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HomeMy WebLinkAbout03647 - Technical Information Report toMI 0 ', tsi R H .. B L TECHNICAL , 4 INFORMATION � REPORT «�- : ' ' PREPARED FOR; Renton School District #403 a 7812 South 124th Street Seattle, WA 98178 F�� PROJECT: r Nelsen Middle School Site 1Improvements •. . . � Renton, Washington 211128.10 PREPARED BY: Michael R. Norton, P.E. Project Engineer REVIEWED BY: Doreen S. Gavin, PE, LEED® AP Unice President cv�'G e\ E MNi1 � Mays?012 r Civil Engineers•Structural Engineers•Landscape Architects• Community Planners•Natural Resource Ecologists•Land Surveyors•Neighbors 34' 7 TECHNICAL INFORMATION REPORT PREPARED FOR : v,N S. GRenton School District No, 403 .o of wAsu. 4r 7812 South 124th Street 4 _�1Q�, Seattle, WA 98178 PROJECT: 23467 U ' � ° c1s'TE C } Nelsen Middle School Site , toNAL ,4 /y7/2. Improvements Renton, Washington 211128.10 I hereby state that this Technical Information Report for Nelsen Middle School Site Improvements PREPARED BY: has been prepared by me or under my supervision, and meets the standard of care and expertise that Michael R. Norton, P.E. is usual and customary in this Project Engineer community for professional engineers. I understand that the City of Renton does not and will REVIEWED BY: not assume liability for the sufficiency, suitability, or R performances of drainage facilities Doreen S. Gavin, PE, LEED® AP prepared by me. Vice President May 2012 TABLE OF CONTENTS SECTION PAGE 1.0 Project Overview 1 1.1 Purpose and Scope 1 1.2 Existing Conditions 1 1.3 Post-Development Conditions 2 2.0 Conditions and Requirements Summary 3 2.1 Core Requirements 3 2.2 Special Requirements 5 3.0 Off-Site Analysis 5 3.1 Downstream Analysis 5 3.2 Upstream Analysis 8 3.3 Off-Site Design 8 4.0 Flow Control and Water Quality Facility Analysis and Design 8 4.1 Flow Control 8 4.2 Water Quality 10 5.0 Conveyance System Analysis and Design 10 6.0 Special Reports And Studies 10 7.0 Other Permits 10 8.0 TESC Analysis and Design 11 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant 11 10.0 Operations and Maintenance Plan 12 11.0 Conclusion 12 APPENDICES Appendix A Exhibits Figure 1 TIR Worksheet Figure 2 Vicinity Map Figure 3 Existing Conditions Map Figure 4 Developed Conditions Map Figure 5 King County Water Features Map Figure 6 City of Renton Groundwater Protection Areas Map Figure 7 City of Renton Flow Control Applications Map Figure 8 King County Water Quality Applications Map Figure 9 City of Renton Sensitive Areas — Steep Slopes Map Figure 10 City of Renton Aquifer Protection Zones Map Figure 11 City of Renton Sensitive Areas — Erosion Hazard Map Figure 12 City of Renton Sensitive Areas — Flood Hazard Map Figure 13 City of Renton Zoning Map Figure 14 City of Renton Sensitive Areas — Landslide Hazard Map Figure 15 Flood Insurance Rate Map Appendix B Soils Information Figure 1 Natural Resource Conservation Service Data Figure 2 City of Renton Soil Survey Map Appendix C Downstream Analysis Figure 1 Drainage System Map, Upstream Tributary Map Figure 2 Drainage System Map, On-Site Figure 3 Drainage System Map, Downstream Appendix D Summary of Drainage Facilities Figure 1 Existing Conditions Drainage Basin Map Figure 2 Developed Conditions Drainage Basin Map Figure 3 Flow Control Calculations Figure 4 Conveyance System Analysis Appendix E Geotechnical Report Appendix F Bond Quantities, Facility Summaries, and Declaration of Covenant Figure 1 Bond Quantities Worksheet Figure 2 Flow Control and Water Quality Facility Summary Sheet Figure 3 Declaration of Covenant Appendix G Operation and Maintenance Manual Appendix H TESC Analysis and Design Figure 1 Temporary Sediment Pond Calculations 1.0 PROJECT OVERVIEW 1.1 Purpose and Scope The Nelsen Middle School project proposal is to provide improved athletic facilities on a 29.54-acre site located at 2403 Jones Avenue South in Renton, WA. Improvements include the construction of a new baseball field; new soccer field with asphalt track; ADA paths from the existing building to the new athletic facilities; landscaping; and stormwater conveyance and flow control facilities. The project site is defined as the 6.84 acres which will be disturbed for the construction of these proposed improvements. This report describes the analysis and design of the stormwater facilities. The 2009 King County Surface Water Design Manual(KCSWDM)and City of Renton Amendments to the King County Surface Water Design Manual(February, 2010), establish the methodology and design criteria used for the project. The King County Runoff Time Series (KCRTS) software program, developed by the King County Department of Natural Resources, was used to calculate runoff and design stormwater flow control facilities. The Rational method was used to determine conveyance capacities. 1.2 Existing Conditions The project site is at the existing Nelsen Middle School located at 2403 Jones Avenue South in Renton, Washington (See Appendix A, Figure 2 for Vicinity Map), King County Parcel No. 2923059061. The parcel is zoned R-8, Residential 8du/ac according to the City of Renton Zoning Map (See Appendix A, Figure 13). The project site encompasses 29.54 acres within the Black River Drainage Basin as delineated by the King County Water Features Map (see Appendix A, Figure 5). There are no wetlands on the project site. According to the City of Renton Groundwater Protection Areas Map (See Appendix A, Figure 6), the project site is not within a groundwater protection area. The Nelsen Middle School facility is bound to the north and northwest by multi-family residences off of Benson Road South, to the southwest and east by trees and vegetation, and to the south by Spring Glen Elementary School. Site soils have been classified as Map Unit AgC — Alderwood gravelly sandy loam, 6 to 15 percent slopes, according to the WA 633 Soil Survey of King County Area, Washington, provided by the Natural Resource Conservation Service. Permeability is moderately rapid in the surface layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substratum where they tend to mat on the surface. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacity is low. Runoff is slow to medium, and the hazard of erosion is moderate. See Appendix B, Figure 1 for data provided by the Natural Resource Conservation Service. The City of Renton Soil Survey Map, included as Appendix B, Figure 2, also classifies on- site soils as AgC — Alderwood gravelly sandy loam, 6 to 16 percent slopes. A Geotechnical Engineering Report was created in May, 2011 by Associated Earth Sciences, Inc. Subsurface conditions were explored by advancing 13 exploration borings (EB-1 through EB-13) to gain subsurface information about the site. Representative samples of subsurface soils were obtained from each exploration boring at approximately 2,5- to 5-foot depth intervals. The Geotechnical Engineering Report is included in its entirety as Appendix E. HII 1 OWDIl Application Map (See Appendix A, Figure 7). This detention standard matches the flow duration of pre-developed rates for forested (historic) site conditions over the range of flows extending from 50% of 2-year up to the full 50-year flow, as specified in Table 1.2.3.A of the City of Renton Amendments to the King County Surface Water Design Manual. The flow control requirement is applied to the project site area of 6.84 acres. The hydrologic model used to determine flows and durations is KCRTS. 2.1.4 Core Requirement #4 — Conveyance System The new conveyance system is designed to convey and contain the 100-year peak flow (calculated using the Rational method) for the proposed site improvements, assuming developed conditions for on-site tributary areas and existing conditions for any off-site tributary areas. The design and calculations for the new conveyance system are included in Appendix D, Figure 4. 2.1.5 Core Requirement #5 — Erosion and Sediment Control An erosion and sediment control plan has been developed for this site in accordance with Appendix D of the KCSWDM. Extensive erosion control measures will be provided due to the size of the project and the slopes along the north and west property lines. Control measures will include limiting the area to be disturbed, temporary sediment pond, catch basin sediment barriers, silt fencing, temporary interceptor ditches with gravel check dams, and proper cover measures. 2.1.6 Core Requirement #6 — Maintenance and Operations A sample maintenance and operations manual is included in Appendix G. 2.1.7 Core Requirement #7 — Financial Guarantees and Liability This project will comply with the financial guarantee requirements in Renton Municipal Code Section 4-6-030, Paragraph J. 2.1.8 Core Requirement #8 -- Water Quality Section 1.2.8, Core Requirement #8 — Water Quality, of the City of Renton Amendments to the King County Surface Manual States "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 of new PGIS that is not fully dispersed will be added, and b. Less than 5,000 square feet of new plus replaced PGIS that is not fully dispersed will be created as part of a redevelopment project, and c. Less than 35,000 square feet of new PGPS that is not fully dispersed will be added." The Nelson Middle School Site Improvement project does not involve the creation of Pollution Generating Surfacing, and is therefore exempt from the requirements of Core Requirement #8 — Water Quality. 4 DWDØ 2.2 Special Requirements 2.2.1 Special Requirement #1 — Other Adopted Area-Specific Requirements The Nelsen Middle School site is located within the Black River drainage basin. City and County basin requirements will be followed where applicable. 2.2.2 Special Requirement #2 — Flood Hazard Area Delineation The City of Renton Sensitive Areas Flood Hazard Map (See Appendix A, Figure 12) indicates that the project site lies outside of any flood hazard areas. FEMA Flood Insurance Rate Map 53033C0979F, dated May 16, 1995 (See Appendix A, Figure 15) indicates that the project site lies within Zone X — Areas determined to be outside the 500-year floodplain. 2.2.3 Special Requirement #3 — Flood Protection Facilities The project does not contain, will not construct, and is not adjacent to any existing flood protection facilities. 2.2.4 Special Requirement #4 — Source Control The proposed project is an educational facility; therefore, it does not fit the definition of a commercial, industrial, or multi-family site for source control purposes. 2.2.5 Special Requirement #5 — Oil Control The project does not fit the definition of a high-use site; therefore, it is not subject to oil control requirements. 2.2.6 Special Requirement #6 — Aquifer Protection Area The project is not within an aquifer protection area as shown on the City of Renton Aquifer Protection Zone Map (See Appendix A — Figure 10). 3.0 OFF-SITE ANALYSIS 3.1 Downstream Analysis 3.1.1 Task 1 — Study Area Definition and Maps Nelsen Middle School proposes to provide improved athletic facilities on a 29.54 acre site located at 2403 Jones Avenue South in Renton, WA. Improvements include the construction of a new baseball field; soccer field with asphalt track; ADA paths from the existing building to the new athletic facilities; landscaping; and stormwater conveyance and flow control facilities. In developed conditions, site improvements will include a new baseball field to the northwest of the existing school, a new soccer field with asphalt track to the north of the existing school, and a detention pond in the northwest corner of the project site. 5 Dm011 There are four distinct areas on the project site which are separated by vertical relief of between 10 and 20 feet; the existing school lies in the southeast quadrant at an elevation of approximately 430 feet; the southwest quadrant, at elevation of approximately 418 will be expanded to the north for the proposed baseball field; the northeast quadrant, at an elevation of approximately 407 will house the proposed detention facility; and the northeast quadrant, at an elevation of approximately 422, is where the new soccer field and asphalt track __ will be located. The entire project site lies within the Black River Drainage Basin as delineated by the King County Water Features Map (See Appendix A, Figure 5). There are no wetlands on or in the vicinity of the project site. According to the City of Renton Groundwater Protection Areas Map (See Appendix A, Figure 6), the project site is not within a groundwater protection area. In existing conditions, there are four discharge locations from the project site. Stormwater from the western half of the site primarily moves as sheet and subsurface flow to the northwest to exit the site at the northern and western property lines. Drainage from the northern field enters a series of underdrains and is piped via tightline conveyance system to an existing storm drain manhole in the northwestern quadrant before existing the site. This discharge combines with above mentioned sheet and subsurface flows exiting the site within 3/4 mile downstream. Lastly, a portion of the northern field area moves as sheet and subsurface flow and exits the project site at the northern property line. This drainage does not combine with any other discharge from the project site. AHBL staff performed a Downstream Analysis for each of the drainage paths mentioned above. Drainage from the portion of the northern field exiting the project site at the northern property line is labeled as "Path A", drainage exiting the site along the western and remainder of the northern area is labeled as "Path B", drainage exiting the site at the existing storm drain manhole is labeled "Path C". Following the point of convergence of"Path B" and "Path C", the drainage path is labeled as "Path D". (See Appendix C, Figure 3 for downstream drainage system maps.) 3.1.2 Task 2 — Resource Review The following resources were reviewed to discover any existing or potential problems in the study area: 1. Adopted Basin Plans: The project site lies within the Black River Drainage Basin. Requirements for the Black River Drainage Basin will be followed where applicable. 2. Drainage Studies: AHBL developed a Technical Information Report in 2004 for the Nelsen Middle School access reconfiguration project. 3. Off-Site Analysis Reports: AHBL staff has not located off-site analysis reports for projects near the Nelsen Middle School Site Improvements project site. 4. FEMA Map: FEMA Flood Insurance Rate Map 53033C0979F, dated May 16, 1995 (See Appendix A, Figure 15) indicates that the project site lies within Zone X — Areas determined to be outside the 500-year floodplain. 6 0033 5. Sensitive Areas Landslide Hazard Map: The off-site slopes to the north and west of the project present a moderate hazard according to the City of Renton Sensitive Areas Landslide Hazard (See Appendix A, Figure 14). Requirements for Landslide Hazard areas will be followed where applicable. There are no wetlands on or downstream of the project site. 6. Soils Information: Site soils have been classified by the WA633 Soil Survey of King County Area, Washington and the City of Renton as Alderwood gravelly sandy loam, 6 to 15 percent slopes (AgC) (see Appendix B, Figures 1 and 2). Associated Earth Sciences, Inc. prepared a Geotechnical Engineering Report for the project site, confirming the existence of fill, stratified drift sediments (undifferentiated) and weathered tertiary bedrock on site.The Geotechnical Engineering Report is included in its entirety as Appendix E. 7. Drainage Problems: To determine if there are any reported drainage problems downstream of the site, AHBL reviewed the internet-based, King County iMAP Stormwater Map Layer set. No drainage problems were on record for the Nelsen Middle School Site Improvement project site or downstream of the site. The resource review determined no existing or potential drainage problems, existing/potential flooding problems, or erosion and water quality problems. 3.1.3 Task 3 — Field Inspection Path A On February 1, 2012 AHBL staff performed a Downstream Analysis of the drainage system receiving stormwater runoff from the northern field exiting at the northern property line. Upon leaving the Nelsen Middle School property, runoff sheet flows within the constraints of the Sunset Ridge Condominiums driveway approximately 575 feet to Puget Drive SE, where it enters the tightline conveyance system within Puget Drive SE and flows to the west for approximately 390 feet to Grant Avenue South. Stormwater is then piped to the north for approximately 1,075 feet where it is discharged to a ditch.to flow to the northwest for approximately 2,800 feet to the I-405 right-of-way. Field observations found no evidence of drainage related problems (erosion, overtopping, etc.) along Path A. Path B On February 1, 2012, AHBL staff performed a Downstream Analysis of the drainage system from the western half of the site that discharges at the north and west property lines. Stormwater runoff from this area parallels northern and western property lines to combine at approximately the northwest corner of the Nelsen Middle School property. From this point, it travels west as sheet and subsurface flow approximately 335 feet to Benson Road South to combine with runoff from Path C to form drainage Path D. Field observations found no evidence of drainage related problems (erosion, overtopping, etc.) along Path B. Path C The point of discharge from the subject site for Path C is an existing storm drain manhole on the western property line approximately 260 feet south from 7 OWDI! the northern property line. From this point, runoff is conveyed approximately 285 feet across the Westgate Condominium property to Benson Road South, where it enters the tightline conveyance system on the east side of the roadway to be conveyed approximately 390 feet north to combine with drainage from Path B to form drainage Path D. Field observations found no evidence of drainage related problems (erosion, overtopping, etc.) along Path C. Path D Path D, consisting of the combined runoff from Path B and Path C, continues north within the Benson Road South conveyance system approximately 390 feet before crossing to the conveyance system on the west side of Benson Road South. Runoff is conveyed north approximately 100 feet before turning east and entering the private conveyance system on Montclair Heights Apartments property. Runoff is generally conveyed approximately 600 feet to a small pond. Field observations found no evidence of drainage related problems (erosion, overtopping, etc.) along this path. 3.2 Upstream Analysis There are no off-site upstream tributary areas that contribute drainage to the athletic fields. On-site, upstream runoff to the athletic fields comes from approximately 0.85 acre near the northwest corner of the existing Nelsen Middle School building and the lower athletic fields, See Appendix C, Figure 1 for upstream tributary areas. 3.3 Off-Site Design Frontage improvements are not included with this submittal. 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Flow Control 4.1.1 Existing Site Hydrology Area (Acre) Flow (cfs) Till Till Impervious Total 2- 10- 100- Forest Grass Year Year Year 1.42 5.20 0.22 6.84 0.330 0.597 1.31 4.1.2 Developed Site Hydrology • Area (Acre) Flow (cfs) Till Till Impervious Total 2- 10- 100- Forest Grass Year Year Year 0 5.20 1.64 6.84 0.639 0.902 1.87 8 owo. 4.1.3 Flow Control Section 1.2.3 of the City of Renton Amendments to the King County Surface Water Design Manual states that "all proposed projects, including redevelopment project, must provide on-site flow control facilities to mitigate the impacts of increased storm and surface water runoff generated by the addition of new impervious surface and any related land conversion." According to the City of Renton Flow Control Application Map (Appendix A, Figure 7), the Nelsen Middle School Site Improvement project is subject to the Flow Control Duration Standard Matching Forested Conditions. The flow control duration standard requires runoff from urban developments to be detained and released at a rate that matches the flow duration of forested rates over the range of flows extending from 1/2 of the 2-year up to the 50-year flow. Developed peak discharge rates shall match forested peak discharge rates for the 2- and 10-year return periods. Flow duration specifies the cumulative amount of time that various flows are equaled or exceeded during a long- term simulation using historic rainfall. Flow control facilities are required to mitigate impacts of increased surface water runoff generated by the addition of new impervious surface and replaced impervious surfaces considered a targeted surface. Because this is a redevelopment project with a construction cost of less than 50 percent of the assessed value, the replaced impervious surfaces are not considered a targeted surface. Additionally, flow control facilities are not required to mitigate impacts of existing pervious surfaces. Therefore, a flow control facility is only required for the new impervious surface created by the redevelopment of the track and athletic fields and the construction of the new walkways. Based upon geotechnical explorations, the site soils are not conducive to infiltration. Therefore a detention system is proposed for the project area. For the hydrologic model for the redevelopment condition, the underdrained area of the athletic fields are modeled as 75 percent pervious and 25 percent impervious per the 2009 KCSWDM, Table 3.2.2.C, KCRTS Cover Groups and Areas of Application. The Flow Control Duration Standard was applied to control the flow durations and peaks to historic site conditions for the target impervious surface area. The flow durations and peaks were obtained by modeling the targeted impervious area (1.42 acres) as forest till. Because the pervious area is not a target surface, it was modeled as grass, till in both the pre-developed and the re-developed model conditions. Flow control calculations were performed using King County Runoff Time Series (KCRTS). Calculations are provided as Appendix D, Figure 3. 