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Shuffleton Substation TIR signed.pdf
PUGET SOUND ENERGY Technical Information Report Shuffleton Substation Lot Line Adjustment Project Site Location: 1101 Lake Washington Blvd N Renton, WA 98056 December, 4 2020 DEVELOPMENT ENGINEERING jchavez 10/13/2021 Puget Sound Energy Technical Information Report Shuffleton Lot Line Adjustment Puget Sound Energy Prepared by: Zereck Jones, P.E. Reviewed by: Christopher Russell, P.E. JE WASHr, CIO �A 49527 � 'GIs SxONALle, .4g4t,&WX 2020.12.23 06:53:47-1S'00' Puget Sound Energy TABLE OF CONTENTS SECTION 1 PROJECT OVERVIEW.................................................................................................I Figure1: TIR Worksheet.........................................................................................................................................4 Figure 2: Site Location/Vicinity Map......................................................................................................................5 Figure 3: Drainage Basins, Subbasins, and Site Characteristics.......................................................................... 6 Figure4: Soils.......................................................................................................................................................... 7 SECTION 2 CONDITIONS & REQUIREMENTS SUMMARY.....................................................8 SECTION 3 OFFSITE ANALYSIS...................................................................................................13 Figure 5: Downstream Analysis Drainage System Table.....................................................................................15 Figure 6: Downstream Analysis Map....................................................................................................................17 SECTION 4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) & WATER QUALITY FACILITY ANALYSIS AND DESIGN...............................................................................18 Figure 7. Existing Site Hydrology Map................................................................................................................20 Figure 8: Developed Conditions Map...................................................................................................................21 SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN............................................25 SECTION 6 SPECIAL REPORTS AND STUDIES.........................................................................26 SECTION 7 OTHER PERMITS........................................................................................................28 SECTION 8 CSWPP ANALYSIS AND DESIGN............................................................................30 SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 35 Facility Summary Sketch: Drainage Plan.............................................................................................................36 SECTION 10 OPERATIONS AND MAINTENANCE MANUAL...................................................37 APPENDIX A "Subsurface Exploration and Geotechnical Engineering Studies for Shuffleton Power Plant Addition" by Earth Consultants, Inc. APPENDIX B Construction Plans APPENDIX C 25-year Downstream Conveyance Analysis APPENDIX D Coughlin Porter Lundeen Offsite Design Documentation dated 9/12/2014 APPENDIX E Storm Drainage As -Built from The Hotel at Southport - Civil Plan sheets by Coughlin Porter Lundeen Civil Plan set. Dated 6/1/2015. Puget Sound Energy Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION I PROJECT OVERVIEW Puget Sound Energy has adjusted lot lines on the subject substation site in conjunction with a property sale. With the sale of the adjacent property PSE has to adjust the substation fencing to provide the necessary electrical clearances and access improvements. With these necessary improvements PSE will be making adjustments to and installing any necessary stormwater infrastructure improvements and landscaping will be part of the project. The proposed improvements on the retained site include removal of asphalt for replacement with yard course in accordance with PSE standards and removal of fuel tanks no longer in use on site. For general site conditions and project requirements summary see Figure 1: TIR Worksheet. The project has severed the expanded substation parcel from the rest of the site (new parcel numbers 0823059178 and 0823059191, respectively). The current substation footprint of approximately 52,830 square feet will be expanded to the new parcel area of approximately 103,968 square feet with a landscaped buffer around the perimeter. The site is located within the City of Renton at 1095 Lake Washington Boulevard, see Figure 2: Site LocationNicinity Map. Pre -developed Site Conditions: The subject parcel site (0823059178) contains an existing electric switching substation, fuel storage tanks, a retired electrical generation structure and appurtenances. The separated and sold property, parcel no. 0823059191, is predominately a secured outdoor gravel storage yard utilized for electrical equipment to support PSE operations and includes a 15,820 square foot shop building with associated paved parking, and a paved access road through the site. The overall site topography (for both parcels) is generally flat with a maximum 4' of fall over 1,600 feet east to west across the site. At the northeast corner of the subject site is an existing 6' retaining wall with the adjacent property on the high side of the wall. The wall separates the site from the private road that provides access to the Bristol at Southport Apartments from Lake Washington Boulevard. There is a single block height eco-block retaining wall on the south property line at the southwest corner of the retained parcel. The retained parcel and a portion of the severed parcel contribute to Basin 1, as depicted in Figure 3. There is storm collection or conveyance infrastructure on the severed parcel, which contains three separate drainage basins. Basin 2 (3.66 Acres) — Primarily the west portion of the site and includes the large open gravel yard west of the existing shop building, the shop building and surrounding pavement. Basin 3 (2.34 Acres) Contributes surface runoff along the south property line makes its way to Jones Creek along the southern property line, which discharges to Lake Washington. Basin 4 (1.70 Acres) - The northeast end of the severed site is collected by storm infrastructure that is conveyed further to the northeast, ultimately to discharge at Lake Washington. Puget Sound Energy Page 1 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 On the retained site there is existing stormwater infrastructure including catch basins and conveyance piping in the substation yard. There is also catch basins and conveyance piping in the paved parking area around the existing shop building on the west parcel property line. Figure 3: Drainage Basin, Sub -basins and Site Characteristics shows the existing site survey. The site soils are classified as Ur, Urban Land. Figure 4: Site Soils map shows the site soil conditions. A soils report by Earth Consultants, Inc. dated September 4, 1980 is provided in Appendix A. The report was conducted as part of an addition to the existing power plant at that time, which is now decommissioned. The "Subsurface Condition and Geology" section of the report states that the site is generally uniform regarding subsurface conditions. "The surficial materials generally consist of 1.5 to 2 feet of imported gravel fill underlain by loose and soft to medium stiff silt, clayey to sandy silt, and silty sand extending to a depth of 7 to 9 feet." The soils report states also that the groundwater level on the site is generally around 5 feet deep and states "the relatively impervious clayey silt present in the surficial granular materials might trap water seeping through the upper surficial soils during precipitation." Post -developed Site Conditions: The proposed improvements include expanding out the footprint of the existing substation fencing enclosure to provide electrical clearance and access to equipment. Any asphalt paving on the subject site is to be demolished and replaced with yard rock surfacing per PSE standards. The ground grid will be expanded under the substation to fill out the new footprint. Fuel tanks and secondary containment, an unused oil pump house are to be removed and disposed of off -site. This will allow for drive - through access around the substation infrastructure within the yard not currently provided. Minor grading will be implemented to utilize the existing stormwater infrastructure to the maximum extent feasible. Puget Sound Energy Page 2 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank Puget Sound Energy Page 3 CITY OF RENTON SURFACE WATER DESIGN MANUAL REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 CITY OF RENTON SURFACE WATER DESIGN MANUAL REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Puget Sound Ener Phone 425-456-2127 Address 355 110th Ave NE, Bellevue, WA 98004 Project Engineer Zereck Jones Company Puget Sound Energy Phone 425-396-3802 Part 3 TYPE OF PERMIT APPLICATION ❑ Land Use (e.g., Subdivision / Short Subd.) Building (e.g., M/F / Commercial / SFR) Grading ❑ Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Shuffleton Substation Improvements CED Permit # Location Township 23 N Range 5 E Section 58 Site Address 1095 Lake Washington Blvd N, Renton, WA 98055 Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ ❑ ❑ ❑ COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) U: Full Type of Drainage Review ❑ Targeted g Plan Type (check Full (check one): ❑ Simplified one): ❑ Modified ❑ Large Project ❑ Simplified Date (include revision ❑ Directed Date (include revision dates): dates): Date of Final: Date of Final: 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Completion Date: Describe: Re: SWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Special District Overlays: Drainage Basin: Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS I ❑ River/Stream ❑ Lake ❑ Wetlands ❑ Closed Depression ❑ Floodplain ❑ Other ❑ Steep Slope ❑ Erosion Hazard ❑ Landslide Hazard ❑ Coal Mine Hazard ❑ Seismic Hazard ❑ Habitat Protection Ll 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 10 SOILS Soil Type TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Slopes ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached PartIll DRAINAGE DESIGN LIMITATIONS Erosion Potential REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ LID Infeasibility ❑ Other ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated: 6/23/2020 Flow Control (include facility Standard: summary sheet) or Exemption Number: Direct Discharge Exemption to On -site BMPs: Lake Washington Conveyance System Spill containment located at: N/A Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: Construction Stormwater Pollution Contact Phone: Prevention After Hours Phone: 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): <1riva / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog summary sheet) or Exemption No. Direct Dischargee Emotion Special Requirements (as applicable): Area Specific Drainage Type: SDO / MDP / BP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe land use: (commercial / industrial land use) Describe any structural controls: Oil Control High -Use Site: Yes No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Clearing Limits Stabilize exposed surfaces lYJ Cover Measures ❑ Remove and restore Temporary ESC Facilities ❑ Perimeter Protection ❑ Clean and remove all silt and debris, ensure ❑ Traffic Area Stabilization operation of Permanent BMPs/Facilities, restore Sediment Retention operation of BMPs/Facilities as necessary Surface Water Collection ❑ Flag limits of sensitive areas and open space preservation areas ❑ Dewatering Control ❑ Other ❑ Dust Control ❑ Flow Control ❑ Control Pollutants ❑ Protect Existing and Proposed BMPs/Facilities ❑ Maintain Protective BMPs / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ On -site BMPs ❑ Other ❑ Vegetated Flowpath ❑ Wetpool ❑ Filtration ❑ Oil Control ❑ Spill Control ❑ On -site BMPs ❑ Other Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ADrainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. 5 ON ES 2020.12.21 13:32:32-08'00' Signed/Date 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 1095 Lake Washington Blvd N - Google Maps q)1 Ha pion 1d u tes Seat alEi'ni ;y.�. iGtla 1j _ Imagery 02020 Maxar Technologies, U.S. Geological Survey, USDA Farm Service Agency! Map data ©2020 200 ft 1 Figure 2: Vicinity Map I - DOWNSTREAM CONVEYANCE j h TO OUTFALL AT LAKE OFF -SITE STORM INFRASTRUCTURE INSTALLED DURING WASHINGTON CONSTRUCTION OF SOUTHPORT OFFICE BUILDING I, I i LANDSCAPING _PSE #2 —_—_ ,PSE #3 -- ?��------ ■--------- - III RETAINING WALL oil FUE - 11-23�----- RETIRE L STOR SWITCHING GENERATION I STATION BLDG I DOWNSTREAM CONVEYANCE 1 STORY — / ❑ II TO OUTFALL AT LAKE METAL w 22- LOT 2 - RETAINED PSE SITE - WASHINGTON BLDG ? , 103,968 S.F. (2.39 ACRES)(TO BE � REMOVED) p SUBSTATION SECURITY FENCE' J \` o `❑�� ❑ I P \ \ w 22 J -/I i `? ■ -23 BASIN 1 \ iII �SPHAA�rf �-1 ■ / / / / I \ ■ // 118,332 S.F. (2.92 ACRES) - % / _BASIN 4 GRAVEL? - _� - -tea ■ / � / l \ �� j _ _ ■ ECO-BLOCK RETAINING WALL THIS AREA SOLD AS PART OF L T -_ �� '---.—.—.—, J �,-`L ■ LINE ADJUSTMENT �r TES \ BASIN 2 2� - AC�SS2 ROAD \ NEW LOT LINE R (3.66 ACRES EXISTING CB TO BE REMOVED \\Ilj , j BRl ) DURING FUTURE DEVELOPMENT. �\ , i / BUT CONVEYED TO PSE STORM i GRAVE INFRASTRUCTURE FOR INTERIM ■ ■ ` ---' ■ ■ PAVED``SITE ACCESS�ROA \ r Q I / P� ■■■■■■■■■■■■■■■ ■■■�■■ ■ ■ ■■■ ti-��■■■■'�"■V�'■■■■■M`■■■■■■■■■■■ ...:mom %::� ::�.. ■■......:. ...._...................... LOT 1 I THIS AREA SOLD AS PART -OF --LOT, LINE ADJUSTMENT > 335,602S.F.(7.70AC�ES) BASIN 3 — —x—x— (2.34 ACRES) y- — 110 --------------------- �A - -` - �- BAS I N 3 SURFACE FLOWS ,°,, / /___ _____ ___ _ _ _ � ► -�- - _ _ � TO J 0 N ES CREEK --------------- ----_-- ---� - --- — - - — - --- __- Figure 3 -Basins, Subbaslns and Site Characteristics 12110120201: \Substation Design \Shuffle ton \Drainage Report \Data Shortcuts\Figure 3 Revised. dwg 47' 30' 1(r N FIGURE 4 - SITE SOILS MAP Soil Map —King County Area, Washington Q �Wy oil Map n a, not he v a 11d. a: ..tn_is scale. �rso o �asv �eoo o �e0000 3 Map Scale.1:2,490 iFpreked en A landscape (11" x 8.5") sheet. � l�s N 0 35 70 140 210 Feet 0 100 200 400 a Map pi-olectiom Web Mercator Comer mordimbes: WGS84 Edge tics: UTM Zone 19N WG584 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey WMOD r947WIWN It l 47° 29' �a 3 6/26/2020 Page 1 of 3 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 2 CONDITIONS & REQUIREMENTS SUMMARY The Shuffleton Substation upgrade project proposes to expand the existing substation boundary, provide updated fencing, ground grid, yard rock surfacing, interior access around the perimeter, and landscaping around the substation perimeter. There are no pollution generating surfaces on site. The areas from both of these figures are used in determining the drainage review type, core and special requirements applicable to the project. The project includes 42,973 square feet of new and replaced impervious surfaces on site, therefore it is subject to Full Drainage Review and must demonstrate compliance with all Core and Special Requirements. The 2017 City of Renton Surface Water Design Manual Core and Special Requirements and are being met as discussed below. Summary of Proposed Land Cover: Description Area [SF] New Pervious Surface (Perimeter Landscaping) 12,750 Replaced Impervious Surface (Yard Surfacing, Driveways) 42,973 New and Replaced Impervious Surface Total 42,973 Pollution Generating Impervious Surfacing 0 Pollution Generating Pervious Surfacing 0 Puget Sound Energy Page 8 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 City of Renton Surface Water Design Manual Core Requirements: 1. Discharge at the Natural Location Runoff produced by the developed site will be discharged to existing storm conveyance infrastructure that crosses the adjacent property to the north to discharge into Lake Washington. 2. Off -site Analysis A Level 1 offsite analysis was completed for this project. See Section 3 of this TIR. 3. Flow Control Facilities The proposed improvements are exempt from flow control requirements due to the site discharging to Lake Washington. 4. Conveyance System All proposed conveyance systems conform to the 2017 CORSWDM requirements, see Section 5 and Appendix C of this TIR for additional information. 5. Erosion & Sediment Control All proposed TESC measures conform to the 2017 CORSWDM requirements, see Section 8 of this TIR for additional information. 6. Maintenance & Operations A maintenance and operations manual is provided in Section 10 of this TIR. 7. Financial Guarantees & Liability PSE will provide appropriate financial guarantees as required by the City of Renton. Water Quality No runoff treatment is required for this project, refer to Section 4. 9. On -Site BMPs This proposed project is required to demonstrate compliance with Large Lot BMP requirements (>22,000 sf) and therefore on -site BMPs must be applied as specified per the requirements in 1.2.9.2.2 or demonstrate compliance with the LID performance standard. With consideration for the flow control exemption from draining to a large receiving water, lack of pollution generating impervious surfaces and existing stormwater infrastructure on the majority of the subject site, on -site BMPs are evaluated for feasibility as follows per Section C.2 of the 2017 City of Renton SWDM: 1) C.2.1 Full Dispersion — infeasible — The site is currently developed for the purpose of an electrical substation that shall remain in its current configuration through the Puget Sound Energy Page 9 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 proposed improvements. The flat grades and limited space around the perimeter of the existing site, as well as requirements for yard rock material around the substation make dispersion infeasible. 2) Full Infiltration — infeasible — existing infrastructure conveys stormwater directly to Lake Washington. The proximity to Lake Washington suggests that groundwater under the subject site will prohibit implementing full infiltration. The geotechnical report confirms that the groundwater level is around five feet below grade. 3) Roof Runoff Infiltration— There is an existing 30'xl8' (540 sf) control house at the southeast corner of the site. Due to the required yard rock for all areas within the site, the relatively impervious site soil conditions and high groundwater, infiltration of roof runoff is infeasible. There is also a remaining structure at the northeast corner of the site. The same issue applies to the decommissioned structure. 4) Limited Infiltration — Infeasible — Existing infrastructure conveys stormwater directly to Lake Washington. The proximity to Lake Washington and geotechnical report suggest that groundwater under the subject site will prohibit implementing limited infiltration. 5) Basic Dispersion — Infeasible — A new access road is proposed around the perimeter of the new site footprint. The road may be graded to sheet flow into the proposed landscape buffer around the site. However, a 50' vegetated flow path cannot be achieved due to the existing use of the site, available area at the perimeter and lack of slope. 6) Bioretention — Infeasible — Per infeasibility criteria #5, Where there is a lack of usable space for Bioretention facilities at re -development sites, or where there is insufficient space within the existing public right-of-way on public road projects. 7) Permeable Pavement —Infeasible —Per infeasibility criteria # 10, The site is to be covered with yard rock as required by PSE standards associated with Electrical Substations. For that reason, no pavement will be proposed on the site. Any site surface that is not occupied by the proposed landscaping of the site along the north and east perimeter will be yard rock. 8) Rainwater Harvesting — Infeasible — There are no significant structures from which to collect rainwater. Puget Sound Energy Page 10 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 City of Renton Surface Water Design Manual Special Requirements: 1. Other Adopted Area -Specific Requirements The project is not located in a designated critical drainage area or in an area included in an adopted master drainage plan, shared facility drainage plan, salmon conservation plan, flood hazard management plan, or lake management plan. 2. Flood Hazard Area Delineation The site is not located in or adjacent to a flood hazard area, therefore no floodplain/floodway delineation is required. 3. Flood Protection Facilities The site is not located next to a Type I or II stream and no modification to an existing flood protection facility is being made, therefore this requirement is not applicable. 