcntation above old road, of 0021 (runoff to be tightlined or and in trout farm below routed around ravine). Talbot Rd., as well as ero- sion in thc nvine. P:L3R./�PC/mlm C-7 'l�rih �� Collcct Existing Anticip�ted l�cm Ki�-cr Milc I'oint Cate�oiy I'rop. Proj. Conditions �nd Prohlems Conditions and Problems Recommendations :0 Ot)20 21 I iahitat Cxccss se:diment from Further sedimentation from Several options: constn,ct sediment Ith1 .�,U upstrcam has destroyed � upstream s�:diment sources. pond above Talbot Road. Reduce private trout f�rm. flow rates and volumes in Trih. ' "I'hous��nds of fish were 00?1. Increase R/D upstream of killed during J�n. '�4fi Talbot Rd. Down-zone land to srorm. reduce surface water impacts of ' future development. :�1 ()0''I 2?, Gcology B�nk erosion, I�ndsliding Problems will continue. - Control storm flows: R/D above 12M .UU in ravine due to outfalls RM .40 in 0021; reroute or O.SO at end of SE 196th St. control flows from vicinity of and from R/D pond at SE SE 200th (tightline flows west 200th plus natural on 200th). sensitivity (landslides). - Provide energy dissipation at R/D Heavy d�m�ge in J�n. '36 outfall (RM .40). storm. Sedimentntion �bove - Restrict development on north side old road and in trout farm of 0021 (runoff to be tightlined below T�Ibot Rd. (0020), as or routed around canyon). well as erosion in the canyon. 32 00?1 ?2 Hydrology 030? Th� upper re�ches of Development will continue - Construct a reoional R/D faci- IZM .�() Springbrook Creek lie and impervious area will lity in the natural drainage within the city of Renton continue to grow. Increascd swale at the upper reaches of Citv Watershed. The creek runof[ will further erode this svstem. oricinates in highly ero- the unstable soils carrying - Construct a dam across the swale sive and steeply sloping sediment and dehris with an outlet control structure soils. Alters�tions of the downstream, where they will and an overflow spillway. natunl drainAge p�ttcrns reducc thc efficiency of or - Tightline eaisting drainage into by development, roadway even destroy culverts, pipe- �rea to further reduce erosion and construction, �nd poor lines, and streambeds. raise existing roadway to prevent practice in handling Flooding could result from flooding. runoff have increased ero- the inefficient facilities sion �nd sediment c0upled with the greater tr��nsport to the lowcr runo[f. gradient downstre�m reaches. I':L3R.AP('/mlm C-8 'I'rih. �� (:olicct. Existin� Anticipatcd ltcm Iti��cr Milc Point Catc�orv Prop. Proj. Conditions �nd Problems Conditions and Problems Recommendations :� 0O?2 ?h, 2R Cieolocy [3ank cuttine �nd slope Natunl instahility of - Increase R/D capacity, especially KM .2l)- failure in canyon of - canyon walls is a oravated upstream of Benson Road. 1.4O Ciarrison Creek. Some ero- ny increased flows from - Tightline flows ro botrom of sion caused by outfall over upper part of catchment. canyon; provide ener�y dis.sipa- cdges or flow out of tight- tion. lined culverts impingin� on - Restrict further development on opposite banks. Deposition edges of canyon. in vicinity of SC 213 St. �� 0022 2G IIB��It1t Iarge sedimentation zone h�s Flooding of adjacent proper- Reduce flow rates and volumes Ith1 .�c)- Cillcd cliannel and pools. ties due to rising strcambed to non-erosive levels. Then caused by sediment consider habitat impravements deposition. such as large organic debris for pools and instream protection. 3S OU?? 29,?4 Habitat Surface water runoff is More development will exa- Reduce flow rates ro nonerosive , RM .:�t)- 2fi causing severe erosion and cerbate the problem. levels by providing more R/D. ' ?.�0 sedimentation. Instream Stricter development controls by habitat for fish and benthic down-zoning development areas. organisms is very poor. Most pools are gone, in- stream large or�nic debris and bcdload pre both moving. �h 0022 2'� Ilabitat Stre�m has u whitewashed, Worsening of existing Reduce stream flow rates and RM .�0 stcrile look duc to the problcros. volumes to non-crosive levcls. water volume and veloci- Then consider habitat improve- ties. These have created ments such as large organic debris a very unstflble system for pools and instream protec- that has destroyed the tion. fish habitat And removed most fish, benthos, and macrophytes. P:L31t.nPc'im�n, c-9 "l �ih. .\ ('ollcct. L'aisting Anticipated Itcm Itivcr Milc Point Catc�o�v Prop. Proj. Conditions and Prohlcros Conditions and Prohlems Recommcndations :7 0O?