2009 KCSWDM, Section 5.2 requires that "projects subject to Core Requirement #3 and will not be served by infiltration facilities per Section 5.4 must apply flow control BMP's to either supplement the flow mitigation provided by required flow control facilities or provide flow mitigation where flow control facilities are not required. The project site is categorized as "large lot low impervious site" per 2009 KCSWDM, Section 5.2.1.2 as project site is greater than 22,000 square feet in area and has less than 45% impervious coverage. The soccer field at the north portion of the site is bound by an impervious running track. The ro osed Ian supplements the flow mitigation by havinn the ru 9ff -fit flow off the track o grassed surfaces between the track and soccer field. The runoff wits- rco a e into a sand layer beneath the grassed surface prior to entering an underdraln system consisting of perforated pipes that ultimately route drainage to the new detention pond. This plan disperses the runoff and provides, to the maximum 9 0[0013 extent possible, an opportunity to infiltrate the runoff. The flow control BMP's listed in the KCSWDM are neither feasible nor appropriate for this project. There is not adequate distance between the running track and soccer field to provide full dispersion, the soils underlying the site are not adequate to provide infiltration and a raingarden is not functional adjacent to a soccer field or running track. The proposed plan will attenuate dispersion of the runoff through the grass area between the running track and soccer field. Drainage percolating into the sand layer beneath the grass soccer field will provide the opportunity to infiltrate prior to being collected by the underdrain system. Infiltration of drainage beneath the grass soccer field is limited by the underlying site soils. The new detention pond downstream of the running track and soccer field mitigates stormwater runoff from the site. 4.2 Water Quality Section 1.2.8, Core Requirement #8 — Water Quality, of the City of Renton Amendments to the King County Surface Manual States "A proposed project or any threshold discharge area within the site of a project is exempt if it meets all of the following criteria: d. Less than 5,000 square feet of new PGIS that is not fully dispersed will be added, and e. Less than 5,000 square feet of new plus replaced PGIS that is not fully dispersed will be created as part of a redevelopment project, and f. Less than 35,000 square feet of new PGPS that is not fully dispersed will be fr - added." The Nelson Middle School Site Improvement project does not involve the creation of Pollution Generating Surfacing, and is therefore exempt from the requirements of Core Requirement #8 — Water Quality. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system was analyzed by means of the Rational Method in accordance with Table 3.2 of the KCSWDM. "Stormshed 2G" software was used for the analysis. The system was designed for the 25-year storm event, and checked for capacity for the 100-year event. A backwater analysis was performed for both the 25- and 100-year events assuming a submerged outlet into the detention pond. Backwater elevations at all structures are below the 0.5 foot clearance threshold for both events with the closest backwater to rim distance of 2.06 feet during the 100-year event. (See Appendix D, Figure 4 for conveyance calculations) 6.0 SPECIAL REPORTS AND STUDIES Associated Earth Science, Inc. prepared a Geotechnical Report for the subject site in May, 2011, which is included in its entirety as Appendix E. 7.0 OTHER PERMITS To the best of our knowledge, a grading permit and the National Pollutant Discharge Elimination System (NPDES) Stormwater Permit are the only permits required for the proposed project. 10 0113001 8.0 TESC ANALYSIS AND DESIGN The proposed development shall comply with guidelines set forth in the KCSWDM. The plan includes erosion/sedimentation control features designed to prevent sediment-laden runoff from leaving the site or from adversely affecting critical water resources during construction. The following measures will be used to control erosion/sedimentation processes: • Clearing Limits: All areas to remain undisturbed during the construction of the project will be delineated prior to any site clearing or grading. • Cover Measures: Disturbed areas shall be covered as required in Appendix D of the 2009 KCSWDM. • Perimeter Protection: Filter fabric fencing for ditch and site runoff protection will be provided at downstream site perimeters. • Sediment Retention: Surface water collected from disturbed areas will be routed through a sediment pond prior to release. Design calculations for the sediment pond are provided as Appendix H, Figure 1. The proposed permanent flow control facility will be utilized as a temporary sediment pond during construction activities. Sediment will be excavated from the temporary sediment pond and the bottom of the pond will be lowered from elevation 401 to 400 and the principal spillway replaced with a flow control manhole in final configuration. • Construction Entrance: Existing driveways will serve as points of ingress/egress for construction related traffic. Sweeping and the implementation of a wheel wash will occur if sediment is deposited on on-site driveways or neighboring rights of way. • Catch Basin Sediment Protection: Filter fabric protection will be provided on all new and existing drainage collecting structures downstream of construction activities. • Surface Water Control: Interceptor ditches with gravel check damswill be used to direct runoff from construction areas to the sediment pond. • Dust Control: Dust control measures will be implemented when exposed soils are dry to the point that wind transport is possible, and roadways, drainage ways, or surface waters are likely to be impacted. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT To establish appropriate bond amounts, the City of Renton Bond Quantities Worksheet will be provided in the final submittal as Appendix F, Figure 1. Following approval of the engineering plans a Flow Control and Water Quality Facility Summary Sheet will be submitted along with an 8-1/2 inch by 11 inch plan sketch for each facility proposed for construction per KCSWDM requirements. See Appendix F, Figure 2 for an example of the sheet. Prior to permit approval, a Declaration of Covenant will be signed and recorded and will be provided as Appendix F, Figure 3. 11 O©013 10.0 OPERATIONS AND MAINTENANCE PLAN Operations and maintenance will be the responsibility of the Owner. All drainage facilities shall be maintained and operated in compliance with the City of Renton and King County maintenance standards. See Appendix G for the Maintenance Requirements for privately maintained drainage facilities. 11.0 CONCLUSION This site has been designed to meet or exceed the requirements of the 2009 King County Surface Water Design Manual and the City of Renton Amendments to the King County Surface Water Design Manua/(February, 2010). The site incorporates flow control facilities to detain stormwater draining from the project site. Flow calculations/modeling utilized the City of Renton standards for sizing stormwater conveyance networks, and flow control facilities. This analysis is based on data and records either supplied to or obtained by AHBL, Inc. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. We conclude that this project, as proposed, will not create any new problems within the existing downstream drainage system. AHBL, Inc. "nrtA.avt4 R. ` tdUbv►,P.E. Michael R. Norton, P.E. Project Engineer MRN/Isk May, 2012 Q:\2011\211128\10_C1V\NON_CAD\REPORTS\Tecjnlcal Information Report\2012-05-14 TIR.docx 12 DIBDII APPENDIX A Exhibits Figure 1 ...TIR Worksheet Figure 2 Vicinity Map Figure 3 Existing Conditions Map Figure 4 Developed Conditions Map Figure 5 King County Water Features Map Figure 6 City of Renton Groundwater Protection Areas Map Figure 7 City of Renton Flow Control Applications Map Figure 8 King County Water Quality Applications Map Figure 9 City of Renton Sensitive Areas — Steep Slopes Map Figure 10 City of Renton Aquifer Protection Zones Map Figure 11 City of Renton Sensitive Areas — Erosion Hazard Map Figure 12 City of Renton Sensitive Areas — Flood Hazard Map Figure 13 City of Renton Zoning Map Figure 14 City of Renton Sensitive Areas — Landslide Hazard Map Figure 15 Flood Insurance Rate Map I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET t I 1 i. 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P!,Wc'rt''�;.l '.. . !,1, 2� .I t � .CTi 7 . ,Una-110 ❑ Landuse Services ❑ DPW HPA ❑ Shoreline Subdivison / Short Subd. / UPD ❑ COE 404 Management 0 Building Services U DOE Dam Safety • Structural M/F/Commerical / SFR RockeryNault/Wall ❑ FEMA Floodplain • Clearing and Grading ❑ ESA Section 7 CIRight-of-WayUse ❑ COE Wetlands ® Other DRAttsomE Ll Other i'fl r e"Y� 3�1I t+ ��_� 1 t jL�.tro ``�!r` �t r}k•YN v+ sf��, A•i�. 447, y4 �y d� !'%., �.,1+!,+� ( I f. :.� 'i,�i 10 'li,�1lht,:>riYl's ray&> 4 9 Vil t. .iYt .'! :7i+�"q 'l �t1P.$Filtre 'irII+4y '' tki Technical Information Report Slte Improvement Plan (Engr.Plans) Type of Drainage Review 0 1 Targeted / Type(circle one): ell) / Modified / (circle): Large Site all Site Date (include revision Maamh, 2012 Date(include revision Motei ZottL dates): dates): Date of Final: Date of Final: ,i �.y p r ,I'! C :''' ii .t y .f''i Y's{ r p {t '4,9 , r 1 $ Z A 4 2' , f i. � tF � �I t'�I �� T K p fi +��) -i }t i6x 1 f� � �s• � �r•2� �'>��`` •r -� ,f S�F�. � �cj�+\ + r.. ,. il d S11 L ,L2 i, t , it 1. ., k f, :a isil i j� -;,n, ` � "res Type (circle one): Standar'/ Complex / Preapplicalion I Experimental I Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 1/9/2009 1 HmI. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET !Ji i , i gyiN ,, ,( ( Ni, (� i ilk•.,i! P, , Ai! ! �ltiii key 41,J" (! Y r t * i f j T t A. '' +•f,• ',(' ( e +v�s 1c,. irvi .Jd t y nt L S'11#?l N r 'i y { tl ® ,.. t.... t. ..Af,', „. i'si :: A. _,) r !.�."�in{N.c �i % t r t.4 „1 ., i t lli fr ?..,4, Monitoring Monitoring Required: Yes /0 Describe. Start Date: Completion Date: • T �f� - �- �tkS h Ff��`. "(' Q ;Jfi�1 , - ,(s' t ,i,.....161,.i.441,7ry„..- .4-41c. ,4,44 v t'Y9'J tr 1 ", v."t s '� ,, 1 {,, 1 i,:t,}' f S• 4`_ h-,..v L`7 ��iif .! r. 6 f Xff:lio 6 f ct, t �y( i5�_g, �. t r a.:' rt� i. s;' S l :t "iii4�d1� `+•` t • ' Fa4 :( / ,Y r`Qq ' �^;4 1 +•..., ,` '.3k..it y Community Plan: ?tA►gcra Special District Overlays: • Drainage Basin: alo►dt Rivar Stormwater Requirements: Ct'ry and coon}y ravtrameatrtr tatt.t. tic. thau.aLaaD tauttte Rpt is oo,ble _._. f'}t t ,..4-14:!,-,-,),( ,s1 �' 4 t �1 Yiti7: t Y Grp, c 35 it ei r� ' t, ` y r r� r 1 i' i . a jj .' fi' , ur I <<I ," C-,e.1.1•. s 0.i,1`��' { -41W 7".i rl. i$ 'VZY:Wiri;� t Re w L r 1 • • + ! �, .:Y: .,. i z�11 .1' .:.;ZF� ��'> � 'f.' :I, �u�* .�t�'t� :,:�o s s44 i�? ,,..,•'''�1r � • �'�la V'i s: �s���w ��� LI River/Stream ® Steep Slope �4iri IS%+<;3 Q Lake ❑ Erosion Hazard • OFF .r a 6%e To Mc r4$$4 ❑ Wetlands ® Landslide Hazard Wit/ lineal' rn tte a ho, .d 0 Closed Depression ❑ Coal Mine Hazard LI Floodplain U Seismic Hazard U Other U Habitat Protection • - U . y4 � ,Svc �y R i Jr f�}2 r �r !�t ('+'f b� iii,!..1• , ( ;Aril, �t� •i r '' �{ 1 .t #+ t , ! i ; ;.' vt, j• f �S . i fit .' y, . f_ ^f'. ,`�f{rryy ! o- n (��v,Cr�{ �t�((4 a�� ��lllI ' tp`�`fgc '�+ ! , l• ;�1'-?,( 'eft; t.: �.s..,. -.'-r ik l¢ 4'$;{+A:' .A. �6... tdl A 1,,....•b41 ,. Mfrs, Y,,,;�5 '3.,,,,+ �, r (ti • ,,4 Soil Type Slopes Erosion Potential AltirasatukfatAujty Sandy Lon& b 46 IS Madaxn4e. U High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other U Seeps/Springs ❑ Additional Sheets Attached • 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 5'j 51z + '_ fj �P� er it 4 y4 'r ` t x t;r �s,,zfil7`:�' sCi��{� td ; ,t *iv j r4sn -A '! <. 11, i^ 'S .>< 1 rt*�L"•Jf!?� `l'�T 1', -07.'4444i 'blit A �1Qi`�yet it,y''MOO `a l s"1EY �, ,l 6r. ,_L.21,4; �4)Ur� Y"':.SJ.L s<e:,tjV_)i� '.3} .''r=',aA !—• • �L'}4.. 5'�o-=�'?�tlrrtlt?�>.vei��t�.�ilt••,• :�:•• 0' REFERENCE LIMITATION/SITE CONSTRAINT ❑ Core 2—Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other - U Additional Sheets Attached y- , rf F , ' ,�}�ryj, t 6 y ,� y�,�y..,,`,+F l r li 4_`'-� r- _� +t 1- --:.`q,;1747. z &la`+` 4}°r„ : `" fR 4 J 1.�'1� 1' � ti a °`� ��trifi? Ids">{ ';`5i?.,�, Q �h 4 e i l v :lj �p,: :Q�Q1 � �A Threshold Discharge Area: &woo. Road Commie:4m S•yx4aw+ and %%Ain Puserr ORWE. (name or description) Coh+.staycm* Core Requirements(alt 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 /0/ 3 dated: re.17rVar1Y ir&oit Flow Control Level: 1 /0/ 3 or Exemption Number (incl.facility summary sheet) Small Site BMPs - Conveyance System Spill containment located at: le.ba ciaerrnmell by Con4RgvrottR Erosion and Sediment Control ESC Site Supervisor: 7e bR dt4eAtn1ae4 Contact Phone: After Hours Phone' Maintenance and Operation Responsibility: Private / Public If Private, Mainien e Log Required: ai>No Financial Guarantees and Provided: Yes I No Liability Water Quality Type: Basic I Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: 0/ No _Special Requirements (as applicable) Area Specific Drainage Type: CDA I SDO /MDP/BP/LMP I Shared Fac./None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / Non• 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: N jq • Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes / No Treatment BMP: • Maintenance Agreement: Yes /0 with whom? Other Drainage Structures • Describe: Underdrain gyt:'fcm o a4hictio, fialds. Flow Con¢rol pcNd Type. 1. and Type a Ca,,461 BastNs n ,Vbt.:l`i��...s'iv.}ia ef2i,`-041sl. : MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ® Clearing Limits © Stabilize Exposed Surfaces 0 Cover Measures Q Remove and Restore Temporary ESC Facilities ® Perimeter Protection 0 Clean and Remove All Silt and Debris, Ensure ® Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention U Flag Limits of SAO and open space preservation areas © Surface Water Collection ❑ Other Dewatering Control © Dust Control ® Flow Control i _. _ftf IN101 '. ' itA7 -lam l'.��U h.e rF i fl t� tt��,, •V-• l Flow Control Type/Description Water Quality Type/Description r� Detention t4etvhDm Pomo ❑ Biofiltration ❑ Infiltration ❑ Wetpool U Regional Facility ❑ Media Filtration U Shared Facility U Oil Control U Flow Control U Spill Control BMPs U Flow Control BMPs U Other ❑ Other 2009 Surface Water Design Manual 1/9/2009 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TR) WORKSHEET �.p,� '�! -.�! e § ,f"�l- e �i ,��,, 1'�+ 7r r,,> x t�_ 1 �F,e� t \ µ.� 4 y 4s)� 1 t> �s y � t�',,�.t4�y��� thy ?10A 7.1.5 � �h , � 'it r"WAM '3S'O Zi ' Nit rRf i �Lv�bV�1a,,. r v �!... L..+ .L "t" ,L.�,1 ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant S Retaining Wall ❑ Native,Growth Protection Covenant ❑ Rockery>4'High ❑ Tract ❑ Structural on Steep Slope ❑ Other LI Other ,e, r .nitM LMI is ' S t I, or a civil engineer under my supervision, have visited the site. 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Printed 1/14/20100 1 2 ,9 (?,,,,i of �:; Miles O tt0 A-i 21 p 1 SN•HOMISH COUNTY r-- A:414`4 �IVy 13t).•a l ,•%q .L`. r `'I \.�� - ',.^tll\:i,117r\. ,/,- _ !!�' 4•/ t �1 11 wk_ '' 1 t`la„lj t t.11 �t ec, ` o,, a J �J'` .. i? ), N c c, 71 \.a ilif • 'ItI1t1} I w,.• 1 r w 1 ): ti.1>in Plan \ �7 1 • �I ! V. I �., � a,A•r, r ; H \ f l 4.� / \, rte. l1t .,V ( i f1 ` 1 i• ,%`s, t'R Mrn ) M1o,;,7e� 4,— 1 • yvnt x•+rL, . t ti•' Lr , i. .,..: 4. ; ; � x.,I 1 � : tr, ` L,; ; l: .. reel .j { \'1 it '\I;;I j � 1 j aammomish f:r„ • ( , ..I.. j easm Plan .F[4 '''I , t l 5 'TN- 1 f r,�, "1 SWO!r C''''', - ba.•G-;c / , A A ,,, �9 I1 i,_, �f ', t� t (} ' I .�t {a$ \:,. ., r,try i 4'1 ' �_ •, Jul + �, k '1. / t n sAr ! 1'• 4,i \ tswy�lh , ' ��.,_ ; 4•'0'0.....Y, �„ . 'May Crock .\\ )/ \ Ocr•. .7 \_ rt r r .,R.. Boson Plan ._ I - ,_\�. j (i f-x°r. M1I� 5" Issaquah Creek L (s 1 / '.• qi � ,Y. Basin Plan _ fr.:,,,,.‘,,,.. . I U.ek l ^' ` � f .„1. M-..,-�,.tJ „`fit !.��r 14.1 e-•, l\ l ' j 1� • is r '.y,.,...•, \`` wy 7a 1 h a•)4V 1. S Vadln Z , / Fs,. rj E' � Seol� - "G Cedar RiYcr Es�,,.....n•. �'A m.:,y } tr... M w Basin Plan ,....,,,.' c etruk .. _/ ' 1 ) 1 s . an Ian y W f•� ,lma __ i \\ f 't /V-2. f � Rivrt''I .r,....-.31.,.) 1•: `re .. FOrt r_w 1 '.a•. w• Hyhbo5 LIyt kE".a. I ei J'R•ren ' r . f b.y \ .. \ r Lo 7rr Pua t Seem! 'E f' .F .�5 +. .. '� r C ,,, ,,,,,A..,___,... b r 1 , ` 1_� .� AwlAwll IERCF CO COUNTY R �• . t / • Water Quality r Applications Map • •a Basin Boundary(thicker line designates ' areas with published Basin Plans) Bask Water Qualhy ® Identified Sphagnum Bog Wetlands ® Lake Management Plan Boundary Treatment Areas Ila+rrw'r^�e�slwtwmya�nlaeuKFor.>,h3.0 .. Sensitive Lake' None County Est County mra 2' a4,58 C. County •—'—'— Urban Growth Area Boundarya.vrRle.rcres.t2 5 Treatment Areas 11.9 Dem Om 23 53 124.1163.eSernmmh 25.314 1CaMpwn Creta 29rg aur Come 3.10,32.•5.62 Menanh creak 13 ran VAJnn 3 Incorporated Area Regionally Significant Stream Eve..Gee.27. 1 61n.G Lamm CCreel 2. 66 Mian.G.neR IS 19 Pliklad 1Enes Gae.9,21.23 lama Coder Over 11.Sl IEws On6 2 Reath Treatment Areas (.66n Cowl am Cnner iNn 15.16 Wen',Ashen S.le Forest Production Zone Area Tek tu•.r a 26.33 IM 'Sensitive Lakes its1/me6 Pamrsm Cm517.16.24 eea•r,late trea/pddp.a Mnnencmeni non NNE 88i'Ss n.ann rn R•9 419 Rorer 3 'yell more prl`y:cMT WO ge Ynl ...a A,ptagn,,Ill1J1 1 Hogs,gner2 2 Car..ye taro /o(LW,leo Klnc COUNTY 3-tat.De,or taal.nc O 2 4M755 I)partrnlrlt of Naturd Rosoi ees 5lac 5usma.nhh r---w....l.��.l G(Aar.Snwynr !pap C•mmu Y ,M ur.r.M 1mr.ed axr,b rrdAnd Simone.1416 IY._..'i•e...r.. w Gr "ewrn„+..A..n.a..u..,1.':5u A-5 • City of Renton Sensitive Areas Steel, Slopes t'•Q k ' 1 2 1;h 1 1,6n. 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( ,,t ` 1 oavl T ', � __ � f" :y r Lxy� t •� y., _41.:'tF `k. }.�•f`�! ^�. �� ski <<,,4 ...1 , -}�{ ,rte '. •.Tri : v, ' ' •, `' Wf `l�_ i;'i_ �`} I t:- tit 'I t ,}r 1-- Gil til ! r�� I i , i ;,E ' tri •J'", 1, f• -i _.��10"•- a...,••: 't`'„!it t. liti -1, ? 'i . r, a `t : ,�' I� (j••vL•_ i~ Irl ;IC.— xtr" � vg '2 D 1 a -1r 1' l' d'�n� .a ' Public Works Department Steep Slopes Percentage Range G.Zlmmerman,Adminletrator ° '•'OD '•a0°' Technical Services 1 t >15%8< 25% R.MacGnte,D.Vsneskl ''''"'"""'===.'1.t=" y , <_ , Printed on May 21,2009 .. . 25 k& 40/° Date source:Public Works,Ulilillea Systems,Technical SeMcas K >40%&<=90% _"� i...3 Renton City Limits K >90% II:,ka.ji ,,,e.:, . , —., _., .......... , .. I 6akJ.5f� �.) e. 1(F WASHINGTON t r r'f !' y i C`-k 1..7 •�`�. ' ;_. .` ilk t r'► C A t� I \ 7 7. � d}9' 8r�ist4�rr 'Il �o' ab' t s 7• „ ._'-g7.,N , ' ' ' --1.-11V.-. 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Public Works Department G.Zimmerman,Administrator o , ,;.2S0, 2600' LANDSLIDE HAZARD CRITICAL FACILITIES Technical Services m ,,,,_,,,,,„ Severity A R.Maconle,D.V aneskl m;;,„:,,;,;TM'_*' -Very High — Police Department Printed on May 21,2009 1J-; _High ' , r- Renton City Limits Fire Stations ,� Date Source:Public Works,Utilities Systems,Technical Services ®Moderate Gryof )r �?�Unclassified V Valley Medical Center �D — . Schools A"`1� AREAS crry OF RENTON , OTHER x Neat enI, PH,.,b e. same« 530088 n__ 4/ I —� ZONE o Aran In Gond hands no FC ff. IINI1Nf1 PI Pi1'1 rr WI rel RAPAC IAZ WE CT Sire CITY OF RENTON_ SOON KING COUNTY III III' NATRiNAI MEW INS MD sTrl�Et .—. L, cn O PREalliN III;i; FIRM \ . Z x I�j II.' FLOOD INSURANCE RATE MAP LC °� I''') '111� KING COUNTY, `�' ill III I WASHINGTON AND 11!.1,! ,� INCORPORATED AREAS sournasT le n,sTaeet l1I lI" _ - ' I' 1I+91I PNET 979 8F 1725 \\31‘.s. -_1�y s I�;';IllI MME MAP INDEX FOR PANELS NOT PRINTED/ V�`� K 'l�I„,,\_ III / i.1: OOM.Ml/tl71' Pt.--Us' I 4M. o• MOM e» F '+!Ii, II; uTwoo oyngto mems cam oon F r rQN Cm O. nos peN V I g N. H �_ _ q ;III, Ilj MAP NUMBER CITY OF RENTON Fil asT Ili;� I li 5�9 F KING COUNTY CORPORATE UMITS 29 ;'•II�L REVISED: t 2 .r,, I. ,�_,._ MAP 7 pie �L�wMAY 1�,��7J \ CITY OF RENTON .> $ E 530088 i\,`Q;” $ 1ii10 I l i i Federal��Management Agency; . � TM,non MM Owe/e Maw n.I..eea lead won a __ mea lunnoFOOTawm manot mint~ono "No nae NOTE MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN Iwti.wwnrow Wm onmob.ww.emu.en. w OI i asmeFt Far. aw el* rwwr ooeal.eaeNaa .. oodIno .. 1 nIWNSHIP 23 NORIH_WIDE S EAST. I , Promofood moo OMR the P�RweaMop More atno.we.ebn..aev A- 15 APPENDIX B Soils Information Figure 1 Natural Resource Conservation Service Data Figure 2 City of Renton Soil Survey Map USDA United States A product of the National Custom Soil Resource %r— Department of Cooperative Soil Survey, � Agriculture a joint effort of the United Report for 4 \ RCS States Department of Agriculture and other King Co u n ty Federal agencies, State Natural agencies including the Resources Agricultural Experiment Area, Conservation Stations, and local Service participants Washington _ t .i,.„... ,,-, •.$, � - . .:„...,.,.„.:,..t.,,.„..„....:„..„, .„, , , : ,,,, . • , •,(4„4.1„:„.,..„:!„.... . , . . . ..,-,,;,„ .-. , ,,,,4,,t,,,,b„.t.ii, „4„.... .. . - „ . ' S •, f'.,, , i �` { -l•l Z • s p 1 f(�,iJ'v�i,g�yT V/ t l LI I' t•6�.rtNp3iiFyY ? ,te 11-1 January 23, 2012 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http://offices.sc.egov.usda.gov/locator/app? agency=nrcs) or your NRCS State Soil Scientist(http:l/soils.usda,gov/contact/ state_offices/). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a fourdation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort o.'the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. The U.S. Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation,genetic information, political beliefs,reprisal,or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 ' for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination,write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 1 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 7 Soil Map (Nelson Middle School) 8 Legend 9 Map Unit Legend (Nelson Middle School) 10 Map Unit Descriptions (Nelson Middle School) 10 King County Area, Washington 12 AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes 12 References 14 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area.They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock.They observed and described many soil profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate,water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the Landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship,are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils.After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area,they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure reap unit components;the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping,design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- • landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand,silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests.Soil scientists interpret the data from these analyses and tests as well as the yield-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses, Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees,buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest,a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map.Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report Soil Map (Nelson Middle School) a N `s. N H 47 27'34 : --- -. 'gl* '' ay.,J �tt Wv:. FE'' -a4y9bx Asx arty *?a r. " i_ vim? F as • • • • - �GgN � co µ ,i - Ir . \` ... z. . iii .. - 47'2726" 4r 2T 26' rn " INA Map Scale 1 1 980 if punted on A size(8.5"x 11")sheet TN Meters 0 25 50 100 150 Feet 0 100 200 400 600 • Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) CO Very Stony Spot Map Scale: 1:1,980 if printed on A size(8.5"a 11")sheet. Area of Interest(AOI) ir Wet Spot soils The soil surveys that comprise your AOl were mapped at 1:24,000. a. Other Soil Map Units Special Line Features Warning:Soil Map may not be valid at this scale. Special Point Features , Gully U Blowout Short Steep Slope Enlargement of maps beyond the scale of mapping cart cause ® Borrow Pit misunderstanding of the detail of mapping and accuracy of soil line Other placement.The maps do not show the small areas of contrasting • Clay Spot soils that could have been shown at a more detailed scale. Political Features • Closed Depression Cities x Gravel Pit water Features Please rely on the bar scale on each map sheet for accurate map Gravelly Spot r� Streams and Canals measurements. e Landfill Transportation Source of Map: Natural Resources Conservation Service A. Lava Flow Rails Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 10N NAD83 4j4 Marsh or swamp ,. Interstate Highways Mine or Quarry iv US Routes This product is generated from the USDA-N RCS certified data as of the version date(s)listed below. Major Roads • Miscellaneous Water t Local Roads Soil Survey Area: King County Area,Washington t Perennial Water <.�c Survey Area Data: Version 6,Sep 22,2009 v Rock Outcrop + Saline Spot Date(s)aerial images were photographed: 7/24/2006 Sandy Spot • The orthophoto or other base map on which the soil lines were = Severely Eroded Spot compiled and digitized probably differs from the background * Sinkhole imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 3j, Slide or Slip Sodic Spot = Spoil Area O Stony Spot Custom Soil Resource Report Map Unit Legend (Nelson Middle School) -.2,,,w,.w..1r5'' ita v, . yill. i it�;40 4�1?V:to 1.1.6,7, _,so....... :iyk41•>P . >� iu fpi S'Xjf�,f . 04i:;i: ji,7 z ;:41-Nii t r1iig two•` Oar {N :I .3..:i q-Z •,4.,,m,:.-,1,.: ys 11'l t 1. Y.j 1 h' aY 1{,4 4 %'t 1• figi : �✓j �I(f..d •' .,71 ,-t .f.wr-i 0 t, l- -p+�S� Yi} i!> Y T I.h,,,,,, w RIy qua . -..x-{r _t 1.j* R tl Z�f ,,r)3'4 ,' , }" ; . �r c ri W�� r} .Yi srk{f'S�4 'y t �r4F t;, 0, ;i ttt.. .44_,NtiT^" [5i � xav 4t,V Y!'j its fr ii ��J T p�,+r {p� } 1=t' `r ,if,'/,4:k Ix�l r �S SFS .�y1 Lytu r3:a 4Ji 4��y�F� �Y}}"1 ,� is: +'.'ltrii, f S'irRi n,::r#P- ig_tFt gONA„hl :c �:. -14,_ s .'t;-d.Ys.ti•it i4+. a, ti;ss.�. �5},y5�.Ts.,h'.p.{�Vj°s,IZ. e: '3,: .,,L , z:�. :. AgC Alderwood gravelly sandy loam,6 to 15 7.7 100.0% percent slopes Totals for Area of Interest 7.7 100.0% Map Unit Descriptions (Nelson Middle School) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena.Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes.Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not-affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report King County Area, Washington AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation:25 to 60 inches Mean annual air temperature:48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Composition Aldenvood and similar soils: 95 percent Minor components: 5 percent Description of Alderwood Setting Landform: Moraines, till plains Parent material: Basal till with some volcanic ash Properties and qualities Slope:6 to 15 percent Depth to restrictive feature:24 to 40 inches to dense material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water capacity:Very low(about 2.5 inches) Interpretive groups Land capability(nonirrigated):4s Typical profile 0 to 12 inches: Gravelly sandy loam 12 to 27 inches:Very gravelly sandy loam 27 to 60 inches:Very gravelly sandy loam Minor Components Norma Percent of map unit: 1 percent Landform: Depressions Bellingham Percent of map unit: 1 percent Landform: Depressions Seattle Percent of map unit: 1 percent Landform: Depressions Tukwila Percent of map unit: 1 percent Landform: Depressions 12 Custom Soil Resource Report Shalcar Percent of map unit: 1 percent Landform: Depressions 13 References American Association of State Highway and Transportation Officials(AASHTO),2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes.ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://soils.usda.gov/ Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://sDils.usda.gov/ Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/ Tiner R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.glti.nres.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook,title 430-VI. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://soils.usda.gov/ 14 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. 15 Reference 1 11-C 4 � Tg 311E . i i acvtiV�.: • r 1 �s 11 6 PI • l 11 >.1 1 ...... i III '''',::. (.::: 'i-T,-.". . milsir'" ' . ...'-' - Ilk l ,•\, • • --)",, 4. \,,,,\\ , . . . . . ...,.. . , y �C .. , . . . .. , . , ., ., .. ._, .., . . . . . , ,. .. ,..., ... , , ,.. .. ... ,.... ,... .,... _, Z:\ City of Renton Soil Survey Map �GraueMreter WaeafoeNest3olMwery Public Works i .iikqui ratectlon Mee Zanei Surface water Utility p a - 0 0.5 O Mutter Protech'onlVee Zone f Moafed N G.Del Rosario ,.,w++'� � (1�f1 t 4S Miles ��„iRenronCryUmRe 12/22/2009 +��'• • 6-2 APPENDIX C Downstream Analysis Figure 1 Drainage System Map, Upstream Tributary Area Figure 2 Drainage System Map, On-Site Figure 3 Drainage System Map, Downstream 1. 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", , 11 —;;;;"."' .Yith)yx• : '7'• ' 'c'rlo,i—c---) tr- i, 1 , kk44, tlI 'f ' r.,-,t. as + Ir kR`l , aat . j iB1 `; r". { i , -- ;.: v,,,?ti: ii 1 illiii, Al, r Es....11,,l- 7� :-----:"------':'f ° jam!- : ',', ' it - an .-.7141177:---L17-: t I, • 7%ayN " ..• + J swL � . .9 fill : 11ar •,y � b i� is f 3 4 '� cam- 'y,�, �'rr1 �1\�.y`�` 14."fes�. :f..1-.• y44 �1 j�r _ ;: Z w ':, 1111I��r!1,J1 I�r \ _ � r i1 1lIi yJ I . .,, -1110. -�- Y 11, • 1 I �! • W I►i I We\ ` _ , 1 :I . 10J I �IL ( f .;" 1$1;'5 , ----- 1 rre nr.nNnrur._ in..k. }- w Z-4x_.J LI wns Iilii, i _7'. ��%.. 1 I w}'. . -. jir , t` 1 ORAPHIC SCALZ =t 1� f r r w� „,,,x115 '� rasa i�CU SCHOOL r:VV. R I IIT!YIIOV TS .A,,,• DI •.-.-...- DEVELOPED CONDMONS m': -`^"' DRAINAGE BASIN YAP Project: Nelsen Middle School Site Improvements Project Number: 211128,10 Task: Appendix 0, Figure 3: Flow Control Pond Calculations Date: March 29,2012 Performed By: Michael R. Norton, P.E. Reference: 2009 King County Surface Water Design Manual and City of Renton Amendments to the King County Surface Water Design Manual Design Criteria: Match the flow duration of pre-developed rates for forested(historic)site conditions over the range of flows extending from 50%of 2-year up to the full 50-year flow. Software Used: King County Runoff Time Series(KCRTS) KCRTS OUTPUT • Historic Tributary Area: �4iiii ;:.,!.a.'a'r�,,{J {. t �'` itt.vki�`r�dt s �+i < S' ��-j 1,i n+i r ' x, �. .iF.'? a 1s 1 /' i' h ite 7 pH•,rt{f 1 1 E4i'{i Fs. .Nisi 0' -i! I % c 1 ". Y 1. 4ti{ (Iff' '\ i 4` s : S 1. �� �St�lm�it� �' fi r;k rJ3 Ft Q.,, BY ita �1 -&--,4',- �,q4 ���tk�i�,a'�u.'2ti!nr4�.>�`te�J,f Iti`. s:� ,r�l�s� ..f S'r.4'',V.,), ,- iii`..),,:),:),•.!). .•.•:,,. ..- ISh j' \ 0 „'•M1:.t 1 +J 1 SSCa \ f r#%'r1 f . i i'3 ;•,'„I'.. ;4 • ? ' %.� ,F1 * + ■ . " ((1 - } .::1 : J : �i � �:{ i� - r..0. ! :>f' } '.te \a31wi:•;,, � �:::'S%:� . :. ::• '.i:..•:r3-1,•1.i. :_:;. ,, , ()SIP. `-+;+.'.:.v' : { i. -: -.. r, .,'.r 8 11 : !.:-..,,,,•.•.1,-, tilt.a's Y !0 +j:• .. :4+ :"y•:'1:1;h+ .{. i.lia ` jf ',fir'.`• ' : . .•.: r; ` � r . lia F! >: =+,'ippKr i¢ r :,j' rrt 's �� � - r• r� t 4�.. iJahT- ti;'.• _i.1• te:n •. ':' .">.i::< iko ..'' , f : if t _ {. :<'•kV:),y :/il:t,'.^.7:�J4y>}• .F D :• { ? :J'e:er.` v, .1ti +'•, i;,,.; . ii::'. :..:'•?;�•'1 � �� . , . ,� •� r � s . ' 'nt„ .Ci.^ -:4is%r'• ;''.3:::afs: . :vliC .: 1 .�jy::;.i"�� ' +:?; .:. .'rfY .i, '.' ;.7lt' ,vro-R : -• J....6if.S.:i.,t.tfn:: ..:� wi}1i1f,:;,:y£y:t:.:: . . .e . pjt � : •i ; •fie' : " , „ r � Y ,.l , i mi i4I , . • ;l ":r: r.: r::Imo.;..., ,.r .4`. i£,1.,,.�j; %' rjJ :;." . r : ' � ..' .,v•,.t 1 :yra '5tI i' f,i:,!:,11.1.577..,:,.0..:.;:.4.:A:. 1"%' !Ci:• • te''+' 'Vn � l, ,.`t . , _ •ii •1 t{ f1� � • � t : ! 't•: • :{ � , '' ..., '' .isua:rY7Vi•r ,.i v? .r1 .a!1i.._ r. !:. ��Vli�.� `:.,: .r.>.1 Gi1 ,.:i; f- �{:;.,Hs- r ._•l' ' r S'.f.• !7r :'!�i'!i%ryrci]P.\ +..r•;i,.if:•,•�,: '' yyssF..n . 3`r! • /'. . : ::�. �U 'ty''.".,.,r :.� ti,,,..,..r:�:%s:w..!.!.• s '.ti,.y..i'- ii .: , t . . . i •i%' .:.:i� .,ti:' moi•• ,�•i:i F'>: ""i'`` wq. ..�,.. 2.:!.,k' .:3,',\:pi..• `:'i:t � }t r.J.:•.• fet-. ert'i.:`:n�!i::':}:,+.I:J. ',` ,10 ..61:illitikfi j! *y!!�'�Alll'71n f ■Li�Er�Y _ ..' ..,`..., ,. ,... �7:!'."f, s ia.:i :( r rri+? X•:.t-.:w_••K. i:%ti�%i;',: :.,,s .f,::,•:.-7csrrc'rioy%lr.,..yl,.y7t�; i . 't;• •t c 1y` } ��++t ■{}p r) _rte� t • .. 'n,:;r :;IYr�:.^.C:,•,. :iMi7.' •I ef:if'YF'::>'1.;<4.:ri'"b, i -`.r�. ,,°,, ..v.:.. 7 {�a t•',...,tic:-R;+.+%W.Ny1pi.o.itMWtOili .,,sfY:WO+.. Jftfl44..,,,,. CrtlJt ?I'tWf4----. U4„-:,,,t+t4YV.•,a.>.YbY,US.W+ • ;1�!-,3 .IX ...1 i s .. ... E :S :1.i'f:,<' Y1s;.:,:,,, •.i....•: aA. ::f:.fi __ ;.t+: sl:. �.i`<:.3>t .L..,i�.. :i ;:i.. i,urr: i: - •i' -.4•f Historic Flows: Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak --Peaks-- Rank Return Prob (CFS) (CFS) Period 0.574 4 2/09/01 2:00 1.31 1 100.00 0.990 0.308 7 1/05/02 16:00 0.711 2 25.00 0.960 0.711 2 2/27/03 7:00 0.597 . 3 10.00 0.900 0.152 8 8/26/04 2:00 0.574 4 5.00 0.800 0.330 6 1/05/05 8:00 0.536 5 3.00 0.667 0.597 3 1/18/06 16:00 0.330 6 2.00 0.500 0.536 5 11/24/06 3:00 .0.308 7 1.30 0.231 1.31 1 1/09/08 6:00 0.152 8 1.10 0.091 Computed Peaks 1.11 50.00 0.980 Developed Tributary Area: g Wm 4 ta.m r. 'I ,r r f rl:..-�?i' • t. r+-:>,: p ' i -` fAi: J .1.L. i•': J �!'{i Mfr,.•.. .4: r:i • - .�> _.Z....ti.s....::V :`t'..,, ar) . �$!:t�i•�-k�C1. r!•.7:.,rr, :,j^ir , a,�jrcJ " :„,....5:„ `:h::.' i d - .: . .. • -.. "Y. .'.:•: ; .;> s . zF + - 7• %>;i. n. . . �'x"., .• � • - • i •G s.. S-, .i : • �Wr->:" t. i $; :9• X-} 4 i`•c;i .- "Y �a �4f.. � 1 �CA! .:.t,G',H• t;F.ti.:_s-..,..Y: ,;;i c,,a;,y;...' +.f, •Ii: , �PI�,0; � ,t�j, .. a. .;f:. i?. ya,.A, t .,y- , • • rF, �'`::r .s. :ij:y:.. s ..LG� �+t •.e.r i .. :tip:. . w. •.♦;rc. 'a K y� �,•, _c'.F,:��e:•f�'�"..i�i,I'::': ta. C•1..�: �}'�:'�-Q-!�� mi{'�4 s: 'L`•: •A::..'t... ;J> ..x;:e'i� .Q:'f�4�'�}-{i':•,:�.'S:;'. :�t` :i:. 6.• l y :4 M• 't� tit • r' •�G Y' s tis'}.. u5• 1 ,amo 1.7.. 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Developed Flows: Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak --Peaks-- Rank Return Prob (CFS) (CFS) Period 0.862 4 2/09/01 2:00 1.87 1 100.00 0.990 0.588 7 1/05/02 16:00 1.06 2 25.00 0.960 1.06 2 2/27/03 7:00 0.902 3 10.00 0.900 0.505 8 8/26/04 2:00 0.862 4 5.00 0.800 0.639 6 10/28/04 16:00 0.836 5 3.00 0.667 0.902 3 1/18/06 16:00 0.639 6 2.00 0.500 r_ 0.836 5 11/24/06 3:00 0.588 7 1.30 0.231 1.87 1 1/09/08 6:00 0.505 8 1.10 0.091 Computed Peaks 1.60 50.00 0.980 Detention Facility Data: Type of Facility:Detention Pond Side Slope: 5.00 H:1V Pond Bottom Length: 60.00 ft Pond Bottom Width: 12.00 ft Pond Bottom Area: 720. sq.ft Top Area at 1 ft.FB• 10660.sq.ft Effective Storage Depth' 6.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 24480.cu.ft Riser Head: 6.00 ft Riser Diameter 18.00 inches Number of orifices* 2 Full Head Pipe Orifice# Height Diameter Discharge Diameter (in) (CFS) (in) 1 1.75 0.203 2 4.25 2.63 0.247 6.0 Top Notch 'r: None Outflow Rating Curve: None Stage Elevation StorageDischarge Percolation Surf Area (ft) (ft) (cu.ft) (ac-ft) (cfs) (cfs) (sq.ft) 0.00 0.00 0. 0.000 0.000 0.00 720. 0.02 0.02 15. 0.000 0.011 0.00 734. 0.04 0.04 29. 0.001 0.016 0.00 749. 0.05 0.05 37. 0.001 0.019 0.00 756. 0.07 0.07 52. 0.001 0.022 0.00 771. 0.09 0.09 68. 0.002 0.025 0.00 786. 0.11 0.11 84. 0.002 0.027 0.00 800. 0.13 0.13 100. 0.002 0.030 0.00 815. 0.15 0.15 116. 0.003 0.032 0.00 830. 0.25 0.25 203. 0.005 0.041 0.00 906. 0.35 0.35 298. 0.007 0.049 0.00 984. 0.45 0.45 400. 0.009 0.055 0.00 1064. 0.55 0.55 510. 0.012 0.061 0.00 1146. 0.65 0.65 629. 0.014 0.067 0.00 1230. 0.75 0.75 757. 0.017 0.072 0.00 1316. 0.85 0.85 893. 0.020 0.076 0.00 1404. 0.95 0.95 1038. 0.024 0.081 0.00 1494. 1.05 1.05 1192. 0.027 0.085 0.00 1586. 1.15 1.15 1355. 0.031 0.089 0,00 1680. 1.25 1.25 1528. 0.035 0.093 0.00 1776. 1.35 1.35 1710. 0.039 0.096 0.00 1874. 1.45 1.45 1903. 0.044 0.100 0.00 1974. 1.55 1.55 2105. 0.048 0.103 0 00 2076. 1.65 1.65 2318. 0.053 0.107 0 00 2180. 1.75 1.75 2541. 0.058 0.110 0 00 2286. �-.. 1.85 1.85 2775. 0.064 0.113 0 00 2394. 1.95 1.95 3020. 0.069 0.116 0.00 2504. - 2.05 2.05 3276. 0.075 0.119 0.00 2616. 2.15 2.15 3543. 0.081 0.122 0.00 2730. 2.25 2.25 3822. 0.088 0.124 0 00 2846. 2.35 2.35 4113. 0.094 0.127 0.00 2964. 2.45 2.45 4415. 0.101 0.130 0.00 3084. 2.55 2.55 4730. 0.109 0.133 0.00 3206. 2.65 2.65 5056. 0.116 0.135 0.00 3330. 2.75 2.75 5396. 0.124 0.138 0,00 3456. 2.85 2.85 5748. 0.132 0.140 0.00 3584. 2.95 2.95 6113. 0.140 0.143 0.00 3714. 3.05 3.05 6491. 0.149 0.145 0.00 3846. 3.15 3.15 6882. 0.158 0.147 0.00 3980. 3.25 3.25 7287. 0.167 0.150 0.00 4116. 3.35 3.35 7705. 0.177 0.152 0.00 4254. 3.45 3.45 8138. 0.187 0.154 0.00 4394. 3.55 3.55 8584. 0.197 0.156 0.00 4536. 3.65 3.65 9045. 0.208 0.159 0.00 4680. 3.75 3.75 9520. 0.219 0.161 0.00 4826. 3.85 3.85 10010. 0.230 0.163 0.00 4974. 3.95 3.95 10515. 0.241 0.165 0.00 5124. 4.05 4.05 11035. 0.253 0.167 0.00 5276. 4.15 4.15 11571. 0.266 0.169 0.00 5430. 4.25 4.25 12121. 0.278 0.171 0.00 5586. 4.28 4.28 12290. 0.282 0.173 0.00 5633. 4.30 4.30 12403. 0.285 0.179 0.00 5665. 4.33 4.33 12573. 0.289 0.189 0.00 5712. 4.36 4.36 12745. 0.293 0.201 0.00 5760. 4.39 4.39 12919. 0.297 0.217 0.00 5808. 4.41 4.41 13035. 0.299 0.235 0.00 5840. 4.44 4.44 13211. 0.303 0.257 0.00 5888. 4.47 4.47 13389. 0.307 0.263 0.00 5936. 4.57 4.57 13990. 0.321 0.283 0.00 6099. 4.67 4.67 14609. 0.335 0.300 0.00 6263. 4.77 4.77 15243. 0.350 0.316 0.00 6430. 4.87 4.87 15895. 0.365 0.330 0.00 6598. 4.97 4.97 16563. 0.380 0.344 0.00 6768. 5.07 5.07 17248. 0.396 0.356 0.00 6941. 5.17 5.17 17951. 0.412 0.368 0.00 7115. 5.27 5.27 18671. 0.429 0.379 0.00 7292. 5.37 5.37 19409. 0.446 0.390 0.00 7470. 5.47 5.47 20166. 0.463 0.401 0.00 7650. 5,57 5.57 20940. 0.481 0.411 0.00 7833. 5.67 5.67 21732. 0.499 0.420 0.00 8017. 5.77 5.77 22543. 0.518 0.430 0.00 8204. 11 5.87 5.87 23373. 0.537 0.439 0.00 8392. 5.97 5.97 24222. 0.556 0.448 0.00 8582. 6.00 6.00 24480. 0.562 0.451 0.00 8640. 6.10 6.10 25354. 0.582 0.921 0.00 8833. 6.20 6.20 26247. 0.603 1.770 0.00 9028. 6.30 6.30 27159. 0.623 2.880 0.00 9225. 6.40 6.40 28092. 0.645 4.180 0.00 9424. 6.50 6.50 29044. 0.667 5.660 0.00 9625. 6.60 6.60 30017. 0.689 7.090 0.00 9828. 6.70 6.70 31010, 0.712 7.630 0.00 10033. 6.80 6.80 32023. 0.735 8.130 0.00 10240. 6.90 6.90 33058. 0.759 8.600 0.00 10449. 7.00 7.00 34113. 0.783 9.040 0.00 10660. 7.10 7.10 35190. 0.808 9.460 0.00 10873. 7.20 7.20 36288. 0.833 9.870 0.00 11088. 7.30 7.30 37408. 0.859 10.250 0.00 11305. 7.40 7.40 38549. 0.885 10.630 0.00 11524. 7.50 7.50 39713. 0.912 10.990 0.00 11745. 7.60 7.60 40898. 0.939 11.330 0.00 11968. 7.70 7.70 42106. 0.967 11.670 0.00 12193. 7.80 7.80 43337. 0.995 12.000 0.00 12420. 7.90 7.90 44590. 1.024 12.320 0.00 12649. 8.00 8.00 45867. 1.053 12.630 0.00 12880. Hyd inflow Outflow Peak Storage arget Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.87 1.3111 1.51 6.17 6.17 25977. 0.596 2 1.06 ****f*** 0.37 5.21 5.21 18218. 0.418 3 0.84 ******* 0.42 5.62 5.62 21314. 0.489 4 0.90 ******* 0.40 5.48 5.48 20218. 0.464 5 0.86 ******* 0.63 6.04 6.04 24804. 0.569 6 0.51 ******* 0.26 4.48 4.48 13436. 0.308 7 0.59 ******* 0.15 3.40 3.40 7923. 0.182 8 0.51 ******* 0.12 2.05 2.05 3268. 0.075 Route Time Series through Facility Inflow Time Series File' dev.tsf Outflow Time Series File. rdout.tsf Inflow/Outflow Analysis: Peak Inflow Discharge: 1.87 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.51 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.17 Ft Peak Reservoir Elev: 6.17 Ft Peak Reservoir Storage. 25977. Cu-Ft Flow Duration from Time Series File: rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS 0.009 45159 73.645 73.645 26.355 0.264E+00 0.026 6252 10.196 83.841 16.159 0.162E+00 0.044 2873 4.685 88.526 11.474 0.115E+00 0.062 1864 3.040 91.566 8.434 0.843E-01 0.079 1475 2.405 93.971 6.029 0.603E-01 0.097 1141 1.861 95.832 4.168 0.417E-01 0.114 819 1.336 97.167 2.833 0.283E-01 0.132 561 0.915 98.082 1.918 0.192E-01 0.150 498 0.812 98.894 1.106 0.111E-01 0.167 320 0.522 99.416 0.584 0.584E-02 0.185 110 0.179 99.596 0.404 0.404E-02 0.202 25 0.041 99.636 . 0.364 0.364E-02 0.220 24 0.039 99.675 0.325 0.325E-02 0.237 9 0.015 99.690 0.310 0.310E-02 0.255 9 0.015 99.705 0.295 0.295E-02 0.273 24 0.039 99.744 0.256 0.256E-02 0.290 26 0.042 99.786 0.214 0.214E-02 0.308 14 0.023 99.809 0.191 0.191E-02 0.325 15 0.024 99.834 0.166 0.166E-02 0.343 16 0.026 99.860 0.140 0.140E-02 0.360 19 0.031 99.891 0.109 0.109E-02 0.378 21 0.034 99.925 0.075 0.750E-03 0.396 3 0.021 99.946 0.054 0.538E-03 0.413 15 0.024 99.971 0.029 0.294E-03 0.431 6 0.010 99.980 0.020 0.196E-03 0.448 8 0.013 99.993 0.007 0.652E-04 0.466 1 0.002 99.995 0.005 0.489E-04 0.483 0 0.000 99.995 0.005 0.489E-04 0.501 0 0.000 99.995 0.005 0.489E-04 0.519 1 0.002 99.997 0.003 0.326E-04 0.536 1 0.002 99.998 0.002 0.163E-04 0.554 0 0.000 99.998 0.002 0.163E-04 0.571 0 0.000 99.998 0.002 0.163E-04 ,_ 0.589 0 0.000 99.998 0.002 0.163E-04 0.606 0 0.000 99.998 0.002 0.163E-04 0.624 0 0.000 99.998 0.002 0.163E-04 Duration Comparison Anaylsis: Base File. predev.tsf New File. rdout.tsf Cutoff Units: Discharge in CFS Fraction of Time Check of Tolerance Cutoff Base New %Change Probability Base New %Change 0.164 0.68E-02 0.68E-02 -0.5 0.68E-02 0.164 0.164 -0.1 0.206 0.48E-02 0.36E-02 -26.3 0.48E-02 0.206 0.170 -17.3 0.248 0.31E-02 0.30E-02 -2.1 0.31E-02 0,248 0.241 -2.9 0.290 0.19E-02 0.21E-02 12.9 0.19E-02 0,290 0.310 6.8 0.332 0.13E-02 0.15E-02 23.4 0.13E-02 0.332 0.353 6.5 0.374 0.85E-03 0.80E-03 -5.8 0.85E-03 0.374 0.370 -1.1 0.416 0.64E-03 0.24E-03 -61.5 0.64E-03 0.416 0.386 -7.3 0.458 0.36E-03 0.49E-04 -86.4 0.36E-03 0.458 0.409 -10.6 0.500 0.21E-03 0.49E-04 -76.9 0.21E-03 0.500 0.426 -14.7 0.542 0.15E-03 0.16E-04 -88.9 0.15E-03 0.542 0.441 -18.6 1 0.584 I 0.49E-04 0.16E-04 -66.7 I 0.49E-04 0.584 0.512 -12.4 0.626 I 0.33E-04 0.00E+00-100.0 I 0.33E-04 0.626 0.531 -15.1 0.668 I 0.16E-04 0.00E+00-100.0 I 0.16E-04 0.668 0.624 -6.5 0.710 I 0.16E-04 0.00E+00-100.0 I 0.16E-04 0.710 0.624 -12.0 Maximum positive excursion=0.024 cfs(8.1%) F<10%(OK) occurring at 0.291 cfs on the Base Data predev.tsf and at 0.315 cfs on the New Data: rdout.tsf Maximum negative excursion =0.123 cfs(-21.5%) occurring at 0.573 cfs on the Base Data predev.tsf and at 0.450 cfs on the New Data: rdout.tsf Outflow Duration Curves: :..="d • ''' !", yat ,.:+ f ..., ,. -- -_tli 74.hiril 3i.,_..�.- :.'14,'_4.i-. r,1;aek�'�'.J +A1.,r t1Fa �) .t .m.),-,,,,,41,,,, • t a"oWort.dur oi target dur •, n 0 c o a t. R i .r1 . . o ofl • G dam° 1 1 1 I I I 1 1 1 I f 1 f 1 1 1 1 1 I I I 11 1 I 1( I I 1 1 1 I I f l f I 1 1 1 1 1 1) la �o ' io ' do �0_I �o° ' .. ,, .,..:... ,, ",.: . ..... XC°9°°" Probability Project: Nelsen Middle School Site Improvements Project Number: 211128.10 Task: Conveyance Calculations Date: 2012-05-14 Performed By: Michael R. Norton, P.E. Reference: City of Renton Amendments to the 2009 King County Surface Water Design Manual 2009 King County Surface Water Design Manual Design Requirements: Convey and contain the 100-year peak flow (calculated using the Rational method)for the proposed site improvements. Software Used: StormShed 2G (using Rational Method routing) Summary: The proposed conveyance system can successfully convey and contain the 100- year peak flow without overtopping of structures.See calculations below STORMSHED OUTPUT Precipitation Values: 2-year 2.00 inches 10-year 2.90 inches 25-year 3.40 inches 100-year 3.90 inches • Basin Definition: Record Id:ciaSDCB 05 Design Method $ Rational IDF Table: KingCountylr Composite C Calc Description SubArea '{Sub c Lawn 0.61 ac 0.25 Impervious 10.39 ac 00.90 1. Directly Connected TC Calc Type Description Length '1 Slope [ Coeff 1 Misc 11 Fixed 1Fixed 6.30 min 1 Directly Connected TC !1 6.30min I. Record Id: ciaSDCB 06 Design Method 1 Rational II IDF Table: 1 KingCountylr Composite C Calc 'Description SubArea Sub c ILawn 10.72'ac ,0.25 jlimpervious 0.49 ac ;0.90 Directly Connected TC Calc i Type. _1 Description 11lLength i[ Slope r__ Coeff II +Misc i1 —.- TT I Fixed JFixed :I .30 min f I Directly Connected TC 6.30min E I Record Id:ciaSDCB 07 Design Method ;1. Rational IDF Table: KingCountylr • Composite C Calc ; Description I SubArea —�Sub c Lawn .11 I2.09 ac —110.25 � Impervious }10.53 ac 10.90 i Directly Connected TC Calci Type Description Length I Slope l Coeff Misc rr 1 Fixed Fixed :6.30 min i 111 I i DirectlyConnected TC .. 