4. Source Control Typically an electrical substation would implement a concrete containment curb around each transformer in the event of an oil spill. The subject site is a switching station and has no transformers on -site. No source controls are necessary on -site. 5. Oil Control The proposed site improvements do not constitute a high use site. The anticipated traffic volume is approximately one service vehicle per month for monthly substation inspections on the driveway around the site. The site will not be used for storage or transfer of petroleum products, nor will it be used for fleet storage or maintenance activities of diesel vehicles. The subject site is an electrical switching station and as such there is no electrical transformer on site containing oil, and no spill containment is proposed. See Section 5 Conveyance System Analysis. Puget Sound Energy Page 11 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank Puget Sound Energy Page 12 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 3 OFFSITE ANALYSIS TASK 1— STUDY AREA DEFINITIONS AND MAPS Overview This section of the TIR is a Level 1 Downstream Analysis per the Surface Water Design Manual Section 1.2.2 and 2.3.1.1 as required by the City of Renton. The site contains an existing electric substation. The remaining ground cover on -site, located around the perimeter of the substation, and consists of asphalt paving or gravel. There is an existing network of stormwater infrastructure on site with grading in such a manner to convey runoff to the infrastructure. The proposed development consists of an expanded substation footprint with access to be provided by a new gravel driveway through the site. The site will have a new landscape buffer around the perimeter of the substation. Upstream Drainage Analysis / Upstream Contributing Area Per the surveyed topography and subsequent site visit for the upstream and downstream analysis, there is a small upstream tributary area to the site. . The upstream run-on will be collected in the substation drainage system and conveyed to the existing outfall. See Figure 8: Developed Site Hydrology. TASK 2 — RESOURCE REVIEW Adopted Basin Plan The site is not located within an area covered by an Adopted Basin Plan. Critical Drainage Area The site is not located in a Critical Drainage Area. Sensitive Area Map Folio (FEMA Maps) The King County Sensitive Area Maps obtained from the King County website did not show that the site contained any wetlands, 100-year floodplains or seismic hazard areas, coal mine hazard areas, erosion hazard, landslide hazard, and landslide hazard drainage area. Therefore, no mapped sensitive areas are on or adjacent to the site. SCS Soils Survey The SCS Soils Map of King County shows the soil on site to be Urban Land. Please see Figure 4 for the SCS soils map. Wetland Inventory There are no wetlands on or near the site. Drainage Complaints There has been one drainage complaint on the site in the 2016. It was believed that the flooding Puget Sound Energy Page 13 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 was a result of construction activities on the adjacent site. There has been no drainage complaints since that time. TASK 3 — FIELD INSPECTION A site visit was made on June 23, 2020 to conduct the Level 1 inspection. The field investigation did not identify any evident flooding or erosion problems. Construction on the north side of the site has been completed and drainage management infrastructure has been installed and is functional. Stormwater infrastructure on -site is in good repair and fully functional. Drainage around the perimeter, including landscaping buffers will require grading to isolate the subject site from the severed site. TASK 4 — DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Drainage System Description The existing site has underground stormwater infrastructure within the current substation yard enclosure. Also the paved parking east of the existing shop building has storm conveyance installed. That paving will be removed and replaced with yard rock to gain compliance with PSE standards within the substation. Existing infrastructure will be utilized to the maximum extent feasible. Existing infrastructure conveys stormwater to the north side of the site where it is conveyed west, then north to lake Washington across the adjacent property. The downstream drainage infrastructure was installed in conjunction with the now complete Southport Office Building, just north of the subject site. Seasonal Drainage System Conditions The Army Corps of Engineers reports that the Lake Washington surface elevation fluctuates seasonally between 20 and 22 ft. This number is on the NVGD 29 vertical Datum. Conversion to the NAVD 88 vertical datum places the surface of the lake between 16.44 and 18.44. This is relevant because during the summer months, when the lake level is at its peak, the stormwater infrastructure downstream of the site contains a tail water condition. As the lake level drops into the fall and winter months, the downstream tail water condition is relieved to allow for capacity for the winter rains. Puget Sound Energy Page 14 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 Figure 5: Downstream Analysis Drainage System Table DOWNSTREAM ANALYSIS DRAINAGE SYSTEM TABLE SHUFFLETON SUBSTATION Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Description discharge reviewer, or resident see map Type: sheet flow, swale, stream, channel, pipe, drainage basin, vegetation, cover, depth, type of % '/< ml = 1,320 ft. constrictions, under capacity, ponding, overtopping, flooding, habitat or organism tributary area, likelihood of problem, overflow pathways, potential impacts pond; Size: diameter, sensitive area, volume destruction, scouring, bank sloughing, surface area sedimentation, incision, other erosion 1 Pipe 169 ft 15" storm 0-1% 0-135 none none Infrastructure rebuilt as part pipe to west of Southport office complex 2 Pipe 407 ft 18" storm 0-1% 135-570 none none Infrastructure rebuilt as part pipe north of Southport office complex 3 Stormwater Tunnel built prior to 0-1% 570-925 none none No erosion problems Discharge Tunnel Southport north 4 Discharge to Lake Existing point of 925 none none No erosion problems Washington discharge to remain Puget Sound Energy Page 15 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank Puget Sound Energy Page 16 i"W 204,72�' --- I -- S43'07'333"E 204-33' - I -------_-- p 0 0 wf I� I I I I I� ° II rr 1 II I, I zAi' Ir I V� 1 !�f 1 #4 DISCHARGE TO I ' LAKE WASHINGTGN ; ; I �k Figure 6 -Downstream Analysis Map ---------------- I DISCHARGE FROM SITE #1 STORM PIPE -- #2 STORM -- #3 STCRMWATER TUNNEL.,_ l PE f r hi 3,47 (17"W 1113 1 ^ 1012JI20201: \Substation Design \Shuffle ton \Drainage Report\Data Shortcuts\Frgure 6.dwg Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) & WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The substation site consists of a 103,968 sf (2.39 acre) lot with existing electrical substation and appurtenances. The existing fenced substation footprint of 52,278 sf, along with the west adjacent paved parking and north adjacent paved access road have storm drain infrastructure in place that collects runoff and conveys it directly to the site's discharge at Lake Washington. The shop building just west of the substation site, adjacent parking on the west side of the building and gravel storage lot further west contribute to the existing direct discharge infrastructure. Severance of the existing building roof leaders will be performed at time of substation redevelopment. Roof runoff will be accommodated with temporary leaders on the severed site until building is removed. The remaining severed site has existing functional drainage infrastructure that will remain until the time the redevelopment is performed by others. There is a single catch basin off -site on the south property line that collects tributary area that is not a part of the retained site. This catch basin shall remain until such time that redevelopment is performed. See Figure 7: Existing Site Hydrology Map. B. Developed Site Hydrology All proposed projects, including redevelopment projects, must provide onsite flow control facilities or flow control BMPs or both to mitigate the impacts of storm and surface water runoff generated by new impervious surface, new pervious surface, and replaced impervious surface targeted for flow mitigation. There is one exception within the City of Renton SWDM, the subject site discharges directly to a major receiving water (Lake Washington). As mentioned above, the retained site consists of 2.39 acres, of which the proposed project includes 42,973 square feet of new and replaced impervious surfaces. The total site stormwater collection infrastructure will capture existing impervious already conveyed to Lake Washington along with the replaced surface runoff tributary. Existing impervious on the severed site will continue to be conveyed to the direct discharge point until redevelopment of the site. Existing off -site conveyance has been updated as a part of the Southport office complex built circa the year 2014. Stormwater infrastructure installed at that time, which crosses the Southport office complex property was improved to carry the runoff from the subject site to Lake Washington. See Figure 8: Developed Conditions Map and Figure 3: Basins, Subbasins and Site Characteristics for off -site conditions. Puget Sound Energy Page 18 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank. Puget Sound Energy Page 19 DOWNSTREAM CONVEYANCE TO OUTFALL AT LAKE WASH I NGTON r� Ili . BUILDING SOLD AS PART OF LOT LINE ADJUSTMENT C0 I I - ii I+, ---- 0 --- THIS AREA SO/LI S PART OF LO z INE ADJUSTMENT p -------- --- - 23 / I � � i THIS AREA SOLD AS PART OF LOT_ LINE ADJUSTMENT Figure 7 -Existing Site Hydrology Map SOUTHPORT RETAINING WALL OFF -SITE STORM INFRASTRUCTURE INSTALLED DURING LANDSCAPING CONSTRUCTION OF SOUTHPORT OFFICE BUILDING /_ - ----------------- —x ------- — ---- -- -22 L J SPILL �J -\- 23/ �� RETIRED i CONTAINM ii l F7 POWER 7777'17 AR 1I _II r7 GENERATION 1 BLDG ❑ I -- II I II II II I it it II II �i II o i i 1 23, LOT 2 — RETAINED PSE SITE % --N-- 103,968 S.F. (2.39 ACRES) W I I II II J� ELECTRICAL INFRASTRUCTURE II-❑ r_ ❑ FOUNDATION (TYP) I i l l I I I I I I I I I I I I / SUBSTATION SECURITY FENCE I 1 II i t n n n I � I Ir71 I I I I I I I II I_I I I I I - -- ---, 4,v / / ❑ ❑ 11) 1 / 1 / 1 z----------- / f ECO-BLOCK RETAINING WALL I / 3"E 369.00' I =NEW LOT LINE - wMI LOT 1 335,602 S.F. (7.70 ACRES) PAVED SITE ACCESS ROAD o wv 27 10115120201: \Substation Design \Shuffle ton \Drainage Report \Data Shortcuts\Figure 7. dwg j DOWNSTREAM CONVEYANCE PERFORATED PERIMETER I�TO OUTFACE AT LAKE LANDSCAPING RETAINING WALL WASHINGTON OFF -SITE STORM INFRASTRUCTURE INSTALLED DURING UNDERDRAIN IN TO REMAIN 7LLJ ----- CONSTRUCTION OF SOUTHPORT OFFICE BUILDING LANDSCAPEING -------- ---- RETIRED -'- i I n rI n I RETAINING WALL r7 POWER TO REMAIN III GENERATION BLDG L •' dl � --- - I i / J BUILDING TO BE 0, ' �— / _ I \ / � r — _� r r � r _1 I REMOVED BY / --_ I_ \ OTHERS A LOT 1 SEVERANCE o LOT 2 - RETA NED PSE SITE LJ I J II '. PERFORATED i 103,968 S.F (2.39 ACRES) UNDERDRAIN IN i \ LANDSCAPEING F'�- \\ ELECTRICAL INFRASTRUCTURE 0 FOUNDATION (TYP) fil ` PERIMETER \ LANDSCAPING l i it ---I -_I -I W \I Wz Z - - - _I 1 Z- \� J/ \ O o / 1 -2 I�-- 717-1-- -- z RETAINING WALL SUBSTATION \a SECURITY FENCE SUBSTATION PERIMETER SHOULDER I i - NA-6°43�23"E1-369400' 'J' � � /�v / I i I NEW LOT LINE /I T / PERIMETER _ LANDSCAPING EXISTING CB OFFSITE ---- ' PAVED SITE ACCESS ROAD REMAIN UNTIL REDEVELOPMENT�s -- - - Figure U-Developed / � -PORTION ON RETAINED SITE OF SEVERED SITE Q \ g p / LOT 1 TO BE REMOVED \\ 335,602 S.F. (7.70 ACRES) -REMAINDER TO BE LEFT \ FOR LOT 1 REDEVELOPMENT O j T Conditions Ma 11110120201: \Substation Design\Shuffle ton\Drainage Report\Data Shortcuts\Figure 8.dwg Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 C. Performance Standards Flow Control The subject site is exempted from Core Requirement #3 due to directly discharging to Lake Washington as discussed below. Direct Discharge Exemption (Section 1.2.3) Any onsite natural drainage area is exempt from the flow control facility requirement if the area drains to one of the major receiving waters listed in Table 1.2.3.B (Lake Washington), AND meets the following criteria for direct discharge to that receiving water: 1. The flowpath from the project site discharge point to the edge of the 100 year floodplain of the major receiving water will be no longer than a half mile, except for discharges to Lake Washington, AND The project proposes to discharge directly to Lake Washington, See Figure 3. 2. The conveyance system between the project site and the major receiving water will extend to the ordinary high water mark, and will be comprised of manmade conveyance elements (pipes, ditches, etc) and will be within public right-of-way or a public or private drainage easement, AND The existing outfall to Lake Washington does extend to the OHWM and the existing conveyance system outside of the substation is composed entirely of manmade conveyance elements that convey stormwater to the north side of the site where it is conveyed west, then north to Lake Washington across a private stormwater easement. See Figure 3 and Appendix B for more information. 3. The conveyance system will have adequate capacity to convey the 25 year peak flow (per Core Requirement #4, Conveyance System), for the entire contributing drainage area, assuming build - out conditions to current zoning for the equivalent area portion (the area that is contained within an arc formed by the shortest, straight line distance from the conveyance system discharge point to the furthermost point of the proposed project) and existing conditions for the remaining area, AND All proposed conveyance systems conform to the 2017 CORSWDM requirements, see Section 5 of this TIR for additional information. A portion of the on -site stormwater conveyance will require re -configuration in order to separate the adjacent severed site from that to be retained. There is an existing catch basin off -site on the south property line of the subject site. This catch basin will be left in service until such time that the severed site redevelopment is performed. 4. The conveyance system will be adequately stabilized to prevent erosion, assuming the same basin conditions as assumed in Criteria (c) above, AND No erosion problems were observed in the existing conveyance system. 5. The direct discharge proposal will not divert flows from or increase flows to an existing wetland or stream sufficient to cause a significant adverse impact. No wetlands or streams will be impacted as part of this project. Puget Sound Energy Page 22 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 Water Quality System The proposed improvements do not include any pollution generating impervious surfaces as defined by the CORSWDM. The substation maintenance access driveways are not regularly used by vehicles and typically are used by one vehicle per month to conduct monthly substation inspections by PSE employees. Pollution Generation Surfaces Core Requirement #8 as addressed below: Surface Area Exemption A proposed project or any threshold discharge area within the site of a project is exempt if it meets all of the following criteria: a) Less than 5,000 square feet (none) of new plus replaced PGIS that is not fully dispersed will be added, AND b) There are no New Pollution Generating Pervious Surfaces associated with the project as defined by the CORSWDM. Puget Sound Energy Page 23 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank Puget Sound Energy Page 24 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN A portion of the retained site contains existing storm conveyance infrastructure to be retained. The condition of the existing infrastructure on -site and from the site to the point of discharge has been confirmed as in serviceable condition. Due to the direct discharge exemption that covers the subject site, conveyance calculations will be limited to verification that the existing stormwater infrastructure can convey the 25-year storm peak flow per Core requirement #4. There are two small off -site drainage tributaries that will continue to be managed by infrastructure on the retained PSE substation site until such time that redevelopment is performed. These areas are roof runoff on the west property line and an existing catch basin on the south property line. See Figure 3. The existing catch basin off -site on the south property line will be left in service until such time that the severed site redevelopment is performed. The roof drainage will be allowed to flow overland through the substation landscaping on -site until such time that redevelopment is performed. These two tributaries are inconsequential to the 25- year storm peak flow conveyance check as they will ultimately contribute to the downstream conveyance in question via a different routing in the future and are thus accounted for. Storm conveyance Calculations for the downstream pipe were acquired from The City of Renton and are included in the Appendix D for reference. However, the tributary area has increased in the calculations performed and included by PSE in this report. Per the conveyance calculations (including backwater analysis), see Appendix C, the existing conveyance system has adequate capacity to convey the runoff from the proposed project and contributing tributary areas. Puget Sound Energy Page 25 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 6 SPECIAL REPORTS AND STUDIES The reports and letters listed below can be found in Appendices. 1. A geotechnical report completed by Earth Consultants, Inc., dated September 4, 1980. Puget Sound Energy Page 26 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank Puget Sound Energy Page 27 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 7 OTHER PERMITS Puget Sound Energy Page 28 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 This page intentionally left blank. Puget Sound Energy Page 29 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 8 CSWPP ANALYSIS AND DESIGN EROSION AND SEDIMENT CONTROL PLAN An Erosion and Sediment Control (ESC) plan has been created for the site. Please reference the engineering plans for more information. The ESC plan is in accordance with the 2017 CORSWDM. Some of the Best Management Practices (BMP's) used for the site include filter fence, catch basin protection, a rock -lined construction entrance, and two temporary sediment traps. Clearing Limits: Clearing limits have been shown on the TESC plan sheet and will delineated on site by the use of filter fence and high visibility construction fence for the purpose of preventing disturbance of those areas of the project that are not designated for clearing and or grading. Cover Measures: Temporary and permanent cover measures shall be provided to protect all disturbed areas, including the faces of cut and fill slopes. Temporary cover shall be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). Cover practices shall include application of mulch and/or plastic sheeting. Perimeter Protection: Perimeter protection to filter sediment from sheet flow shall be located downslope of all disturbed areas and shall be installed prior to upslope grading. Silt fence will be used as perimeter protection, which will reduce the amount of sediment transported off the site Traffic Area: Unsurfaced entrances, roads, and parking areas used by construction traffic shall be stabilized to minimize erosion and tracking of sediment off site. Stabilized construction entrances shall be installed as the first step in clearing and grading. A rock lined construction entrance will reduce the amount of sediment transported off the site by construction vehicles and reduce the areas disturbed by vehicle traffic. Dewatering Control: Dewatering is not anticipated due to gravel surfacing fill across the site and minimal depth of grading to be performed. Dust Control: Preventative measures to minimize the wind transport of soil shall be taken when a traffic hazard may be created or when sediment transported by wind is likely to be deposited in water resources or adjacent properties. Water will be used as needed to control dust. Flow Control: Construction runoff is anticipated to be very minimal based upon the native course soils. Sediment traps are provided to allow for settling and infiltration. ESC Supervisor: Puget Sound Energy Page 30 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 The ESC supervisor will be identified by the contractor selected from a competitive bid process. The ESC supervisor will be a certified professional in Erosion and Sediment Control or a Certified Erosion and Sediment Control Lead. Wet Season Requirements: Construction is anticipated to occur during the 2021 dry season. Should construction carry into the wet season the following provisions must be followed. Any site with exposed soils during the wet season (October 1 to April 30) shall be subject to the special provisions below. In addition to the ESC cover measures (see Section D.3.2, p. D-10 of the CORSWDM), these provisions include covering any newly seeded areas with mulch and identifying and seeding as much disturbed area as possible prior to September 23 in order to provide grass cover for the wet season. A "wet season ESC plan" must be submitted and approved by the City before work proceeds or continues. Wet Season Special Provisions All of the following provisions for wet season construction are detailed in the referenced sections. These requirements are listed here for the convenience of the designer and the reviewer. 1. The allowed time that a disturbed area may remain unworked without cover measures is reduced to two consecutive working days, rather than seven (Section D.3.2). 