_' 2R Gcologv Crosion below culvert out- Gullying and failure of Tightlinc to bottom of canyon, It�1 I l0 fall; downcutting of side- sideslopes will continue with energy dissipator. e Ily into loose s��ndy unless outfall is materi�ls. The.se are controlled. causing some slope f�ilure in backyards. �,� OO?2 2R (Iabitat I.arge quantities of Water quality and visual Remove trash. Rh1 1..•O domestic trash instream. problems. �'� 0O?2 2� Geology Mas.s failure of new fill on Problems will continue. - Fill should be rebuilt or RM 1.�30 edge of canyon; erosion of removed. culvert outfall; under- - R/D pond on edge should be cutting o[ slopes. Trash moved north. disposed of by nursery is - Culvert outfall should be enterin; stream. Fill was rerouted into a new R/D facility emplaced poorly is settling southeast of Benson Rd. (or toward creek; side is tightlined to bottom of hill). failing. Runoff from - Removal of trash from stream strcets and development east should be required. of I3enson Rd. is erociin� S�O�S 1� OUtEB��. 40 0O22 26 Iiydrolo�y Garrison Creek experiences Addition�l development There are three recommended pro- (Scc itcros erosion and downeutting upstream and along jects along Garrison Creek #-12-4� becau.se of the step gr�- Glrrison Creek will continue that would impede peak runoff I�clow) dient and erosive soils in to ex�cerUate the erosion flows and would thus reduce cro- this reach. Development in problem and degrade the sion and flooding potenti�l. the upstream 1re�s has eaisting conveyance system. The system would need to be further accelerated this Sediment load and erosion hydraulically modelled to deter- prohlem by concentnting will reduce the e[ficienc.y of mine the individual/joint impact runoff into the stream. (And potentially destroy) of the recommended projects. existing facilities. Potential cost sharing should be reviewed with the Washington State Dept. of Transportation and the city of Kent. P:LiR.APC/mlm C-10 7�rih. �t Collect. Cxisting Anticipated � [tcm River Mile Point Cate�orv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations ' 41 0O22 29 Hydrology 0303 See Item 40. See Item 40. � Construct instream R/D facility RM 1.40 at intersection of Benson Rd. and Garrison Creek. Roadway would be reinforced to act as impoundment. Construct outlet control structure and tie to existing cross culvert. Check realignment schedule with WSDOT. Provide fish passage. 42 0022 23 Hydrvlogy 0304 See Item 40. See Item 40. Construct instream R/D facility RM 1.00 in Garrison Creek. Construct a dam across the ravine with an outlet control structure and an overflow spillway. Provide access road from SE 220th without increasing landslide potential. Project will provide fish passage. 43 0024 30 Hydrology 0305 See Item 40. See Item 40. Construct R/D facility. Would require excavation of soil, remo- val of existing vegetation, and construction of berms. Facility would require proportional discharge outlet and overflow spillway. d�1 0O?� 27 Geology 7' Downcutting, undercutting Erosion in this ravine has - Control flows into canyon with RM .50_ of lower slopes -- extreme been a�ravated by R/D upstream of RM 1.00. .�)c1 in upper reach (RM 0.70- inereased flows from upper - If possible, route runoff (from 0.90); box-gully up to basin and runoff from resi- development to south RM .70-.90) 22' deep. Deposition in dential area to the south. around the canyon to S 212th St. Eield at mouth. Worst erosion occurs at - Restrict further development knickpoint of headward along ravine edges; in areas migration (currently RM .30 north of ravine any future out- -.90) and will move up- falls should be tighlined into stream with time. canyon or (preferably) routed around. P:BR.APC/mlm G11 '1'rih. ,; Collcct. Cxisting Anticip�tcd Itcm Rivcr Milc I'oint Catc�ory Prop. Proi• Conditions and Prohlems Conditions �nd Problems Recommendations 45 0(123 27 Ilahitat Whitcwashed, sterile Wornening of existing Reduce stream flow rates and R11 .i�i)- channel. Channel material problem.. volumes to nonerosive levels, .