6.30min I� Record Id:ciaSDCB 12 I Design Method Rational IDF Table: Kin ount it ,. . Composite C Calc I I Description 'ISubArea Sub c Lawn 0A8 ac :10.25 itDirectly Connected TC Calc i 11 TYPe Description Length 1 Slope ;1 Coeff :r Misc TT Fixed ilFixed I ; 6.30 min i. I. Directly Connected TC 6.30m in11 Record Id:ciaSDCB 13 I Design Method 'I Rational !I IDF Table: KingCountyir . • Composite C Calc Description pubArea ;Sub c Lawn 110.10 ac `IO.25 , j impervious X10.04 ac ;10.90 Directly Connected TC Calc I I • . ....Type.....: Description Length lSlope . Coeff [—MIK [ -..TT...... Fixed aFixed I ^6.30 min ?i Directly Connected TC 6.30min — Record Id:ciaSDCB 14 Design Method •,I Rational 'I IDF Table: .1 KingCountylr I ... ... ...... .... . Composite C Caic • Description jlSubArea -?Sub c Lawn 10.13 ac j 0.25 - !Impervious 110.06 ac 10.90 Directly Connected TC Calc Type ;I Description Length ]I Slope ' Coeff Misc ; TT 7! Fixed Fixed •I 6.30 min I Directly Connected TC :I 6.30min Record Id:ciaSDCB 15 Design Method ; Rational I IDE Table. .1_ KingCountylr i Composite C Calc . Description 11SubArea 115ub c (Lawn 0.14 ac 10. 25 Impervious..... ..... 110.06 ac ........... . ... ....11.90 DirectlyConnected TC Calc ;i Type Description Length Slope f Coeff �1 Misc TT i Fixed Impervious 6.30 min , F Directly Connected TC :F. 6.30min lc Record Id:ciaSDCB 16 Design Method .1 Rational ; IDF Table: I KingCountylr 1 Composite C Caic I Description SubArea ;Sub c Lawn 10.11 ac ,0 .25 Impervious j10.03 ac ;10.90 i Directly Connected TC Calc I 1 Type ; Description l._ Length :i —S-lope r Coeff rMisc , . .TT 1 I Fixed fixed r j16.30 min 1 l Directly Connected TC6.3Omin �IIIJ� .. Record Id:SDCB 05 � Descrip: `SDCB 05 I Increment ;0.10 ft , Start El i 416.5300 ft Max El........ .. ....420.4900 ft. .... ....3 . Classification'Manhole !Structure Type CB-TYPE 1 Ent Ke iGroove End w/Headwall (ke 0 2O)i Channelization!Curved or Deflector) Catch !1.4160 ft 'Bottom Area '';13.9700 sf Condition (Existing • Stage Storage Rating Curve ,irP !e I 0.0000 cf( . ` ::44..> 7.9400 cf i wist"wa t 03970. cf� 8.3370 cf ti , 8.7340 cf i . .' ��® ` 10.7940 cf ......... .......... eA"a' ` 1.1910 cfy („ 9.1310 cf g',,talrif 15880 cf M 9.5280 cf 1.9850 cf'` g ' 9.9250 cf 1,,,,,„,l *:,o# R}_12.3820cf�Iyan6� z ' I1O.3220cf' �' 0,Y ,,2.7790o ° Ilya 10.7190cfi 640 3.1760 cf�ji `t,,}A t' 11.1160 cf' IL °® 3.5730 cfl � I11.5130 cfi f iat ®i'''': l' , ' A'1:7,410,r 4.3670 cfl gi, .y.Voli 12.3070 cf; M14011W 4.7640 coma 12.7040 cfi 41=0,65.1610cf1 •tAl 13.1010 cf: Pa4ges 5.5580cf ' :o,0B1213.4980cfl I' •e 0.1,4 5.9550 cfl ®'O,,pv@ a 13.8950 cf 5 9 ` 6.3520 cf n# f 14.2920 cf la y a;PN 6.7490 cfl 10740403 14.6890 cf 4;#'. a.k 17.1460 cfl Ergo '(15.O86O cf! 1,1:414 , 4 115.7212cf Record Id:SDCB 06 •Descrip: j SDCB 06 . increment ,0.10 ft j Start El. '415.8200 ft `[Max El. .420.9200 ft .� ClassificationilManhole IStructure TypeiICB-TYPE 1 Ent Ke move End w/Headwall ke=0.20).Channelization'Curved or Deflector: - Catch 1.4160 ft Bottom Area 13.9700 sf Condition ;Existing Stage Storage Rating Curve I:MP ori 0.0000 cfl 4 110.3220WI cfl ir 1Hxhct r n,7�ryl (Per fi r s1,, 1[ •)' '4e 0.3970 cf;[ l A a ;➢110.7190 cf i ra is 9 6 0" 0,7940 cfl': 1 c o{ 11.1160 cfl .1 1910 cf,I • .,; 11.5130 cf �`,••v. 158• 0 � # 111.9100 cf 11 ' ,t • 1.9850 cfll`: n`•E oto • 12.3070 cf! ;Ate4o 2.3820cf1141 , ,®v = 12.7040 cf! .+s' 2 7790 cfl • ' 13.1010 cfl 4:t4:te 3.1760 cfl : • :®�"P; 13.4980 cfl 01 3 .5730 cf)1 � �� 13.8950 cfl xiX ® `,i 3.9700 cf 4�o },®0 14.2920 cfl t ..: 6Yc;i'. 4.3670 cfl �k4tMM{.0 ,g 14.6890 cf Raf',70 I } 1 Y ®y l 4.7640 cf)g1 ^ort 15.0860 cfl , 4', 7,44; 5.1610 cfl 3 ® 15.4830 cf 11 {1 .4Y ,.1. raki,: F Ay 0'0' r 55580E 0 15.8800 cf ies vc 5.9550 cf!re •°a a, 16.2770 cf �4 D6.3520cfl43,11o•(o16.6740 cf i it, 41 e e 6 .7490 cfl 'GJ` 17.0710 cf; 4 4 ' 4 7160 cf " , .. e o : 17 4680 cf ®... 7.5430 cfl f` ' ' 17.8650 cf 1 0 ilk, < Zikiftelgilt.7.9400 cfl4;,,i130,573, 18.2620 cfl • e o° 8.3370 cfl o`? i 14, 18.6590 cf !I Ao 8.7340 cfl '':::0'151; 19.0560 cf , o�• s i 9.1310 cfl µ 19.4530 cfl .1 r , I 8 IIS,*��„ ` . .0 1 1.5 } ;4. �, � 9.5280 cf' 19.$500�cf ' : ko/eX120.2470cff Record Id:SDCB 07 Descrip: !SDCB 07 Increment I 0.10 ft 'St-art El. 407.2500 ft Max El. `11410.0000 ft . ClassificationllManhole Structure Type11CB-TYPE 1 • Ent Ke Groove End w/Headwall (ke=0.20)'Channelization;Curved or Deflector Catch ;1.4160 ft ' Bottom Area 43.9700 sf Condition 'Existing Stage Storage Rating Curve 0.0000 cf` 6.3520 et! ,., . n• > 0.3970 cf�:`° ,°}a°9 6.7490 cf �',g `,' , °, 0.7940 cfR0 0 7.1460 cf r i.',v-'< . .‘,81.1910 cf'' 3,:;,,,094,st 7.5430 Cf • ,,kfaltt 1.5880 cf119.7 7.9400 cf <° ,k9 j 1.9850 cfl ,°. ' 6°�. 'I o.33 07cf ` 7H:14 4;17:2.3820 cfil' °+' 00,i 83340 cf e2.7790 cf�� U e°'`' 9.1310 cf : O 3.1760 cfI*RNA 9.5280 cf ;; , -0.11 9.9250 cf irjFj ° 35730Cfl � a :.................� I +ems 3.9700 cfl as ' 10.3220 cf 1 1 }.•1 • 1 41'3 1 4°4 --i °s' -4.3670 cfi ( `' # 10.7190 cf! ,r a ,!i. °nV'x' 4.7640 cfi; •® ® ft 11.1160 cf• ' `� a ° •4 5.1610 cf.°` _, tYlva11.5130 cf 4 : 15.5580 cf - ,(° f (11.9100 cf Record Id:SDCB 08 1 Descrip: ISDCB 08 (increment 0.10 ft Start El. 403.5600 ft M1.-M--ax El. 11409.1000 ft Classifications Manhole .Structure Type ICB-TYPE 2-48 Ent Ke ;Groove End w/Headwall (ke=0.20);Channelization;Curved or Deflectors Catch 2.0000 ft I Bottom Area 'p.2.5664 sf Condition (Existing Stage Storage Rating Curve NMI 0.0000 cf , e Al, 35.1859 cf, o®" . 1.2567 cf Vag01 36.4426 cf; 1[ ° 2.5133 cf :e. �_•o 37.6992 cf. '' 3.7700 cf ®• ear 38.9559 cf r etre- +��; :;°. 5.0266 cf b ,,s°° ' 40.2125 cf 11.191,0x19:4. 16.2832 cf 1 : 1404Fr 41.4691 cf • (d ,1 7.5399 cf I pow� s '' �r�`-� ,,� + � [42.7258 cf 'ts��."� ,, . altar .. ........_ .......... . I43 j 8.7965 cf j'• ,•�yx� •43.9824 cf ,t . ag 1 i fi<sg !`e .` 10.0532 cf 6; =45.2391 cf Via;. f' 41%04r a o - o 11.3098 cf3 fat 46.4957 cfs 1 f!s �I o=4 a 12.5664 cfj e; 5880 cf 'A.tot'y14-4 1iu i 7.9400 cf I}�.{} , gs;a€ '1.9850 cf ,.,.� I S_3370 cf . l c, z!ib ma F N IIYA 12.3820 cf 4 ( � 11f 8.7340 cf 17 • 2.7790 cf � 9.1310 cf I 6,1:41476.: i `3.1760 cf .. tifs 19.5280 cf 1171 e o'{;r 3.5730 cf ,o4F9250 cf 3.9700 cf RROIM0110.3220 cf 114..° Oti? 4.3670 cf , 9�;e7 10.7190 cf 1 11 1! r r 4.7640 cf s } A._,_} 11 1160 cf ' ' 5.1610 cfk ' " ` 11.5130 cf 4 i a° 15.5580 cf 4 , f;A 11.9100 cf ,F f ,t;g Jfik 11.9100 cf' Record Id:SDCB 13 Descrip: SDCB 13 [Increment 0.10 ft Start El. 417.4000 ft ' Max El. 421.1500 ft !Classification Manhole - 'Structure Type ICB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) IChannelization Curved or Deflector Catch 1.4160 ft Bottom Area 13.9700 sf iICondition 'Existing Stage Storage Rating Curve NalreE0.0000 cfha .g10,o , 7.5430 cf s • 0.3970 cf.4„ ®®e�1 7.9400 cf 0.7940 cfit,�° ®�D 4 8.3370 cf to oc1.1910 cf ' O„ik . _ . J: 8.7340 cf 4.V;:1ei 1.5880 cfl Wolf 9.1310 cf ,. ' va1.9850 cfr8Iteng9.5280 cf Fr o>•.: ` e`s e 2.3820 cf, °�Aa'� •9.9250 cf ...... ............ gto`e®" 2.7790 cf�t' *ry,P0'0 6 ', 10.3220 cf. x ,4:4 3.1760 cf `q �T po e®1 ` 10.7190 cf l414at 13Ns,• . . ,t4 .4� a ...... . 3.5730cf 'o��. 11.1160 cf a t N tarr'iss . do-®o 3.9700 cf. 00 uy®a 11.5130 cf , 14 • ®® t,. 4.3670 cf • .40<1eao 411.9100 cf ; oiit• ®i `4.7640 cfr{�' ` R' 4 ' 12.3070 cf fey 5.1610 cf 12.7040 cf ,.rt.. °„, r ,>, .. l 01.. .64 f •A T _ 18 fir.., 5.5580 cffIryr 13.1010 cf o . .9550 cfjl ' e`A o p I460,1ide f 5 [13.4980 cf; 11fa��'f n 6.3520 cf' , ado A, 13.8950 cf litp .�>; . a 6.7490 cfi/� 0000 14 2920 ct? 14 8875 cfl Record Id:SDCB 14 Descrip: I{SDCB 14 Increment 10.10 ft. Start EI ,1417.0000 ft Max EI. '420.9000 ft `Classification!Manhole Structure Type i CB-TYPE 1 1 Ent Ke Groove End w/Headwall (ke=0.20ji Channelizationl Curved or Deflector; Catch ;1.4160 ft I Bottom Area 113.9700 sf Condition !!Existing Stage Storage Rating Curve u {0.0000 cf' kt 17 9400 cf . .: 4700 0.3970 cf ' ,y ff ; aly . 8.3370 cf ox 07940tH m, 340cf; a 1.1910 cf Witarf 9.1310 cf WPM 1.5880cf1r ,� aaa' 95280 cf IY o o 1.9850 cf (Obi e w 9.9250 cf • i uhf I . .x . .... ... as 'fg 2.3820 cfil a„4,A,0404.,.,., 10.3220 cf room 2.7790 cfltOktire 10.7190 cf Oti.:01 3.1760 cfl ® °e 11.1160 cf; ' . 13.5730 cf1 ®®�s11.5130 cf T • '®e ato1.�.97 411§ ®A 11.9100 cf il ,I • ®a,s' 4.3670 cfi ; $r o® 12.3070 cf +' S. •rr 'F„ 0 ;1 4.7640 clan , c` 12.7040 cf. 5.1610 cilOgigal 13.1010 cf ' ®o 5.5580 cf s .tl o 0 13.4980 cf imro fi ' � . ........_... . .. 5 9550 cfft �' �� 13 8950 cf. °h®1e• 41 6.3520 cfi`' of!�a 14.2920 cfi fa obe;J 6.7490 cf I j �Q ; 14.6890 cf 11 ,>g 17.1460Cfj •eAe '%115.0860cf w i t1s: s' ;1: 115A oo .4830 cf; Record Id:SDCB 15 Descrip: SDCB 15 ` Increment :0.10 ft Start El. :416.6000 ft ' Max EL '420.9000 ft . .... ........... `Classification:Manhole :Structure Type:CB-TYPE 1 Ent Ke . . 'Groove End w/Headwall (ke=0.20);Channelization Curved or Deflector j. I Catch :1.4160 ft ' Bottom Area 13. 9700 sf ` Condition .'Existing Stage Storage Rating Curve trtiggril0.0000 cfltild0444 I 8.7340 cf Dok* Ii��Ilr. 070 c .39fj ' ' '9.1310cf �u, :0.7940 cfi147 >0`e 3 9.5280 cf i gam 1.1910cf!grita®EN 9.9250 cf ' , 1.5880 cflOggeo : 10.3220 cf: I4 ota 1.9850 cfj ; i,eh®;® 7 10.7190 cf 't ° ,., 2.3820 cfl ,:>,' h'o t xi'111.1160 cli j1 12.7790 cf#1 ; A:�® 11.5130 cf Ia,=:` X1 '3 176[4; aoof 11.9100 cti r[3 5730 cf 71:,...1:,.,(16'4',' 12.3070 cf! s � o 10 3.9700 cfj a t'i 12.7040 cf 1011074.3670 cf-.1,°.;.°4:03.',''''' 13.1010 cf; t. ' 4.7640 cfl � .F< 13A980# i 5.1610 cf1 t . 13.8950 cf, Eller ' 5.5580 cfi � ?G � 14.2920 cf tt JJ 1�iV �{ MS qT• � Yv' �' '� '114) a o® 5.9550 cf'tgab '14.6890 cf. (tl< r 6.3520 c e`r aFa 15.0860 cfi 4 ' ®d' k' 6.7490 cf! t , r`..r `I15.4830 cf' .2 7.1460 cf` `� 1r 9; � 15 8800 cf; 1E ,`; 7.5430 cfl s k B 4!,,i: 16.2770 cf .a�z ® ,7.9400 cfl n. s' ,eels,, 16.6740 cf: �C'f c v�,.r . 1 I.. a ' ®®i. 'I17.0710 cf Record Id:SDCB 16 Descrip: DCB 16 i Increment l0.10 ft Start EI. 426.2000 ft . Max El. .420.9000 ft - -- -- ---- ------ Com._. ......... _.........._..... ..----------- --.... ..--- --- ���---- ClassificationilManhole 11Structure Type lCB-TYPE 1 Ent Ke :[rGroove End w/Headwall (ke=0.20)4 Channelization;Curved or Deflector (C'a'tch :1.4160 ft Bottom Area (3.9700 sf Condition :IExisting Stage Storage Rating Curve WINN 0.0000 cf 41Ingli 9.5280 cf s • L 10.3970 cf) ) ° ,g 't 9:9250 cf 1i' 0.7940 cfilt K.+ �; i `` ° 10.3220 cf Av eti?M'11.1910 x , qe, ,110.7190 cf .o'®ta;t 11.5880 cf1410 f 11.1160 cf` +. � • _� solo rr [1.9850 cfj11.5130 cf Fir(4 I :. t S�a,��. r f ,:� h,•; 2.3820 cf� � 11.9100 cf 2.7790 cf;417"0-1T1 P63,141 112 3070 cf :, 4 a o�`ojo::" 3.176014 C o4112.7040 cfi 3.5730 cfli4t P • 1 ®:'®e t v, 13.1010 cf k x1.3 :1 ......... ..IS _$Q` is ... ......: #titite,,040 3.9700 cfrogns 13.4980 cf 1V �-,tet, �. � .�,R .r�, o®®' ,4.3670 cf,� o ® 13.8950 cf 1404:03i 4.7640 cfj;%i•'q0$"e:' 14.2920 cf o�®`� '(5.1610 cff 1 00' 14.6890 cf 3^' .'e a i 5.5580 f 4 .:0,901,0.,t15.0860 cf • t rBa- 43," e o e' 5.9550 cf120a v o ®` 15.4830 cf: oe 6.3520 cf ti . r'e e"1: 15.8800 cf; I n �06.7490 SRC,.eii4.16.2770 cf 7.1460 pilovoit 16.6740 cf Wonfg0a 7.5430 cfi o r 1 eke i, 17.0710 cf 414 a 0'a,817.9400 cf}�yw}� IO , 17.4680 cfi 8.3370 c lime 17.8650 cf 1tx� £ ;18.7340 cfO CI 118.2620 cf 144;,!I �l� � aaa" 1865 98 cf Record Id:DUMMY I Descrip: DUMMY j incrementl(0.10 ft Start El. 400.5010 fti Max EI. 1,407.7600 ft i Dummy Type Node Reach Definition: • Record Id:SDCB 12-13 . ;+Section Shape: jCircular 11 in Uniform Flow Method: Manning's Coefficient: 11:1013o Routing Method: Travel Time Translation: ' ... . . . ... .. DnNode SDCB 13 • UpNode I SDCB 12 i Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall - 1Length : 100.0000 ft i Slope 10.50% _- Up Invert 417.9000 ft ' Dn Invert 11417.4000 ft i Conduit Constraints —�� I Min Vel Max Vel Min Slopes Max Slopes Min Coverl 142.00 2.00 ft/s:115.00 ft/s 0.50%T12.00% 03.00 ft 1 • ! ac(Dropross MH [0.0000 ft Ex/Infil Rate! .0000 in/hr Up Invert ,1417.4000 ft {tan Invert-11417.9000 ft Match inverts. DnNode ilSDCB 13 1UpNode ;(SDCB 12 Record Id:SDCB 13-14 Section Shape: Circular II Uniform Flow Method: Manning's ;Coefficient: 0.0130 Routing Method: :Travel Time Translation• DnNode z SDCB 14 i UpNode 1IsDCB 13 ' Material Plastic ilSize 12" Diam Ent Losses Groove End w/Headwall ' Length : 80.0000 ft `Slope 1 0.50% 1 Up Invert 11417.4000 ft —j"Dn Invert 11417.0000 ft i ii Conduit Constraints :!Min Vel : Max Vel Min Slo ei Max Sloe; Min Cover; 2.00 ft/s' 15.00 ft/s 10.50% 112.0096 13.00 ft IDrop across MH 0.0000 ft ° Ex/Infil Rate"0.0000 in/hr: : Up Invert ;1417.0000 ft !"Dn Invert i1417.4000 ft ,Match inverts. • , DnNode ISDCB 14_ .jUpNode irSDCB 13 Record Id: SDCB 14-15 I Section Shape: !ICircular . . ilUniform Flow Method: Manning's TCoefficient: i[0.0130 Ir... ...... Routing Method: Travel Time Translation, ' 1 --11 i i DnNode SDCB 15 : UpNode !PCB 14 . . ,1---- •Material : Plastic IISize 02" Diam i . . . ..... . .. ... . . ......... ... . Ent Losses Groove End w/Headwall . . . _ ILength ____80.0000 ft • 11Slope liE-50% 1 , • (up Invert 1417.0000 ft i[ invert . iF6.6000 ft ; Conduit Constraints 1 i ii liMin Vel 1 Max Vel ;Min SlopeMax Slope Min Cover; 2.00 ft/si 15.00 ft/s 0.50% 11 I ' 112.00% 13.00 ft i .i . Drop across MH .0:0000 ft 1lEx/Infil Ratel[5:6000 in/hri Up Invert 1416.6000 ft !trin Invert ;F4i7.0000 ft Match inverts. 1 I(DnNode ISDCB 15 UpNode i( CB 14 Record Id:SDCB 15.-16 .I Section Shape: Circular 1 • . ..... .. . . . . : . . . . .., -- Uniform Flow Method:i Manning's ;Coefficient: fal3.30 . Routing Method: ifr7aVel Time Translationll ;DnNode .SDCB 16 11UpNode EBi5 ! iMaterial Plastic irSize • 112" Diam lint Losses :Groove End w/Headwall iLenrTg th - (80.0000 ft Slope 11O75.0% Up Invert lia6000 ft iDn Invert ,11.3:15.2000 ft Conduit Constraints . . . .. . . . . . . . . . ... . • . . i li Min VelilMax Vel ;Min Slope! Max Slope: Min Cover! ii12.90 ft/s;l15.00 ft/siltTill6_112.00% i a-- Drop across MH -0.0000 ft ; Ex/Infil Rate10.0000 in/hr , Up Invert 1416.2000 ft :IDn Invert 1416.6000 ft . Match inverts. . . . • DnNode ,ISDCB 16 UpNode il612B 15 Record id:SDCB 16-06 . .. . ! !Section Shape: llcircuiar • i Uniform Flow Method Manning's ;(coefficient: ;0.0130 . .. Routing . Travel Time Translation! Method. I • ' • DnNode :FSDCB 06 il•UpNode I SEFE13 16 i Material Plastic .1Size 112" Diam Ent Losses .Groove End w/Headwall „._____I 1cri % Length : 77.0000 ft i Slope .. . Up Invert 1416.2000 ftii Dn Invert 1415.8150 ft - • riI.. . ...... . .. .Conduit Constraints . ... ..___ .1 1 IK;VIWIIMax Vel !Min Slopei Max Slope!Mirri F1:17E/s1115.0FiCrt/i10.50% 12.00% 13.07.1r—t Drop across MH 0.0000 ft I Ex/Infil Rate110.0000 in/hri • Up Invert 1415.8150 ft ;Dn Invert 11416.2000 ft Match inverts. . . DnNode ;ISDCB 06 i UpNode ilSDCB 16 _ . Record Id:SDCB 05-06 Section Shape: Circular ' . _ .. .... Uniform Flow Method:: Manning's Koefficient710.0130 Routing Method: ITravel Time Translation; IF DnNode :SDCB 06 ii-UpNode irS1)613 05 i Material Plastic :Iiize 1112" Diam I EllIJ.ones !Groove End w/Headwall FL Wit h : 117.0000 ft iSlope i0.61% pr)Irnreit :1416.5300 ft fli-n Invert1415.8163 ft ' III . Conduit Constraints I Foi1nVe111-M—ax Vel 1[Min Slopal 11/41-71;x Slope!MinCover • 2.00 ft/sII15.00 ft/s110.50% 12.00%i —113.00 ft I . , . . .. . . . . . . ... .. .. ... . „. .. . ... . . . . . . . I Drop across MH 1 i 0.0000 ft 7 Ex/Infli Rate!0.0000 in/Tcri Up Invert 1415.8163 ft !IDn Invert 1416.5300 ft Match inverts. 1 - 1DnNode ilSDCB 06 ilipNode ilSDCB 05 . . . ... . . . .; Record id:SDCB 06-08 . . I, Section Shape: i Circular i Uniform Flow Method•.! Manning's :Coefficient: f0.0130 _ i Routing Method: 1Tl Time,, raveTranslation 1• • 1 .•' . ... ... ..... ...... . . .... . ......... , DnNode - ;SDCB 08 UpNode SDCB 06 Material : Plastic 1Size 12" Diam • Ent Losses Groove End w/Headwall Length 124.0000 ft II-Slope J 89% �1Up Invert [415.8200 ft IlDn Invert 40.3.5564 ft ; iI Conduit Constraints ______ Min%- i Max Vel .Min Slope!Max Slope; Min Cover! ,2 00 ft/s's 1500 ft/s10.50% :12.00% 13.00 ft ; s - I Drop across MH 10.0000 ft I Ex/Infil Rate 1-0.0000 in/hri Up Invert [403.5564 ft • i1Dn Invert .415.8200 ft j Match inverts. DnNode .ISDCB 081UpNode SDCB 06 Record Id:SDCB 07-08 - • Section Shape: ' Circular Uniform Flow Method:: Manning's I Coefficient: 11.6130 Routing Method: ravel Time Translation DnNode ISDCB 08 IUpNode DCB 07 F Material Plastic IP--- SSiiz`e-- {18" Diam • Wit Losses Groove End w/Headwall !Length ; 125.0000 ft Slope i12.95% i Up Invert :1407.2500 ft I.Dn Invert ,1403.5625 ft I- . Conduit Constraints Min Vel ; Max Vel ;Min Slope Max Slope(Min Cover•, 1 12.00 ft/s 115.00 ft/s 10.50% ;2.00% 3.00 ft 1 IIDrop across MH 10.0000 ft . 1[Ex/Infil Rate 1-0-:0000 in/hrJ IUp invert :1403.5625 ft 11Dn Invert '1407.2500 ft i Match inverts. DnNode :ISDCB 08 11UpNode ;ISDCB 07 Record Id:SDCB 08-DUMMY Section Shape: 'Circular it Uniform Flow Method:; Manning's Coefficient: 0.0130 'Routing Method: Travel Time Translation] `1 DnNode ! DUMMY UpNode !SDCB 08 V __. . . M-aterial lilastic •FSize '118" Diam [int Losses !Groove End w/Headwall • Length , 70.0000 ft Slope :437% i Up Invert . ;14033600 ft ._. . .. On Invert... .1400.5010 ft. ... .. ...... ... 1 Conduit Constraints liMin Vel I Max Vel !Min SlopeiMax Slope Min Cover; -• .- . 12.00 ft/s1115.00 ft/sil0.5096 12.11 :1•.)46 ,13.00 ft I Drop across MH !0.0000 ft !Ex/Infil Rate;0.0000 in/hr: •. Up Invert 1400.5010 ft 1Dn Invert iP3.5600 ft ! .... • I Match inverts. ii ilDnNode ilDUMMY IlipNode ISDCB 08 100-Year Event Conveyance System Routing; ROUTEHYD[]THRU [Untitled] USING KingCountylr AND [100 yr] NOTZERO RELATIVE RATIONAL : Area ' TC ' Flow I Full Q ! Full nDepth i i nVel . fVel CBasin/ I .Reach ID ! . Size , ! (ac) ' (mm ) (cfs) i (cfs) ' ratio (ft) i : (ft/s) : (ft/s) ! Hyd ! I - ! . . , ---, ---1 SDCB 07-08 0.0000 0.00 : 0.0000; 180904' 0 00 0 0000 ; 8" 0 0000 10 2370 , , • .!: ' : ' - i Dia M • ' . • , : 1 • SDCB 05-06: 1.0000; 6.83 1.6074; 2.7901 0.58 0.5444 ; Diam I 3.6776 3.5525 ciaSDCB '• : trj i i . 1 ! 1 i 12" i: c SDCB 12-13' 0.0800 7.52 0.0638 2.5261 i 003 ' 0.1099 1 Dia m : 1.3608 ! 3aSDCB .2163 !SDCB 13-14 0.2200 8.19 i 0.23121 2.5261 i 0.09 02046 i Diam ! 2.0016 ! 3.2163 ! ciaSDCB I i 13 . 1 1 i ! ! . . . .. . . . •, . . . . , SDCB 14-15; 0.4100; 8.74 ' 0A532 i 2.5261 0.18 0.2866 ! Diam : 2A369 : 3.2163i ciaSDCB 14 i i , 1 : , , I • ! 1 12" ; ciaSDCB ;! SDCB 15-16 0.6100: 9.23 i 0.6663 2.5261 , 0.26 0.3506 1 Diam ! 2.7138 3.2163 : 15 • ' I " ' SDCB 16-06 0.7500 I 9.68 ! 0.78061 23261 031 03813 ! 12 2.8367 3.2163 ciaSDCB Diam 1 16 ; . • . ...: .. . ...i . . ; . .. .. .' .... - 12" SDCB 06-08 2.9600 6.98 j 4.3553 ; 11.2346 i 0.39 i 0.4321 ' Diem ! 13.3993: 14.3043; 06 i i SDCB 08- • 18" __ _u! 2.9600 7.11 i 4.2944 , 22.01791 0.20 ' 0.4493 9.6510 ; 12.4596 j DUMMY i I Diam •• t From Nodes To Node,Rch Loss(ft)ilApp(ft)��Bend(ft)�Junct Loss(ft)1 HW Loss Elev(ft); Max El(ft)* 406.0000 SDCB 08 DUMMY: 406.2264 0.4775 ; 0.0268 : 0.2131 i 405.9887 409.1000 i i SDCB 07 ;SDCB 08' 408.1940 ` 408.1940 410.2500 • SDCB 06 ti SDCB 08! 417.4085 0.0650 0.1103 0.0213 417.4750 420.9200 SDCB 05 SDCB 061 417.7899 1 : ------ ------ i 417.7899 420.4900 i SDCB 16 : SDCB 06; 417.5302 ! 0.0112 ; 0.0129 ! 417.5319 • 420.9000 I_. I SDCB 15 SDCB 16,; 417.5731 0.0922 0.0347 1 ----- 417.5156 420.9000 SDCB 14 :SDCB 15 F417.6324 1 0.0622 1 0.0229 417.5931 420.9000 SDCB 13 ! SDCB 14 417.6792 i 0.0288 i 0.0001 -----16 : SDCB 421.1500 i 1f SDCB 12 SDCB 13 1 418.0444 it ') it ------ 418.0444 420.9000 : APPENDIX E Geotechnical Report Associated Earth Sciences, Inc. '...1 41 :':'. ti. {rye Celeeratinj X25 Ieaof Servke May 16, 2011 Project No. KE110083A Renton School District c/o Greene-Gasaway, PLLC P.O. Box 4158 Federal Way, Washington 98063 Attention: Mr. Sam Rosendahl Subject: Subsurface Exploration, Geologic Hazards, and Preliminary Geotechnical Engineering Report Nelsen Middle School Improvements 2403 Jones Avenue South Renton, Washington Dear Mr. Rosendahl: We are pleased to present these copies of our preliminary report for the referenced project. This report summarizes the results of our subsurface exploration, geologic hazards, and geotechnical engineering studies, and offers preliminary recommendations'for the design and development of the proposed project. Our report is preliminary since project plans were under development at the time this report was written. We should be allowed 'to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions regarding this report or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Principal Engineer KDM/tb/Id-KEI 10083A3-ProJects120110083\KE1WP Kirkland • Everett • Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com } f A .e Geotechnical Engineering Associated Earth Sciences, Inc. Serving the Pacific JVbrthwest Since 1981 Subsurface Exploration, Geologic Hazards, and Preliminary Geotechnical Engineering Report Water Resources NELSEN MIDDLE•SCHOOL '-,:r► �` IMPROVEMENTS Renton, Washington s "7r SI p Prepared for EnvironmentalAssessanents and Remediation Renton School District do Greene-Gasaway, PLLC Project No. KE110083A F May 16, 2011 Sustainable Development Services r. r • • s i l k ;1 or'•.. 2 1 ,sir Geologic Assessments SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT NELSEN MIDDLE SCHOOL IMPROVEMENTS Renton, Washington Prepared for: Renton School District clo Greene-Gasaway, PLLC P.O. Box 4158 Federal Way, Washington 98063 Prepared by: Associated Earth Sciences, Inc. 911 51h Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 May 16, 2011 Project No. KE110083A Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Prelintinmy Geotechnical Engineering Report ,Renton, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards, and • preliminary geotechnical engineering studies for the proposed improvements at Nelsen Middle School. The location of the site is presented on the "Vicinity Map," Figure 1. The approximate locations of exploration borings completed for this study are shown on the "Site and Exploration Plan," Figure 2. Logs of the subsurface explorations completed for this study and copies of laboratory testing results are included in the Appendix. 