2. Stockpiles and steep cut and fill slopes are to be protected if unworked for more than 12 hours (Section D.3.2). 3. Cover materials sufficient to cover all disturbed areas shall be stockpiled on site (Section D.3.2). 4. All areas that are to be unworked during the wet season shall be seeded within one week of the beginning of the wet season (Section D.3.2.5). 5. Mulch is required to protect all seeded areas (Section D.3.2.1). 6. Fifty linear feet of silt fence (and the necessary stakes) per acre of disturbance must be stockpiled on site (Section D.3.3.1). 7. Construction road and parking lot stabilization are required for all sites unless the site is underlain by coarse -grained soil (Section D.3.4.2). 8. Sediment retention is required unless no offsite discharge is anticipated for the specified design flow (Section D.3.5). 9. Surface water controls are required unless no offsite discharge is anticipated for the specified design flow (Section D.3.6). 10. Phasing and more conservative BMPs must be evaluated for construction activity near surface waters (Section D.5.3). 11. Any runoff generated by dewatering may be required to discharge to the sanitary sewer (with appropriate discharge authorization), portable sand filter systems, or holding tanks. 12. The frequency of maintenance review increases from monthly to weekly (Section D.5.4). Puget Sound Energy Page 31 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SWPPS Plan Design The following activities and their BMPs are anticipated for the construction of the Shuffleton Substation. The contractor will be selected from a competitive bid process and they will have their own SWPPS that may vary slightly from the information provided and will be used to augment the information provided below. Storage of Liquid Materials in Portable Containers: The contractor will likely keep small quantities of fuel in portable containers for use in generators. • Place tight -fitting lids on all containers. • Enclose or cover the containers where they are stored. The local fire district must be consulted for limitations on clearance of roof covers over containers used to store flammable materials. • Raise the containers off the ground by using a spill containment pallet or similar method that has provisions for spill control. Storage of Soil, Sand and other Erodible Materials: Construction will require stockpiling native and import material including yard course, base course, crushed surfacing top course, sand, and washed drain rock. Materials shall be covered according to the erosion and sediment control plan. Cover and contain the stockpiles of raw materials to prevent stormwater from washing material to surface waters or a storm drainage system. The covers must be in place at all times when the stockpile is not in active use. Do not hose down the contained stockpile area to the storm drainage system. Stockpiles located away from paved areas or where material will not be washed or tracked to the storm drainage system may not need to be covered unless windy conditions cause air borne particulates that could settle on hard surfaces and subsequently washed into adjacent surface waters or storm drainage systems. Storage of Pesticides and Fertilizers: Long term storage of pesticides and fertilizers is not anticipated during the construction or operation of the proposed substation facility. Fertilizers will be used during the installation of the landscaping improvements. The fertilizers will not be stored on site. Cleaning or Washing of Tools and Equipment This activity applies if you clean all types of tools and equipment. This includes landscaping equipment such as lawn mowers and weed whackers; tools used at auto and other equipment repair activities; and, manufacturing equipment such as saws, grinders and screens. Uncontrolled outdoor washing can contribute toxic hydrocarbons and other organic compounds, oils and greases, nutrients, metals, harmful pH, and suspended solids to stormwater runoff. Concrete trucks and finishing equipment will be washed in a washdown container located on - site. Fueling Operations During construction the contractor will likely refuel their equipment onsite. After construction there will not be any refueling activities onsite. The following BMPs, or equivalent measures, methods, or practices, are required during mobile fueling operations: Puget Sound Energy Page 32 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 • Locate the fueling operation to ensure leaks or spills will not discharge, flow, or be washed into the storm drainage system, surface water, or groundwater. • Use drip pans or absorbent pads to capture drips or spills during fueling operations. • If fueling is done during evening hours, lighting must be provided. • Store and maintain appropriate spill cleanup materials in the mobile fueling vehicle. Ensure that employees are familiar with proper spill control and cleanup procedures. Vehicle and Equipment Repair and Maintenance During construction contractor vehicles and equipment may breakdown and need repairs. Minor repairs may be completed on site. If repairs are completed on site the The following BMPs, or equivalent measures, methods, or practices, are required if you are engaged in engine and vehicle repair and maintenance: • Inspect vehicles and equipment for leaks. Use drip pans or absorbent material to capture leaking fluids. Clean up any spilled fluids immediately. • Keep waste oil, antifreeze, and other fluids properly covered and contained. • Store batteries upright in a secure, contained, covered place. Don't store batteries outside on the ground. Check to ensure batteries are not damaged or leaking. Keep battery acid neutralizing materials, such as baking soda, available near the storage area. • Call the Business Waste Line at 206-296-3976 or see http://www.govlink.org/ hazwaste/business/index.cfm for information on the proper disposal and recycling of vehicle fluids, filters, and batteries. • Sweep paved work areas as needed to clean up debris. Clean up vehicle fluids with rags or other absorbent material immediately. Never wash paved areas to a storm drain or the street. • Regular work at a stationary business location should be done indoors. If temporary work is being conducted outside, use a tarp, ground cloth, or drip pans beneath the vehicle or equipment to capture all spills and drips. The collected material must be disposed of, reused, or recycled properly. See BMP Info Sheet 2 in Appendix E for information on disposal options. • Ensure employees are trained in the proper handling, storage, and disposal of vehicle and equipment fluids. • Store and maintain appropriate spill cleanup materials in a location known to all. Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures. Call the Business Waste Line at 206-296-3976 for information on the proper disposal of used absorbent materials. • Industrial laundry services are available that provide reusable cloth shop rags to clean up small drips and spills. A list of industrial laundry services that manage shops rags is available online at http://www.govlink.org/hazwaste/ business/wastedirectory/wasteindex.cfm#S. Do not wash cloth rags at home or at a regular commercial laundry. Landscaping Activities and Vegetation Management The contractor will be responsible for installing the landscaping improvements and maintenance activities for the first year. After the first year PSE vegetation management crews will maintain the landscaped areas. The following BMPs, or equivalent measures, methods, or practices are required if you are engaged in landscaping activities: Puget Sound Energy Page 33 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 • Do not apply any pesticides directly to surface waters, unless the application is approved and permitted by the Washington State Department of Ecology. • Mix pesticides so that spilled material will not be washed to surface waters, the storm drainage system, or onto the ground. Clean up any spills immediately. Ensure employees are trained on the proper use of pesticides and in pesticide application techniques to prevent pollution. Washington pesticide law requires most businesses that commercially apply pesticides to the property of another to be licensed as a Commercial Applicator. • Follow manufacturers' recommendations and label directions. Pesticides and fertilizers must never be applied if it is raining or about to rain. Do not apply pesticides within 100 feet of surface waters such as lakes, ponds, wetlands, and streams. This also can include stormwater conveyance ditches. Remove weeds/vegetation in stormwater ditches by hand or other mechanical means. Chemicals should be used as a last resort. • Dispose of grass clippings, leaves, branches, sticks, or other collected vegetation, by recycling, composting, or burning (if allowed). Do not dispose of collected vegetation into storm drainage systems, conveyance ditches, stormwater ponds, or surface water. • Use mulch or other erosion control measures when soils are exposed for more than one week during the dry season or two days during the rainy season. • Implement water conservation practices to assure sprinkler systems do not "overspray" vegetated areas and discharge to hard surfaces such as sidewalks, driveways, and parking lots. Adjust sprinkler heads accordingly. Minimize water use so runoff does not occur or enter storm drainage systems. Use approaches to reduce water use such as those described in the Natural Yard care program. http ://your.kingcounty. gov/solidwaste/naturalyardcare/watering. asp • The King County Noxious Weed Control Program provides best management practices for the removal of typical noxious weeds such as blackberry and purple loosestrife. Call 206-296-0290 or see http://www.kin cg ounty_gov/environment/animalsandplants/noxiousweeds/weed-control- practices.aspx for more information. Puget Sound Energy Page 34 Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Puget Sound Energy will provide bonding as required. Puget Sound Energy Page 35 Facility Summary Sketch CS W/SOLID LID M259 SE B5 EP IF 18 INSTALL PIE " PVC WHERE VALVEPV WAS REMOVED 13 LF NDMH 518 CENTERPERF VO OPLLANTTERIN 69 L 8 PVC e 0 �5X SD " NW EE 98j46 SHEEP IO.ETA. SEE ------ I 1 .T 2. O IL TI--� g�Lu44 zs LF B^Pvc 1sD iF T tll B43 III IIII I �I • �u � II Ian gn i EASEMENT III I��+ mn INd tl hill I Ntl w 29 LF tl 1, SIN PLIVEER I" SEEAiiEET z. PROP RTMOLSD TO I!� II AND PLUGGEDME Y FOR RINATER �. IN I � RIEAELouz ILL.- --- RN IE19.T6 'RETATNING CLEANODT M EL 21.84 WALL SW I ESMT I 20.37 9i CB26 ____-= 0 /II 17i1 RUDE�\1 = 1 -fY DRAIN ^'I II II ull EVACANNG E-T171 BDILOINGT3 LF B" PVC iO rvll L11' a aaaaa aW(�CB4l I'-_-1 III.. 'j CB15" L__::I ryL--�1 II Y1 CB29 'III I I _ 4 I'_l L __::I L__::I L__::I L__:i II L_-::I L Y15 1LF 8" PVC 12" CONC II e .58X PIPE II CB19 IT LF CB36Ek==1 5" SL10l i9 PVC - r. .1 IfiO g�_ 5 I' =7 _cB38 1 F - ' - 1 F, - i --- I I 1 1- I 1 1 I- I- 1 1 I. 11 II L__111 II L_-111 11 L__111 II L__11 j III L -I I II L__I 11 II L_-111 11 .. ., Ill ABANDON, \ 1 12" cONG�PIPE I� IIIY (III IIIF '11� CIF --"I III___III---;IIIL -(IIIF '11� IIIY IIII IIIF '11� �I� I °\ ----I L--::I I ----I L--::I I ----I L--::I I ----I 1..___ L--::I I ----I L--::I I ----I L--::I I ----II 12" CONC III CB32 I II 1 ra1 E I I I I I I I 1 1 1 I III 1 1 1 1 I I I`JI �tlo N ols, I i SCE ---60 LF --- ----AD LF--- yI�� �4Y� CB34 6" SCH 80 PVL CB33 6" SCH 80 PVL 11 CB21 TYPE 1 CATCH BASIN ITI SEE SHEET 2. tl CB51 " �1\-I -- T L tl PVCSROOF GRAIN j CB52 HI QI L IM LLIo I oIm RELOCATED R NSFF-___ F__, SERF[AOME (REF ONLY) pIp �I L-- - - - - CB40� V I CB41 GRAPHIC SCALE LEGEND PROPERTY LINE SU.TAT.CN FENCE EXIISTINGSTONM DRAINAGE PIPE • _ _ _ _ _ = PROPOSED STORM DRAINAGE PIPE EXISTING RETAINING MALL PROPOSED RETAINING WALL PRYPYSED CATCH BASIN TYPE EXISTING CATCH BASIN TYPE I EXISTING GRATE INLET W/OILSTOP VALVE a EXISTING GATE VALVE F EXISTING FOONDATION IREF ONLTI 0 GRAVEL DRIVEWAY CATCH BASIN SCHEDULE CB15 - TYPE is DESIGN DR (EXIST) IS" - TYPE is DESIGN 0* IE%ISTI RIM EL 21.80 20.55 RIM EL 22. 68 NE B" IE 20 55 N IF 20.47 SW- 6" IE 20. 00 CRBMT - TYPE 1A DESIGN D. IEXISTI RIM EL 22.681 (EXIST) SE B" IF 2C.79 ME- IIF20.44T S,M92L E2POB1a DES [GN D. IEXISTI REM 6" 2E . IAOJIIST RIM TO 22.30 N- 12" IE220,34 NW- 0" 20.9T 9T IBM1 - TYPE is DESIGN D* (EXIST) NW- HE 20.89 I21.69 SW-HE20.95 RIM CB24 21 PBE 1 (EXIST) SE- 8" IS 20. 06 - 2" E 0.0 3 CD25 TYPE 1 !EXIST) RIM 11. 90 W- IE 20.15 SME E e" IE 20.25 - IE 20. 35 '72' TYPE 1 IEXISTI RIMEL 21.0] CB41 - ;YPE 1 (EXIST) NW- 6L ]E 21.04 CB43 - TYPE 1 (EXIST) NEM BL IE 18 82 SM- 0" IE 10:DO CBM4 - TYPE 1 (EXIST) EL 21. S5 NE e" IE 18.86 " IE i8.16 5 S.IF18.i1 E e" IS18.86 Cn46 - iYPE 1 lW EL 22.63 NE- 8" IE 19.82 E- 12" IE 19.42 SE- B' IE 19.14 - B' HE19.14 IE 19.3i 19. 14 S�- B' IE 19. i4 CB29 TYPE 10 DESIGN D. (EXIST) RIM EL 3" BELOW SDRRODNDING S- 12" EXISTING PIPE ELEVATIONADE CBdi - TYPE 1 HI EL 22.'4 NW- 12" IF 20.12 SW- 8' HE 9.50 CB32 TYPE is DESIGN D� IEXISTI RIM EL 2288 CB48 iYPE 1 Hlu EL 22.B5 SE- IF 20:48 SW- IS 20.53 SE 8' IE 9.30 11 B° IE 19.30 1 (EXIST) N 8' IE 19.30 RBI M3 22P5 CB49 - TYPE 1 IW EL 22.Yo - EI EL 21 218 S'#- 8' HE 19. 53 TYPE RI M4EL . E5IEXISTI CB - TYPE 1 10 EL 22.B6 - I 2 .5 E- 8" HE 19..42 4#- V HE 19.42 RIM5EL T2PSBt IEXISTI CBB55 - PE 1 HINIEL 22.T0 E- 20.79 W- B' IE 449. RIM ELL 22P5 1 (EXIST) a CBy}- i E HIM EL 22.00 E- 21L09 Y• SEE DETAIL z ON SHEET 2 M�- V HE 2- REFERENCENDRAWINGS G-20892 TEMPORARY ERDSIDN/SEDIMENT GDNTRDL PLAN D-P.81, STRUCTURAL PLAN D - 0894 GRADING AND FENCING PLAN LLUI�, Knox what's belOW. CaII bePore you dfg. Technical Information Report for Shuffleton Substation Lot Line Adjustment June 25, 2020 SECTION 10 OPERATIONS AND MAINTENANCE MANUAL The storm drainage elements requiring maintenance attention include: Type 1 and 2 catch basins and all storm conveyance lines. The following operation and maintenance guidelines are applicable for the proposed storm drainage system for the Shuffleton Substation. Puget Sound Energy Page 37 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON -SITE BMPS NO. 5 - CATCH BASINS AND MANHOLES MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Structure Sediment Sediment exceeds 60% of the depth from Sump of catch basin contains no sediment. accumulation the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than % cubic foot No Trash or debris blocking or potentially which is located immediately in front of the blocking entrance to catch basin. catch basin opening or is blocking capacity of the catch basin by more than 10%. Trash or debris in the catch basin that No trash or debris in the catch basin. exceeds'/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could No dead animals or vegetation present generate odors that could cause within catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract or foot in volume. support the breeding of insects or rodents. Damage to frame Corner of frame extends more than % inch Frame is even with curb. and/or top slab past curb face into the street (If applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than '/< inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than '/z inch and longer than Catch basin is sealed and is structurally bottom 3 feet, any evidence of soil particles sound. entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than '% inch and longer than No cracks more than'/a inch wide at the 1 foot at the joint of any inlet/outlet pipe or joint of inlet/outlet pipe. any evidence of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch Basin replaced or repaired to design misalignment or has rotated more than 2 inches out of standards. alignment. Damaged pipe joints Cracks wider than '/z-inch at the joint of the No cracks more than %-inch wide at the inlet/outlet pipes or any evidence of soil joint of inlet/outlet pipes. entering the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in No trash or debris in pipes. inlet/outlet pipes (includes floatables and non-floatables). 12/12/2016 2017 City of Renton Surface Water Design Manual A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON -SITE BMPS NO. 5 - CATCH BASINS AND MANHOLES MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Inlet/Outlet Pipe Damaged inlet/outlet Cracks wider than at the joint of the No cracks more than %-inch wide at the (cont.) pipe inlet/outlet pipes or any evidence of soil joint of the inlet/outlet pipe. entering at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than'/a inch. Grate opening meets design standards. (Catch Basins) Trash and debris Trash and debris that is blocking more Grate free of trash and debris. footnote to than 20% of grate surface. guidelines for disposal Damaged or missing Grate missing or broken member(s) of the Grate is in place and meets design grate grate. Any open structure requires standards. urgent maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in Cover/lid protects opening to structure. place. Any open structure requires urgent maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and reinstalled remove cover/lid after applying 80 lbs. of lift. by one maintenance person. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON -SITE BMPS NO. 6 - CONVEYANCE PIPES AND DITCHES MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Pipes Sediment & debris Accumulated sediment or debris that Water flows freely through pipes. accumulation exceeds 20% of the diameter of the pipe. Vegetation/root Vegetation/roots that reduce free Water flows freely through pipes. growth in pipe movement of water through pipes. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or Pipe repaired or replaced. coating or corrosion corrosion is weakening the structural integrity of any part of pipe. Damaged pipes Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per Trash and debris cleared from ditches. 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and accumulation of the design depth. debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation removed may constitute a hazard to City personnel according to applicable regulations. No or the public. danger of noxious vegetation where City personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation Vegetation that reduces free movement of Water flows freely through ditches. growth water through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above Replace rocks to design standards. place or missing (If native soil area 5 square feet or more, any applicable) exposed native soil. 12/12/2016 2017 City of Renton Surface Water Design Manual A-12 APPENDIX A Inc. G+eotechnical Engineering and Geology 1805 - 136th Place N.E., Suite 101, Bellevue, Washington 98005 Phone: (206) 643-3780 / Seattle (206) 464-1584 September 4,.1980 Mr. Wayne Porter Puget Sound Power and Light Company 10608 N. E. Fourth Bellevue, Washington 98004 Subject: Transmittal of Report Geotechnical Study Shuffleton Power Plant Addition Renton, Washington Dear Mr. Porter: E-1149 Transmitted herewith are four (4) copies of the report presenting the results of our geotechnical ,engineering study for the Shuffleton Power Plant Additions. The report includes a description of our subsurface exploration, laboratory testing, engineering analyses and our recommendations for foun- dation support. Please call if you have any questions. wASlf w Cn ) z O iF C�ST�� M A AB/jb Respectfully submitted, E RTH CONSULTANT I i Anil Butai1, P. E. Chief Engineer MICROFILMED SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING STUDIES FOR SHUFFLETON POWER PLANT ADDITION RENTON, WASHINGTON E-1149 MICRORUvIED SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING STUDIES FOR SHUFFLETON POWER PLANT ADDITION RENTON, WASHINGTON E-1149 1. INTRODUCTION This report presents the results of our geotechnical engine- ering study for the proposed addition to Puget Sound Power and Light Company's (PSP&L) Shuffleton Power Plant in Renton, Washing- ton. The study has been performed in accordance with the scope outlined in our proposal dated October 12, 1979 and the study area is shown on Plate 1. In conjunction with our study we also reviewed boring data for the existing facilities as shown on Drawing No. F-5W-2027 prepared by Stone and Webster Engineering Corporation, dated December, 1929; and a report by Pacific Testing Laboratories, dated May, 1977. -1- IV11C i0;:iLMEI3 2. SCOPE The purpose of our investigation was to determine the subsur- face conditions beneath the area of the proposed addition, and to develop recommendations for use in design and construction of foun- dations for the proposed structures. Seven test borings were drilled on the site during the cur- rent investigation. In addition to the test boring data, our report includes a description of the surface and subsurface con- ditions, generalized geologic cross -sections, a description of the proposed facilities, laboratory test data, and our conclusions and recommendations based on our interpretation of subsurface condi- tions and engineering analyses. Field conditions and the results of our preliminary engineer- ing analyses were conveyed to PSP&L as, and when they were devel- oped during our study. Z - MICROFILMED 3. PROJECT DESCRIPTION At the time our study was performed, the site and proposed plant additions were as shown schematically on the Boring Location Plan, Plate 1. This is based on a preliminary layout prepared by PSP&L, dated September 1979. It is planned to construct a turbine unit adjacent to the south side of the existing turbine unit near the north central portion of the area (Boring B-1). An alternate location for the turbine unit has also been proposed north of the existing ware- house office and truck facility building in the northeast corner of the site (Boring B-6). The oil storage tanks with a capacity of 4 million gallons will be located south of the existing switch- yard in the southeast corner of the site near the Boeing Parking Area (Borings B-2 and B-3). Another similar storage tank facility will also be provided east of the existing warehouse building in the northeastern corner of the site (Boring B-7). A possible location for the tanks near Boring B-4 was also being considered earlier. We, however, understand from the pre- liminary layout prepared by PSP&L, dated November 16, 1979, that no tank structures will be constructed in this area. Each tank area will be surrounded by a S foot high earth berm, with a minimum crest width of 3 feet. This berm would serve as a containment structure in the event of any oil spillage from the tanks. -3- ry ic—r o;-uPED A few lightly loaded single -story pre-engineered structures will also be constructed on the site. No specific locations for these buildings have yet been determined. We understand that the oil storage tanks and the turbine unit will be similar to those installed in PSP&L's Whitehorn Generating Station Addition in Ferndale, Washington. Details of the proposed structures under current investigation are given below and are based on periodic discussions with PSP&L personnel as well as published data for the Whitehorn Generating Station. 