�() is very unstable. Little then consider habitat improve- fish hahitat remainino. ments such as large organic dehris Steep, incised valley. for pools and instream protec- tion. -�r, 0�)?.; 27 Hahitat Constniction-yard drainace Further erosion and possible Notify Dept. of Ecology and I:�1 ��� from caistinp pipe on top toxic runoff from private King County Health Dept. of slope causing eroded constru�tion business. Icft bank. -�, Oc)�3 27 Ilydrology 0309 iar�e amounts o[ sediment Erosion and sediment - Reduce the rate of erosion RM Li) are transportcd from the trnnsport will continue to and sediment transport by hi�hly erosive soils and degrnde the system and require constructing an instream R/D stecp gradient to the continued maintenance of the facility to reduce peak discharres, lower-�radient downstream downstream system. using the existing sewer-line reaches. This problem is right-of-way. Increase stora;c a�ravated by pe:ak storm capacity by expanding size of the runo[f and poor devclop- existing berm. ment practices (e.g., - Constn�ct an outlet-control development on steep facility. As part of project, slopes). The resulting downstream channel will need erosion and sediment proper erosion-control facili- transport have led to ties. decre�se;d convey�nce- system capacity and need for increased maintcnance. � 1':L3R./�PC/mlm C-12 'I'rih. << ('ollect. Existing Anticipated licm Rivcr �1ilc 1'oint Cateroiy Prop. Proj. Conditions and Problems Conditions and Problems Recommendations �� 002-� �0, �1 Cieology Channcl downctrtting, bank Increase in impervious area - Increase R/D, especially in upstream 1t1�1 ?�� erosion, landslides in on plateau will continue to �rea of Trib. 0024 (where most ravines. Natural instabi- a�nvate erosion in the future development will occur). lity arrravated hy ravines �nd cause deposition - The downstream �nalysis reyuired hy increased streamflows. in Garrison Creek. BALD for new developments should fully address the impacts of new developments on the conditions foun at this site during reconnais.s��nce. New development that will a�ravated conditions should be required to includc mitigation propoklls prior to approval. 4�) 0(l�-1 30 Ilahitat Loss of pools and instrc�m Any remaining fish, benthos, Reduce flow rates and volumes to RM .10- habitat from hi�h-flow ero- or m�crophytes will be lost nonerosive levels with development .30 sion. due to the hiah, erosive controls and/or with additional stre�m flows. R/D at existino sites. SO 00?-i :0 Ilahitat I.,��rae quantity of �81'I�AcC More garbace and increased -Encouragc citizen project to clean RM .7U dcposited in the strcam. water quality problems. up the stream. -L,arge commercial area and parking lot runoff need oil and metals separation before discharee into the stream. I':l3R.nf'('/n,ln, G13 'I'rih. �l Colicct. Existing Anticipated Item Kivcr Milr Point Cate�ory Prop. Yroj. Conditions and Problems Conditions �nd Problems Recommendations 51 00?5 30, 31 Geolo�y Channel downcutting, bank Increase in impervious area -Provide energy dis,sipation below Rh1 .00- erosion, landslides in on plateau will continue to culvert outfall at RM .70. .70 canyons. N�tural instabi- ag�nvate erosion in the Restrict development along canyon lity a�cravated by ravines �nd cluse deposition edges. increased stream flows. in Garrison Crcek. -The downstream analysis required by BALD for new developments should fully address the impacts these developments will have on the conditions found at this site during reconnaissance. Developments that will aggravate conditions should be required to include mitigation proposals prior ro approval. 52 NA 7 Hydrology 0306 None observed. None. Drop project from priority listing; small tributary area at top of knoll; city of Renton in agreement with this recommendation. 53 NA 7 I-iydrolocy 0303 Project completed. None. 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'''J� • ` _. � �i�Er��rwQ i'.�� ^ I�� . 1 . �r► I �.. -� . �� _l�.�''' �/A�Mj�����'-Pr' � �d�:aill��� 1,' ������.:�.i:`�..cy�y�.��i�✓ � i� -", .i�� .�L I�An"_J/•������ .�`�� I • . . � ��1t ��. ��. /�_�.�`. ��� ��"_� .' ./ • �� � �m \ _ I GUIDE TO MAPPING UNITS--Continued Woodland Described Capability imit group on _, .__1 Mapping imit page Symbol Page Symbol Re Renton silt loam-------------------------------------------- 26 IIIw-1 75 3w1 Rh Riven�rash--------------------------------------------------- 27 VIIIw-1 78 --- Sa Salal silt loam--------------------------------------------- 27 IIw-1 74 201 Sh Sammamish silt loam----------------------------------------- 27 IIw-2 75 3w1 Sk Seattle muck------------------------------------------------ 28 IIw-3 75 --- Sm Shalcar muck------------------------------------------------ 29 IIw-3 75 --- Sn Si silt loam------------------------------------------------ 29 IIw-1 74 201 So Snohomish silt loam----------------------------------------- 30 IIw-2 75 3w2 Sr Snohomish silt loam, thick surface variant------------------ 31 IIw-2 75 3w2 tan silt loam-------------------------------------------- 31 IIw-1 74 3w1 : TukWila muck------------------------------------------------ IIw-3 75 --- Ur U�an land-------------------------------------------------- -------- -- --- Wo Woodinville silt loam--------------------------------------- 33 IIw-2 75 3w2 1/ . 