1.1 Purpose and Scope The purpose of this study was to provide geotechnical engineering recommendations to be utilized in the preliminary design of the project. This study included a review of selected available geologic literature, advancing 13 exploration borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water. Grain size analysis and moisture content laboratory tests were completed on selected soil samples recovered from our exploration borings. Geotechnical engineering studies were completed to establish preliminary recommendations for the type of suitable foundations and floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, permeable and conventional pavement recommendations, and drainage considerations. This report summarizes our fieldwork and offers preliminary recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when a project design has been finalized. 1.2 Authorization Authorization to proceed with this study was granted by the Renton School District by means of Purchase Order #2011000115. Our work was completed in general accordance with our scope of work and cost proposal, dated March 21, 2011. This report has been prepared for the exclusive use•of the Renton School District (RSD), and its agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. May 16, 2011 ASSOCIATED EARTH SCIENCES,INC. �purnnd-KE110083A3-Pageas1201 r0083lKEIWP Page 1 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION Project plans were under development at the time this report was prepared. Based on our discussions with Greene-Gasaway, PLLC, we understand that the project will consist of a substantial site renovation, with site improvements consisting of replacing some of the existing paving with permeable asphalt pavement, constructing twc new baseball fields and one new soccer field, and installing a new storm water handling facility. We understand that infiltration is currently under consideration for the handling of storm water runoff. We anticipate that new structures and paving can be constructed close to existing grades, with typical cuts and fills of less than about 5 feet to achieve finished grade. Our previous work on the site included construction monitoring services in 1999 for building additions and new pavement areas to the north and west of the main building. Based on this previous work and our review of the published geologic map, we anticipated that the site is underlain by fill overlying glacially consolidated Vashon till deposits. The existing school includes a main building on the southeast part of the site, with athletic facilities to the north and west, and paved parking areas to the south, northeast, and west of the main building. Site topography is relatively flat to gently sloping, with sloped grassy "steps" which lead downward to the north and west to existing sports field areas. The ground surface • continues steeply downward from the subject site, approximately 15 to 20 vertical feet to the north and roughly 25 vertical feet to the west, to nearby properties. A wooded stream corridor with areas of ponded water lies to the east. 3.0 SUBSURFACE EXPLORATION Our subsurface exploration completed for this project included advancing 13 exploration borings. The conclusions and recommendations presented in this report are based on the explorations completed for this study. Additional sources of geotechnical data are discussed in the "Subsurface Conditions" section of this report. The locations and depths of the explorations were completed within site and budget constraints. 3.1 Exploration Borings The exploration borings were completed by advancing hollow-stem auger tools with a track- mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to 5- foot-depth intervals. The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPt,/rbNd-KE11008343-Projecrs1201100831KEIWP Page 2 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washin,ton Proj Cl and Site Conditions (ASTM):D-1586. This test and sampling method consists of driving a standard 2-inch outside- diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and Iaboratory testing, as necessary. Observation Well Installation An observation well was placed in exploration boring EB-9 at the time of drilling to determine if a static ground water level was present and to measure its depth. On April 21, 2011, a static water level was measured at a depth of 33.81 feet. 3.2 Laboratory Tests Laboratory test results are included in the Appendix. The following laboratory tests were completed for this project: • Three mechanical grain size analyses by ASTM:D-422 and D-1140 • Two percent passing the No. 200 sieve by ASTM:D-1140 • Five moisture content tests by ASTM:D-2216 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. We also reviewed field reports completed by Associated Earth Sciences, Inc. (AESI) during construction of an earlier renovation of Nelsen Middle School in 1999. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL/tb/ld-KE11008113-Projects1201100831KE1WP Page 3 Substnface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Conditions 4.1 Stratigraphy Fill Existing fill was encountered in all exploration borings except for EB-1, EB-2, and EB-5. The fill ranged in thickness from 4 to 31 feet within our explorations and consisted of loose to medium dense silty sand with gravel and scattered organics. Figure 2 shows the depth of fill encountered at each boring location. Existing fill is not suitable for structural support. Existing fill should be removed from below planned structure areas, and should be recompacted under paving and athletic fields, especially if synthetic turf is planned. Existing fill is discussed in greater detail in the "Site Preparation" section of this report. Stratified Drift Sediments (undifferentiated) All of our explorations encountered medium dense to very dense brownish gray silty sand with gravel and sand lenses and beds, with thick sand beds encountered in exploration borings EB-5 and EB-9. As indicated above and described' below, our previous work at the site and our review of the published geologic map indicate that the site is expected to be underlain by glacially-consolidated soils, likely lodgement till; however, the sediments we observed were not typical of lodgement till sediments. The site sediments were somewhat more sorted and, in places, more stratified than typical lodgement till sediments, although that is the locally common sedimentary unit they most closely resemble. Lodgement till typically possesses high- strength and Iow-compressibility attributes that are favorable for support of foundations, floor slabs, and paving, with proper preparation. The site soils are silty and moisture-sensitive. In the presence of moisture contents above the optimum moisture content for compaction purposes, the site soils can be easily disturbed by vehicles and earthwork equipment. Careful management of moisture-sensitive soils, as recommended in this report, will be needed to reduce the potential for disturbance of wet native soils and costs associated with repairing disturbed soils. Weathered Tertiary Bedrock At the location of exploration boring EB-3, the stratified drift was underlain by a highly fractured silty sand with gravel, which appeared as "chips" in the sampler. We interpret this material to be representative of weathered Tertiary bedrock. Due to the relatively weak induration of the weathered rock, the description of the rock on the attached exploration log is similar to those used to describe soils. Where encountered, the weathered bedrock extended beyond the depth explored. Existing Geotechnical Data by AES! (1999) We reviewed several construction field reports for work completed on-site in 1999. Our field reports addressed observation of bearing soils and compaction testing on shear wall foundations May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. !Pt./r6Hd-KE/10083A3-Projeas120110083lKElWP Page 4 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washin:ton Pro'ect and Site Conditions within several classrooms. We also performed compaction testing on the subgrade for new parking areas. Soils described in these field reports are generally consistent with our current exploration borings. Published Geologic Map We reviewed a published geologic map of the area (Geologic Map of King County, Washington, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, 2006). The referenced map indicates that the site vicinity is characterized primarily by lodgement till at the ground surface, with small exposures of Tertiary bedrock nearby. It is not unusual to find localized areas that vary from published regional scale geologic mapping, and that is the case with the stratified drift described at this site. We recommend that design activities for this project be based on subsurface materials observed in our on-site explorations 4.2 Hydrology Ground water seepage was encountered in a thick sand bed in exploration boring EB-9 at the time of drilling, and we installed a plastic open-standpipe piezometer in EB-9 to allow measurement of ground water levels after drilling was completed. Observed ground water conditions are presented on exploration logs included in the Appendix. In addition, moist to wet soil was encountered at various depths within the existing fill, suggesting that perched ground water should be expected throughout the site. Perched ground water occurs where vertical infiltration of surface water is impeded by lower-permeability soil units at depth, and water tends to move laterally above the perching layer. If construction takes place during the summer, we do not anticipate significant dewatering will be necessary. However, during the winter months, dewatering in the form of pumping and/or trenching may be necessary to collect seepage from excavations. Ground water conditions should be expected to vary due to changes in season, precipitation, on-and off-site land usage, and other factors. 4.3 Infiltration Potential/Permeable Pavement Considerations Our explorations encountered shallow materials that consisted of fill over stratified drift. The existing fill at EB-13, located at the proposed permeable pavement area at the west parking lot, classifies as sandy loam on the United States Department of Agriculture (USDA) textural soil triangle. Much of the underlying drift is silty, and the drift has been consolidated by glaciers, which limits its potential for use as an infiltration receptor. Wet soil, suggestive of perched ground water, was observed to vary in depth, but was often relatively shallow, which can also be a limiting factor that can be difficult or impossible to overcome. In the areas proposed for permeable pavement, adequate storage of infiltrating storm water will need to be incorporated into the pavement sections. We recommend that permeable pavement areas be provided with May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPUrbRd-KE11008343-ProJecrsl201100831KEVWP Page 5 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School improvements Preliminary Geotechnical Engineering Report Renton, 14tallyilton Project and Site Conditions either underdrains or a conventional surface water collection system to collect available water when rainfall exceeds the storage capacity and infiltration capacity of the permeable pavement system. In general, we conclude that the potential for storm concentrated water disposal by means of infiltration is very limited at this site. As stated above, we installed a monitoring well extending below the fill and into a thick sand bed at the location of exploration boring EB-9, and measured ground water at 33.81 feet below the ground surface on April 21, 2011. Grain-size analyses performed on samples taken at 25 and 30 feet in EB-9 suggest that a suitable thickness of receptor soil for a deep discharge/injection well-type system may exist above the observed ground water. Our borings did not verify the lateral extent of the potential storm water receptor, and such verification is an important component of the viability of the potential receptor. Steep slopes located to the north and west of the subject site, likely capped with a thick fill zone (as encountered in EB-8 an EB-9), also warrant additional study if a deep infiltration system is considered. Additional studies to support an infiltration design may also include additional explorations, consultation, or off-site ground water fate and transport studies, including at the residential property located at the bottom of the steep slope to the west of the subject site. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JP1411/d-KE110011M3-Prglects1201100831KE1 WP Page 6 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washinton Geolo;is Hazards and Mill,ations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground and surface water conditions, as observed and discussed herein. The discussion will be limited to slope stability, seismic, and erosion issues. It should be noted that the City of Renton Sensitive Areas mapping and the King County IMAP website show the site as lying within a known coal mine hazard area, with the Renton Sensitive Areas map designating the coal mine hazard as "moderate." Based on the presence of existing development at and surrounding the subject site, we anticipate that the requirements for a detailed coal mine hazard study may be waived, per RMC 4-3-050(D)(4)(b)(i)(c). We are available to provide a detailed coal mine hazard assessment for the project, if requested. 5.0 SLOPE HAZARDS AND MITIGATIONS Existing slopes on the site are moderately inclined and do not have visual indications of instability or unusually intense erosion. The slopes leading downward to the west and north of the subject site are steep and, based on the exploration borings completed nearby, likely include loose to medium dense fill material. These off-site slopes appear to be greater than forty percent, placing them into the "high landslide hazard" category per RMC 4-3- 050(J)(1)(b)(iii). However, these slopes did not show signs of instability at the time of our exploration. Therefore, in our opinion, the proposed improvements should not negatively impact the slopes or cause instability of these slopes provided that storm water from the proposed permeable pavement area is not allowed to discharge over the slope faces. Similarly, if conventional pavement is used, storm water should not be directed to the steep slope areas. If a detention pond is planned in the area of these slopes, it will likely be excavated in fill and will need to be lined to prevent leakage into the slope soils. 6.0 SEISMIC HAZARDS AND MITIGATIONS The following discussion is a general assessment of seismic hazards that is intended to be useful to the school district in terms of understanding seismic issues, and to the structural engineer for preliminary structural design. In our opinion, the site does not include areas that meet the City of Renton definition for Seismic Hazard areas. Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates May 16, 2011 ASSOCIATED EARTH SCIENCES, INC_ JPLJ►b/fd-KE110083A3-Prolecrs1301100831KE1WP Page 7 Subsuface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic • events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub-crustal events with epicenters ranging from 50 to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. However current research indicates that surficial ground rupture is possible in the Seattle Fault Zone. The Seattle Fault Zone is an area of active research. Our current understanding of this fault zone is poor, and actively evolving. The site is located approximately 5 miles south of the currently mapped limits of the Seattle Fault Zone. Due to the fact that the site lies outside of the currently understood limits of the Seattle Fault Zone, the risk of damage to the project as a result of surficial ground rupture is low, in our opinion. 6.2 Seismically Induced Landslides Existing slopes on the site are moderately inclined and do not have visual indications of instability or unusually intense erosion. The slopes leading downward to the west and north of the subject site are steep and, based on the exploration borings completed nearby, likely include loose to medium dense fill material. However, these slopes did not show signs of instability at the time of our exploration. Considering the history of adequate slope stability performance on-site, and the fact that no new buildings are :proposed as part of the project, the risk to the project from seismically induced landslides is low, in our opinion. Storm water should be collected and routed away from sloping areas. If a detention pond is planned in the area of these slopes, it will likely be excavated in fill and will need to be lined to prevent leakage into the slope soils. 6.3 Liquefaction Liquefaction is a process through which unconsolidated soil loses strength as a result of vibrations, such as those which occur during a seismic event. During normal conditions, the weight of the soil is supported by both grain-to-grain contacts and by the fluid pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the grain-to-grain contact, increase the pore pressure, and result in a temporary decrease in soil shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is supported by pore pressure alone. Liquefaction can result in deformation of the sediment and settlement of overlying structures. Areas most susceptible to liquefaction include those areas May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPUthirrl-KE110083A3-Piojeur1201100831AE1WP Page 8 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations underlain by non-cohesive silt and sand with low relative densities, accompanied by a shallow water table. The subsurface conditions encountered at the site pose low risk of liquefaction due to relatively high density and lack of an extensive shallow ground water table. No detailed liquefaction analysis was completed as part of this study, and none is warranted, in our opinion. 6.4 Ground Motion It is our opinion that any earthquake damage to the proposed structures, when founded on suitable bearing strata in accordance with the recommendations contained herein, will be caused by the intensity and acceleration associated with the event and not any of the above- discussed impacts. Structural design should follow 2009 IBC standards using Site Class "C" as defined in Table 1613.5.2. The 2009 IBC seismic design parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were determined from the latitude and longitude of the project site using the United States Geological Survey (USGS) National Seismic Hazard Mapping Project website (http://earthquake.usgs.gov/hazmaps/), These values are based on Site Class "B". Based on 2002 data, the USGS website interpolated ground motions at the project site to be 1.399g and 0.632g for building periods of 0.2 and 1.0 seconds, respectively, with a 2 percent chance of exceedance in 50 years. These values correspond to site coefficients Fa = 1,00 and Fv = 1.322, and a peak ground acceleration of 0.373g. The Fa, Fv.and peak horizontal acceleration values have been corrected for Site Class "C" in accordance with the IBC. 7.0 EROSION HAZARDS AND MITIGATIONS The following discussion addresses Washington State Department of Ecology (Ecology) erosion control regulations that will be applicable to the project. The subject site does not lie within an erosion hazard area as mapped in the City of Renton "Erosion Hazards" map. Also, the site soils are characterized by the Natural Resource Conservation Service as having slight erosion potential. This characterization translates to a "Low Erosion Hazard" designation by the City of Renton Municipal Code. However, the site is underlain by silty fill and drift sediments. Therefore, the erosion potential of the site soils is high, especially within the sloping areas of the site. As of October 1, 2008, the Ecology Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly . Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Because we anticipate that the proposed project (field improvements) will require disturbance of more than 1 acre, we anticipate that these inspection and reporting requirements will be May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL,/rb/Id-KE110083A3-Profecrrf101100831KElWP Page 9 Suhsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washin;ton Geolo is Hazards and Miti ations triggered. The following recommendations are related to general erosion potential and mitigation. The TESC inspections and turbidity monitoring of runoff must be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of the construction. The weekly TESC reports do not need to be sent to Ecology, but should be logged into the project Storm Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity equals or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the project best management practices (BMPs) should be modified to decrease the turbidity of storm water leaving the site. Changes and upgrades to the BMPs should be documented in the weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU, the results must be reported to Ecology via phone within 24 hours and corrective actions should be implemented as soon as possible. Daily turbidity monitoring is continued until the corrective actions lowers the turbidity to below 25 NTU, or until the discharge stops. This description of the sampling benchmarks and reporting requirements is a brief summary of the Construction Storm Water General Permit conditions. The general permit template is available on the internee. In order to meet the current Ecology requirements, a properly developed, constructed, and maintained erosion control plan consistent with City of Renton standards and best management erosion control practices will be required for this project. AFSI is available to assist the project civil engineer in developing site-specific erosion control plans. Based on past experience, it will be necessary to make adjustments and provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to project planning and contractor implementation and maintenance. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1' through March 31"), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Surface drainage control measures are also essential for collecting and controlling the site runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about 7 to 10 percent, depending on their flow length, should have properly constructed check http://www.ecy.wa.tov/programs/wq/stormwater/construction/construc:tionfinalpermit.pdf May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL/ib/k!-K511008343-Proleas1201100834KEIWP Page 10 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within the ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent should be placed in a riprap-lined swale with the riprap properly sized for the anticipated flow conditions. Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe slope drain. AESI is available to assist the project civil engineer in developing a suitable erosion control plan with proper flow control. With respect to water quality, having ground cover prior to rain events is one of the most important and effective means to maintain water quality. Once very fine sediment is suspended in water, the settling times of the smallest particles are on the order of weeks and months. Therefore, the typical retention times of sediment traps or ponds will not reduce the turbidity of highly turbid site runoff to the benchmark turbidity of 25 NTU. Reduction of turbidity from a construction site is almost entirely a function of cover measures and drainage control that have been implemented prior to rain events. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt fencing is meant to be placed parallel with topographic contours to prevent sediment-laden runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed to cross contour lines without having separate flow control in front of the silt fence. A swale/berm combination should be constructed to provide flow control rather than let the runoff build up behind the silt fence and utilize the silt fence as the flow-control measure. Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a failure of the silt fence. Improperly installed silt fencing has the potential to cause a much larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing should be limited to protect sensitive areas, and swales should be used to provide flow control. 7.1 Erosion Hazard Mitigation . To mitigate the erosion hazards and potential for off-site sediment transport, we recommend the following: 1. Construction activity should be scheduled or phased as much as possible to reduce the amount of earthwork activity that is performed during the winter months. 2. The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground-cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed May 16, 2011 ASSOCIATED EARTH SCIENCES,INC_ JPLJtb/rd-KE110083A3-Projects1201100831KE1WP Page 11 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 3. TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing. The recommended sequence of construction within a given area after clearing would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 4. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area will be Ieft un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 5. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and. can be made wind-resistant with the application of a tackifier after it is placed. 6. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 7. Soils that are to be reused around the site should 'be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. During the period between October 1" and March 31', these measures are required. 8. On-site erosion control inspections and turbidity monitoring (if required) should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. A discussion of temporary erosion control and site runoff monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, for the duration of project construction. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL.kb/trl-KE110083,13-Projecrsl20110083IKEIWP Page 12 Subsinface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Prelintinaly Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (BMPs) throughout construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. IPLOWld-KEJIOO83A.I-Profecrs32O1100831KE1WP Page 13 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations IIL PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the proposed project is feasible • provided the recommendations contained herein are properly followed. The existing fill soils are adequate for pavement and new athletic field subgrade support, provided they can be recompacted to a firm, non-yielding condition and are not highly organic. Existing fill is not suitable for support of new foundations; structural fill or native glacial deposits are suitable for support of shallow foundations with proper preparation. The bearing stratum for structures is highly variable. We should be allowed to review project plans as they develop to provide case- by-case recommendations for foundation support of new structures, as needed. The site soils are generally not conducive to infiltration of storm water, as storm water will tend to perch above the existing soils. If permeable pavement is still being considered for this project, adequate storage of infiltrating storm water will need to be incorporated into the pavement sections. In addition, provisions to collect and dispose of the storm water runoff in excess of the permeable pavement storage and infiltration capacity will be necessary. 9.0 SITE PREPARATION Site preparation of foundation, playfield, and pavement areas should include removal of all grass, trees, brush, asphalt, debris, and any other deleterious materials. Any depressions below planned final grades caused by demolition activities should be backfilled with structural fill, as discussed under the "Structural Fill" section. Fill within the existing areas to receive new pavement or athletic field fill may be left in place provided it is inorganic, and can be compacted to a firm, non-yielding condition. It should be understood that placing new fill over the existing fill may result in settlement of pavement or structures planned for this site requiring periodic maintenance. If settlement-sensitive improvements, such as synthetic sports fields, concession stands, or bleachers are planned in areas of existing fill, we should be allowed to offer situation-specific recommendations. In such situations, the District must make decisions to balance costs of removing existing fill versus risks of post-construction settlement. We are available to answer questions during the decision process. The actual observed in-place depths of fill at the exploration locations are presented on Figure 2 and the exploration logs in the Appendix. All soils disturbed by stripping and grubbing operations should be recompacted a described below for structural fill. Once excavation to subgrade elevation is complete, the resulting surface should be proof-rolled with a loaded dump truck or other suitable equipment or systematically probed with a 1/2-inch-diameter steel probe under our observation. Any soft, loose, or yielding areas should May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPl/WM-KE110083.43-Prolecrs1201100831KEIWP Page 14 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School improvements Preliminary Geotechnical Engineering Report Renton, Washin;ton Preliminat Desi:n Recommendations be excavated to expose suitable bearing soils. The subgrade should then be compacted to at least 90 percent of the modified Proctor maximum dry density, as determined by the ASTM:D-1557 test procedure, and to a firm, non-yielding condition. Structural fill can then be placed to achieve desired grades, where needed and approved. 9.1 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should' be determined during construction. For estimating purposes, however, temporary unsupported cut slopes can be planned at 1H:1V (Horizontal:Vertical) or flatter in the glacial drift deposits and 1.5H:IV in existing fill soils provided they are not saturated. Permanent cut or fill slopes should not be steeper than 2H:1V. These slope angles are for areas where ground water seepage is not encountered, and assume that surface water is not allowed to flow across the temporary slope faces. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles will be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. 9.2 Site Disturbance Most of the on-site soils contain substantial fine-grained material, which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. 9.3 Winter Construction Due to the moderate to high in situ moisture content of most of the site soils as judged in the field and confirmed through laboratory testing, it will likely be necessary to dry some of the site soils during favorable dry weather conditions to allow reuse in structural fill applications. Reuse of excavated site soils in compacted structural fill applications is only acceptable if such reuse is explicitly allowed by project plans and specifications. If construction takes place in winter, drying is not expected to be feasible, and we anticipate that some of the glacial drift soils and existing fill will be unsuitable for structural fill applications. Even during dry weather, site soils excavated for installation of buried utilities might not be suitable for utility backfill under`paving or other structures. We recommend budgeting for backfill of buried utility trenches in structural areas with imported select structural fill, For summer construction, significant but unavoidable effort may be needed to scarify, aerate, and dry site soils that are above optimum moisture content to reduce moisture content prior to compaction in structural fill applications. Care should be taken to seal all earthwork areas during mass May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. ✓PUrb/ld-KEI10083A3-Projeasi201I00831KEIWP Page 15 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations grading at the end of each workday by grading all surfaces to drain and sealing them with a smooth-drum roller. Stockpiled soils that will be reused in structural fill applications should be covered whenever rain is possible. If winter construction is desired and approved by the Ciity, the existing pavement or new crushed rock fill could be used to provide construction staging areas. The stripped subgrade for crushed rock staging areas should be observed by the geotechnical engineer and should then be covered with a geotextile fabric, such as Mirafi 500X or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in areas where construction equipment will be used. 10.0 STRUCTURAL PILL Structural fill may be necessary to establish desired grades in some areas of the site. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering ;geologist, the upper 12 inches of exposed ground should be recompacted to 90 percent of ASTM:D-1557. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of ASTM:D-[557. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with City of Renton codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the perimeter footings or roadway edges before sloping down at a maximum angle of 2I-I:1V. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL/sb/Id—KE11008343-Projects4201100831KE1 WP Page 16 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School hnprovements Preliminary Geotechnical Engineering Report Renton, Washin;ton Prelimina Desi:n Recommendations moisture-sensitive. All of the soil types observed on-site are estimated and have been confirmed by laboratory testing to contain significantly more than 5 percent fine-grained material. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The on-site soils contain substantial amounts of silt and are considered highly moisture- and disturbance-sensitive when excavated and used as fill materials. At the time of our exploration program, soil moisture content tests indicated that most soils encountered were at moisture conditions very near or above optimum for structural fill use. We anticipate that most excavated soils will require aeration and drying prior to compaction in structural fill applications. Reuse of excavated site soils in structural fill applications is only acceptable if such reuse is specifically allowed by project plans and specifications. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by • weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. 11.0 FOUNDATIONS Spread footings may be used for structural support when founded directly on undisturbed glacial deposits or on structural fill placed above suitable native deposits, as previously discussed. We recommend that an allowable bearing pressure of 2,500 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Higher foundation soil bearing pressures are possible for foundations supported entirely on undisturbed glacial drift deposits; however, we do not expect that higher bearing pressures will be needed. If higher foundation soil bearing pressures are needed, we should be allowed to offer situation-specific recommendations. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. All footings should have a minimum width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D-1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. May 16, 2011 v ti W ASSOCIATED EARTH SCIENCES, INC. JPL/ib/id-KEII0083.43-Profeas1107I00831KEIWP Page 17 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations Anticipated settlement of footings founded as described above should be on the order of 3/4 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided, as discussed under the "Drainage Considerations" section of this report. If new foundations are planned in areas of existing fill, we should be allowed to offer situation- specific recommendations. Solutions might include removing existing fill, constructing rock- filled trenches, Iimited overexcavation and replacement of existing fill, or other alternatives. 11.1 Drainage Considerations Foundations should be provided with foundation drains placed at the base of footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed structures. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. .In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structures to achieve surface drainage. 12.0 FLOOR SUPPORT Floor slabs can be supported on suitable native sediments, or on structural fill placed above suitable native sediments. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock(such as 5/8-inch "chip") or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non- yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:IV should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL.kb/td-KEI10083A3-Pm/aa120110083lKEWWP Page 18 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geolechnical Engineering Report Renton, Washington Preliminary Design Recommendations conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2009 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 8H and 12H psf, where H is the wall height in feet for the "active" and "at-rest" loading.conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the mid-point of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of ASTM:D-1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under.the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum, 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. A prefabricated drainage mat is not a suitable substitute for the gravel blanket drain unless all backfill against the wall is free-draining. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural glacial soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 14.0 ATHLETIC FIELD CONSIDERATIONS We understand that athletic field improvements, consisting of two new baseball fields and a new soccer field, are currently proposed as part of the new improvements project. Existing fill was encountered within the fields with the deepest fills occurring near the northwest corner of May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL/fb/k!-K&1100634.1-Projecis1201100831KE'IWP Page 19 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Prelimina►y Desl8n Recommendations the subject site. If this fill can be recompacted to a firm, non-yielding condition, it can be used to support the new surfacing. It is unknown at this time if i:he new surfacing will be natural or synthetic turf. Synthetic turf and natural turf fields that incorporate underdrains are settlement-sensitive structures. Post-construction settlement may render portions of the subdrain system ineffective, and may result in field surfaces with visible low spots. Such settlement effects are difficult and costly to repair, particularly when synthetic turf is used. Considering the substantial depth of existing fill below some portions of the site, complete removal of existing fill is likely not an economically viable alternative. Construction of new settlement-sensitive fields above existing fill carries risks of post-construction settlement. We are available to discuss settlement risks and approaches to reduce those risks when project plans have been formulated. Possible approaches include partial removal and recompaction of existing fill, or selecting athletic field design approaches that are less settlement-sensitive and easier to re- level. 14.1 Subsurface Drains (Underdrains) If athletic field underdrains are planned, the new underdrain system should consist of perforated PVC pipes, a minimum of 4 inches in diameter, placed approximately 15 to 20 feet apart. At this site, it might be appropriate to use steeper gradients than normal or underdrain system pipes to allow them to maintain flow if higher than normal post-construction settlement occurs. The pipes should have an invert of at least 12 inches below grade and be fully enveloped in at least 6 inches of free-draining material, containing less than 3 percent fines. The diameter of the drainage material should be larger than the size of the perforations in the drainpipe. The remainder of the drainage trench backfill should consist of free-draining material, conforming to the 2002 Washington State Department of Transportation (WSDOT) Standard Specifications for Road, Bridge and Municipal Construction, Section 9-03.12(4) "Gravel Backfill for Drains," which freely communicates with the field surfacing. We defer to the athletic field designer for specification of the new fields' surfacing material. 14.2 Subsurface Drain Trenching Construction of the subsurface drains will require trenching into the underlying sediments. As part of this study, borings were advanced within the athletic fields to provide preliminary information on sediment density and ease of trenching. The fill soils within the athletic fields are in a loose to medium dense condition and should therefore be backhoe-excavated with limited difficulty. The underlying natural sediments consist of glacial drift soils, which are in a dense to very dense condition. The drift will be more difficult to excavate than the overlying fill soils, particularly where gravels and cobbles are present. Therefore, the contractor should be prepared to encounter dense to very dense sediments during the construction of the subsurface drains, and suitable excavation equipment should be utilized to expedite construction. May 16, 2011 ASSOCIATED EARTH SCIENCES. INC. JPt/ib/td-KEY1008343-Prolecrsl20IIO0831KE1WP Page 20 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Desi Recommendations • 14.3 Light Pole Foundations We are unaware at this point if new field lighting will be constructed as part of the field improvements. We offer the following recommendations to be used if new light poles are planned. Compressive Capacities We recommend that drilled pier(s) be used for light pole foundations. Where feasible, the piers should penetrate at least 5 feet into very dense glacial drift soils. For vertical compressive soil bearing values, we recommend using a unit end-bearing capacity of 5 tons per square foot (tsf) for glacially consolidated sediments. If light poles must be constructed in areas of existing fill deeper than light pole foundations, end bearing should be neglected in the structural design. The allowable end-bearing capacity includes a safety factor of 2.0 or more. Frictional Resistance For frictional resistance along the shaft of the drilled pier, acting both in compression and in uplift, allowable skin friction values of 1,000 psf in glacially consolidated sediments, and 250 psf in fill soils are recommended. It is also recommended that frictional resistance be neglected in the uppermost 2 feet below the ground surface. The allowable skin friction value includes a safety factor of at least 2.0. Lateral Capacities For design against lateral forces on the drilled pier, two methods are typically used. The parameter used to select the most appropriate design method is the length to pier stiffness factor ratio L/T, where "L" is the pier length in inches and "T" is the relative stiffness factor. The relative stiffness factor for the pier (T) should be computed by: T = \IEI nh where: E = modulus of elasticity (pounds per square inch [psi]) 1 = moment of inertia (in4) nn = constant of horizontal subgrade reaction(pounds per cubic inch [pci]) The factors "E" and "I" are governed by the internal material strength characteristics of the pier. Representative values of "na" for the soil observed on this site are presented subsequently. Piers with a L/T ratio of less than 3 may be assumed to be relatively rigid and act as a pole. The passive pressure approach may be used for this condition. For piers with a May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPLItb/rd-KEI1008343-Prooect•s1201100831KEIWP Page 21 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminwy Geotechnical Engineering Report Renton, WashingtonPreliminary Design Recommendations L/T ratio greater than 3, the modulus of subgrade reaction method is typically used. Both of these methods are discussed below. Modulus of SubRrade Reaction Method Using this method, the pier is designed to resist lateral loads based on acceptable lateral deflection limits. For granular soils, the coefficient of horizontal subgrade reaction is considered to increase linearly with depth along the pier. The expression for the soil modulus "Kh" is Kl, = (nh)(X/B), where "nh" is the coefficient of.modulus variation, "X" is the depth below the ground surface, and "B" is the pier diameter. We recommend using the value for the coefficient of modulus variation (nl►) of 150 pci for very dense glacial soils and 30 pci for existing fill soils. Passive Pressure Method Lateral loads on the shallow foundation caused by seismic or transient loading conditions may be resisted by passive soil pressure against the side of the foundation. An allowable passive earth pressure of 350 pounds per cubic foot (pcf), expressed as an equivalent fluid unit weight, may be used for that portion of the foundation embedded within dense to very dense native drift. Below a depth of 2 feet in existing loose to medium dense fill soils, an allowable passive earth pressure of 200 pcf should be used. The above value only applies to foundation elements cast "neat" against undisturbed soil. For new structural fill placed around the pier shaft, a passive earth pressure value of 250 pcf is recommended. All fill must be placed as structural fill and compacted to at least 95 percent of ASTM:D-1557. Passive resistance within the upper 2 feet should be ignored. However, passive values presented are used assuming an equivalent triangular fluid pressure distribution over 2 pier diameters beginning at the surface and held at a constant depth greater than 8 feet. The triangular pressure distribution is truncated above 2 feet. The presence of large-diameter boulders below the proposed light pole locations is possible. The owner should be prepared to move the light pole locations if boulders are encountered. Some drilling contractors can employ specialized drilling equipment to drill through large boulders, but these methods are often very time consuming and/or expensive. 