3.1 Oil Storage Tanks The tanks will be cylindrical steel structures with a capa- city of 4 million gallons each. The tank will be approximately 50 feet high and 120 feet in diameter. When filled with oil to its capacity, each tank will impose a pressure of about 2800 pounds per square foot (psf) at the base. If these pressures cause settlements which are detrimental to the safe performance of the structures, we understand that two tanks with smaller diameters and heights and having a combined capacity of 4 million gallons may be used. Hence, in our analyses we have also consid- ered two -tank units in each tank area assuming a tank diameter of 110 feet and height of about 28 feet resulting in a foundation pressure of about 1750 psf. -4- ?Vf1Cn^OP P,1ED The existing tanks northwest of the existing plant building are reportedly supported on pile foundations. However, no details of the pile foundations are available. 3.2 Turbine Unit The turbine unit will be supported on a reinforced concrete mat with a minimum thickness of 3.feet. The mat will have an approximate length of 102 feet and width of 11 feet with the central 40 foot section having a width of 20 feet. The base of the mat will be 3 feet below the adjacent finish grade. The manufacture's criteria for the turbine unit consist of an allow- able soil bearing pressure of 2000 pounds per square foot for foundation support and differential settlements not to exceed 0.0005 feet per foot of length. This corresponds to approximately 1/8 and 5/8-inch over the width and length of the mat, respec- tively. The average foundation pressure due to the static weight of the mat and the turbine unit is reported to be approximately 750 psf. . The existing turbine unit in the Shuffleton Plant is also reportedly supported on piles with a penetration length of about 65 feet. Test pile data recorded in 1929 by Stone and Webster Company indicated load bearing value of driven piles varying from about 15 to 28 tons using the Engineering News Record formula. However, no data regarding pile type and the pile diameter are available. - 5 - MiCI3c;-,! ,v::;,9 3.3 Pre-engineered Structures We understand that a few extremely light pre-engineered buildings will be constructed on the site. A previous soils report by Pacific Testing Laboratories, dated May 16, 1977, for the Shuffleton Warehouse expansion indicates that the existing warehouse building and the expansion located northeast of the site have been designed for a maximum footing load not to exceed 500 pounds per square foot. No details of the proposed pre-engineered structures, nor their locations have yet been determined. It is, however, under- stood that the foundation loads for such buildings will be extremely light and would not cause any potential deep-seated settlement prob- lems. The maximum floor load is anticipated to be on the order of 200 psf. . wee 4. SITE CONDITIONS The site is located at the southern end of Lake Washington in Renton, Washington. The Boeing Renton Plant lies immediately to the west of the site and the Washington Beach Park lies immedi- ately to the east. Burlington Northern Railroad tracks border the site on the south. The site is relatively level. The Shuffleton Steam Plant, built in 1929, is in the north central portion of the site. Two large fuel storage tanks sur- rounded by a 5 foot high earth berm are located northwest of the existing power plant along the shore of Lake Washington. There are several related structures of concrete and wood construction adjacent to the plant. Two relatively recent warehouses, one near the eastern end and one near the western end, exist on the site. The remainder of the site was being utilized for equipment storage at the time of our field work. -7- MICROFILMED S. SUBSURFACE CONDITIONS AND GEOLOGY Subsurface conditions beneath the site were determined by drilling seven boreholes (B-1 through B-7) on the project area. Generally uniform subsurface conditions beneath the site were encountered. The surficial materials generally consist of 1.5 to 2 feet of imported gravel fill underlain by loose and soft to medium stiff silt, clayey to sandy silt, and silty sand extending to a depth of 7 to 9 feet. Underlying the surface in Boring B-1 and the gravel fill in Borings B-4 and B-7 and also underlying the loose and soft to medium stiff soils in the other borings, gener- ally loose to medium dense, with occasional strata of dense granu- lar soils were encountered. The granular soils consist of grav- elly sand and slightly silty to silty sands extending to depths ranging from 25 to 55 feet. Generally in all the borings, these soils occasionally contained areas of scattered organic debris, and thin layers of peat and silt. In Borings B-1 and B-7, about 2 to 7 feet of medium stiff clayey silts were encountered within these loose to medium dense granular soils. Underneath the granular soils, about 3 to 7 feet of soft to medium stiff and stiff clayey silts, organic silts and peat were encountered in Borings B-2, B-3, B-6 and B-7. The thickness of these soils in Borings B-4 and B-5 ranged from about 10 to 20 feet. No peat or clayey silts were encountered immediately below the upper granular soils in Boring B-l. -8- MICRORL 9=D Beneath the upper granular soils in Boring B-1 and the peats and clayey silts in other borings, all our borings encountered and were terminated within dense to very dense silty sand and gravelly sand. Thin layers of peat and clayey silts and some interbedded medium dense silts were encountered within the dense soils. The upper soils encountered in our borings are typical low velocity fluvial deposits as encountered in this portion of Washington State. These soils were deposited by the Cedar River following deglaciation approximately 14,000 years ago. Groundwater levels as noted in water observation wells were found to be generally S feet below existing grades. We would anticipate some fluctuation of these levels. Generalized geologic cross -sections through the area are shown on Plate 2. Details of subsurface investigation procedures and the boring logs are presented in Appendix A. The results of laboratory tests conducted on selected samples obtained from the borings are presented in Appendix B. -9- MICROFILAIED 6. FOUNDATION RECOMMENDATIONS Based on our field exploration, laboratory testing and engi- neering analyses, it is our opinion that in their present condi- tion, the loose to medium dense granular soils and soft to stiff clayey silts, silts and peat that generally extend to a maximum depth of 60 feet will not satisfacorily support the turbine and the oil tank structures. The turbine unit, if supported on com- pressible soils, is likely to undergo a maximum of about 4.5 to 10 inches of total settlements and about 2.5 to 6 inches of differen- tial settlements, depending on the location chosen for the tur- bine. The oil storage tanks, if supported at shallow depths, are anticipated to undergo a maximum of about 7 to 10 inches of total settlement and 2.5 to 4 inches of differential settlements. With tank bottoms at a depth of 10 feet below ground, the total and differential settlements reduce to 4.5 to 8 and 2 to 3.5 inches, respectively. Details of settlement data are presented on Table C-1 in Appendix C. The above settlements for the turbine and the tanks are much larger than allowable settlements for these structures. We, there- fore, recommend that these structures not be supported on shallow foundations bearing directly on the compressible soils. We, how- ever, believe that the structures may be satisfactorily supported on pile foundations bearing on the dense to very dense granular soils underlying the compressible upper soils. (MICRO 1LMED -10- As an alternative to the pile foundations, the tanks may also be supported at shallow depths on a structural fill mat suitably preloaded by surcharge loads. Such preloading would cause a major- ity of the settlement in the tank area to occur before construction of the tanks. After preloading the tank area for about 4 to 6 months post -construction settlements for the two -tank units are likely to be considerably reduced. We also considered the use of preloading for the turbine facility which is extremely sensitive to differential settlements. At this location, even if post -construction settlements due to dead load can be eliminated by preloading, it is likely that addi- tional settlements will occur under the dynamic loads imposed by the turbine. Hence at this location, we do not feel preloading would be a viable alternate for developing foundation support. The light pre-engineered structures may be supported on shallow foundations. Detailed foundation recommendations for the various structures are presented below: 6.1 Foundation Types and Bearing Capacities 6.1.1 Oil Storage Tanks As indicated in Section 3, alternate locations for the oil tanks are in the vicinity of Borings B-2 and B-3, and in the vicinity of Boring B-7. Each tank area will have a provision for -11- MICROFILIMED storing 4 million gallons. Either a single tank with a 4 million gallon capacity, or two smaller tanks with a combined capacity of 4 million gallons, may be used in each area. 6.1.1.1 Tanks on Pile Foundations We recommend that the oil storage tanks be instal- led on ring wall footings or rigid concrete mats supported on piles bearing on dense to very dense silty or gravelly sand. Driven concrete or timber piles or auger -cast piles may be used. Load bearing capacity and installation criteria are discussed in Section 6.2. We estimate that pile supported foundations for tanks may undergo 1.0 and 0.5 inches of total and differential settlements,. respectively. 6.1.1.2 Tanks on Preloaded Structural Fill As an alternate to pile foundations, the tanks may also be supported on a minimum of 4 feet of structural fill placed in accordance with Section 6.7 of this report. Structural fill should be placed to a level at least 1 foot above the proposed tank bottom prior to placement of the surcharge fill to compensate for the expected settlements. The structural fill should extend at least 4 feet beyond the perimeter of the tank foundations. -12 - YViiCROFiUVIED The surcharge fill should be placed over the entire tank area. The edge of the fill should, however, be at least 55 feet away from the existing buildings near both tank locations. The actual limits of surcharge fill placement can best be estab- lished once the tank locations have been finalized and should be determined at that time. Surcharge fill may be placed without compaction in track -rolled lifts. We recommend that when two -tank units are used, at least 15 feet of surcharge fill should be placed on both tank locations. We estimate that about 8.5 to 9 inches of ground settlement may occur under the surcharge load. The adjacent existing buildings may undergo settlements of about 1/4 to 1/2 inch under the influence of the surcharge loads. About 15 to 20 settlement markers should be installed in each tank area at appro- priate locations which should be established once tank locations have been finalized. The settlement markers should be monitored by a professional surveyor. We estimate that a period of about 4 to 6 months will be required to complete the preload program. We recommend that the bottom of the ring wall foot- ings around the tanks or the mats be at least 2 feet below the finish exterior grade and have a contact pressure no more than 2000 psf. We estimate that for a two -tank unit, the total and differential settlements for tanks on pre -loaded structural fill would be about 2 and 1 inches, respectively. For a single tank -13- 1v JCRO�LRANLD unit preloaded similarly the corresponding settlements are likely to be about 3 3/4 and 1.5 inches, respectively. If these settle- ments are not acceptable, the structures should be supported on pile foundations. Details of the settlements are given in Table C-1 (Appendix Q . The above post -construction settlements are based on a 15 foot preload. We would be pleased to develop alternate criteria for other preload amounts, if needed. 6.1.2 Turbine Facilities Based on the manufacturer's specifications, for this structure, the allowable differential settlement over the length and the width of the turbine mat should not exceed 5/8 and 1/8 inch, respectively. The average static weight of the mat and the generating unit is reported to be approximately 750 psf. To con- trol the above settlements, we understand that the manufacturer's design criteria consist of supporting the turbine on a rigid mat foundation on ground having an allowable bearing capacity of at least 2000 psf. As discussed in Section 6.3 and tabulated in Appendix C, our analyses indicated over 2.5 to 6 inches of differ- ential settlements for the mat if supported on compressible soils at shallow depths. We, therefore, recommend that the proposed turbine facilities be supported on piles bearing on the dense to very dense granular soils existing below the loose to medium dense -14- and soft to stiff soils. The piles may be driven timber or pre- cast concrete, or auger -cast piles. Pile capacities and installa- tion criteria are discussed in Section 6.2. We anticipate that the pile supported turbine mats will undergo differential settlements under the design loads that will be within the.tolerable limits specified by the manufacturer, as discussed in Section 3.2. The settlements of the pile supported mat were estimated on the basis of a total static load on the mat corresponding to a 2000 psf pressure acting on the entire bottom surface of the mat. No effect of vibration of the turbine mat on the pile settlements has been considered in our analyses. These effects may be evaluated after developing final design data for the turbine. 6.1.3 Lightweight Pre-engineered Buildings Based on information regarding the support of the exist- ing light structures and also on our subsurface exploration in the area, we recommend that the buildings be supported on spread foot- ings. The footings may be designed using an allowable bearing pressure of 1000 pounds per square foot. We estimate that under a floor load of 200 psf, settle- ments on the order of 2 inches may be expected. The actual set- tlement would, however, depend on the building dimensions and the -ls- MICR.:;121!ED soil conditions at actual building locations. We, therefore, rec- ommend that a further evaluation be made after finalization of the building locations and dimensions. The footings should be founded at least 18 inches below the lowest adjacent finish grade. All footings should, however, have a minimum width of 16 inches. To verify that all footings will be supported on materi- als with adequate bearing capacity, it is recommended that all footing excavations be examined by qualified geotechnical person- nel prior to pouring concrete. 6.2 Pile Foundations Pile foundations have been recommended for support of the turbine facilities. Pile foundations have also been recommended as one of the alternates for support of the oil storage tanks. The piles may be Pressure Treated timber, prestressed concrete, steel pipe, or auger -cast piles. 6.2.1 Pile Lengths Loose to medium dense granular soils and soft to stiff clayey/sandy silts existing below the surface are not suitable for support of the piles. Consequently, piles must derive support from end bearing on the dense to very dense silty sand or gravelly sand that underlie the upper compressible soils. For a timber pile, we estimate that the pile length necessary to develop a 25 ton capacity is expected to range from about 50 to 55 feet near the locations of Borings B-1 through B-3 and B-7, and about 60 to 70 feet near the locations of Borings B-4 through B-6. These lengths and the design capacity are based on a minimum penetration of 3 feet into the bearing soils and the use of timber piles with a minimum tip diameter of 8 inches. We feel timber piles are the most appropriate for foundation support of the planned structures. However, much higher bearing capacities can be attained by using prestressed concrete, steel pipe or auger -cast piles. We will be available to assist in the pile design should piles other than timber piles be considered for foundation support. 6.2.2 Pile Driving We recommend that timber piles be driven with a maximum hammer energy of 15,000 foot-pounds. To develop a 25-ton capacity pile with this size hammer, driving may stop when the resistance exceeds 30 blows for the last foot driven. To assure that piles are adequately embedded in the bearing stratum, all pile tips should be driven to a minimum depth of 50 feet below the existing ground surface. -17- MICROFILMED The.effect of the pile driving vibrations should be closely monitored when driving near existing structures. All pile driving operations should be performed under the supervision of a qualified Soil Engineer who can interpret the driving records as work progresses, evaluate the driving criteria and the work per- formance. Earth Consultants, Inc. would be pleased to assist you in this phase. of the project. As mentioned before, concrete or steel piles could be designed for larger load bearing capacities. For such piles we recommend use of a higher hammer energy than used for timber piles. Should concrete or steel piling support be considered, we will be pleased to provide detailed installation recommendations. 6.3 Settlements Initially, settlement analyses were conducted for the storage tanks and the turbine facilities considering the tank and the tur- bine foundations supported on the existing soils at shallow depths. These analyses would represent the condition where the facilities would be supported directly on the existing ground surface without any special site preparation. The settlements at the center and the edges were calculated assuming the contact pressure uniformly distributed on the base of the foundations. Settlements were then analyzed for tanks supported on struc- tural fill mats after preloading with 15 feet of surcharge fill. MIC; tOFIL%4EE The settlements were computed considering recompression of all the clay layers and elastic settlements of granular materials. Based on the above assumptions the settlements for various structures have been analyzed, as discussed below and are also sum- marized on Table C-1. 6.3.1 Storage Tanks The total and differential settlements for a single tank (4 million gallon capacity) 120 feet diameter and 50 feet high, supported at a depth of 2 feet on the existing soils ranged from about 10 to 11 inches and 3 to 4 inches, respectively. The cor- responding settlements for a tank of the two -tank unit (each 110 feet diameter and 28 feet high) ranged from about 7 to 8 inches and 2.5 to 3 inches, respectively. Settlement analyses were also conducted for single and two -tank units located at a depth of 10 feet below the existing ground surface. The total and differential settlements for the single tank unit ranged from about 8 to 9 inches and 3.5 to 4 inches, respectively. The corresponding settlements for the two -tank unit ranged from 4.S to 5 inches and 2 to 2.5 inches, respectively. If a 15 foot preload fill is used at the tank locations we estimate the total and differential post -construction settle- -19- MIC!io=fLMISD ments for the single tank units will be about 3 1/4 and 1.5 inches, respectively. The corresponding settlements for the two - tank unit will be about 2 and 1 inches, respectively. 6.3.2 Turbine Mat Settlement analyses for the turbine mat were conducted considering soil conditions represented by Borings B-1 and B-6. The mat foundation for the structure was assumed to be located at a depth of 2.5 feet below the existing ground. The total and differential settlements ranged from about 4.5 to 10 inches and 2.5 to 6 inches, respectively, depending on the location. 