7he composition of these i.mits is more variable than that of the others in the Area, but it has been controlled well enough to interpret for the expected use of the soils. GUIDE TO MAPPING UNITS For a full description of a napping �mit, read both the description of the mapping �nit and that of the soil series to which the mapping ia►it belongs. See table 6. page 70, for descriptions of woodland groups. Other nformation is given in tables as follaws: Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57, Engineering uses of the soils, tables 2 and 3, Recreational �es, table S, page 64. pages 36 thrwgh 55. Estimated yields, table 7, page 79. Woodland Described Capability im it group Map on symbol Mapping imit page Symbol Page Symbol AgB Aldexwood gravelly sandy loam, 0 to 6 percent slopes---------- 10 IVe-2 76 3d2 AgC Alden+ood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3d1 AgD Aldeirrood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1 AkF Aldeixood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2d1 AmB Arents, Aldeirrood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 /ImC Arents, Aldeirrood material, 6 to 15 percent slopes 1/--------- 10 IVe-2 76 3d2 An Arents, Everett material 1/----------------------------------- 11 IVs-1 77 3f3 BeC Bea�ite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2 BeD Beaasite gravelly sandy loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1 SeF Beaasite gravelly sandy loam, 40 to 75 percent slapes--------- 12 VIIe-1 78 3d1 Bh Bellingham silt loam------------------------------------------ 12 IIIx-2 76 3w2 Br Briscot silt loam--------------------------------------------- 13 IIw-2 75 3w1 Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4w1 m Coastal b�aches----------------------------------------------- 14 VIIIw-1 78 --- Ea Earlsont silt loam-------------------------------------------- 14 IIw-2 75 3w2 Ed Edgewick fine sandy losm-------------------------------------- 15 IIIw-1 75 201 EvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 Ns-1 77 3f3 EvC Ev�erett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3 EvD Everett gravelly sandy loaa, 15 to 30 percent slopes---------- 16 Vle-1 77 3f2 BwC �Everett-Aldexr�rood gravelly sandy loams. 6 to 15 percent slopes------------------------------------------------------ 16 VIs-1 78 3f3 ' � Indianola loamy fine sand, 0 to 4 percent slvpes-------------- 17 IVs-2 77 4s3 ; Indianola loamy fine sand, 4 to IS percent slopes------------- 16 IVs-2 77 4s3 ) Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 Kp8 Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2 KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 2d2 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1 KsC Klatis gravelly loamy sand, 6 to 15 percent slopes------------- 18 VIs-1 78 3f1 Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 201 NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3 Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 201 Mc Nooksack silt loam-------------------------------------------- 20 IIw-1 74 201 No Noaa sandy loam---------------------------------------------- 20 IIIw-3 76 3w2 Or Orcas peat---------------------------------------------------- 21 VIIIw-1 78 --- Os Oridia silt loam---------------------------------------------- 21 IIw-2 TS 3w1 OvC Ovall gravelly loaa, 0 to 15 percent slopes------------------- 22 IVe-2 76 3d1 OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 Shc OvF Ovall grsvelly loaa, 40 to 75 percent slopes------------------ 23 VIIe-1 78 Shc Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1 Pk Pild►uck fine sandy loam-------------------------------------- 23 IVn-1 76 2s1 Pu Puget silty clay loam----------------------------------------- ?4 IIIw-2 76 3a2 Py PuyalluQ fine sandy loam-------------------------------------- 24 IIw-1 74 201 RaC Ragnar fine sandy lo�, 6 to 15 percent slopes---------------- 25 IVe-3 77 4s1 RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4s1 RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- --- Ragnar soil--------------------------------------------- -- IVe-3 77 4s1 Indianola soil------------------------------------------- -- IVs-2 77 4s3 RdE Ra�ar-Indianola association, moderately steep: 1/------------ 26 -------- -- --- Ragnarsoil--------------------------------------------- -- VIe-2 78 4s1 Indianola soil------------------------------------------- -- VIe-1 77 4s2 U. 3. GOV ERNl�7lT PRINT'ING OFFiCE:19T7 O-�6�-l66