15.0 PAVEMENT RECOMMENDATIONS We understand that permeable pavement is being consideredfor the parking area to the west of the existing building, and that new conventional pavement may also be included with the proposed improvements. We have presented recommendations for new conventional pavement and porous pavement in the sections that follow. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPUrb/rd-XE!10083A3-Projecrs1201100831XE1WP Page 22 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Prelim na?y Geotechnical Engineering Report Renton, Washington Preliminat Design Recommendations 15.1 New Conventional Pavement Conventional pavement for this project would be supported by very dense silty sand (drift), new structural fill, or recompacted existing fill. These soils should be suitable, with proper preparation, to allow the use of standard paving sections. Because some of the site soils were substantially above optimum moisture content at the time of our exploration program, remedial subgrade preparation might be required below the paving, particularly in areas of existing fill and silty weathered drift soils. Remedial preparation measures could include removal of some of the existing site soils below the planned pavement section and restoring the planned subgrade elevation with select imported structural fill, or aeration and drying of existing soils prior to compaction of the road subgrades. It may be necessary to use a separation fabric between the existing subgrade and new structural fill if fine-grained sediments are exposed during grading. Preparation of pavement subgrade areas should follow the recommendations of the "Site Preparation" and "Structural Fill" sections of this report. The proposed subgrade, whether it is cut native soils or compacted structural fill, should have a minimum density of 95 percent based on the ASTM:D-1557 test procedure within the upper foot below the pavement section. Subsequent to compaction or recompaction, the subgrade should be proof-rolled with a loaded dump truck. Any deflecting areas or soft spots detected during proof-rolling should be excavated and replaced with properly compacted structural fill. We recommend that the final determination of how to prepare thepavement subgrades be made at the time of construction when weather and field conditions are known. Upon completion of any recompaction and proof-rolling, a conventional pavement section consisting of 21/ inches of asphaltic concrete pavement (ACP) underlain by 4 inches of 1 ' -inch crushed surfacing base course is recommended for car parking areas.. A heavier section consisting of 3 inches of ACP over 6 inches of crushed rock should be used in areas where bus traffic or other heavy vehicles are expected. The upper 1 inch of I1/4-inch crushed rock can be replaced with 11/2 inches of 5/a-inch crushed rock as a leveling course, if desired. The crushed rock course must be compacted to at least 95 percent of the maximum density. 15.2 Porous Asphalt or Permeable Pavement Recommendations provided for use in planning and design of the porous pavement proposed as surfacing in the area of existing parking area west of the existing building focus on providing a uniform base for support of the porous pavement and allowing maximum infiltration within the soils beneath the pavement. Approximately 10 feet of fill was encountered over glacially consolidated drift in exploration boring EB-13 (Figure 2). The density of the fill within 18 inches of the existing parking lot surface is considered to be predominantly medium dense. In order to provide a uniform base for support of the porous pavement and to allow maximum infiltration within the soils beneath the pavement, our recommendations include scarification of the upper 12 inches of soil and all across the exposed parking subgrade. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL/1and-KE110083A3-Projecia12O1100831K61WP Page 23 Subsaiface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations The surface of the parking lot should then be graded to drain at a gradient of no more than 1 percent toward the present surface water drainage system. Soil removal and surface grading should be done in such a way as to avoid densification of the exposed soil surface. Following subgrade preparation, we recommend a passenger car pavement section consisting of a 3-inch compacted porous asphalt paving above a 3-inch thickness of "choker course" consisting of 5/8-inch crushed surfacing top course. Below the choker course, a 12- to 18-inch- thick storage layer consisting of 2-inch permeable ballast (WSDOT 9-03.9[2]) should be placed above the soil subgrade. The storage layer should be sized for an appropriate amount of storm water storage assuming a porosity of 0.30. Since a limited amount of the water will infiltrate the pavement subgrade during large storm events, a drainage system should be established on the downgradient side(s) of the permeable pavement. The drainage system should include perforated pipes connected to the site storm drain system. In areas where buses, garbage trucks, fire trucks, delivery trucks, or other heavy vehicles will be driven or parked, we recommend a paving section consisting of 6 inches of porous asphalt, 3 inches of choker course, and 18 inches of storage layer. Porous asphalt requires regular cleaning to avoid becoming clogged with silt and contaminants and to maintain the porous properties. We recommend the RSD establish a cleaning schedule as part of the long-term site maintenance. 16.0 DETENTION POND CONSIDERATIONS We understand that a detention pond is currently under consideration at the northwest portion of the subject site as part of the proposed improvements. As part of our exploration program, we completed three exploration borings at the area of the proposed northwestern detention pond. In summary, these exploration borings encountered loose to medium dense fill to depths ranging up to 31 feet, with the deeper fill encountered near to the top of the steep slope leading downward to the west of the subject site. Since fill sediments were encountered at the likely elevations of the pond bottom and side slopes, it is our opinion that the pond needs to be provided with a liner. A synthetic liner is recommended over a soil Iiner for this project because future settlement in the underlying fill may lead to "cracking" and leaks in a soil liner, which may adversely impact the nearby steep slope. We have also included recommendations for the use of a cellular confinement system to retain the pond liner cover soil or topsoil growth medium above the liner, if required. Since the pond will be lined, the existing fill can remain in place, provided the material is cleaned of debris, moisture-conditioned, and compacted to a firm and unyielding condition. A cellular confinement system is recommended to retain liner cover soils and any recommended topsoil growth medium above the completed liner. A cellular confinement system, such as Geoweb® or Terracell®, can be installed for purposes of topsoil containment and slope erosion control. The proposed system should be approved by the geotechnical May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPIJrb/Id-KE11OO83A.i-ProJeus110110083IKEIWP Page 24 Subsurface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations engineer prior to installation. We recommend the use of 6-inch-deep cells. Install the selected system in accordance with the manufacturer's recommendations. Anchors for the cellular confinement system should be installed so as to prevent stress points from forming and to prevent the system from sliding. . Anchors should not penetrate the pond liner. The cell openings should be filled with either a clean.pit run sand and gravel as a liner cover or topsoil specified by the project landscape architect, depending on location in the pond. Interior detention pond slopes should be made at a maximum gradient of 3H:1V or flatter, and should be consistent with the manufacturer's recommendations for the cellular confinement system that is selected. Exterior perimeter berm slopes, if required, should be made at a maximum gradient of 2H:1V. Perimeter pond berms should have a minimum top width of 6 feet. A base key equal to one-half the berm width and a minimum of 3 feet deep should extend below the base of the pond berm. Additionally, detention pond berm geometry should conform to municipal design standards. AESI is available to perform a geotechnical review of the final detention pond plans once they are available. 17.0,PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site plans, grading plans, structural plans, and construction methods have not been finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations for buildings and of new pavement depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of the current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPLhb/rd-KE110083A3-Projecra1201100831KEIWP Page 25 Subsi,aface Exploration, Geologic Hazards, and Nelsen Middle School Improvements Prcliminaty Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington aF afAsy� y` f o t r.J. ,s, 23580 .0 4 6'01STERti \� Jeffrey P. Laub, L.G., L.E.G. Kurt D. Merriman, P.E. Project Engineering Geologist Principal Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Test Results • May 16, 2011 ASSOCIATED EARTH SCIENCES, INC. JPL/ibAd-KE110083A3.Pmjeus1201100831K81WP Page 26 . , hcomi ''." 4. 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Ke110083A . • 1 APPENDIX oWell-graded gravel and Terms Describing Relative Density and Consistency 2 " g"o"l OW gravel with sand,little to Density SPT12)blows/foot D o c W Fno fines Coarse- Very Loose 0 to 4 o r Loose 4 to 10 > m �, oe o0o0o Poorly-graded gravel Grained Soils Medium Dense 10 to 30 Test Symbolsin U 5 ` o 0o o o GP and gravel with sand, Dense 30 to 50 o O p O p o p little to no fines Very Dense >50 G=Grain Size N Z o000o M=Moisture Content Zd o 01 ,c pZ pn - Consistency SPTt2)blows/foot A=Atterberg Limits Silty gravel and silly "u--. cz' ' Very Soft 0 to 2 C—Chemical v c�i C O U t GM gravel with sand Fine- -0 2 to 4 OD =Dry Density Grained Soils Et m ir-b.. Medium Stiff 4 to 8 K= Permeability 2 g r aR Stift B to 15 Er Clayey gravel and Very Sir 15 to 30 iM1 GC clayey gravel with sand Hard >30 o to 0 � "� Component Definitions m [ Well-graded sand and Descriptive Term Size Range and Sieve Number y SW sand with gravel,little Boulders Larger than 12' o d to no fines Cobbles 3"to 12° 01 - Gravel 3"to No.4(4.75 mm) i w a ,' Poorly-graded sand > Coarse Gravel 3"to 3/4" 0 0 in vn :•- SP and sand with gravel, Fine Gravel 3/4'to No.4(4.75 mm) Ili o little to no fines c d %'''..' : Sand No.4(4.75 mm)to No 200(0.075 mm) z .,". Coarse Sand No.4(4.75 mm)to No. 10(2.00 mm) o v Silty sand and Medium Sand No.10(2.00 rnm)to No.40(0.425 mm) ch a' - 3M silty sand with Fine Sand No.40(0.425 mm)to No.200(0 075 mm) O o a : gravel Slit and Clay Smaller than No.200(0.075 rem) • , �_ Clayey sand and {3)Estimated Percentage Moisture Content AlID SC clayey sand with gravel Percentage by Dry-Absence of moisture, Component Weight dusty,dry to the touch Silt,sandy silt,gravelly silt, Trace <5 Slightly Moist-Perceptible o ML slit with sand or gravel Few 5 to 10 moisture G Utile 15 to 25 Moist-Damp but no visible in With -Non-primary coarse water N U Clay of low to medium constituents: >15% Very Moist Water visible but p c-. %�CL plasticity;silty,sandy,or -Fines content between not free draining N co• gravelly clay,lean clay 5%and 15% Wet-Visible tree water,usually 0, 0.... `� from below water table a a Organic clay or silt of low Symbols >v 0 :—___—=,: OL plasticity Blows/6y or O z _ Sampler portion of 6" M \Cement grout o — — Type surface seal Elastic silt,clayey silt,silt 2 0"OD / Sampler Type tA with micaceous or Description Bentonite MH Split- Spoon u) seal Fl" o diatomaceous fine sand or sampler 3.0.ODSplit-Spoon Sam ler g. v silt (SPT) 1� P Filler pack with Claytof high plasticity, .� 3.25'OD Split-Spoon Ring Sampler tfl Monk casing co U %/ g Bulk sample section " 2 r r/ CH sandy or gravelly clay,fat 3.0"OD Thin-Wall Tube Sampter Screened casig y � clay with sand or gravel Y (includg Shelby tube) oth filler pack /�/ Grab Sample fi4End cap IC J .,�„,,, Organic clay or silt of Q Portion not recovered ;,,,i OH medium to high (fl (4) ,i�,i�, Percentage by dry weightDepth of ground water /Ve7/f. p1astIcify (2) (SP1)Standard Penetration Test "/ / (ASTM D-15a6} X ATD=At time of drilling�”" Peat,muck and other (3) SL Static water level(date) ?•"' ^^^' In General Accordance with rn Q)o % PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for z o and Identification of Soils(ASTM D-2488) fines between 5%and 15% . Classifications of soils In this report are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein.Visual-manual and/or laboratory classification g methods of ASTM 0-2457 and D-2468 were used as en Identification guide for the Unified Soil Classification System. rD >- cii 2, Associated Earth Sciences,Inc. Y 1; x ? aMi � � EXPLORATION LOG KEY FIGURE Al .R ��' ` 4 ��i� 1.1 2 Associated Earth Sciences,Inc. Exploration Loq Project Number Exploration Number Sheet KE110083A , EB-1 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton, WA __ Datum N/A Driller/Equipment Bofetec/Track Rig Date Start/Finish 4/18/1 t,4118/1 1 Hammer WeightiDrop 140#/30" Hole Diameter(in) 6° c m _ a scu a 3 Blows/Foot H S E �� o 4L) g ° T ` �DESCRIPTION U 10 20 30 40 O Undifferentiated Stratified Drift S-1 Moist,brownish gray,silty fine SAND,with gravel. 37 L IOW 501 - 5 I S-2 Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with F48„ X50/2,. gravel S-3 Moist,brownish gray,silty fine to medium SAND,with gravel and brown 2 :,0141"2A501," sand pockets. - 10 S-4 Moist,brownish gray,silty fine to medium SAND,with gravel. 6�0/„ A50tE" Bottom of exploration boring at 10.9 feet — 15 20 25 0 pz N N 0. Sampler Type(ST); 8 2"OD Split Spoon Sampler(SPT) 0, No Recovery M-Moisture Lagged by: JPL o m 3"OD Split Spoon Sampler(D&M) ID Ring Sample V. Water Level 0 Approved by: Water Level at time of drilling(AM)N ® Grab Sample ® Shelby Tube Sample Associated Earth Sciences,Inc. Exploration Log r 1 ;; Project Number Exploration Number Sheet I I `5r;;,, KE110083A EB-2 1 of 1 Project Name _Nelsen Middle$c iooI Ground Surface Elevation(ft) Location Renton.WA • Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/111/11 411A/11 Hammer Weight/Drop 140#/30" Hole Diameter(in) R" 12_ o > _ Blows/Foot S E f° � a T cn amu) o coo m DESCRIPTION o 10 20 30 40 _ Undifferentiated Stratified Drift Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with - S-1 gravel. 11 £34 23 - 5 — Moist,brownish gray,slily fine SAND,with gravel. 15 S-2 33 A80 47 S 3 Moist,same. 33 50/8" Aso/f" — 10 — Moist,brownish gray,silty fine to medium SAND,with gravel. S-4 238 Ay6 48 — 15 Moist,brown,fine to medium SAND,with gravel and trace silt. I S-5 29 £62 33 Bottom of exploration boring at 165 feet — 20 — 25 • ri H a a c7 _ g '. Sampler Type(ST) ED2"OD Split Spoon Sampler(SPT) J No Recovery M-Moisture Logged by: JPL lL 3'OD Split Spoon Sampler(D&M) Ring Sample Q. Water Level 0 Approved by: 51 Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log r� Project Number Exploration Number Sheet I 1 i'� L KE110083A EB-3 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton,WA Datum N/A Driller/Equipment f3oretec/Track Rig Date Start/Finish 411R/11 4/1R/11 Hammer WeighllDrop 140#/30" Hole Diameter(in) g" _ Y3 �, ci) to -J 't Blows/Foot s✓ S E L° ' E 132 m` T o m DESCRIPTION 10 20 30 40 Fill 6 inches wet,brown,silty SAND,with gravel and organics over moist, S-fi bluish gray,silty SAND,with gravel a A,7 9 – 5 — Moist,brownish gray and bluish gray,silty SAND,with gravel. S-7 11 A22 11 Moist,same. S-8 4 A 3 – 10 Moist to wet,brown and gray,silty SAND,with gravel and orgar ics. S-9 3 A6 3 Undifferentiated Stratified Drift – 15 I Moist,rust-stained gray,silty fine to medium SAND,with gravel S-10 5 •22 13 Weathered Tertiary Bedrock - 20 Moist,brownish gray,silty fine SAND,with gravel. I S 1 i 50/;" *50/S" Bottom of exploration boring at 20.4 feet I , – 25 0 (.1 T a a v) Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) D No Recovery M-Moisture Logged by: JPL El 3"OD Split Spoon Sampler(D&M) U Ring Sample Q Water Level() Approved by: co ® Grab Sample E Shelby Tube Sample i Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log Project Number Exploration Number Sheet KE110083A EB-4 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton,WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/1811 1 4/1A/11 Hammer Weight/Drop 140#/30" Hole Diameter(in) 6- c mR -P a , "° Blows/Foot o T N (9rn o om DESCRIPTION " g 10 20 30 40 ° Fill Moist,brown,silty SAND,with gravel and organics. 3 I S-1 7 •13 6 — 5 Moist to wet,brown and gray,silty SAND,with gravel and organics. 4 S-2 5 O6 3 Moist,rust-stained gray,silty fine to medium SAND,with gravel. I S-3 4 '21 13 • Undifferentiated Stratified Drift — 10 -- Moist,brownish gray,silty fine SAND,with gravel. S-4 20 £55 35 - 15 Moist,with rust staining,same. Soil" S-5 A50/e" Bottom of exploration boring at 15.5 teat — 20 -- 25 a N N - a a (9 d Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) El No Recovery M-Moisture Logged by: JPL 11 3"OD Split Spoon Sampler(0&M) U Ring Sample 4 Water Level 0 Approved by: ® Grab Sample 0 Shelby Tube Sample Y Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log Project Number Exploration Number Sheet {c {' KE 110083A EB-5 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton,WA Datum N/A Driller/Equipment BoretecjTrack Rig Date Start/Finish 4/13/91,4/1;5/1 1 Hammer Weight/Drop _140#/30" Hole Diameter(in) 6" c ca U O N > ih E "t Blows/Foot a S E ar T DESCRIPTION in CJ �' 10 20 30 40 O Undifferentiated Stratified Drift Moist,slightly rust-stained,silty fine to medium SAND,with gravel. 19 S-1 26 A53 27 – 5 — Moist,brownish gray,silty fine to medium SAND,with gravel and sand 3-2 lenses. 23 A44 22 Moist,brownish gray,fine to medium SAND,with gravel. 9 S-3 16 A38 22 – 10 — Moist,same. S-4 158 A59 31 _ I , – 15 Moist,same. S-5 202 A50 28 Bottom of exploration boring at 16-5 feet – 20 – 25 0 N n QY Sampler Type(ST): W 2"OD Split Spoon Sampler(SPT) U No Recovery M-Moisture Logged by: JPL CO 3"OD Split Spoon Sampler(D&M) 11 Ring Sample Q Water Level 0 Approved by: �' Water Level at time of drilling(ATD) Grab Sample ® Shelby Tube Sample Associated Earth Sciences,Inc. Exploration Log fi Project Number Exploration Number Sheet + I''s .,,� i , KE110083A EB-6 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton.WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/1R/1 1 4/t13111 Hammer Weight/Drop 14011/30" Hole Diameter(in) 6" c TD c o: :c_a a�a> J N Blows/Foot 1— . Q T (9 O al Ep .c DESCRIPTION U 10 20 30 40 Fill Moist to wet,rust-stained brown,silly SAND,with gravel. 16 S-1 24 A39 15 5 1 Moist to wet,same with woody debris. 5 S-2 6 Al2 6 Wet,same - S-3 4 A9 • 5 – 10 Moist,rust-stained brownish gray,silty SAND,with gravel. 5 S-4 11 A24 13 – 15 Moist to wet,brown and gray,silly SAND,with gravel and organics. 7 S-5 6 A23 1 15 – 20 — Moist,same. 8-6 6 Aif 9 ^ 25 Same for 6 inches, Undifferentiated Stratified Drift S-7 Moist,slightly rust-stained,silty fine to medium SAND,with gravel. 20 £51 31 — Bottom of exploration boring at 26.5 feet n rv' a d' a' 0 M Sampler Type(ST): o [ 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: .1PL o 1:11 3"OD Split Spoon Sampler(D&M) ID Ring Sample SZ Water Level() Approved by: W ® Grab Sample Li Shelby Tube Samplet Water Level at time of drilling(ATD) 4 Associated Earth Sciences,Inc. Exploration Log - >: , r Project Number Exploration Number Sheet s+ 1 - f .> KE110083A EB-7 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton.WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Flnish 4/18/1 1 4/18111 Hammer Weight/Drop _140#130" Hole Diameter(in) g" -a- a° v `� Blows/Foot F T 0 rn '� co DESCRIPTION 10 20 30 40 FIJI - Moist,rust-stained brownish gray,silty fine to medium SAND,with gravel. 3 S-1 8 A23 18 - 5 Moist to wet,brown and gray,silty fine to medium SAND,with gravel and S-2 organics. g I A14 s Moist to wet,same. S-3 4 Ag 5 Undifferentiated Stratified Drift - 10 Moist,bluish gray,silty fine to medium SAND. S-4 6 •13 7 - 15Moist to wet,rust-stained bluish gray,fine to medium SAND,with silt and 12 I S-5 trace gravel. 