6.3.3 Pre-engineered Structures We estimate that anticipated settlement for the spread footings will be about 1/2 inch, and the floor settlement under a 200 psf load less than 2 inches. The above settlements may, how- ever, vary depending on building dimensions and should be reevalu- ated once plans have been finalized. 6.4 Lateral Earth Pressures Ring walls of the storage tanks embedded into the ground will be subjected to lateral earth pressure. The ring walls supporting the tank should be designed for hoop tension developed due to pres- sure caused by vertical tank load acting on the soils inside the -20- tank perimeter. This lateral earth pressure may be computed using an earth pressure coefficient, Ko=0.5, applied to the total verti- cal tank pressure. In addition, the ring wall will be subjected to a lateral earth pressure due to soil backfill. This lateral pressure may be computed considering an equivalent fluid weight of 65 pounds per cubic foot. The above pressures and any short term wind or seismic forces may be resisted by passive pressures acting on the foundation below the ground. The passive resistance may be considered as an equivalent fluid load of 250 pounds per cubic foot. A coefficient of friction of 0.4 may be used between concrete and soil. This value assumes that all foundation backfill is compacted in accord- ance with recommendations presented in Section 6.7. The lateral pressures acting on the ring wall footing are shown on Plate 3. If the required lateral resistance cannot be developed by passive resistance against the pile caps or grade beams for the pile supported structures, batter piles may have to be used for the required lateral resistance. For batter piles, we recommend a maximum batter of 1:4 (horizontal:vertical). 6.5 Drainage 6.5.1 Subsurface The groundwater level, as noted from our observation wells, was generally at a depth of 5 feet at the time of our field -21- investigation. The relatively impervious clayey silt present in the surficial granular materials might trap water seeping through the upper surficial soils during precipitation. We recommend use of suitable subdrains under tank bottoms, extending below the ground surface to prevent accumulation of such water within the tank backfill materials. A detail of the tank subdrain system is illustrated on Plate 4. 6.5.2 Surface Site grading should be designed to direct all runoff away from all installations and buildings. Ponding of water should not be permitted within 10 feet of any structure. 6.6 Foundation Bedding 6.6.1 Tanks The bottom of tanks should be supported on 6 inches of sand underlain by 18 inches of gravel or.a sand and gravel mix- ture. The sand bedding should consist of concrete sand with a protective coating on its top to retard corrosion of the tank bot- tom. The gravel should be clean well graded crushed rock with a maximum size of 2.5 inches. The bedding for the tank supports should, however, also conform to any other special requirements specified by the tank manufacturer. Details of foundation bedding are shown on Plate 4. -22- The structural fill for the ring wall foundation should be brought up evenly on both sides of the ring wall. Within 2 feet of both inside and outside faces of the ring wall, the com- paction of the backfill should be performed with a.hand compactor, with loose lifts not exceeding 4 inches in thickness. Other com- paction requirements should be in accordance with Section 6.7 of our report. . 6.6.2 Floor Slabs Slab -on -grade floors for the buildings should be sup- ported on the proofrolled subgrade, or on any structural fill, if needed to raise the grade, prepared in accordance with Section 6.7 of this report. The top 4 inches of the subgrade should be a free draining sand or gravel.to act as a capillary break. This require- ment may be waived if the subgrade materials are free draining or moisture infiltration will not be a problem. In areas where moisture is undesirable a vapor barrier may be placed beneath the slab. One to two inches of sand may be placed over the membrane for protection during construction. The slab may be isolated from foundations to reduce the detrimental effects of differential settlements between the footings and floor slab. -23- MICRO�-ll4, � 6.7 Site Preparation The tank, turbine facility, building, and pavement areas should be cleared of any structures, utility lines, vegetation and other deleterious matter. In all areas that will receive struc- tures or pavements, the subgrade should be proofrolled under the observation o.f a representative of Earth Consultants, Inc. This procedure should indicate the presence of any exceptionally loose or unstable areas, which if present, should be overexcavated and replaced by structural fill or crushed rock. All structural fill should be placed in 8 to 10-inch thick loose lifts and compacted to a minimum of 95 percent relative com- paction as determined by ASTM D-1557-70 (Modified Proctor). Struc- tural fill below the tank bottoms should be placed at least 1 foot above the foundation level. This will compensate for the antici- pated ground settlement under the preload fill to be placed over the structural fill. The near surface site soils contain an excessive amount of fines which were wet at the time of our field exploration. This condition may make them difficult to compact in their present state. We do not recommend their use during wet weather. If any of the grading is to be conducted during wet weather, we recommend that granular materials with a maximum size of 2 inches, contain- ing less than 5 percent fines, be used for structural fill. Dur- ing dry weather, other granular materials may be used provided -24- KCAOFII MER they can be properly compacted. Imported fill samples should be submitted to Earth Consultants, Inc. prior to bringing on the site. The placement of the structural fill should be monitored and tested by Earth Consultants, Inc. 6.8 Preload Fills Preload fills, if used on the compacted structural fill in tank areas, need not be compacted, but the material should weigh at least 120 pcf. Preloads should be placed immediately after the structural fills have been completed and left in -place until settlements are virtually completed. 6.9 Settlement Surveillance To verify that the structural fills and preloads are settling at the expected rates and magnitudes and to make supplemental rec- ommendations if differences occur, it is essential that fill set- tlements be monitored continuously. We recommend 15 to 20 settle- ment markers in each of the tank areas. Markers should be placed obi the ground surface and surveyed before any fill is placed. Marker elevations should be resurveyed every three days while fill is being placed and settlement rates are high, and then less frequently, as requested by the Soil Engineer. -25- 6.10 Berm Construction We understand that earth berms with a height of about 5 feet will be constructed around the fuel tanks at each location. The berms would be used as containment structures in the event of any oil spillage due to damage of the tank structures. The fill materials and the compaction requirements for the berm should be similar to those described in Section 6.7 except that a relative compaction of 90 percent should be adequate. The slopes of the berm embankment will generally depend on the fill materials used. With adequate compaction of fill mater- ials, we believe that a slope not steeper than 2 horizontal to 1 vertical may be suitable. The berm materials should, however, be placed on a firm subgrade, properly proofrolled after removing any organics and deleterious materials. We recommend that the embank- ment slopes be protected by seeding or other appropriate methods from any erosion that may occur during sustained precipitation. The tank area and the berms should be made adequately imper- meable to prevent any seepage of oil into the general groundwater in the event of any oil spillage from the tank. This may be accom- plished by a liner or mixing the soil with bentonite. -26- 6.11 Corrosion Potential of Site Soils Resistivity and pH measurements were made on soil samples obtained from depths ranging from near the surface to about 6.5 feet below to determine the corrosion potential of the soils with regard to buried pipe lines and other metal structures. The tests were conducted by AM Test Inc., Seattle, Washington. The pH - values ranged from 6.1 to 7.2. The resistivity values ranged from 4,400 to 110,000 ohms -cm. Details of the test results are shown on Table B-1 (Appendix B). Sites with pH -values of soils 5.8 or more may be classified as "NORMAL" and corrosion is expected to be relatively low. The corrosion resistance is "GOOD" when the resistivity is 4500 ohms - cm or more, and "EXCELLENT" when the value is 10,000 ohms -cm or more.* Based on the above information, and the laboratory test results on the soils obtained during the current investigation, a metal loss rate for ordinary installations of plain galvanized pipe may be taken as 0.0013 inch per year.* * Handbook of Steel Drainage and Highway Construction Products, Published by American Iron and Steel Institute, 1971. -27- MICROP MED 7. ADDITIONAL SERVICES It is recommended that Earth Consultants, Inc. be provided the opportunity for a general review of the final design and specifications in order that earthwork and foundation recommenda- tions may be.properly interpreted and implemented in the design and construction. The analyses and recommendations submitted in this report are based upon the data obtained from the borings. The nature and extent of variations between borings may not become evident until construction. If variations then appear evident, Earth Consul- tants, Inc. should be allowed to reevaluate the recommendations of this report prior to proceeding with the construction. It is also recommended that Earth Consultants, Inc. be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifica- tions or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. MICROF!'.NiED We trust the information presented herein is adequate for your requirements. If you need additional information or clarifi- cation, please call. AB/UB/mg ,'�.,,,,,,�,,_ Respectfully submitted, it B U _ to'/�.��� INAS& /� — EARTH CONSULTANTS, INC. H \� 9 �;r �„ `�ti Utpal Bhattacharya, Ph.D. , P. E. FG/ST ✓F� G��a� roj ect Ma/nja-geer��'"� Anil Butail, P. E. Chief Engineer -29- MICROFIL4i!Fry r� 6 z 3 Y J LEGEND Ga B-4 Boring Location ` Railroad Line W Existing Structure Proposed Structure Proposed Berm Area t--� Location of Generalized Geologic Cross Section ( See Plate 2 ) Approximate Scale -71 0 75 150 300 ft. Preliminary Layout Date = 9 / 79 Ref. Puget Power Earth Consultants Inc. 0M GEOTECHNICAL ENGINEERING 1 GEOLOGY Boring Location Plan Shuffleton Power Plant Addition Renton, Washington iProj.No. 1149 Date Dec. `79 Plate MICADr1LMED 0 B *NOTE ALL GEOLOGICAL CROSS SECTIONS BETWEEN BORINGS # ARE APPROXIMATIONS S 100 l— v m m ID 100 0 ? 50 m 0 IIIIIIII[K-6] LEGEND Loose and Soft to Stiff SILTS & Clayey SILTS r r Loose to Medium Dense B-3 SANDS with some Thin Layers of PEAT & SILTS Soft to Medium Stiff and l Stiff Clayey e SILTS, , Organic a nic SILTS & PEAT Dense to Very Dense �=� • ``' SANDS with some Thin _- •• . _ .°'-=� Layers of PEAT & Medium Dense SILTS Approximate Scale 00 B_4 O 75 150 500 ft. Geologic Cross Section (sketch) Dated: 12/ 12/79 Ref. Earth Consultants, Inc. -'' - Earth ! - r Consultants Inc. `~== GEOTECNNICAL ENGINEERING GEOLOGY �I General Geologic Cross Sections Shuffleton Power Plant Addition Renton, Washington Proj.No.1149 Date Dec.'79 Plate 2 MICRC�ILMES7 NOTES li Assumed unit weight of structural fill = 130 pd. 2) All fill compacted to 95 percent relative compaction (ASTMDI557). = Unit Pressure Applied at Base of Tank �-- 250 h, — -� �-- 0.5 (� — -- 65 h Z --� LATERAL PRESSURE DIAGRAM FOR RING WALL FOOTING Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Lateral Pressure Diagram SHUFFLETON POWER PLANT.ADDITION RENTON, WASHINGTON Proj. No.1149 1 Date Feb. ' 80 1 Plate 3 WBORLti F" 1.5 ft. min. Tank Wall , Crushed Rock Protective Coatings 6 in. min. ► v • • ??�,�' �' a- � Qom Q O. t'J. O.A'.+:; "' • • v • • �i0�..:.o:'o..00 ... O.GOooc ;O ,CS....9: .�: " �Z • • . .':..•. 4 fiia. q:':..: o• p • ' :� °°:a•:::�:� ova- .� �C��,�'.c�..•.•°'Ooo::.� aiz • D aO.:o�1 y� o. SAS •:0;...• :..: D..o-�i7: Lp'./h� :.. O.o. .Q : .4:;0 Q! ...:..: li ....11: • � . . • oo.000 o. P.:9 .o q.an .Dion o.:'. . • • ► • • •• • • •,.• p o-a o. o..°•Dian o.o-. p.�o"e, o. ,uo .. • ° p o-,a b.O:p::pY 12 in. min. cover .. ► ... • • • °.s:::°..o pa ono • • • ► • ♦ ► pd' o �o-a p 4 in. max. 2 in. min. 1.5 ft 4 in. Diameter min. Perforated Subdrain TYPICAL SECTION - TANK FOUNDATION SCHEMATIC ONLY - NOT TO SCALE Concrete Sand Free Draining Material - 3/4. Maximum Size. Must Have Less Than 3 Per- cent Passing The No. 200 Sieve. Section of Tank Foundation Earth1, SHUFFLETON POWER PLANT ADDITION Consultants Inc. �'.I �• ! �� RENTON, WASHINGTON GEOTECHNICAL ENGINEERING & GEOLOGY Prof. No.1149 DateFeb. '80 Plate 4 MICROFMAED APPENDIX A FIELD EXPLORATION MiCRORWED APPENDIX A FIELD EXPLORATION Field exploration consisted of drilling seven test borings to a maximum depth of 92 feet. Boring locations and the ground eleva- tions at the .boring locations, shown on Plate 1 were surveyed by Philip M. Botch and Associates, Inc., Bellevue, Washington. The borings were drilled between October 23 and November 6, 1979, using continuous flight, hollow stem augers to advance and support the boreholes during sampling. The field exploration was continuously monitored by an engi- neering geologist from our firm who classified the soils encoun- tered, maintained a log of each boring, obtained representative samples, measured groundwater levels and observed pertinent site features. Observation wells were installed in Borings B-1, B-3 and B-7 so that groundwater levels could be monitored. All sam- ples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate A-1, Legend. Logs of the borings are presented on Plates A-2 through A-8. The final logs represent our interpretation of the field logs and the results of the laboratory examination and tests of field samples. In each boring, Standard Penetration Tests (SPT) were per- formed at selected intervals in accordance with ASTM Test Designa- tion D-1586. In addition, a 2.4 inch I. D. ring sampler was used -A-1- MICRCRUAED to obtain relatively undisturbed soil samples at selected depths. Blow counts for this sampler have been adjusted to equivalent SPT values. Shear strengths of undisturbed soils were measured where prac- tical in the field with a penetrometer. These results are recorded on the boring logs at the appropriate sample depth. Representative soil samples were placed in airtight jars or ring containers and delivered to our laboratory for additional examination and testing. The following plates are included in the Appendix: Plate A-1 Plates A-2 through A-8 Legend Logs of Boring -A-2- MICROPILPAED GRAPH LETTER MAJOR DIVISIONS TYPICAL DESCRIPTIONS SYMBOL SYMBOL o a 4 • .O �^ W �tLL-{RADEO $NAVELS, GRAVEL -SAND GRAVEL AND CLAN GRAVEL S •00• •0• '0 0' • Q O MIXTURES, LITTLE OR NO FINE" • GRAVELLY (little or M Ilwoe) O '•• ; `• ., SOILS •. .•. •• • • P POORLY -GRADED GRAVELS, GRAV[l- COARSE • A . it: .0 IL SAND MIXTURES, LITTLE 04 NO FINES GRAINED saLs THAN SO'% 1�1*1 GM SILTY {RAVEL!, OF COARSE /RAC• C GRAVELS WITH FINES SILT YIXTUR[! MIXTURES TIOM R[TAIN[D ON NO.• SIEVE (e•/rncMel• Neenwl of Ilene) CLAYEY GRAVELS, GRAVEL-SAMO- GC CLAY MIXTURE! ° ° ° °° Sw WELL -GRADED SANDS, GRAVELLY SAND 31N0 o °o n I• SAMOS, LITTLE OR NO FIN[! AND SANDY (little e Ilr llN M fine.) 0° YORE THAI$ SOX SOILS SP J POORLY-•RAoIED SAMOS. GRAVELLY OP rAT ERIAL IS SANDS, LITTLE OR NO FINES LARGER THAN 100 200 SIEVE 31ZE MORE THAN 30% SM SILTY SANOS, SANO-SILT MIXTURE! OF COARSE FRAC- SAMOS IRTH FINES TION PASSIM{ (e►Irecl••le •eewe.l of 010. 4 !t[V[ flee•) SC CLAYEY SAMOS, SAND -CLAY MIXTURE! INORWIIC SILTS AND VERY FIN[ ML SAMOS, ROCK FLOUR, SILTY OR CLATET FIN[ SANDS OR CLAYEY T WITH SLIGHT PL,48TICITY INORGANIC CLAYS OF LOW TO MEDIUM FINE SILT! GRAINED AND LIQUID LIMIT CL PLASTICITY, GRAVELLY CLAY", SOILS CLAYS LESS THAN 50 SANDY CLAYS, SILTY CLAYS, LEAN OL ORGANIC SILTS AND ORMMIC SILTY CLAYS OF LOW PLASTICITY N100t$ANIC SILTS, MICACEOUS OR MH M DIATDACEOUS FI ME SAND oft SILTY SOILS MORE THAN 50% SILTS MATERIAL 13 AND LIQUID LIMIT GWRGANIC CLAYS OF HIGH SMALLER THAN NO. GREATER THAN SO CLAYS CH PLASTICITY, FAT CLAY! 200SIEVE !12[ OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC !OILS = ,-7 PT PEAT, HUMUS. •r WP SOILS - WITH NFGH ORGANIC CONTENT" • Duff Layer NOT[: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICAT!OMS SOIL CLASSIFICATION CHART THE DISCUSSION IN THE TEXT OF THIS IMPORT 13 NECESSARY FOR A PROPER UNDERSTANDING OF THE NATURE OF THE MATERIAL PRESENTED IN THE ATTACHED LOGS 1 2"O.D. Split Spoon Sampler jj Ring or Shelby Sample P Sampler Pushed Sample Not Recovered Water Level (date) Ts Torvane Reading qu Penetrometer Readings ■ Water Observation Well Earth Vk8..F/V- LEGEND Consultants Inc. Proj. No. 1149 Date Feb. ' 80 1 P1ate A-1 MA CROFILMED BORING NO. I LOGGED 3Y CRL DATE 25 26 Oct. 79 ELEV 17.9! Graph CS Soil Description Depth Sample Blues W. Lob Data (feet) , (96) 7 11 7 = 15 16 Brown, grading gray, gravelly SAND, moist to 5 = 1 65 qu 0.5 tsf SP saturated, medium dense. (2' layer of medium stiff clayey SILT = 10 23 p� 30 with organics at 6') 11 16 = 23 19 15 = 27 Z1 1''' ......£ jv,. S11 Slightl silt to silt SAND with occasional Y Y Y Sp gravelly, sand lenses, saturated, medium dense 2 to dense, with thin layers of Peat at 38'. .kkF: 25 _ 36 22 30 3 14 (NOTE: Blow count at 33' is probably not 35 representative due to disturbance of soil.) S 19 21 40 X. 35 7 45 50/6" 14 50 ;cItf = 50/6" 22 SM Gray, slightly silty 55 SP to silty SAND, with gravelly SAPID lenses from 40' 50', dense to dense, 86 19 to saturated, very # with scattered organic material at 62', thin 60 { )r: layers of Peat at 68', and stiff clayey SILT to = Sole.zD FI:�• sandy SILT at 73'. L J 60 35 70 = 25 46 qu = 1.5 tsf 75 = 50/6" 17 80 = 81 13 85 50/6" 19 Boring terminated at 88 feet. Water observation well installed to a depth of 20 feet. SHUFFLETON BORING LOG P014ER PLANT PDOITION Earth ,� I RENTON, WASHINGTON I) Consulitaitts isfC. � G EOTECNNICAL ENGINEERING • GEOLOGY Proi. No, 1149 1 Date P I P Plats I 1'C9G F1UPA E-D BORING NO. 2 LOGGED BY CRL DATE 5 b 6 Nov. '79 ELEV. 18.7 Graph CS Soil Description Depth Sample t3 (N W Lab Data (feet) Ft. 9'0 (2' of gravel surfacing) 37 8 SM Gray mottled interbedded SILT with clay, sandy SILT = 5 29 ML and silty SAND, wet, loose, 5 8 29 93 pcf 10 11 26 <' #...#. Gray, slightly silty to silty SAND, saturated, loose grading to medium dense and dense, = 13 24 with scattered organic material at 13 to 17 feet 15 = 3 26 and 34 feet. 4 7 22 30 119 pcf SP Gravelly SAND at 23 feet, and thin layers of PEAT 20 'f at 38 feet. 25 14 25 Z 34 17 30 = 41 19 35 = 28 26 •rr.rr 40 12 76 qu = 1.0 tsf ;; OH Pt Gray - brown, araanic SILT to PEAT, wet, stiff. = 45 5 155 52 ocf .T = 30 300 27 LL = 102 PL = 84 �} - »- t#t <} ii 50 Gray, slightly silty to silty SAND, saturated, = 50/6" 24 SM dense to very dense, (Medium dense between 55 I,� 70 and 90 feet), with interbedded sandy SILT s 50/6" 19 with clay from 69 to 89 feet and thin layers of PEAT at 90 feet. 60 ` = 50/4" 16 65 = 70 24 70 75 = 23 34 I II 80 = 25 34 85 = 25 42 18 37 id4 I 90 40 28 34 98 pcf Boring terminated at 92 feet. No distinct groundwater level noted at the time of drilling. BORING LOG SHUFFLETON POWER PLANT ADDITION RENTON, WASHINGTON Earth Consultants Inc. GEOYCCHNICAL ENGINEERING R GEOLOGY Proj. No. 1149 Date Feb. '8g Plea F-�3 Ali !CFVr:LP:1z U BORING NO. 3 LOGGED BY CRL DATE 24 b 79'—Oct, '79 ELEV. 19.2 Graph �S Soil Description Deeppth Sample Blows Lab Data (W (1.5 feet gravel surfacing) = 4 34 qu - 1.5 tsf i ML Gray, clayey to sandy SILT, wet, loose to stiff. 11/5 89 pcf 5 10 31 10 = 7 24 50 "'•fFFFF Gray, slightly silty to silty SAND, saturated, #ft`c'f medium dense to dense, contains layers of stiff 2 clayey SILT to organic SILT at 13, 38 and 43 qu = 0.75 tsf >:<•:>:•; SM feet, scattered organic material and Peat lenses at 7 35 feet. Some gravelly SAND areas at 33 8 48 15 10 33 72 24 56 pcf F7FiF..:iF and feet. FFi%%F: 20 35 19 <). 25 � i�;S'''F•� T l 75 28 F.rit. 30 = 28 17 35 = 21 16 SP 40 = 27 70 qu 1.0 tsf 45 2 10 19 50 48 25 55 Pt Brown - gray, organic SILT to PEAT, wet, stiff. _ 60 = 62 156 50/6" 18 65 !:f:iia3:e = 58 24 70 SM Gray, slightly silty to silty SAND, interbedded with 75 = 30 32 SP SILT between 69 and 80 feet, occasional organics at 75 feet, dense to very dense, saturated. 80 50 5" 17 Boring 3 terminated at 83.9 feet. Water observation well installed to depth of 20 feet. BORING LOG SHUFFLETON POWER. PLANT ADDITION Earth I;ji� `�.i .I I, RENTON, WASHINGTON ConsultarxU Inc. GEOTECNNICAL ENGINEERING S GEOLOGY Proi. No. 1109 Date Feb. '80 Ptete A-4 BORING NO. 4 LOGGED BY CRL DATE 1 6 2 Nov. '79 ELEV. 20.1t Graph us Soil Description Depth Sample lows W Lab Data (feat) Ft. (9'0) (1.5 feet gravel surfacing) .11 5 Is., Gray, slightly silty to silty SAND, wet, loose ]I ii 8 172 SP to medium dense, with organic material at 6 feet, and SAND 13 feet. II ; 5 37 �ftr gravelly areas at to 15 10 11 23 18 14 15 = 35 18 20 = 13 23 25 3 66 qu = 0.7 tsf ML Gray, lenses of clayey SILT and brown organic SILT,ti 6 �i OL wet, medium stiff with some woody material at 26 feet. 30 +� P ;. = 5 60 qu = 1.0 tsr 35 LL = 40 PL = 33 •""' OH Pt Brown, organic SILT to PEAT, wet, medium stiff. p 104 43 pcf 40 8 211 LL = 129 PL = 1-8 4_•�_ a 45 }S.l M SM = 49 20 ,I<<rr�, 50 3ff 35 = 81 21 tM Gray, slightly silty to silty SAPID, saturated, dense to very dense, contains = 16 37 thin layers of PEAT at 48 and 55 feet, thin 60 SP layers of SILT at 58 feet, and with gravelly Sw;O lenses 50 to 89 feet. 40 13 127 pcf YYF fff 65 47 11 = 75 8 70 = 50/6" 10 75 z 50/3" 12 80 x 50/5" 85 50/6" 16 Boring terminated at 89 feet. No distinct groundwater elevation noted at time of drilling. BORING LOG SHUFFLETON POWER PLANT ADDITION !ft Earth RENTON, WASHINGTON Consultarsts Inc. o GEOTECHNICAL ENGINEERING a GEOLOGY Pro . No. Date Plate I 1199 Feb. '80 A-5 BORING NO. 5 LOGGED BY CRIL DATE 23 & 24 Oct. '79 ELEV 19.3± Graph US CS Soil Description Depth Sample BlowW s W Lob Data (fast) Ft. (1.5 feet gravel surfacing) ML Blue mottled SILT to clayey SILT, wet, loose and 6 35 ii soft to medium stiff. 5 10 P 19 32 15 92 pcf qu - 0.5 tsf LL = 26 SM Gray, slightly silty to silty SAND, saturated, SP medium dense. T 21 21 PL = 25 is M T 18 17 20 25 T 15 38 5 57 qu = 0.25 to OH Brown organic SILT to PEAT, wet, soft —30 0.5 tsf Pt to medium stiff, - 7 7 34 qu = 0.6 tsf 35 LL = 106 40 72 85 PIL = 83 qu 1.0 tsf SM Gray, slightly silty to silty SAND, saturated, SP dense to very dense with gravelly lens at 43 feet. 34 11 45 77 18 —50 OH Brown, organic SILT, wet, stiff. -17 55 10 38 qu = 1.5 tsf ;*':i�t:. SM Gray, slightly silty to silty SAND, saturated, 70 29 SIP dense to very dense, with thin layers of organic 60 SILT at 63 and 67 feet. 50/6" 96 qu = 1.75 tsf 65 50/2" 12 70 50/6" 12 Boring terminated at 73 feet. No distinct groundwater elevation noted at time of drilling. SHUFFLETON BORING MJER PLANT LOG ADDITION firth RENTON, WASHINGTON Consultants lbnWc-.W0 GCOTECHNICAL ENGINEERING & GEOLOGY Proj. No. I Jq9 I Date Fab. 70 TIM A-6 LOGGED BY CRL BORING NO. 6 DATE 30 d 31 Oct. '79 ELEV. 19.5 Graph CS Soil Description Depth Sample 6(Ns W Lab Data (feet) Ft. (9/0) !; (1.5 feet gravel surfacing) 14L Gray, clayey SILT to sandy SILT, wet, medium 3 37 83 pcf ': stiff and loose. 5 1 2 36 qu - 0.5 tsf ;�i 4 37 10 10 15 17 17 113 pcf if f Gray, slightly silty to silty SAND, saturated, 14 ' SM loose to medium dense with gravelly SAND from 11 4 .. `, SP 10 to 20 feet, contains clayey SILT layers at 15 = 18 and 42 feet, organic SILT layer at 34 feet and 32 87 pcf with scattered organic material from 20 to 30 feet. 22 22 104 pcf 20 3#i 2 25 25 :tcf P 38 30 = 9 68 au = 1.5 tsf 35 = 9 24 40 Tr 17 51 69 pcf 45 50 7 114 qu = 1.5 tsf 40 pcf OH Pt grown, organic SILT to PEAT, wet, stiff. 11 185 au = 1.7 tsf P 205 60 pcf - �. 5 P 90 48 pcf SM Gray, slightly silty to silty SAND, saturated, 60 SP dense to very dense, gravelly SAND, 70 to 80 feet. ttr = 27 21 'silk 65 ki=`kkeri:k = 50/3" 11 f: kkktf'Fr 70 50/3' 8 75 s 50/5" 11 80 = 50/6" 13 85 50 6" 1 16 Boring terminated at 89 feet. No distinct groundwater elevation noted at time of drilling. BORING LOG `' SHUFFLETON MIER PLANT ADDITION Earth �III� I ",I'� RENTON, WASHINGTON Consultants Inc.. ` GEOTECHNICAL ENGINEERING & GEOLOGY Proj, No. 1149 Date Feb. '3D 1 Plate A-7 R A-,. r:1 -'1-7i LOGGED BY CRL BORING NO. 7 DATE 23 Oct. '79 ELEV. 21.1± Graph us CS Soil Description Depth Sample W Lob Data (feat) 6M ON:##s (1.5 feet gravel surfacing) #ti •'�.'i' SM Brown to blue silty SAPID to sandy SILT, I.D/2 = 7 25 iiii3 #) IIL wet, loose to medium dense, gravelly �G t lens at 8 feet. 11 9 = 13 11 10 = 4 38 " ML Gray, clayey SILT, wet, medium stiff. = 2 50 qu = 0.5 tsf 15 LL - 32 20 = 20 21 PL - 31 :::::: Gray, slightly silty to silty SAND, • a tttr:-�c Sp With woody material at 19 and 23 feet, 25 r. = 60 18 30 (NOTE: Blow count at 38 feet is probably representative S 53 19 due to disturbance of soil.) 35 °1 40 = = 3 9 22 59 fi CL MI.Brown, gray, clayey SILT to organic SILT with Pt thin layers of PEAT, wet, stiff. 45 qu = 1.5 tsf 1# # SM Gray, F SP slightly silty to silty, gravelly SAND, = 82 8 ## saturated, dense to very dense. 50 32 55 S 50/6" 9 60 Boring terminated at 63 feet. Water observation well installed to 17 feet. Earth I' 1 I f �' Consultants Inc. GEOTECNNICAL ENGINEERING III GEOLOGY BORING LOG SHUFFLETON P014ER PLANT ADDITION RENTON, WASHINGTON Proj. No, 1149 1 Of Fet . ' 80 Puce e. MICROILJ'mEr APPENDIX B LABORATORY TESTING MlC ,o=lL 1EB APPENDIX B LABORATORY TESTING Representative soil samples obtained from the field were care- fully examined and tested in our laboratory. Visual classifica- tions were supplemented by index tests such as sieve and hydrometer analyses and Atterberg •Limits on representative samples. Field unit weight and moisture content determinations were performed on undisturbed ring samples, and moisture contents on all disturbed samples. Results of density and moisture content determinations, together with classifications, are shown on the boring logs included in this report. The results of eight sieve and hydrome- ter analyses are illustrated on Plates B-1 and B-2. Results of Atterberg Limit tests are shown on Plate B-3. Consolidation tests were run on three representative undis- turbed ring samples to evaluate the consolidation characteristics of the site soils. The results of these tests are shown on Plate B-4. Resistivity and pH measurements were conducted on six samples of surficial soils by AM Test Inc., Seattle, Washington. The test results are presented on Table B-1. MICROFILMED The following plates and table are included in the Appendix: Plates B-1 and B-2 Plate B-3 Plate B-4 Table B-1 Grain Size Analyses Atterberg Limit Test Data Consolidation Test Data Resistivity and pH Test Data M1ICROFll.NIED N-7-0 X 60 W 0 Z l� r U P 40 Cl) n a_ Kej C 5 � O CL- ML 4 0 20 40 60 80 100 LIQUID LIMIT (percent) Key Boring/ Test Pit Depth (ft) Soil Classification U.S.C. LL. (,/a) P•L• 'P-I~ (% Natural Water Content �/ 0 0► B-1 5 Clayey silt ML 36 30 65 Q B-2 44 Organic silt OH 102 84 155 B-4 32.5 Clayey silt ML 40 36 60 y0 B-5 7.5 . Clayey silt I,11- 26 25 1 0 B-7 12.5 Clayey silt ML 32 31 1 �' I Earth �' ` i �' Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Atterberg Limits Test Data Proj. No. 1149 1 Date ' Plate B-3 MIcr10,::L?.°=�) o . 3 1 .:.,� 1 � 1 21 2 ., 2 3 3 3 0.01 0.1 1.0 10.0 PRESSURE (tsf) Boring Depth Liquid Plastic Moisture Dry Key No. (ft.) USCS Soil Description Limit Limit Content M Density Before After M (%) (cf) 4 39 OH Organic SILT 129 108 104 85 43 �•e 5 9 IVIL Clayey SILT 26 25 31 25 89 6 53 P+ Silty to fibrous: -PEAT - NP 230 174 22 CONSOLIDATION TEST DATA Ezrth '' � �.� �� Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Prof. No. 1149 1 Date Plate B-4 M1010F:tD Table B-1 Resistivity and pH Test Data Test Performed By: AM Test, Inc. Seattle, Washington Test Data Reported On: December 6, 1979 Sample Depth Resistivity pH Boring Number (feet) (Ohms -Cm) (1:1 ratio) B-1 2-3.5 9.0 x 104 7.2 B-2 2.5-4 9.0 x 104 6.9 B-3 2.5-4 5.5 x 103 6.3 B-4 2.5-4 4.4 x 103 6.1 B-5 2.5-4 8.1 x 103 7.0 B-6 4-6.5 1.1 x 105 6.2 MICROFILMED APPENDIX C CALCULATED SETTLEMENTS FOR DIFFERENT STRUCTURES MICRCrRLMED N W C O F- U F— N F- Z W' WI UL W 1 G X U C� OI Z O IL LW �-- o� F- F- Z W W _J F- LU N W F— Q J O U J Q O f\ O O r-- a) i O N N S- O +3 rZ 4- O a1 N 00 Z •1, N U rt3 4J C O U 4J to r I� C a) d• r 4J to 0) C a) a1 4- cm E O rti •r N � N C O •r to LO 9 4 O r O O O co f\ N r- O N I O U') r tb 00 d, CV N O O O N �-- r- r• r— r• O LO UY N O N 00 :1- O C) r-- N m +� N N N f0 N • 1 i m mfM mM .00 m m S- _J N M rn I to I t/1 I RS �m cn 0) 0) cc tTm Q) C C O C C C Z C •r •p •r •r ZJ •r •r 'CS •r.. 't7 •r S_ s= S_ S- C S_ $.. s= S- C S_ O (o O O co O O co O rd O m m m m +-) v1 m m m ( r• •O 4- N CMC C O O O O C O O i� r r r r r— r to C fN r- r- r r- CO i-) r- r- a) O r- rC (z ro ro VI L r/1 r Y to ZT tN •r ZT cm O E .0 O C Y E X Y i-J O i-J 0 to C C C C C O O C C G U 4--) C1 F- O (d O v1 0 v1 O 4-J rd O to O O 4-) (aU •r F-- •r Y •r Y •r 4-) C F— 'r Y •r S- 0-0 C C r- O O 4-) m •r a) r- a) ,-- rd r (d r- _C m alr— N a--) r •r r •r F- •r U F- 'r U L r— •r — •r U a1 4• N cn E 0) E E ro E ro Y +) rT E E ra C 4- •r O O O a) O Cl) c O O cu rd X •ram .r 3N 3N M a1 r.d' 3fV F- N aJ N `. N F— LO C) O V) c- 4- C) C=) C:) C) 4-) U cu 4" r_ 0 4-3 .4 Q) 4-) 4-) 4j tn (1) 3: 4- a C) 9--- S- S- 4-34-)4- O E (\I a C"i a M CD (3) C? C:) (3) C:) .,- i— U N r U C\j cm CA O ai ru >) u ai -0 0 CS- —j 4-) r- a) Cr, = c 0 u . O 0 (n 4-) Qj 4-J -- 4j CL 0 4-) CL 0 (li (n vo (D X 4-) cr, (M U al . a Q) - C -0 C 4-) C 4-) -r- c S- 4- -- 4- 4-) (U CL , 1 IN L" -0 (A S- to — CL X :3 X < C\j a) CY) C) C) C) C) C) C) Ln LL) 00 co 1" C\i C\j — r%. r\ 00 CC) mot' I- C\j C\j C) CD C) C) C\j C\j C"i C\1 I r.. I r� co I fY1I cn m 0) cm cm m m r- I r_ C I a S.- S- o 0 C-a 0 M mm 3: 4- -,Z ca-04- ajcr (CS V) CU a) o F- 0 4j � 4- a Q) S- (z S- LO :3 0 3: ,— F a- (n to V) - FFo - 4-J 4- (o V) -C Cl I ) C) C: LO 0 4-3 -r- co 4-) 9-- 4-) (0 :3 -0 aj 0 r_ = -0 QJ 4-) (a E (3) 4-) 0 F= -a -0 u to (31 a) 0 S- a 4-) ai 4-3 a) a) u S--a aj = CL +-) > x u 0 aj ro S- 4- cL as .0 Q) S= S- 4- ul 4-3 O C) C C:) 4-) 0 (ZD V) -0 " CD (V 4- 4-3 (n M tf) O tn (n CL O 4-) 0) = a) c U) 3: > ai 4-j O)o U (1) CU AAICROFILMED -A t cl /I� Geotechnical Engineering and Geology October 17, 1983 Puget Sound Power & Light Company 10608 N.E. 4th Bellevue, Washington 98004 Attention: Mr. Mehdi Shahla Subject: Geotechnical Consultation Steel Tower Replacement Shuffleton Power Plant Renton, Washington E-1149-1 P.O/Job Number: 47044-0608066 Reference: 1) ECI Geotechnical Consultation "Steel Tower Replacement, Shuffleton Power Plant, Renton, Washington", dated May 26, 1983 2) ECI Geotechnical Report "Shuffleton Substation Expansion and Linework, Renton Washington", dated November 19, 1982 3) ECI Geotechnical Engineering Study "Shuffleton Power Plant Addition, Renton, Washington", dated September 4, 1980 Gentlemen: At your request, we went to the site on October 6, 1983, to observe the foundation conditions for the subject project. The conditions encountered and our recommendations are detailed in -the following paragraphs: a) Soil Conditions Encountered We observed the excavation for the single pole tower's mat foundation, the location of which is shown on our referenced report dated May 26, 1984. A blue clayey silt was encountered four feet below adjacent grade. Concern was expressed over the softening of the clayey silt and intrusions of it into the quarry spalls being placed on top of the clayey silt as a structural fill mat. 1805 - 136th Place N.E., Suite 101, Bellevue, Washington 98005 Offices in Washington 8 Oregon Phone: (206) 643-3 780/ Seattle (206) 464-1584 V,iC-RonF! IAIEP Puget Sound Power & Light Company October 17, 1983 b) Recommendations E-1149-1 Page Two It, was recommmended that the contractor overexcavate areas where the foundation soils were softened due to disturbance, and a geotextile be placed at the bottom of the excavation to prevent intrusion of fines into the quarry spalls and to stabilize the bottom of the excavation. c) Follow-up Visit On October 11, 1983, we went to the site again to observe placerent of the geotextile and the structural fill mat. No pumping of the fill material was observed and. we concluded that the structural fill was satisfactory to support the proposed concrete mat foundation. We trust the information requirements. If you clarification, please call. Oil" \PEA Cyr"-a.'L WASH���coC � f L . 20114 �p P. FGisT WC/bs \7S/or:Au ,I'�!' presented herein is adequate for your need additional information or Respectfully submitted, EARTH ►CONS ULTANNfTS , INC. v William Chang, P. E. Project Manager Earth Consultants, Inc. MICROFIL�'v!ED APPENDIX B M■ t. m. PUGET 41 SOUND ENERGY SHUFFLETON SUBSTATION SECTIONS 5 & 8, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. CITY OF RENTON, KING COUNTY, WASHINGTON �AY _ N 46°93'23" E 3R9.00' — --------- I � � I 0O 0 0 0 0 0 0° 0 �o 1" I� I� l O II I j� I o ❑ i - A. ------------------------------------- ---- LEGAL DESCRIPTION: THAT PORTION OF LOT "A". CITY OF RENTONING LOT LINE REVISION RECOR)76-LLA AS OF KIND COUNTTD. WASHINGTON' UNDER RE °DESCRIBEDHA'° DSFOLLOWS9 COMMENCING AT THE NORTHERLY MOST CORNER OF SAID FOLLOW THENCE SORT LOT AN."STHEA OUSTERLTGE%T.SIONIRNHAAD I STANCE OF 2i0500 FEET: " SOUTHEASLINE OF THENCE SOUTH TERLY 'AID LOT S ANCEAOFE2O0 004T00 FEETTHEHNNCE NORTH 43°41'ET" .ESTORTHWESTERLTLINE N OF LANE A°TI TANCNEE F°RTH 3i9 00"FE 23" EAST SAI ALONG NORT NORTHERLY MOSTNORTCORNER AND THE POINTOF°BEGINNING. E TO D H SITE INFORMATION: 1111ERT1 OWNER! IIIET SOUND ENERGY ADDRESS. 1095 LAAKE WASHINGTON BOULEVARD NORTH RENTON' ZONING: GC ,GENERAL COMMERCIAL) LANE IYlC.TAiN 1 VICINITY MAP No $C" F LEGEND EASE11IEtti L114E - - -zz- - - C E%ISTING MINORCONTONR -zs - EXISTING MAJOR CONTOUR EXISTING IETAINING WALL PROPOSE° RETAINING WALL IATI ® R DATEVALVEN © EXISTING FOUNDATION GRAVEL DRIVEWAY DRAWING LIST: aRAiUM SHU-T FJLILI� NO: NO: D-20091 1 SITE PLAN AND GENE MPOORGENERAL NOTES D-20092 1 TEARY ERESIOONN//SEGIIAENTSLONTROL DEATAILS D 20094 1 G°RADINGIONEPFEN ' DRA�NAG AND FORCING SECTIONS AND DETAILS D 20893 ILA I 2 DRAINAGE DETAILS D 20090 3 LANCAAPE N PE ° DSOTESLS D 20899 2 j RR1GATIONNOTAES AND DETAILS Z6. Know what's below. Call before you dig. s 41o0e �] .xAe1 SITE PLAN AND GENERAL NOTES S,f ""°°"""""°"°°`T° SHUFFLETON SUBSTATION °'IE PUGBT SUBSTATION ° " J. HW�A -- SOUND ENGINEERING D —2 089 1 ENERGY DEPARTMENT I OF 2 D 0'-0"TE ILA— S,IIPC zL� d FEk=d IINTERNAL USE SURFACE WATER PLAN NOTES: 1. BEFORE ANY CONSTRUCTION OR IEVELOPMENT ACTIVITY OCCURS. A PqE- .IETBUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON. HEREBY REFERRED TO AS THE CITY. THE APPLICANT. AND THE APPLICANT'S CGNTRACTER. 2. THE APPLICANT SHALL BE flESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE. AN FEDERAL PERMITS PRIOR TO CONSTRUCTIO, . 3. ALL STORM "AINAGE IMPflOVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH T E CITY O FACE "TER11 FOR TIN (ROAD, Bfl IDGE ANDAMINI C.,AL1111 R0G4;TFUCTION XORKS A IT SHALL BE THE SOLE RESPONSIBILITY OF 1"ILT11 APPLICANT TO CORRECT ANT ERRII: OMISSION Ofl VARIATION FROM THE ABOVE REQUIREMENTS FROUNO IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO A00IT ZONAL COST TO THE EITT. 4. APPROVAL OF THE IIAD. GOADING. PARKING. BUILDING. AND DRAINAGE PLAN TH CONSTRUCTION 1 SEWEfl. GAS. ELECTG ICAL. ETC.I. PLANS FOR STRUCTURES SUCH AS BRIDGES. VAULTS. ANO RETAINING WALLS REQUIRE A SEPARATE BE"EW AND APPROVAL BY TIE CITY IRIIR TO IBM 'TGN ION. TSYAT. BE CONTRUCTED ACCORDING TO THE THE PLANS. ANY DEVIATION FROM THE APPROVEDTHE PLANS WILL REQUIRE COORDINATION FOLLOWED BT WRITTEN APPROVAL CITY . B. A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER PROGRESS . B. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HERON HAVE BEEN ESTABLISHED RECORDS A EFORE BE CONSIDERED APPIIIIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE FEE GGS.S_TY OF THE APPLICANT AND THE APPLICANT'S CONTRACTOR TO T OF A TIONS SHOWN. A FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAT BE AFFTHEECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALANDL RECORD CHANGES AA NY TO THE APPROVEOHILL SPLANSALL UNTHEUAPPLICANT SHALLS IMMEDIATELISCE"REYY NOTIFY THE ENGINEER OF RECORD IF A CGNFLICI EXISTS. T. VERTICAL DATUM SHALL BE NAVD OG AN' HORIZONTAL DATUM SHALL BE NA 03 'WA STATE PLANE. NORTH I. UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK. DATUM. AND ELEVATIONS SHALL BE NOTED ON THE PLANS. B. ALL UTILITY TRENCH BACKFILL AND BOAOWAY SGBGRAOE SHALL BE COMPACTED TO 95X MAXIMUMDR,DENSITYPER2-03.31141D-COMPACTION A CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREAS. ALL TRENCH BACKFILL SHALL BE FIRM ANO UNYIELDING BUT IN NO CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM DRY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED BY THE 11 TyANDNOTED 0 PROVED PLANE. ANY OPEN CUT SHALL BE GESTURED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. I'. ALL PIPE AND STRUCTURES SHALL BE STAKED FOR S-EY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OG WHERE DIRECTED By THETHE CITGY. RAOEEAEXISTING,MANHOLES. CATCH BASINS. OR INLETS SHALL BE ADJUSTED 11 TION PRIOR T OR IN CONJUNCTION WITH. ANT CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A Pfl.PERLT PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WAS, INGTON STANDARD SPECIFICATION FOR READ TRENCHNBOTTOMD BRI GORLTHE TOPONSTRIlTOFNTHEHFIS DUNDAT III NATEG .AL. ASAIT AWELLEAS PLACEI ITE EAND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE SUPPORTEDLENGTHTHE PIPE WILL BE ON A UNIFORM D ENEALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220. 00. 22..,I. AND 220.20. 13. STEEL PIPE SHALL BE ALUMINIZED. OR GALVANIZED WITH ASPHALT TREATMENT 1. 2 OR S INSIDE AND OUTSIDE. I'. ALL "AINAGE STRUCTURES SUCH AS CATCH I BASNS AN O MANHOLES SHALL BE FITTED WITH DUCTILE IRON. BOLT -LOCKING LIDS PER THE CTT STANDARD PLAN 204.10. 204.20, 204.3D, 204.40 AND 204.50. STRUCTURES SHALL HAVE: RECTANGULAR Ofl ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF. AND OUTSIDE IF ROUND. SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY. BUT OUTS [DE OF THE CURB/GUTTER LINE. POUND. SOLID LIDS DISPLAYING THE CITYO THE LOGO WHENRIV WITHIN THE PUBLIC OUTS I BERIGHT - FDS PUBLICRRIGHTIN -GFAWATEANDNT TEASEMENTSCITTTOPTHEAC ITY SHALLRNOTI DISPLAY THE CITY LOGO. 11. BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN AC'ORIANSE WITH TABLE 4.1 EASEMENT WIDTHS AND BUILDING SETBACKS LINES OF THE BENTON SWDM. 10. LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-0E-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/CATCH BASIN RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL HE 11. ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT- SHALL BE OF SUFFICIENT LENGTHG.VIDEAy 3.1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. NOTES: 1B. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES. WHERE REQUIRED. SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE 11l FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: 4-e INCH ROCK/40-TOX PASSING: 2-4 INCH ROCK/30-40% PASSING: AND LESS THAN 2 INCH ROCK/10-20X PASSING 19. FIGHTING IT BE INTERCONNECTEDGANDTSTESHALIL SEPARATELY CONVEY COLLECTED SFLOWS NTo THE CONVEYANCE S TROL FTHE lITlS APPROVED BY THE CITY, FOOTING DRAINS SHALL NOT BE GNWjGINLl TO ON -SITE IMPS. 20. THE END OF EACH STORM DRAIN STUB SHALL BE LAPPED. A CLEANOUT TOPPED WITH A BOLT -LOCKING LID MARKED "STORM" OR "OflA1N" SHALL BE LOCATED Ai THE POINT 0 CONNECTION O PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 22Z. OD. ALL STOR'SYSTEMFOR L A SURVEYOR LICENSED IN WASHINGTOM STATE. AND COT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 22. ALL NEWLY -INSTALLED AND NEWLY -REHABILITATED -GLIC AND Pfl IVATE- STOG. CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN -.G. CCVT INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CI TT PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS. GUTTEflS ANO/OR PAVEMENT. 23. ALL STORM SYSTEMS AN CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION Z-04.3111 OF THE WSDOT STANDARD SPECIFDRAICATIONS ANDSHALLNBEHTESTEDENCE OFFOR ACCEPTANCESATTTHEATI VSAME TIMTHEEITY.THEMAINTERM STORMITSST OS TESTED. 24. FOR ALL DISTURBED P..V10US AREAS ICOMPA'TED. GRADED. LANDSCAPED. ETC.- OF THE DEVELOPMENT SITE, TO MAINTAIN THE MOISTUflE CAPACITY OF THE SOIL EITHER TOPSOILSTOCKPILE ANDTIE EXISTINGVFFLA YERANDNATIVE OR AMEND THE SOIL WITH 'IMPOST IN ACCORDANCE WITH STANDARD PLAN 2G4.00' 2E G ON L DOES N RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND/GG LIAIT BILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FORT PROPER F NING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. lAFS, AND 21. ANY OTHERAIEILATESACTIONS NAFEGIARD EEDEDETO PROTECT THE V LIFE,H EALTHPMANO SAFETYEOF THE PUBLIC AND TO PROTECT PROPERTY IN CONNECTION WITH THE PER OF WORK SHALLIROV I.E.ANYWORKOF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY TRAFFIC CONTROL SHALL APPLY. 27. PROJECTS LOCATED WITH THE CITY'S AOUIFE' PROTECTION AREA IA SHALL COMPLY WITHSPE. ATRE.NIW6 OF THE RENTON SW..AND AQUIFER PROTECTION REGULATIONS (RC 9-3-OS0.. 20 T OF S . INLETS. ETC.1 IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES. BIKE LANES. SIDEWALKS. AND CROSSWALKS SHALL BE POSSIBLE. A SIDEWALK OR CROSSWALK SHALL BE FITTED WITH ANON -SLIP OR NON-SKID LIO PER ADA REQUIREMENTS. 2S. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30. MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4. -Al OF THE BENTON _N. 31. CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS HE IN MET TEDCONTINUOUSLY FLEASTCOMPLIANCE WITH THIS MINIMUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKETTEST INHIGHNE OF WATERONTO THE PAVE SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATOI PONDS OR PUNS OFF THE SURFACE. THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ET OFSPERMEABLEORPTIONAPAVEMENLEASTTINIFTEST TH ISSHALL BE CONDUCTED PERTEST IS NOT CONCLUSIVE. THG.ENSANOTH ERO ARE ETEST PER ASTM C1 I01 SHALL BE CONDUCTED. FOR LARGE AREAS IE.G.. PARKING AREASl, BSERVATION MAY BE ALKINGLOWLY MOVING WATER TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS SHALL BE TESTED USING ASTM C17 B1. �e v Knox what's belOW. C2�� bePore you dfg. neiu:rvzn� w w T 0 - 22- / I I EXISgNNG E- ST II --- OMM 17 1 p EASEMENT III 1 ____--__`- O1 II i — — — — — NO RADINc o OISTURe ACTIVITIES WITHIN THE EXISTING11 L IATION FOOTP N L__I II L__ L_-1 L__1 I 1 — — -- I•I / LF _ _ C ; I;I i � J I:I II iIL —i II III III TIIL ::III AIL — —III IIL nI II L--i II IIL—I II vv II OI ---I _JI I ---II-- -- 1 II _II____IL_IL__II_ __I IL _II____IL {I__ IL__II___ ��// L{ ? I I::I 1 II 1-1 1 - I -��� � �I Ii1 Ia1 Ia1 Id1 I_I k. Fl I I I:LI Ii1 Ia1 ��1:1 / L\ 1 // 4 III --- - \ _ � W �BYO [III ZAi c — < -------------- \ BD 4gCN ti�gWa GRAPHICSCALE NF 2ozausla ro\sa eT, ON c\P++"�n9\Pw: 'iu\pneie\em aez�\o- dreL 9 LEGEND I ------ PROPERTY LINE ----- EASEMENT LINE SUBSTATION FENCE F • - — - CONSTRUCTION LIMITS i - — — — FENCE TEMPORARY CONSTRUCTION FENCE - - - E%ISTINC MINOR CONTOURS zs - E%ISTING MAJOR CONTOURS •" wAHEROLPNE PERFORATED PIPE F GAS LINE I� O SANITARY POWER LINE CATCH BASIN L] GRATE INLET w/OIL STOP VALVE 1 _ GATE VALVE R CATCH BASIN INSERT 0" III WALL EASEMENT NG F'- "TINGE%FOUNDATION III\ E%IT INC GBOSRTHLI00TPRINT IO VING ANG AREA)NG ACTIVITIES wS 3 CONSTRUCTION NOTES O CATCH BASIN INSERT PER DETAIL 2 ON SHEET 2 \ SILT FENCE PER DETAIL ON HE 2 V MAINTAIN GRAVENTRARUER A KATCUC BEEN'TRTOI INS ENTRANCE NECESSARYI ONSITS STAGING AREA IAD, LIST AS F 3 REFERENCE DRAWINGS D-20891 SITE PLAN AND GENERAL NOTES 3 D 20899 GRADING AND FENCING PLAN D 20895 DRAINAGE PLAN -I G 20896 FOUNDATION PLAN D 2089T STURCTIRAL PLAN Knox what's below. Call bef.. you dg. R: 1410053"' TEMPORARY EROSION/ ORIGINAL ON NIS111. 1ARG E%PANEIGN DOE TO SEDIMENT CONTROL PLAN PROPERTY 'ALE SHUFFLETON SUBSTATION DATE p�� SUBSTATION V N CADD .[.Nv $PANG ENGINEERING D—Zpggp p F N/:INF.. ?w.a 2axo i222lons.0 rear ENN DEPARTMENT EROSION AND SEDIMENT CONTROL NOTES 1. BEFORE ANT CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS. A PRECONSTRUCTION MEETING AND L THE, EAPPLRCAANDNTI CONTRACTOR' RENTON, HEREBY REFERRED TO AS THE CITY. THE APPLICANT, 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGT.N STATE DEPARTMENT OF ECOLOGY ECOLOGY) C . THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. B. THE Ell PLAN SET SHALL INCLUDE AN Ell CONSTRUCTION SEQUENCE DETAILING THE ORDERED SIN TEPS EATOSFALL BE PROJRLEB MEOIHEMENTS CONITR COMMENCEMENT TO P.._ROJECT CLEANUP ORDER 4 THEVBOUNDARIATI ES OF THE CLEARING LIMITS. SENSITIVE AREAS AN BTONIR BTHEUFFEPLARS. AND AREAS BE CLEARLYEGE TDET INEATEDPRESEBTAFENCTIONI NC AND PROTECTED INATHEPRE-2— FIELD IN ACCORDANCE WITHSAPPENN 0 RO .TRTIE LTIO OF UR�N6N HERFACE LONS RULER OEPERN MANNOL ISEURBA CENTON OB ONIOR EO LEA SNGRT MI 00. SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. B. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAWpSHISYR EMS ORE ASHAIABS TI ON OF TTHE B GF%1UIR ATTOIENSURE THAAT ALL AVEG UCI AS AS AREUCTED KEPT CLEAN ANDTTRACK-OUT TO ROAD RIGHTED' WAY DOES NOT OCCUR FOR THEDURATIONOF THE THEECT. ENO OF EACH ACHIBAYT IS .BE TI OUENITE'LT URBINGC ETTAWE WEATHER, BE CLEANED AS NECESSARY AT OR E B W A R 0 N SEDIMENT FROM ENTERING WATERS OF THE STATE. B. PERFORMEDIASIITT FROM CONCRETE TR TONSSHALL OFF -SITE OR I WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND. OR TO STORM DRAINS OR OPENCRETEHWA HOUTSWTREADUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN E. T.ALL REOU IRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING PREVENT SYSTEMS LAND ADJACENT PROPERTIES?RALLPESCABMPS SHALLOBEEMAINTAINEDA IN AASAT ISFACTORYE CONDITION UNTIL SUCH TIME THAT CLEARING ANO/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR UN- ITE EROSION HAS PASSED. ALL El CSHALLMOVED ACONSTRUCTION COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON -SITE EROSION AN NEW CONDITIONS THAT MAY BE CREATED BY THE ACTMAYIVITIES AND TO PROVIDE ADDITIONAL ESC PROPER?IES AND WAOEH VE MINIMUQUALITM OFOTH EERECESV RECEIVING BRAINAGEESOTSOTEM?0 PROTECT ADJACENT ARPRNVAL OE IGNSTHISIZE NOILAN ISRFLLOCATIONNIF PIPEA. RESOTRICOTORS'TCHANNELS. ORVATORMWATEORM FACILITIES. S ANY GEWATIRINI SYSTEM NECESSARY FOR T CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS -_WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARD, . ROCKERIES OUTSIDE OF ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BD ILDING CODE �ir �WAv� r�nwVnw�w Yi"��.ww.��wxwna ava'w�w wmmv+,e 1 r�ixi�if�e w�w.��r.�aaeww ra�.r.a rV....r rf�ir.�:ex�.aisa,^� ^ w�vx�ua�rrv:�:wr�:iwr[r�rtnu.w[.,n...rcw i.��iwu�rti w w�iw ae�,i �inw .�acYr ww}.rii uwnMirrt SILT FFNCE � ap,Z �y:ueole i :.s DETAIL 1 1 NOnF �'] prrAWlr.[n* CATCH BASIN INSERT r.Wne�mvl =.e DETAIL 2 1 SPHALT REMANDOVE AOSE OF OFF SITE I BUILDING EASEMENT I REMOVE GATE VALVE NEE SIPF AT A._O. RECONNCT O MANHOLE AND RE OCH' UREREOR HNBSDI OOSEUOF!OFF-SITEANDPSPCC // R�E�MA INRUNT IL TCU. UCTION —� WpL ALIESNT /// / 1 IIN STORM LINE / STORMWATER FLO - OUCH A SP COMPLETE \\ MO EXISTING FENCE pHPEVE TO BE REMOVED ITYPI \\ EXISTING FOUNDATIONS ,kL \\ TO BE REMOVED �f - � _I I.... II - 1.1 I -I II EVACANTG COMM 11 OIL TA - "I -J I''- IIL __�,T I BUILDING) SLOG11 REM'A JU' I III-_-1 IL --:I f} II 11 e L_ l L_-1 L_-1 L__I u II L_-1 L__I r-1 I i IL n 1 STATION SERVICE TRANSFORMER TO BE RELOCATED ByPSE - II II II + I \\�X�PREMO ---------_----------------- I PEVEI I I I I I -- I I L I I I I I __ I _ I I I II IIL "III III II :II IL_ III __IL III II II ;III :II — II - - III 'II IL_-11 III' IL_ II III 'II // :II __IL REMOVE. - REMOVE! - PIPE I REMOVE EX SATCH BASIN AND ORN TO STOCKPILE YARD ROCK \\ I 1 // ' PROPERTYLITE AND PLUG WITH CONCRETE / EOIBEIRE OVEDE M ITTPI L------ III BUILDING REAMOVE EXISTING ECO-FLOCK OPERTT FOR RE NATER RETA'ETAIN NGU ALE°IF IKS OR NEW III R IM SERVICEABLE ICEL I'AB E CONDI TIO ANE ASPHALT DUHI OSE F DFF-SITE U L___.._7�- // I GENERATOR N REMOVE ASPHALT AND DISPOSE OF —LFF-SITE if SAWCUT ASPHALT CLEAN LIE AT PROPER TYNLI NE LEGEND PROPEfl iT LINE PVC PERFORATED PIPE RETAINING WALL o CATCH BASIN ® GATE VALVE 1- 73 EXISTING FOUNDATION TO REMAIN - EXISTING FOUNDATION TO BE REMOVED EXISTING ASPHALT TO BE REMOVED NOTES 1 RE INSTALLED NPER ATO PORLL NOTARYGEROSIDN/UNTILSEDIMENTCONTROLAPLAN. REFERENCE DRAWINGS D-20894 GRADING AND FENCING PLAN D-20895 DRAINAGE PLAN 1I , EASEMENT `1 ICI II _ EXILDIST INGNG� BUI TO REMAIN FOR INTERIM 22. 6f C 0 22. 6f NIEW 35' X 2'` RETAINING \ WALL USING EXISTING ECO BLOCKS 22.Oo 5'-0" GRAVEL SHOULDER + RESERVED FOR 4'-0' RETAINING 21.40 ITTP AROUND SUBSTATION). i WALL EASEMENT SEE SHEET 2. DETAIL 1 LANDSACPE SCREENING 2 21.40 21.20 MJ� Jim J� J� 22.16_______ '22 21. 21 . 40 ➢ o / ' R N � 2 / I 22.23 q -1 1.1111 22. Oo 22.17 \ 12.57L 1 I II ♦ 22.62 II -- ♦ / L--::I w L I J--�I L___________/-\21.93 R r >q8 23. 00 ll I" II I II - /I II II ♦ II I-� ♦ F' "I I' '1 I" "I I' 'I II I' "I I' "I I" "I 22.i4 n �_/ ♦_};I__I L_-4 L_-1 L__J II L_-I L__I L_-4 `I r-z3-\ II zz. of _SEECSHEET 2.IT / - __ ___ F' ''I I ===-1 I'' 'I I ===-I I" "I I ===-1 I" "'I -- I I.N. ''I I ===-1 I'' "I I ===-1 I'' I I 1 I I I 1 I ---III I I 1 I I II L--:1 L--:tl L-_:I-��II 1111 L--::I L-_:I II L- 1 I --- II 1111"I I� III -'I IIII III IIgI _- b / II ___ LI1__ L_-! I _I L_ .I I ___ L :I I__ L__.I I L_ b I � 23.00 I':I I.I 0\ 1-----------2}_-__'___'- / p♦ \ / 22.49 b 1 / I 1 / b 1 __ ��♦ 23.81 \ \- _ _ 1 2C' WIDE STATION \\ RELOCATED STATION - Ir �I ` ' ♦ q` b GATESEE 1 03 U PLACESI. SEflEFENENCEAONLORMEn �.I 23. 90 a 23.86 23.6723.51 --29- N<, ♦V 23.i4 J� J� J� 23. 58 �✓ �✓ 23.42 `I' `I' 23.2i W r��Q' 4.12 CR.E_NNGSEEII ,1 2Ai 1 I �1 L i i 20 0 20 40 Bo GRAPHIC SCALE LEGEND 22. 00 / SUBSTATION FENCE // •_ = EXISTING STORM DRAINAGE PIPE IREF DNLYI - � PROPOSED STORM DRAINAGE PIPE IREF DNLYI EXISTING RETAINING WALL PIROPOSEO RETAINING WALL YYY o CATCH BASIN (REF ONLY 1 RINKTSTFENCE GATE VALVE IREF ONLY) it • TYP ). SEE EE 0-18381 23. 03 SPOT ELEVATION I EXISTING FOUNDATION (REF ONLY) 22.85 GRAVEL OR.IE.AY LANDSCAPE BUFFER 1`CJ SANITARY SEWEF MANHOLE (REF ONLY) 2204 9'-0" RETAINING WALLEASE"ENT GRADING NOTE: 22.65 FOR AREAS OF THE SITE TRATDDOBNOT RRIAUERIALCUT IN 22.53 TAIL 1 ONMSHEET RED " 22.50 DEREMOVEFE%ISTINGUASPH ALT. GRADE TO BASE COURSE FINAL GRADE AND AOD YARD ROCK PER PSI STANDARD DETAIL. FOR AREAS REDO (RING FILL OR CUT IN EXCESS OF 9": REMOVETEE. IL OTI NOC SSPHALT. GRADER TO SUB -BASE FINAL PERDG A D OD N" NEEE IGURSE ND YARD ROCK S -5'-0, SANDSCAPE CREENING z3.io REFERENCE DRAWINGS D-20891 SITE PLAN 23.i0 D-20B92 TEMPIRARY EROSION/SEDIMENT CONTROL PLAN 23.54 0-20B95 DRAINAGE PLAN 0-20B9fi FOUNDATION PLAN 0-2089i STRUCTURAL PLAN 0 0-18381 CHAIN LINK FENCING SECTIONS AND DETAILS STATION FENCE -0" BHOULDER A„ YARD COURSE 2X sr=OPE B IVE SOIL COURSE O9- ASE R BASEACTED� LL TYPICAL STATION SECTION DETAIL 1 1 DRIVEWAY 10'-0' iTOP COURSE �NATIVE SIL OR "BBASE STATION DRIVEWAY SECTION B 1 SLOPE TOP OF BASE COURSE FROM 10' AWAY OR FROM EDGE 4- YARD O" OF FOUNDATIONS. ETC COURSE TAPER 9" BASE COURSE— 6"MIN O . Swaim INLET PIPE OUTLET PIPE 1V1x� .lFC TYPICAL CATCH BASIN GRADING OUTSIDE OF SPCC AREA DETAIL 2 1 STATION FENCE 20'-0" DRIVEWAY SHOULDER DRIVEWAY DONTRIP = 4 0:0 a .00y t# oD NATSSOIL UB OR UBBASE FILL COURSE STATION DRIVEWAY SECTION C rvTs 1 STATION FENCE B'-0" SHOULDER DRIVEWAY DRIVEWAY C4 TOP O flSE RR COURSE xl odoO.oO'o:.: :Oo o' Oo �I:�a e000 oo. oo. : .o& BASE COURSE IVE SO I DRTSUBBASE L FILL STATION DRIVEWAY SECTION A NTS 1 STATION FENCE DRIVEWAY SHOULDER DRIVEWAY 9" TOP 4 HSE RD COURSE o pop. .'o�gog a:o: t" TSUB SOIL BASE COURSE B FILL STATION DRIVEWAY SECTION D rvTs 1 CS W/SOLID LID M259 SE 85 EP IF 18 INSTALL PIE " PVC WHERE VALVEPV WAS REMOVED 13 LF NDMH 518 CENTERPERF VO OPLLANTTERIN 69 L 8 PVC e 0 �5x SD " NW EE 9046 STRIP 1O.ETA. SEE ------ I 1 .T 2. O IL TI--� g�Lu44 zs LF .✓ ��-ten --ate- --�--�- zero-�F 4w-PEKE; B^Pvc 15D IF T tll B43 III IIII I �n • �u � II Ian gn i EASEMENT III I��+ mn INd tl hill I Ntl w 29 LF tl II $" pVC H 1, SIN PLIVEER SEEAiiEET z. x. PROP RTMOLSD TO I!� II AND PLUGGEDME Y FOR RINATER �. IN I � RIEAELouz ILL.- --- NWMIE19.i6 WRETAI CLEANODT M EL 21309 I ALL ESMT SWI 2 0. /II 1711 DRAZ 1 = 1 _ly DRAIN NI 1 1 I I K EXISTING E-cm. 41 VH� �r BDILOING 171 T3 LF B" PVC iO rvll L11' m aamam mW(�CB4i I'-_-1 III.. 'j CB15" Y1 CB29 'III I I_ ollz I'_1 L __::I L__::I L__::I L__:i II L_-::I L Y15 1LF 8" PVC 12" CONC II e .58X PIPE II CB19 IT 71 ce35 :7 ] I:: : CB36Ek==1 5" S1 10l i9 PVC - IfiO =7 _cB38 1 - 1 H, - i --- 1 1- I 1 I- I- 1 I 1 I. II II E.__111 IIL_-I II IIL__111 IIL__III IIIL -II _1 IIL_11 IIL_-I II II 12" cONG�PIPE I� IIIY IIII IIIF '11� CIF --"I III___III---;IIIL -1111F '11� IIIY IIII IIIF '11� �I� I °\ ----I L--::I I ----I L--::I I ----I L--::I I ----I I..___ L--::I I ----I L--::I I ----I L--::I I ----In 12" CONC III CB32 I 1 ra1 II PIPE I I I I I I I I I I I III I I I I I I I`JI �tlo N ols, I i SCE ---60 LF --- ----AD LF--- yI�� �4Y� CB34 6" SCH 80 PVL CB33 6" SCH 80 PVL 11 CB21 TYPE 1 CATCH BASIN IT1, SEE SHEET 2. tl CB51 " �1\-I -- T L tl PVCSROOF GRAIN j CB52 HI an L nM LLIo I ona RELOCATED ANSFOFME-`I ___ F__, 8 SERVICE ERF [ON R (REF ONLY) L-- - - - - CB40� V I C841 GRAPHIC SCALE LEGEND PROPERTY LINE ""TINGOSTORMCBRAINAGE PIPE • _ _ _ _ _ = PROPOSED STORM DRAINAGE PIPE EXISTING RETAINING WALL PROPOSED RETAINING WALL E`ST' NO CATCH RIE TIRE EXISTING GRATE INLET W/OILI STOP VALVE m EXISTING GATE VALVE F EXISTING FOONDAT ION IREF ONLYI 0 GRAVEL DRIVEWAY CATCH BASIN SCHEDULE CB15 - TYPE is DESIGN D. IEXIST C93T - TYPE is DESIGN 0* IE%ISTI RIM EL 21.90 RIM EL 22. 68 SE_NE e" IF 20 5s N IF 20.47 SW- 6" IE 20.00 IBM7 - TYPE 1A DESIGN DI (EXIST) RIM EL 22PTYE681 IE%ISTI 22 SE e" IF 20.79 ME- IIF20.44T S,M92L E2PE001a DES [GN D. IEXISTI REM 6" 2E . IAOJIIST RIM TO 22.30 N- 12" IE220,34 NW- 8" 20.9i 9i IBM1 - TYPE is DESIGN D* (EXIST) NW- HE 20:N I21.69 SW-HE20.95 RIIM4 21 PB 1 (EXIST) SE- 8" IS 20. O60 - 2" E 1,1 CD25 TYPE 1 !EXIST) RIM 11. 90 W- IE 20.15 SE e" IE 20.25 - IE 20. 35 6TYPE 1 IEXISTI RIMEL 21.Oi CB41 - ;YPE 1 (EXIST) NW- 6L ]E 21.04 CB43 - TYPE 1 IE%ISTI IE NW.BL IE 18 02 SM- 8" IE 18:DO CBM4 - TYPE 1 (EXIST) EL 21. 55 NE e" IE 18.86 " IE i8.16 5 S.IFi8.i1 E e" IE 18.86 n46 - iYPE 1 lW EL 22.63 ME NE- 8" IE 19.82 E- 12" IE 19.42 SE- B' IE 19.14 - B' HE19.14 IE 19.3i 19. 14 S�- B' IE 19. i4 CS 2'TYPE 10 DESIGN D. (EXIST) RIM EL 3" BELOW SDRRODNDING S- 12" EXISTING PIPE ELEVATIONADE CBdi - TYPE 1 HI EL 22.'4 NW- 12" IF 20.12 SW- 8- HE 9.50 CB32 TYPE is DESIGN Dm IEXISTI RIM EL 2288 CB48 iYPE 1 Hlu EL 22.B5 SE- IE 20:48 SW- IE 20.53 SE V IE 9.30 N B° IE 19.30 1 (EXIST) N 8' IE 19.30 RBI M3 22P5 CB49 - TYPE 1 IW EL 22.io - EI EL 21 218 S'#- V HE 19. 53 RI M4EL . E5IEXISTI ClTYPE - TYPE 1 10 EL 22.B6 - I 2 .5 E- 8" HE 19..42 NIA- V HE 19.42 RIM50L T2PSBt IEXISTI CBB55 - PE 1 HINIEL 22.T0 E- 20.79 *- B' IE 9.49. RIM ELL 22P5 1 (EXIST) a CBy}- i E HIM EL 22.00 E- 21L09 m SEE DETAIL z ON SHEET 2 N11- V HE 20.B9 REFERENCENDRAWINGS G-20892 TEMPORARY ERDSIDN/SEDIMENT GDNTRDL PLAN D-2.817 STRUCTURAL PLAN D - 0894 GRADING AND FENCING PLAN LLUI�, Knox what's belOW. CaII bePore you dfg. REVERSIBLE CAST IRON FRAME IWA STATE STO PLAN B-30.10-03) 6 GRATE (WA STATE STD PLAN B-30. SO-03) GAST IC FORT N0. SM 60 D/T OR EODAL. CAST FRAME INTO ADJUSTMENT SECTION REVERSIBLE CAST IRON FRAME 2 GRATE tNL'GOAL FWRV N0. 5935 OR EOUALI [WA STATE STO PLAN B-2a1 NOTE: COURSEC 3" T flD OR TOP COURSE 2'-0' (TYI) ALL RISERS SHALL ACCEPT IT IRONHFRAME IBNO GRATE 9" BASE COURSE, 0 EASE COURSE O 6'MIN INLET PIPE - - - - CATCH BASIN. TYPE 1 O PLANSB-5.20-001 - ° - OUTLET PIPE ° '�'�' INLET PIPE CATCH BASIN. TYPE Ell DESIGN D tWA STATE STO. PLAN E-1 a] OUTLET PIPE TYPICAL CATCH BASIN, TYPE 1 TYPICAL CATCH BASIN, TYPE 1a. DESIGN D DETAIL 1 1 DETAIL 2 1 IN NCH WIDTH FINISH GRADE GRAVEL BACKF ILL FOfl 12" AMENDED SOIL IRE11 B (SEE NOTE 11OOI FOSHDR INSREGATE FOUNDATION LEVEL SMOOTHAINTERIORUX ja-° HIPS 11 OHASCOR HOLYETDHTL ENE \V/\�// HDPE/PVC PIPE APPROVED EQUAL) NOTES:1SEE SOOT STANDARD SPECIFICATIONS SECTION 9-03.12t31 XIST G SUBGR 6" MIN FOR GRAVEL BACKFILL FOR PIPE ZONE BEDDING. EXISTING H tTTPI TYPICAL TYPICAL PIPE BEDDING PERFORATED DRAIN (MSDOT STANDARD PLAN B-55.20-02) DETAIL 3 DETAIL 4 1 1 Appendix C Inputs Partially Full Pipe NOW Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes mere than half full Instructions: Enter values in blue boxes. Calcula bons in yellow Calculations Pipe Diameter. D = 18 in Depth of flow, y = 9"S in (miMhave y> ❑/2) FuLI Pipe Manning roughness, nf,u = 4.44 Channel bottom slope. S = 0.00425 ft/ft Calculations n/nfuli = Partially Full Manning roughness, n = flA 42 Partia y Full Pipe Flow Parameters (More Than Half FuK) Pipe Diameter. D = 1.5 ft Pipe Radius. r = 4.75 ft Cur. Segment Height, h = 0.727 ft Central Angle, q - 3.08 radians Cross -Sect. Area. A = 4.92 f12 Netted Perimeter, P = - 4 ft Hydraulic Radius, R = 13 ft Discharge, Q = =•59 cfs Ave. velocity, v = = 99 ft/sec pipe °/o full [(A/Ah j*100%] = 52.49� r = D/2 h=2r-❑ (hydraulic radius) R=AjP (Manning Equation) Q = (1.49/n) (A) (R2I3}(Si/'j v=Q/A P _ Z Brccos ( r - h l r r2(A- sino) A = z r" — P ='_zr — r*a Inputs Partially Full Pipe Flow Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes more than half full Enstruuhous: Enter rulues in blue boxes, Calculations in ye low Calculations Pipe Diameter. D = 1' ID m Pipe Diaeter. D = 1.25 ft Depth offlow, y m l' in Pipe Radius. r= 0625 ft [must [Lase v? D/2) Circ. Segment Height. h = OA59 ft Full Pipe Mani roughness. nlu]j = 0.001 Ch annel h ottom slope, s= o.000a ft/ft Calculations n/nf.il = 1.347656E Partially Full Manning roughness, n = t7.001 F3rXi3l 17 uEl Me 1, 10W FdlWllelerS [bore Than Half Fu[I) Central Angle. q = 3.94 radians Cress -Sect. Area A = 0,32 !t Wetted Perimeter. P = 1.5 ft Hydraulic Raclius. R = 0.22 ft Discharge. Q = 2.52 ds Ave. Velocity, V = 7.97 ftIsec pipe %full [(AfAft)`1D0A] = 2513°/a r = D/2 h=2r-y (hydraulic radius) R=A/P (Manning Equation) Q = (1.49/n)(A)(RZJ3)(Si�'} = Q/A P 9 = 2 arccos (r - h r A= 7[r2 — r'(g-sin g) P = 27ir — r*O US Army Corps of Engineers Spa#tle DIstrICt Website Corps of Engineers begins Lake Washington annual summer refill Pub li shed Feb. 8, 2018 PRINT I E-MAIL SEATTLE - U.S. Army Corps of Engineers officials will begin Lake Washington's annual summer refill operations February 15, 2019. Vessel owners should closely monitor lake elevations and adjust mooring lines as necessary. Water managers are targeting a typical annual refill of the lake to elevation 22 feet this spring. Fill rates and target elevations vary through May based on conditions. Refilling the lake to 22 feet wlII help rneet Increased summer water use, providing water necessary for fish passage, navigation and salinity control. Private and commercial maritime interests along Lake Washington Ship Canal and in Lakes Washington and Union should expect a gradual rise from the winter level of 20 feet until the 22-foot target refill elevation is reached around June 1. The official lake level is measured at the Locks. The 22-foot target elevation is referenced to the local project datum and is equivalent to 18.75 feet referenced to the North American VerticaI Datum of 1 }88- Lake Washington and Lake Union levels may vary due to the natural gradient between the lake and the locks or wind that can push the lake levels up for short durations. Depending on conditions, the lake may remain at the maximum target elevation through June and July. More information on Lake Washington's status is avallable on the Corps' Seattle District Reservoir Control Center website athttp:/Ibi tjy1NJUL. ACC_ Far more information about activities at the Locks, visit the Locks' Web site at Li Up:// bi L, y/BaHard Locks. Also follow the Locks on Face book waww_faceboo k_comfChittendenLocks and Twitter, wwwr. tvv itter.co m/Chi LtendenLocks. 22 = 18.75 contact 20 = 16.75 Bill Dowell 206-764-3464 w i l l lam. r, dowel I Ousa c e. a r my. m l l Release no. 18-003 https:llwww.nws.usace.army.millMedialNews-Releases/Articie/l 4363511corps-of-engineers-begins-lake-washington-annual-summer-ref Ill WWHM2012 PROJECT REPORT This WWHM calculation is for peak flow from site for the 25-year 24-hour storm for the off -site conveyance only. Tributaries Include Basin 1, the Retained PSE substation site (2.39 acres) and a small portion (0.33 acres) that will continue to contribute for the interim until the new property owner redevelops. Landscaping is negated for this portion, keeping this calculation conservative. A larger portion of the severed site, Basin 2 of 3.66 acres will continue to contribute to the off -site conveyance indefinitely. The assumption has been made that the future development for that basin will include 90% impervious and 10% landscaping. See page 3 of this report and Figure 3 of TIR for Basin Map. Peak flow output is on Page 7. PSE "Bypass" line: 415 If 18" SD @ 0.3% S IE: 18.14 N IE: 16.90 The Army Corp reports that the maximum Lake Washington Surface Water Elevation is 18.75 and Minimum is 16.75. So, at the max Lake level, pipe tailwater condition is 18.75-18.14= 0.61' or 7.32" Ramping up from February to around June 1 st and begins to drop back down any time during June through July. General Model Information Project Name: Peak Flow Calculation Site Name: Site Address: City: Report Date: 12/3/2020 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.167 Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 ear Hiah or POC1: 50 Year Not Applicable Peak Flow Calculation 12/3/2020 10:40:46 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No Groundwater: No Pervious Land Use A B, Lawn, Flat Pervious Total Impervious Land Use ROADS FLAT DRIVEWAYS FLAT Impervious Total Basin Total Element Flows To: Surface acre 0.37 10% of Basin 2 - 3.66 acres - see assumptions on cover sheet 0.37 acre 3.29 90% of Basin 2 - 3.66 acres 2.72 100% of Basin 1 - 3.66 acres 6.01 6.38 Interflow Groundwater Peak Flow Calculation 12/3/2020 10:40:46 AM Page 3 Mitigated Land Use Mitigated Areas are the same as predeveloped for the purpose of this calculation. See comments on Previous page. Basin 1 Bypass: No Groundwater: No Pervious Land Use acre A B, Lawn, Flat 0.37 Pervious Total 0.37 Impervious Land Use acre ROADS FLAT 3.29 DRIVEWAYS FLAT 2.72 Impervious Total 6.01 Basin Total 6.38 Element Flows To: Surface Interflow Groundwater Peak Flow Calculation 12/3/2020 10:40:46 AM Page 4 Routing Elements Predeveloped Routing Peak Flow Calculation 12/3/2020 10:40:46 AM Page 5 Mitigated Routing Peak Flow Calculation 12/3/2020 10:40:46 AM Page 6 Analysis Results POC 1 no 5.08 �F 4.15 U 3.23 �— o 2.30 — 1.38 'tea 10E -5 10E -4 10E-3 10E -2 10E-1 1 10 100 Percent Time E�cceedir�g iu + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.37 Total Impervious Area: 6.01 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.37 Total Impervious Area: 6.01 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 2.750934 5 year 3.471322 10 year 3.960404 25 year 4.594436 This peak flow is to be used for conveyance analysis 50 year 5.079454 100 year 5.576046 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 2.750934 5 year 3.471322 10 year 3.960404 25 year 4.594436 50 year 5.079454 100 year 5.576046 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 3.565 3.565 1950 3.816 3.816 1951 2.223 2.223 1952 1.929 1.929 1953 2.129 2.129 1954 2.237 2.237 1955 2.560 2.560 1956 2.451 2.451 1957 2.786 2.786 1958 2.275 2.275 Peak Flow Calculation 12/3/2020 10:40:46 AM Page 7 1959 2.361 2.361 1960 2.297 2.297 1961 2.359 2.359 1962 2.084 2.084 1963 2.362 2.362 1964 2.310 2.310 1965 2.895 2.895 1966 1.913 1.913 1967 3.324 3.324 1968 3.867 3.867 1969 2.615 2.615 1970 2.552 2.552 1971 3.047 3.047 1972 3.152 3.152 1973 1.944 1.944 1974 2.822 2.822 1975 3.179 3.179 1976 2.180 2.180 1977 2.335 2.335 1978 2.977 2.977 1979 3.945 3.945 1980 3.481 3.481 1981 2.827 2.827 1982 3.994 3.994 1983 3.264 3.264 1984 2.041 2.041 1985 2.804 2.804 1986 2.447 2.447 1987 3.786 3.786 1988 2.298 2.298 1989 3.121 3.121 1990 4.935 4.935 1991 3.951 3.951 1992 2.028 2.028 1993 1.961 1.961 1994 1.996 1.996 1995 2.522 2.522 1996 2.775 2.775 1997 2.615 2.615 1998 2.655 2.655 1999 5.456 5.456 2000 2.699 2.699 2001 3.015 3.015 2002 3.405 3.405 2003 2.798 2.798 2004 5.115 5.115 2005 2.294 2.294 2006 2.059 2.059 2007 4.789 4.789 2008 3.848 3.848 2009 3.543 3.543 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 5.4559 5.4559 2 5.1147 5.1147 3 4.9350 4.9350 Peak Flow Calculation 12/3/2020 10:42:00 AM Page 8 4 4.7886 4.7886 5 3.9938 3.9938 6 3.9505 3.9505 7 3.9448 3.9448 8 3.8670 3.8670 9 3.8485 3.8485 10 3.8156 3.8156 11 3.7861 3.7861 12 3.5654 3.5654 13 3.5429 3.5429 14 3.4813 3.4813 15 3.4052 3.4052 16 3.3237 3.3237 17 3.2640 3.2640 18 3.1793 3.1793 19 3.1523 3.1523 20 3.1206 3.1206 21 3.0469 3.0469 22 3.0148 3.0148 23 2.9772 2.9772 24 2.8945 2.8945 25 2.8267 2.8267 26 2.8224 2.8224 27 2.8044 2.8044 28 2.7976 2.7976 29 2.7860 2.7860 30 2.7753 2.7753 31 2.6993 2.6993 32 2.6551 2.6551 33 2.6154 2.6154 34 2.6149 2.6149 35 2.5596 2.5596 36 2.5516 2.5516 37 2.5217 2.5217 38 2.4510 2.4510 39 2.4473 2.4473 40 2.3620 2.3620 41 2.3613 2.3613 42 2.3587 2.3587 43 2.3354 2.3354 44 2.3104 2.3104 45 2.2983 2.2983 46 2.2974 2.2974 47 2.2943 2.2943 48 2.2753 2.2753 49 2.2368 2.2368 50 2.2233 2.2233 51 2.1800 2.1800 52 2.1287 2.1287 53 2.0837 2.0837 54 2.0591 2.0591 55 2.0412 2.0412 56 2.0277 2.0277 57 1.9959 1.9959 58 1.9608 1.9608 59 1.9444 1.9444 60 1.9292 1.9292 61 1.9130 1.9130 Peak Flow Calculation 12/3/2020 10:42:00 AM Page 9 Peak Flow Calculation 12/3/2020 10:42:00 AM Page 10 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 1.3755 1718 1718 100 Pass 1.4129 1563 1563 100 Pass 1.4503 1403 1403 100 Pass 1.4877 1284 1284 100 Pass 1.5251 1166 1166 100 Pass 1.5625 1050 1050 100 Pass 1.6000 971 971 100 Pass 1.6374 883 883 100 Pass 1.6748 816 816 100 Pass 1.7122 749 749 100 Pass 1.7496 685 685 100 Pass 1.7870 638 638 100 Pass 1.8244 602 602 100 Pass 1.8618 551 551 100 Pass 1.8993 506 506 100 Pass 1.9367 460 460 100 Pass 1.9741 424 424 100 Pass 2.0115 404 404 100 Pass 2.0489 373 373 100 Pass 2.0863 349 349 100 Pass 2.1237 330 330 100 Pass 2.1612 303 303 100 Pass 2.1986 288 288 100 Pass 2.2360 261 261 100 Pass 2.2734 246 246 100 Pass 2.3108 234 234 100 Pass 2.3482 216 216 100 Pass 2.3856 201 201 100 Pass 2.4231 186 186 100 Pass 2.4605 174 174 100 Pass 2.4979 164 164 100 Pass 2.5353 158 158 100 Pass 2.5727 145 145 100 Pass 2.6101 136 136 100 Pass 2.6475 129 129 100 Pass 2.6850 118 118 100 Pass 2.7224 114 114 100 Pass 2.7598 112 112 100 Pass 2.7972 103 103 100 Pass 2.8346 91 91 100 Pass 2.8720 90 90 100 Pass 2.9094 88 88 100 Pass 2.9469 82 82 100 Pass 2.9843 77 77 100 Pass 3.0217 71 71 100 Pass 3.0591 65 65 100 Pass 3.0965 61 61 100 Pass 3.1339 58 58 100 Pass 3.1713 56 56 100 Pass 3.2088 54 54 100 Pass 3.2462 53 53 100 Pass 3.2836 48 48 100 Pass 3.3210 48 48 100 Pass Peak Flow Calculation 12/3/2020 10:42:00 AM Page 11 3.3584 44 44 100 Pass 3.3958 42 42 100 Pass 3.4332 40 40 100 Pass 3.4707 38 38 100 Pass 3.5081 32 32 100 Pass 3.5455 29 29 100 Pass 3.5829 27 27 100 Pass 3.6203 25 25 100 Pass 3.6577 23 23 100 Pass 3.6951 22 22 100 Pass 3.7325 21 21 100 Pass 3.7700 20 20 100 Pass 3.8074 19 19 100 Pass 3.8448 17 17 100 Pass 3.8822 15 15 100 Pass 3.9196 12 12 100 Pass 3.9570 9 9 100 Pass 3.9944 8 8 100 Pass 4.0319 8 8 100 Pass 4.0693 8 8 100 Pass 4.1067 8 8 100 Pass 4.1441 8 8 100 Pass 4.1815 8 8 100 Pass 4.2189 8 8 100 Pass 4.2563 8 8 100 Pass 4.2938 8 8 100 Pass 4.3312 8 8 100 Pass 4.3686 8 8 100 Pass 4.4060 8 8 100 Pass 4.4434 7 7 100 Pass 4.4808 7 7 100 Pass 4.5182 6 6 100 Pass 4.5557 6 6 100 Pass 4.5931 6 6 100 Pass 4.6305 6 6 100 Pass 4.6679 6 6 100 Pass 4.7053 6 6 100 Pass 4.7427 5 5 100 Pass 4.7801 5 5 100 Pass 4.8176 4 4 100 Pass 4.8550 3 3 100 Pass 4.8924 3 3 100 Pass 4.9298 3 3 100 Pass 4.9672 2 2 100 Pass 5.0046 2 2 100 Pass 5.0420 2 2 100 Pass 5.0795 2 2 100 Pass Peak Flow Calculation 12/3/2020 10:42:00 AM Page 12 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Peak Flow Calculation 12/3/2020 10:42:00 AM Page 13 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume WaterQuality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 OM 0% No Treat. Credit Duration Compliance with LID Analysis Standard 0% of2-yrto 50% of Result = 2 yr Passed Peak Flow Calculation 12/3/2020 10:42:00 AM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Peak Flow Calculation 12/3/2020 10:42:59 AM Page 15 Appendix Predeveloped Schematic Basi n 1 6.38ac Peak Flow Calculation 12/3/2020 10:42:59 AM Page 16 Mitigated Schematic Basin 6.38ac Peak Flow Calculation 12/3/2020 10:43:31 AM Page 17 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 Peak Flow Calculation.wdm MESSU 25 PrePeak Flow Calculation.MES 27 PrePeak Flow Calculation.L61 28 PrePeak Flow Calculation.1,62 30 POCPeak Flow Calculationl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 1 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title --------- 1 Basin 1 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><------- Name ------- >NBLKS 7 A/B, Lawn, Flat 1 END GEN-INFO *** Section PWATER*** ->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND MAX 1 2 30 9 Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 Peak Flow Calculation 12/3/2020 10:43:58 AM Page 18 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 7 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 Peak Flow Calculation 12/3/2020 10:43:58 AM Page 19 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 5 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** PETS SURS 1 0 0 5 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 7 0.37 COPY 501 12 PERLND 7 0.37 COPY 501 13 IMPLND 1 3.29 COPY 501 15 IMPLND 5 2.72 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 Peak Flow Calculation 12/3/2020 10:43:58 AM Page 20 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN INPUT MEAN INPUT MEAN Peak Flow Calculation 12/3/2020 10:43:58 AM Page 21 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 Peak Flow Calculation.wdm MESSU 25 MitPeak Flow Calculation.MES 27 MitPeak Flow Calculation.L61 28 MitPeak Flow Calculation.1,62 30 POCPeak Flow Calculationl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 1 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title --------- 1 Basin 1 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><------- Name ------- >NBLKS 7 A/B, Lawn, Flat 1 END GEN-INFO *** Section PWATER*** ->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND MAX 1 2 30 9 Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 Peak Flow Calculation 12/3/2020 10:43:58 AM Page 22 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 7 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 Peak Flow Calculation 12/3/2020 10:43:58 AM Page 23 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 5 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** PETS SURS 1 0 0 5 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 7 0.37 COPY 501 12 PERLND 7 0.37 COPY 501 13 IMPLND 1 3.29 COPY 501 15 IMPLND 5 2.72 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><-------- ><-------- ><-------- ><-------- ><-------- > *** END HYDR-PARM2 Peak Flow Calculation 12/3/2020 10:43:58 AM Page 24 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------ ><-------- > <--- ><--- ><--- ><--- >< --- > *** <--- ><--- ><--- ><--- >< --- > END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN INPUT MEAN INPUT MEAN Peak Flow Calculation 12/3/2020 10:43:58 AM Page 25 Predeveloped HSPF Message File Peak Flow Calculation 12/3/2020 10:43:58 AM Page 26 Mitigated HSPF Message File Peak Flow Calculation 12/3/2020 10:43:59 AM Page 27 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Peak Flow Calculation 12/3/2020 10:43:59 AM Page 28 PSE Shuffleton Substation Backwater Analysis (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) Pipe Segment Length Pipe Size n" Value Outlet Elev. Inlet Elev. Barrel Area Barrel Velocity Barrel Velocity Head TV Friction Loss Entrance HGL Elev. Entrance Head Loss Exit Head Loss Outlet Control Elev. Inlet Control Elev. Approach Velocity Head Bend Head Loss Junction Head Loss HW Elev. Rim Elev. Diff. Downstream Upstream (Cfs) (ft) (ft) (sq. ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) ft) (ft) (ft) PSE Tunnel PSE #1 4.59 14 18 0.012 12.50 16.98 1.77 2.60 0.10 18.75 0.02 18.77 0.05 0.1c 18.93 18.01 -0.10 0.00 0.00 18.83 21.77 2.94 PSE #1 PSE #2 4.59 407 18 0.012 16.98 18.00 1.77 2.60 0.10 18.83 0.66 19.5C 0.05 0.10 _9.66 19.27 -0.07 0.00 0.00 19.59 22.25 2.66 PSE #2 PSE #3 2.52 169 15 0.012 18.00 18.69 1.23 2.05 1 0.07 19.59 0.22 19.94 0.03 0.0-1 20.04 19.69 0.00 0.00 0.00 20.04 22.25 2.21 77 i* PSE Property E istin Drainage Tunnel ` rtlow+Olt P L# 1 r ■ =4 • ` 4-f PSEV - * •L ■ A r 7� CD ! '+ice t J • x -f- rx • PE# 16 Appendix D Southport Hotel Conveyance Analysis PSE Stormwater Reroute Catch Basin Sub -basin Areas Sill)- Basin Total Area' (Acres ] Composite Ln impervious Area Area (Sq. Ft.), C4.90 Grass Area (Sq. Ft.), C4.22 PSE#4 1.36 0.90 59241 0 PSEO 1.32 0.90 57499 0 PSE#2a 1.26 0.90 54885 0 PSE#2 0.00 0.00 0 0 PSE#1 0.00 OA00 0 0 Tunnel 0.00 0.00 0 [} Totals 3.94 171625 11 Conveyance Analysis Southport hotel PSE Stonnwater Reroute 9/12/2014 10-Year Conveyance Location From To Sub Basin Number Area (acres) C C*A Sum C*A Tc (min.) I Q(R) (c.f.s.) Pipe (in.) Typ. (Manning's "n") Slope Q(F) (pipe (ft./ft.) full) V (pipe full) V (at Q(R)) L (ft.) Tt (min.) d/D (%) Qx �F (%) Notes PSE#4 PSE#3 PSE#4 1.36 0.90 1.22 1.22 25.0 1.02 1.25 12 0.014 0.50% 2.35 2.99 2.62 199 1.3 58.50% 53.2% PSE#3 PSE#2 PSE#3 1.32 0.90 1.19 2.41 26.3 0.99 2.40 12 0.014 0.50% 2.35 2.99 4.12 172 0.7 69.50% 102.0% PSE#2a PSE#2 PSE#2a 1.26 0.90 1.13 1.13 25.0 1.02 1.16 12 0.014 10.40% 10.70 13.62 6.76 12 0.0 27.00% 10.8% PSE#2 PSE#1 PSE#2 0.00 0.00 1 0.00 1 3.55 26.3 0.99 3.53 1 18 0.014 0.30% 5.36 1 3.03 2.82 415 2.4 1 66.50% 65.8% PSE#1 Tunnel PSE#1 0.00 0.00 1 0.00 1 3.55 1 28.7 1 0.95 3.36 18 0.014 1 31.40% 54.80 J 31.01 13.36 1 14 0.0 L 0.00% 1 6.1% Project: Southport Hotel Location: Renton, WA R= 10 r Calcs by: BGG Date: 9/12/2014 Job No: C140507-01 These flows are used for the 10-yr backwater analysis Conveyance Analysis - 10 Year Southport Hotel 9/12/2014 10-Year Backwater Backwater Analysis Table Southport Hotel PSE Stormwater Reroute Location Downstream PSE#3 PSE#2 PSE#2 PSE#1 Tunnel Mannings Coefficient 0.012 Storm Event Return Period 10 Q L Pipe TYP Outlet InleR Barrel Barrel Velocity Excel Critical TW Friction HGL (cfs) (FT) Diam (in). n Elev Elev Area Velocity Head Check Depth Elev Loss Elev The difference between the water elevation and the rim should be greater than 1.0 feet for the 10-year storm event. The elevation of the fin. Entry Exit Outlet Headwater Inlet Approach Bend Bend June Loss , Junction [Headwater Rim Loss Loss Control Depth Control Head Coefficient Loss Coefficient Loss Elevation PSE#4 1.25 199 12 0.012 19.00 19.99 0.785 1.590 0.039 1.00 0.47 20.39 0.206 20.99 0.50 0.02 0.04 21.05 0.51 20.50 -0.04 0.00 0.00 0.00 0.00 21.01 23.5( PSE#3 2.40 172 12 0.012 18.14 19.00 0.785 3.053 0.145 1.00 0.66 19.66 0.657 20.32 0.50 0.07 0.14 20.53 0.78 19.78 -0.14 0.00 0.00 0.00 0.00 20.39 23.0( I P PSE#2a 1.16 12 12 0.012 18.14 19.39 0.785 1.473 0.034 1.00 0.45 19.66 0.011 20.39 0.50 0.02 0.03 20.44 0.54 19.93 -0.03 1.30 0.04 0.00 0.00 20.45 22.2'- 3.36 14 18 0.012 12.50 16.90 1.767 1.903 0.056 1.00 0.70 18.00 0.012 18.40 0.501 0.03 0.06 18.48 0.66 17.89 -0.06 ` 0.00 M 0.00 kh 0.00 1 0.00 18.43 21.7E PSE#1 Elev. I O.K.? Difference 2.49 yes 2.61 yes 1.80 yes 2.59 yes 3.35 yes Backwater Analysis - 10-Year Southport Hotel 9/12/2014 25-Year Conveyance Location From To Sub Basin Number Area (acres) C C*A Sum C*A Tc (min.) I Q(R) (c.f.s.) Pipe (in.) Typ. (Manning's "n") Slope Q(F) (pipe (ft./ft.) full) V (pipe full) V (at Q(R)) L (ft.) Tt (min.) d/D (%) Qx �F (%) Notes PSE#4 PSE#3 PSE#4 1.36 0.90 1.22 1.22 25.0 1.22 1.49 12 0.014 0.50% 2.35 2.99 2.78 199 1.2 64.50% 63.3% PSE#3 PSE#2 PSE#3 1.32 0.90 1.19 2.41 26.2 1.19 2.86 12 0.014 0.50% 2.35 2.99 4.91 172 0.6 69.50% 121.7% PSE#2a PSE#2 PSE#2a 1.26 0.90 1.13 1.13 25.0 1.22 1.38 12 0.014 10.40% 10.70 13.62 7.29 12 0.0 29.00% 12.9% PSE#2 PSE#1 PSE#2 1 0.00 0.00 0.00 3.55 26.2 1.19 1 4.20 1 18 0.014 0.30% 1 5.36 1 3.03 3.21 415 2.2 69.50% 78.4% PSE#1 Tunnel PSE#1 0.00 0.00 0.00 3.55 1 28.4 1 1.14 4.03 1 18 1 0.014 1 31.40% 1 54.80 J 31.01 1 14.93 14 0.0 21.00% 7.3% Project: Southport Hotel Location: Renton, WA R= 25 r AL Calcs by: BGG Date: 9/12/2014 Job No: C140507-01 These flows are used for the 25-yr backwater analysis Conveyance Analysis - 25 Year Southport Hotel 9/12/2014 25-Year Backwater Backwater Analysis Table Southport Hotel PSE Stormwater Reroute Location Downstream PSE#3 PSE#2 PSE#2 PSE#1 Tunnel Mannings Coefficient 0.012 Storm Event Return Period 25 Q L Pipe TYP Outlet InleR Barrel Barrel Velocity Excel Critical TW Friction HGL (cfs) (FT) Diam (in). n Elev Elev Area Velocity Head Check Depth Elev Loss Elev The difference between the water elevation and the rim should be greater than 0.5 feet for the 25-year storm event. The elevation of the fin. Entry Exit Outlet Headwater Inlet Approach Bend Bend June Loss , Junction [Headwater Rim Loss Loss Control Depth Control Head Coefficient Loss Coefficient Loss Elevation PSE#4 1.49 199 12 0.012 19.00 19.99 0.785 1.894 0.056 1.00 0.52 20.67 0.293 20.99 0.50 0.03 0.06 21.07 0.57 20.56 -0.06 0.00 0.00 0.00 0.00 21.02 23.50 PSE#3 2.86 172 12 0.012 18.14 19.00 0.785 3.640 0.206 1.00 0.72 19.63 0.934 20.57 0.50 0.10 0.21 20.88 0.88 19.88 -0.21 0.00 0.00 0.00 0.00 20.67 23.00 PSE#2a 1.38 12 12 0.012 18.14 19.39 0.785 1.755 0.048 1.00 0.50 19.63 0.015 20.39 0.50 0.02 0.05 20.46 0.59 19.98 -0.05 1.30 0.06 0.00 0.00 20.48 22.25 1 4.03 121.78 PSE#1 14 18 0.012 12.50 16.90 1.767 2.279 0.081 1.00 0.77 18.00 0.017 18.40 0.501 0.04 0.08 18.52 0.72 17.977 -0.08 0.00 M 0.00 0.00 0.00 18.44 Elev. I O.K.? Difference 2.48 yes 2.33 yes 1.77 yes 2.62 yes 3.34 yes Backwater Analysis - 25-Year Southport Hotel 9/12/2014 C0 TM co o 1 I W Appendix THE HOTEL AT Legal Description PARCEL A: LOTS 1 AND 4 OF CITY OF RENTON SHORT PLAN NO. LUA-99-134-SHPL, ACCORDING TO SHORT PLAT RECORDED JANUARY 31, 2000 UNDER RECORDING NO. 200001319000006, IN KING COUNTY, WA PARCEL B: EASEMENTS FOR INGRESS, EGRESS AND RAILROAD CROSSINGS AS ESTABLISHED IN RECORDING NO(S) 6201855, 6317510, 9902019014, 200001319000006 AND 20001117000535. P R 1 o COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUTTE 900 P: 2QFi/343-(Aa) 36936 � SEATTLE, WA 98104 F: 206/343-5691 fat S /10 / SOUT14 POnT E SOUTHPORT 1083 LAKE WASHINGTON BLVD N RENTON, WASHINGTON Horizontal Datum NAD 83/91 Vertical Datum NAVD 88 - CITY OF RENTON DATUM Basic of Bearings CITY OF RENTON DATUM LOT LINE ADJUSTMENT NO. LUA-98-176-LLA Benchmark CITY OF RENTON BENCHMARK NO. 2118 - 3-1/2" BRASS DISC STAMPED 'CITY OF RENTON BM" IN THE SOUTHEAST CORNER OF CONCRETE BASE OF SOUTHERLY LEG OF POWER TOWER. ELEV=16.75 FT Utilitv Providers: SANITARY SEWERS, STORM DRAINAGE, WATER CITY OF RENTON DEVELOPMENT SERVICES 1055 SOUTH GRADY WAY RENTON, WA 98055 (425) 430-7200 POWER AND NATURAL GAS PUGET SOUND ENERGY MUNICIPAL LAND PLANNING 815 MERCER STREET SEATTLE, WA 98109 1-800-CALLPSE (206) 224-2120 TELEPHONE U.S. WEST LDA GROUP PO BOX 625001 LITTLETON, CO 80162 Site Information TOTAL SITE AREA = 7.95 AC TOTAL WORK AREA = 7.95 AC 1101 8—nd Are. Slc 100 S—tfle. WA U101 206962 6500 MG2.co- t NO. Vicinity Map NOT TO SCALE a G9KE 1y.95H/NGlON\ F �rU " a ` Site &V)W RW Q J Ll�QLP Y iP/Y�R 1R4/! a z N 6TH ST Earthwork Quantities - Trench ing/Bacicfill EXCAVATION (CY) 60 FILL CY 60 NET EXCAV FILL CY 0 NOTE: THE QUANTITIES SHOWN ARE PRELIMINARY ESTIMATES ONLY AND INTENDED FOR MUNICIPAL PERMITTING AND REVIEW FEES. THE CONTRACTOR SHALL IGNORE THESE QUANTITIES, THEY ARE EXCLUDED FROM THE BID DOCUMENT INFORMATION. THESE VOLUMES SHALL NOT BE USED BY THE CONTRACTOR AS A BASIS FOR ANY CONTRACTUAL INFORMATION. THE CONTRACTOR SHALL PREPARE THEIR OWN EARTHWORK QUANTITIES BASED ON THE INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS, INCLUDING BUT NOT LIMITED TO DRAWINGS, SPECIFICATIONS, AND THE GEOTECHNICAL REPORT. REVISION Owner SECO DEVELOPMENT 1083 LAKE WASHINGTON BLVD N, SUITE 50 RENTON, WA 98056 Architect MULVANNY G2 ARCHITECTURE 1110 112th AVENUE NE, SUITE 500 BELLEVUE, WA 98004 (425) 463-1371 CONTACT: TIBOR NAGY Engineer COUGHLIN PORTER LUNDEEN 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 R206 343-0460 CONTACT: BART BALKO, PE (CIVIL) 6 343-0460 CONTACT: GARO PEHLIVANIAN, PE (STRUCTURAL) Survevor BUSH, ROED AND HITCHINGS, INC 2009 MINOR AVENUE E SEATTLE, WA 98102 (206) 323-4144 CONTACT: DARRELL NANCE Sheet Index C000-W CIVIL COVER SHEET C300-W OVERALL SITE PLAN C303-W SITE PLAN C310-W RETAINING WALL DETAILS Construction Sequence: BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF RENTON, THE APPLICANT AND THE APPLICANTS CONSTRUCTION REPRESENTATIVE. 2. VERIFY VERTICAL AND HORIZONTAL LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES. CONTACT ALL UTILITY COMPANIES THAT MAY BE EFFECTED BY THE PROPOSED CONSTRUCTION. THE ONE CALL NUMBER IS 1-800-424-5555. 3. MAINTAIN ALL EXISTING UTILITY SERVICES DURING CONSTRUCTION. 4. VERIFY GRADES PRIOR TO CONSTRUCTION. FLAG CLEARING LIMITS. 5. INSTALL STABILIZED CONSTRUCTION ENTRANCE. 6. INSTALL FILTER FABRIC FENCE AS INDICATED ON PLAN. 7. INSTALL OFFSITE CATCH BASIN PROTECTION. 8. CLEAR & GRUB AREAS OF THE SITE TO BE ROUGH GRADED OF FILLED. 9. CLEAN STORM DRAINAGE SYSTEM OF ALL SEDIMENT AND DEBRIS. 10. REMOVE TEMPORARY EROSION CONTROL FACILITIES WHEN SITE IS COMPLETELY STABILIZED. NOTE: THE IMPROVEMENTS COVERED UNDER THIS PERMIT WILL BE PERFORMED CONCURRENTLY WITH THE SOUTHPORT EARLY GRADING PROJECT (CITY OF RENTON PERMIT # U 14004341), WHICH COVERS THE REQUIRED EROSION CONTROL MEASURES FOR ALL ONSITE CONSTRUCTION ACTIVITY. SURVEYED: DESIGNED: BSB DRAWN: LPL CHECKED: JNP BY I DATE I APPR I APPROVED: SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM COVERSHEET INCLUDED FOR REFERENCE ONLY - ATTACHED WITH SHEET C303 - SITE PLAN - SHOWING SITE STORM DRAINAGE BUILT BEFORE THE SOUTHPORT OFFICE BUILDING. CITY OF THE HOTEL AT SOUTHPORT RENTON RENTON WASHINGTON ML Planning/Building/Public Works Dept. CIVIL COVER SHEET 6.1.2015 PAGE: C000-W SHEET: OF: 1 R-381624 T 00 1 O r) W KEYMAP SCALE: 1 "=400' vU V Call before you Djg.8-1-1 r4J) or1-800-424-5555 10 20 40 UNDERGROUND SERVICE (USA) SCALE 1"=20' Call before you Dgg.8-1-1 or1-800-424-5555 UNDERGROUND 0 1 0 20 40 SERVICE (USA) ? I / PSE DRAINAGE BY-PASS �LINE SCALE 1ln=20' P ti I I vI III— 23 ti 1 IIIII \� IIII I I r IIII o I 1 O III W II m II 1 LU 1 TERMINATE NEW WALL AT EX ECO-BLOCK WALL. Ili I LLI EXTENDING TO THE SOUTH. NO MECHANICAL Cn 1 CONNECTION TO EX WALL REQUIRED. w / z / \ J i — — (� (� � �� �� ALIGN NORT EDGE OFF —WATER CONNECTION LF 6 SD ® 2.0% MIN CONC RETAI ING WALL 1 I TOP=22.s 15' CITY OF RENTON 0 ❑u NNECT WALL FOOTING Q 1 °\ ,� ■■CO IN TO EX CATCH BASIN 5 FROM P OPERTY LINE ^ - � � � UTILITY EASEMENT � _ , � � N � GASH TOPGW§ERT 6-IP= P GAS GAS GAS GAS G I N GAS N �NS / �NS I uaOQM■■uOp ■� aauG91�4■���QMJ<■�a�GO�tIa� ■� � &LO- ■■ �■�GDI�■ u Gam■ ■■� I�■�■■G ■■ ■� ■ ■�� Lan -- -� - 2 8 -— "DEC>I i(N KSPEED I R1M=28.95 c -(SE+NW)=22.75 18ADS MPH ?OTTOM=20.95 I � T VEHICLE ACCESS RETAIL & CAFE C/) 2 HRS FREE PARKING C/)CFHP(J) SIGN: moo'PARKING I TRUNK I� C 201 BALCONY/UPPER STORY Co PARKING EX ASPH EX CB RIM=29.02 a /E(W)-23.82 12 ADS :2:C o /E(SE)=23.72 12 ADS J IE(NW)=23.47 18ADS -------------- \ I OTTOM=2212 — — — — — — — — — — — — — — — �� i — — / v— ——� —� — — — — — — ---- - -- ---- -- ---- \ �j Jill /--�/ — ---G— --- J _ _ r�l I �4f 52' ,�N46'43'23'E 646.03'E K I 0'D-DEC BW 21.75 - BW 22.50 I Q_ L-8'PVC SDEX (PSE CINK 8Pl/C SD ) I� 8 �% I 8Pl/C SD J —^> FE CE TO REMAIN \ C310-W I � I I I / N I I 1 I ELEC. OUTLETS ON P0. I I I I APPDX. DR/PL/NE OF TREES ON S SIDE OF FENCE I \ P TYPE I — INTERC;PT EX SD _ RIM 21.90 C ' 16 LF 15 SE#2 TYF r z 36936 Is-ff o INAL E /1 IE 19.00 NE 15 CPEP SD @ 9.6% W/ SOLk- LOCKING LID IE 19.00 S 6" PVC RIM 21.95 CONTRACTOR TO AUIzFY' ;�LEVATIONIE 18.051 CRC-P 2Pvc SD — OF EX SD PRIOR TO CONSTRUCTION IE 18.20 1Z 15° CPEP IE 18.00IN 18" CPEP COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 601 SECOND AVENUE - SU1TE 900 P: 206/343-0460 (,BATTLE, WA 96104 F: 20GS43-5691 [ O ll T N n ❑ R T 1111 3 SECO DEVELOPMENT, INC. o v GUARD RAIN MOUNTED TO TOP OF WALL ChoiA� z//4 SEE DETAIL N C310-W \ v \ \17 D 1 LU 0 iQ SOUTHPORT OFFICE BUILDING PARKING GARAGE - CONSTRUCTION COMPLETE 1 LU LU cn , Z IJ U 1 P Q \ 1N r T k �XRLN INN,12 ■■■■COM■■■■� ■COMA■■■COM■■■■COM■■■■COM�9�■OOM■■■■OOM■■■■ {1i� r-a-----------------_--- d MINES — HOSE BlB I — — d — 169 LF 15" SD @ 0.5% f I LtJ SURVEYED: DESIGNED: BSB DRAWN: LPL CHECKED: JNP NO. REVISION BY DATEtAPPR APPROVED: CONIC RETAINING WALL ---- SEE DETAIL l� I III\ o C3 0 W v f / I `41 / w Ilk �— ----- — — — -- J- llll �I v � � II> i I � ❑ I m < >IR � � r-1 (� L J\ \ Q I � III �) II <v> III 'A / C —67PSD LJ I � L I � III POINT OF III iil I�/ DISCHARGE FROM RETAINED SITE SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M 14910,1016 CITY OF IIAL RENTON Planning/Building/Public Works Dept. NOTE: TOP OF WALL ELEVATIONS NOTED ON PLAN ARE GROUND ELEVATIONS, NOT PHYSICAL TOP OF STRUCTURE. TOP OF STRUCTURE WILL EXTEND 12" ABOVE THE GROUND ELEVATION PER DETAIL C31` JIY v \r \ L� EX TYPE / CB RIM= 29.28 IE= 25.98 N, SW THE HOTEL AT SOUTHPORT RENTON WASHINGTON SITE PLAN 76' 06 i WT90 6.1.2015 FIELDBOOK: PAGE: DRAWING NO: C303-W SHEET: OF: R-381626