17A34 18 Bottom of exploration boring at 16.5 feet - 20 - 25 0 N N N Q a Sampler Type(ST): m 2"OD Split Spoon Sampler(SPT) fl No Recovery M-Moisture Logged by: ,1P1 CL m 3"OD Split Spoon Sampler(D&M) I] Ring Sample .S.Z Water Level 0 Approved by: ® Grab Sample Shelby Tube Sample-r-r Water Level at time of drilling(ATD) Associated Earth Sciences,Cm, Exploration Log • Project Number Exploration Number Sheet • f:i;, { i KE 110083A EB-8 1 of 2 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton.WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/1R/11,4/1R/11 Hammer Weight/Drop 140#130" Hole Diameter(in) A" a To- :5.e2 --0=,a` Blows/Foot T in m �E0 al co t (9" DESCRIPTION 10 20 30 40 Fill • • I Moist to wet,brownish gray,silty SAND,with gravel and organics. 8 S-1 15 A30 15 5Moist to wet,same S-2 4 •9 4 Wet,rust-stained brownish gray,silty fine to medium SAND,with gravel. 3 S-3 3 Ag 6 – 10 — Wet,rust-stained brown and gray,silty fine to medium SAND,with gravel S-44 67 3 – 15 -- Moist,bluish gray and brown,silty SAND.with gravel and organics" S-5 4 620 10 – 20 Moist,slightly rust-stained brownish gray,silty fine SAND,with gravel12. S-6 13 425 12 – 25 Wet,very little recovery,same. 13 S-7 18 634 16 N' N Q" a g Sampler Type(ST)'. 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: JPL 3"OD Split Spoon Sampler(D&M) 10 Ring Sample . Water Level() Approved by: 03 ® Grab Sample ® Shelby Tube Sample i Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log Project Number Exploration Number Sheet KF110083A EB-8 2 of 2 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton, WA _ Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/1S/11 4/1S/11 Hammer Weight/Drop 140#/30" Hole Diameter(in) 6" N UO O to a. S a 0.T ;, Blows/Foot T („s � o `° m t DESCRIPTION " 10 20 30 40 Stuffed sampler with moist,dark brown,silty SAND,with organics 1e S-8 (slough?)•_____-------_ 35 •71 Undifferentiated Stratified Drift 36 \Bottom S inches moist,gray,fine to medium SAND,with gravel and silt. / Bottom of exploration boring at 31.5 feet — 35 — 40 — 45 — 50 — 55 0 NN 2 Q a M Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: JPL I 3"OD Split Spoon Sampler(D&M) 110 Ring Sample Water Level() Approved by: ® Grab Sample 0 Shelby Tube Sample t Water Level at time of drilling(ATD) Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Log --- Project Number Well Number Sheet KE110083A EB-9 1 of 2 Project Name Nelsen Middle School Location Renton.WA Elevation(Top of Well Casing) Surface Elevation(ft) Water Level Elevation Date Start/Finish 4/19/11 4/19/11 Drilling/Equipment Boretec/Track Rig Hole Diameter(in) 6" Hammer Weight/Drop 140#/30" -6 2-3 aai . ¢ E o(0 t >, C) WELL CONSTRUCTION s m 00) DESCRIPTION Flush monument Fill Concrete 0 to 2 feet 4 Moist,brown,silty fine to medium SAND,with gravel and organics. 7 a 5 Bentonite chips 2 to 26.5 feet 3 Moist to wet,same. 3 3 Wet,same. 2 2 10 2-Inch PVC casing 0 to 29.5 { 5 Moist to wet,rust-stained brown and gray,silty fine to medium feet 7 SAND,with gravel and organics. 5 15 Moist to wet,with woody debris,same io 5 Undifferentiated Stratified Drift 20 Moist,slightly rust-stained,silty fine to medium SAND,with gravel. 16 - 32 26 -25 56/314" Moist,brown,fine to coarse SAND,with gravel and silt. t a o . 10/20 silica sand 26.5 to •• 39.5 feet _ a Sampler Type(ST): 0 2"OD Split Spoon Sampler(SPT) 0 No Recovery M - Moisture Logged by: JPL [1] 3"OD Split Spoon Sampler(D&M) Ring Sample Water Level(4/21/11) Approved by: g Grab Sample lj Shelby Tube Sample •t Water Level at time of drilling(ATD) • Associated Earth Sciences,Inc. Geologic & Monitoring Well Construction Log • Project Number Well Number Sheet (�,, KE110083A EB-9 .2 of 2 Project Name Nelsen Middle School _ Location Renton, WA Elevation(Top of Well Casing) Surface Elevation(ft) Water Level Elevation Date Start/Finish 4119/11 4119111 Drilling/Equipment Boretec/Track Rig Hole Diameter(in) 6" Hammer Weight/Drop 140#/30" N V '..r'_f� Q1 L- WELL CONSTRUCTION T m DESCRIPTION 1 29 Moist,rust-stained brownish gray,fine to coarse SAND,with gravel. 50/6" - = 2-inch PVC 0.010"screen - • • 29.5 to 39 5 feet iS .• • • -35 y.: 34 Wet,brownish gray,fine to coarse SAND,with gravel. 1 50/6" M1: . - Screw cap •40 26 Wet,same. I 5015" Boring terminated at 40.9 feet on 4119/11 -45 - --50 - • -55 - a- 0 z ET O- m a. Sampler Type(ST): m 2"OD Split Spoon Sampler(SPT) 0 No Recovery M - Moisture Logged by: JPI. 3w En 3"OD Split Spoon Sampler(0&M) [ Ring Sample V Water Level(4/21/11) Approved by: = g Grab Sample ® Shelby Tube Sample Z Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log Project Number Exploration Number Sheet = '[) 1 .i.' '-'44--, i� ., KE 110083A EB-10 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton.WA Datum fv/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4.I1R/11 4/18/1I Hammer Weight/Drop 140#/30" Hole Diameter(in) f" c Ti) Cl) • 094 > ifl Cl) D .0 �, y Blows/Foot i- O T (�'Jo rn m pip .c DESCRIPTION 10 20 30 40 0 Fill Wet,brown and gray,silty fine SAND,with gravel and organics. 4 S-1 t0 ♦28 18 Undifferentiated Stratified Drift 5 Moist,slightly rust-stained brownish gray,silty fine SAND,with gravel. 27 S-2 40 A88 48 Moist,same. 24 S-3 31 A62 31 10 Moist,same. 20 S-4 25 £51 ....._._..._......._.................... 26 Bottom of exploration boring at 11.5 feet 15 20 25 • 0 N N N C Q E (3. Sampler Type(ST): $ C 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: JPL o m .3"OD Split Spoon Sampler(0&M) E Ring Sample Water Level() Approved by: w ® Grab Sample © Shelby Tube Sampie� Water Level at time of drilling(ATD) a Associated Earth Sciences,Inc. Exploration Log LN.- , Project Number Exploration Number Sheet "t't R 3 KEI 10083A EB-11 1 of 1 Project Name Nelsen Middle School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig _ Date Start/Finish 4/19/11,4/114/1 1 Hammer WeighUDrop 140#/30" Hole Diameter(in) 6" °' 0.E - -.1 N Blows/Foot F– aCD °r S E E g- .113- m t o T o DESCRIPTION 10 20 30 40 O Fill Moist to wet,slightly rust-stained brownish gray,silty fine to medium $ S_1 SAND,with gravel and trace organics. 7 A13 6 – 5 — Moist,same. S-2 q A9 5 Moist,rust-stained brown and gray,silty fine to medium SANL,with gravel T S_g and trace organics. 4 A8 1 a Undifferentiated Stratified Drift 10 Moist,rust-stained brownish gray,silty fine to medium SAND,with gravel. S-4 2 A13 12 – 15 — Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with 18 S-5 gravel 32 £69 37 Bottom of expioratien boring al 16 5 feel – 20 • – 25 6 N ' U' Sampler Type(ST). I 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: JPL I 3"OD Split Spoon Sampler(D&M) U Ring Sample Q Water Level 0 Approved by: h i Water Level at time of drilling(ATD) E Grab Sample ® Shelby Tube Sample Associated Earth Sciences,Inc. Exploration Log _ Project Number Exploration Number Sheet K�110083A EB 12 1 of 1 Project Name Nelsen Middle School _ Ground Surface Elevation(ft) Location Renton,WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/19111,4119/11 Hammer Weight/Drop 140#/30" - Hole Diameter(in) g° r. —=, BlowslFoot ,) r.3 75- roE °'Q w S (9(0 rain T `� DESCRIPTION " to 20 30 40 Fill Moist,brown,silty fine to medium SAND,with gravel and organics. 5 S-1 4 A8 4 5 T Moist,same. 7 S-2 8 •15 7 Undifferentiated Stratified Drift Moist,brown,fine to medium SAND,with gravel and sillier zones. 20 S-3 22 •4` 23 -- 10 — Moist to wet,brownish gray,fine to medium SAND,with trace gravel. 8 S-4 13 £%.7 14 — 15 I Moist,brownish gray,fine to medium SAND,with sill and trace gravel. 15 A,38 S•5 25 23 Bottom of exploration boring at 16.5 feet • — 20 — 25 • R w D. t� ‘1 Sampler Type(ST): El 2"OD Split Spoon Sampler(SPT) fl No Recovery M-Moisture Logged by: JPL o GO 3"OD Split Spoon Sampler(D&M) Ring Sample SZ Water Level() Approved by: 5 Grab Sample ® Shelby Tube Sample Water Level at time of drilling(ATD) Associated Earth Sciences, Inc. Exploration Log Project Number Exploration Number Sheet REIT:d �., KE110083A EB-13 1 of 1 Project Name Nelsen Middle School • Ground Surface Elevation(ft) Location Renton,WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 4/18/11 4115/11 Hammer Weight/Drop 140#/30" Hole Diameter(In) g" �.. U_... :0 N rD N Y a a2 Blows/Foot S co �cn E m Q T `� DESCRIPTION " 10 20 30 40 .4 Inches asphalt(two layers),6 Inches crushed rock. Flit Moist,brown,silty SAND,with gravel and asphalt pieces. S-1 17 A35 19 Moist,brownish gray,silty fine to medium SAND,with gravel 14 S-2 8 •1S Moist,brownish gray,silty fine SAND,with gravel and trace wood debris. S-3 1013 A34 21 - 10 — Same for 8 Inches. Undifferentiated Stratified Drift S-4 Moist,rust-stained brownish gray,silty fine to medium SAND,wllh trace 13 •32 gravel. 19 - 15 Moist,brownishgray,silty fineSAND,withgravel. I S-5 18 5016" A50/6" Bottom of exploration boring at IS feet — 20 — 25 0 Cq o g Sampler Type(ST): 8 f 2"OD Split Spoon Sampler(SPT) ❑ No Recovery M-Moisture Logged by: JPL o I 3"OD Split Spoon Sampler(D&M) 11 Ring Sample V Water Level() Approved by: ED Water Level at time of chilling(ATD)® Grab Sample 0 Shelby Tube Sample -Z ( ) GRAIN SIZE ANALYSIS - MECHANICAL Date Project Project No. Soil Description 04/2212011 Nelsen Middle School KE110083A Sand little gravel trace silt Tested By Location EB/EP No Depth Intended Use/Specification MS Onsite EB-9 25' Wt.of moisture wet sample+Tare 738.54 Total Sample Tare 335.62 Wt.of moisture dry Sample+Tare 704.83 Total Sample wt +tare 704.83 Wt.of Tare 335.62 Total Sample Wt 369.2 Wt.of moisture Dry Sample 369.21 Total Sample Dry Wt 338.3 Moisture% 9% Specification Requirements Sieve No. _ Diam.(mm) Wt.Retained(q) %Retained % Passing Minimum Maximum 3 76.1 0.0 100.0 - - 2.5 64 0.0 100.0 - - 2 50.8 0.0 100.0 - - 1.5 38.1 _ 0.0 100.0 - - 1 25.4 0.0 100.0 - - 3/4 19 9.43 2.8 97.2 - - 3/8 9.51 38.38 11.3 88.7 - - #4 4.76 79.57 23.5 76.5 - - #8 2,38 118.15 34.9 65.1 - - #10 2 126.97 37.5 62.5 - - #20 0.85 173.08 51.2 48.8 - - #40 0.42 247.63 73.2 26.8 - #60 0.25 299.62 88.6 11.4 - - #100 0.149 318.66 94.2 5.8 - - #200 0.074 330.1 97.6 2.4 _ - #270 0.053 335.25 99.1 0.9 - - US STANDARD SIEVE NOS. 3/4" NO4 NO t6 NO40 NO200 100 _1_301 (9 -------��! Th-• T_-..-..-. -. ..-....._,.i_... ----• -1-rr-r-n---- 1 80 I 1 j I -i--I - __ - - -- I- . I i !ii. I , ,I i I J cD t l a I ( l , I I -- - 20 --- -----I_-j - i-..._-_111-i- _.Li_._..... ............ ---i_ _ . -�� t I I 101I i 1 i l i . 1 100 10 1 0.1 0.01 Gravel Sand Silt and Clay Coarse Fine Coarse Medium Fine Grain Size,mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave,Suite 100 Kirkland,WA 98033 428-827-7701 FAX 425827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date Project Project No. Soil Description 04/22/2011 Nelsen Middle School KE110083A Sand with gravel trace silt Tested By Location EB/EP No Depth Intended Use/Specification MS Onsite EB-9 30' Wt.of moisture wet sample+Tare 1018.06 Total Sample Tare IMIIIIEEMIIIIIIIIII Wt.of moisture dry Sample+Tare 986.65 Total Sample wt +tare 986.65 Wt.of Tare 521.15 Total Sample Wt 485.5 Wt.of moisture Dry Sample 485.5 Total Sample Dry Wt 438.1 Moisture% 7% S•edification Rei uirements Sieve No. , Diem.(mm) Wt, Retained(g) % Retained % Passing Minimum Maximum 3 76.1 0.0 100.0 - - 2.5 64 0.0 100.0 - - 2 50.8 0.0 100.0 - - 1.5 38.1 0.0 100.0 - 1 25.4 32.3 7.4 92.6 - 3/4 19 , 32.3 7.4 92.6 - 3/8 9.51 77.14 17.7 82.3 11.11111110111111111.1 - #4 4,76 130.66 30.0 70.0 - - #8 2.38 198.59 45.5 54.5 - - #10 2 , 214.6 49.2 50.8 - _ #20 0.85 297.49 68.2 31.8 - #40 0.42 363.73 83.4 16.6 - #60 0.25 390.84 89.6 10.4 - #100 0.149 407.18 93.4 6.6 11.1111111111111M1111 - #200 0.074 420.17 96.4 3.6 - - #270 0.053 425.44 97.6 2.4 - US STANDARD SIEVE NOS. 3/4" N04 N0.16 NO 4D N0200 100 r : - 7.• !! i JIlT IF jTl4 --- I ; ; _ I i . � .. --- - :___I__.- ---- [--4-4 L-+_ _� � �- L - y 1.41 _-1 j - _ _ 11 c 60 --!-- - ; [ 1 I I Z d I -- . , .., i 1111 - - ti- - --j 0 ilk I i , IIS . ; , 1l i � , I Ii ; i 100 10 1 0.1 0.01 Gravel Sand Silt and Clay • Coarse Fine Coarse Medium E Fine Grain Size,mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave,Suite 100 Kirkland,WA 98033 425-827-7701 FAX 425-827.5424 GRAIN SIZE ANALYSIS - MECHANICAL Date Project Project No. Soil Description 04/29/2011 Nelsen Middle School KE110083A Sand with silt little gravel Tested By Location EB/EP No Depth Intended Use/Specification MS Onsite E13-13 5' Wt.of moisture wet sample+Tare 294.63 Total Sample Tare 395,59 Wt.of moisture dry Sample+Tare 274.81 Total Sample wt +tare 751 _Wt.of Tare 99.3 Total Sample Wt 355,4 Wt.of moisture Dry Sample 175.51 Total Sample Dry Wt 319.3 Moisture% 11% Specification Requirements Sieve No. , Dlam.(mm) , Wt. Retained(g) , % Retained % Passing Minimum Maximum 3 76.1 0.0 100.0 - - 2.5 64 0.0 100.0 - - 2 50.8 0.0 100.0 - - 1.5 38.1 0.0 100.0 - - 1 25.4 0.0 100.0 - - _ 3/4 19 13.8 4.3 95.7 - - 3/8 9.51 27.12 8.5 91.5 - - #4 4.76 48.05 15.0 85.0 - - #8 2.38 65.26 20.4 79.6 - - #10 2 69.22 a 21.7 78.3 - - #20 0.85 87.14 27.3 72.7 - - - #40 0.42 118.61 37.1 62.9 ,-„-,,, - #60 0.25 163.43 51.2 48.8 - - #100 0.149 195.96 61.4 38.6 - - #200 0.074 218.37 68.4 31.6 - - - #270 0.053 226.68 71.0 29.0 - - US STANDARD SIEVE NOS. 314" NO 4 NO 18 NO.40 NO.200 100DoO 3 r -- --rr - - ` ' - _ I I _,.- , - -y1 _ { 117- I - 80 1 I i j _ 1± 111 i j_' c 60 jHLH-1- -- - "-;- - I it, l t ; l + ` ? 1 i 40 _ .___L.._- �- 16 -.. I 1 i ; ------_{.-_-_ - _;___i,___l____i-•-__ h.. `_ __: --_ 20 Li . 1 l ;_-�J I ! ' i i i J3 1___-�.-i_-�.____.__I__ �_� 1-1 H 0 , - , l I Ili i _ I , I , li 100 10 1 0.1 0.01 Gravel Sand Silt and Clay Coarse Fine Coarse Medium Fine Grain Size,mm ASSOCIATED EARTH SCIENCES, INC. 911 51h Ave.,Suite 100 Kirkland,WA 98033 425-827-7701 FAX 425-827-5424 Associated Earth Sciences , Inc . O _ Percent Passing #200 kg oi 6`••' ASTM D 1140 Date Sampled Project Project No. Soil Description 04/22/2011 Nelsen Middle School KE110083A Tested By Location EB/EP No.Depth Sand with silt MS Onsite Sample I.D. EB-11 2.5' EB-12 2.5' Wet Weight 891.7 825.5 Dry Weight 827A 751.0 Water Weight 64.4 74.5 Pan 313.9 298.2 Actual Dry Weight 513.5 452.7 Percent of Water Weight 12.5 16.5 After Wash Weight 662.8 614.1 Percent Passing#200 32.0 .30.2 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave.,Suite 100 Kirkland,WA 98033 425-827-7701 FAX 425.827-5424 Associated Earth Sciences , Inc . Moisture Content ki.4 I-moi VASTM D 2218 VP Date Sampled Project Project No. Soil Description 04/22/20111 Nelsen Middle School KE110083A Tested By Location EB/EP No, Depth Various MS onsite Sample ID EB-5 2.5' EB-10 5' EB-11 2.5' Wet Weight+ Pan 465.4 562.7 361.0 Dry Weight+Pan 435.3 521.4 330.5 Weight of Pan 99.3 100.1 101.6 Weight of Moisture 30.1 41.3 30.5 Dry Weight of Soil 336,0 421.3 228.9 Moisture 9.0 9.8 13.3 Sample ID EB-11 15' EB-12 2.5' Wet Weight+ Pan 495.9 281.5 Dry Weight+ Pan 459.4 260.6 Weight of Pan 100.8 94.9 Weight of Moisture 36.5 20.8 Dry Weight of Soil 358.6 165.8 70 Moisture 10.2 12.6 ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave,Suite 100 Kirkland,WA 98033 425-827-7701 FAX 425-827-5424 APPENDIX F Bond Quantities, Facility Summaries, and Declaration of Covenant Figure 1 Bond Quantities Worksheet Figure 2 Flow Control and Water Quality Facility Summary Sheet Figure 3 Declaration of Covenant Site Improvement Bond Quantity Worksheet Web date: 12,02,2008 LKing County Department of Development& Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Nelson Middle School Site Improvements Date: 5/14/2012 Location: 2403 Jones Avenue South, Renton Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 F-I Unit prices updated: 02/12/02 Version: 11/26/2008 BOND QUANTITY WORKSHEET_MRN Report Date: 5/14/2012 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Backfill&compaction-embankment ESC-1 $ 5.62 CY 0 0 Check dams,4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 11 1 743 Crushed surfacing 1 1/4"minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY 0 0 Ditching ESC-4 $ 8.08 CY 175 1 Excavation-bulk ESC-5 $ 1.50 CY 500 1 750 Fence,silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 432 1 596 Fence,Temporary(NGPE) ESC-7 $ 1.38 LF 0 0 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 10450 1 6166 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY 0 0--, Mulch, by hand,straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY 0 0 Mulch, by machine, straw,2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY 0 0 Piping,temporary, CPP,6" ESC-12 _-_ $ 10.70 LF 0 0 Pipin.,temporary, CPP,8" ESC-13 $ 16.10 LF 0 0 Piping,temporary, CPP, 12" ESC-14 $ 20.70 LF 0 0 Plastic coverin.,6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY 0 0 Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY 2 1 78 Rock Construction Entrance,50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 0 0 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF 0 0 Sed trap c'high riprappari cpillway harm carting FSC-21 SWAM 5.4.5.1 $ 68 F4 1 F 0 0 Seeding, by hand rr ESC-22 SWDM 5.4.2.4 $ 0.51 SY 0 0 Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY 0 0 Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY 0 0 TESC Supervisor ESC-25 _ $ 74.75 HR 320 1 23920 Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 0 0 n , Catch Basin Sediment Protection $150 Each 1 1 150 ESC SUBTOTAL: $ 37,230.15 30%CONTINGENCY&MOBILIZATION: $ 11,169.05 ESC TOTAL: $ 48,399.20 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 BOND QUANTITY WORKSHEET MRN '------)rt Etrip/14'""'., Site Improvement Bond Quantity Worksheet �GV VGId. 1?JVLlGV VV •iJ„-mss;...- ---=:t- G-cW-�.. -.-�.-n .-.Y•e..v._, - ---- _ _ _ _-_ - __- _ _ —_ -_._-- . Backfill&Comaction-embankment GE-1 $ 5.62 CY _:, ___..:�.:__ ..__.� ....:.....,_,u� �-- ._.. ._._.:�-- --..._ ...__���._�: Y _� 11000 61,820.00 Backfill&Compaction-trench GI-2 $ 8.53 CY 625 5,331.25 Clear/Remove Brush,by hand GI-3 $ 0.36 SY EMI --■_ Clearing/Grubbing/Tree Removal GI-4 $ 8,876.16 Acre 6.2 55,032.19 Excavation-bulk GI-5 $ 1.50 CY Excavation-Trench GI-6 $ 4.06 CY 625 2,537.50 Fencing,cedar,6'hi.h GI-7 $ 18.55 LF Fencin•,chain link,vinyl coated, 6'high GI-8 Ellrell LF 340 4,569.60 Fencing,chain link, .ate,vin I coated, 2 GI-9 $ 1,271.81 Each ---_ 2 2,543.62 Fencing,split rail,3'high GI-10 $ 12.12 LF Fill&compact-common barrow ® CV MEM __- Fill&compact-gravel base GI-12 $ 25.48 IMO- Fill&compact-screened topsoil GI-13 $ 37.85 CY Gabion, 12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY Gradin.,fine,b hand GI-17 $ 2.02 SY Gradin.,fine,with grader GI-18 $ 0.95 SY 28000 26,600.00 Monuments,3'long GI-19 $ 135.13 Each Sensitive Areas Sign GI-20 $ 2.88 Each •Soddin., 1"deep,sloped •round GI-21 $ 7.46 ®- Surveyin.,line&grade GI-22 $ 788.26 Da Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 flaggers} GI-24 $ 85.18 HR Trail,4"chipped wood GI-25 $ 7.59 _ Trail,4"crushed cinder GI-26 $ 8.33 ®_ Trail,4"top course GI-27 $ 8.19 SY Wall,retaining,concrete GI-28 $ 44.16 SF 950 41,952.00--- Wall,rockery GI-29 $ 9.49 ®_ Page 3 of 9 SUBTOTAL 200,386.16 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 BOND QUANTITY WORKSHEET_MRN Report Date: 5/14/2012 Web date: 12/02/2008 Site Improvement Bond Quantity Worksheet AC Grinding,4'wide machine<1000sy RI-1 $ 28.00 SY AC Grinding,4'wide machine 1000-200(1 RI-2 $ 15.00 SY AC Grinding,4'wide machine>2000sy RI-3 $ 7.00 SY AC Removal/Disposal/Repair RI-4 $ 67.50 SY Barricade,type I RI-5 $ 30.03 LF Barricade,type III(Permanent) RI-6 $ 45.05 LF Curb&Gutter,rolled R1-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF Curb and Gutter,demolition and disposal RI-9 $ 18.00 LF 15 270.00 Curb,extruded asphalt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,asphalt,3"depth RI-12 $ 1.85 LF Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF Sealant,asphalt RI-14 $ 1.25 LF Shoulder,AC, (see AC road unit price) RI-15 $ - SY Shoulder,gravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 410 14,350.00 Sidewalk,4"thick,demolition and dispos RI-18 $ 29.50 SY 40 1,180.00 Sidewalk,5"thick RI-19 $ 38.50 SY 145 5,582.50 Sidewalk,5"thick,demolition and dispos RI-20 $ 37.50 SY Sign,handicap RI-21 $ 85.28 Each Striping,per stall RI-22 $ 5.82 Each Striping,thermoplastic,(for crosswalk) RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 21,382.50 • Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 BOND QUANTITY WORKSHEET MRN n - - �por 5/1• Site improvement Bond Quantity Worksheet Weoaate: 12102r2008 _ For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY AC Overla , 1.5"AC RS-2 $ 11.25 SY AC Overla ,2"AC RS-3 $ 15.00 SY AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY 1375 28,875.00_.- AC Road,2",4"rock,Q -over 2500SY imp $ 19.00 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 23.30 SY 1053 24,534.90 AC Road,3",4"rock,Qty.over 2500 SY RS-7 $ 21.00 SY AC Road,5",First 2500 SY RS-8 $ 27.60 SY _ AC Road,5",Qty.Over 2500 SY RS-9 $ 25.00 SY AC Road,6",First 2500 SY - $ 33.10 SY AC Road,6",Qty.Over 2500 SY RS-11 $ 30.00 SY Asphalt Treated Base,4"thick $ 20.00 SY -_--Gravel Road,4"rock,First 2500 SY imam $ 15.00 SY Gravel Road,4"rock,Q .over 2500 SY rim $ 8.50 Ems PCC Road,5",no base,over 2500 SY r $ 27.00 SY PCC Road, 6",no base,over 2500 SY _ - $ 25-50 SY Thickened Edge $ 8.60 LF Page 5 of 9 SUBTOTAL 53,409.90 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 BOND QUANTITY WORKSHEET_MRN Report Date: 5/14/2012 Web date: 12/02/2008 . Site Improvement Bond Quantity Worksheet ..._ Access Road,R/D D 1 $ 21.00 SY - ._ .',-... .. ._._._., _ _ ,.430 _a _ .9,030 00 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each --__ *(CBs include frame and lid) CB T pe I D-4 $ 1,257.64 I— 9 11,318.76 CB Type IL D-5 $ 1,433.59 Each CB Type II,48"diameter D-6 $ 2,033.57 Each 2 4,067.14 for additional depth over 4' D-7 $ 436.52 FT 2.64 1,152.41 CB Type II,54"diameter D-8 $ 2,192.54 Each _----. for additional depth over 4' D-9 $ 486.53 FT CB Type II,60"diameter D-10 $ 2,351.52 Each 2,351.52 forr additional depth over 4' D-11 1 $ 536.54 FT CB Type I I,72"diameter D-12 $ 3,212.64 Each for additional depth over 4' D-13 $ 692.21 FT — Through-curb Inlet Framework(Add) D-14 $ 366.09 Each ---_ Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each 1 174.90 Cleanout,PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC,12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF Culvert,CMP,15" D-24 $ 32.73 LF Culvert,CMP,18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF • Culvert,CMP,60" D-30 $ 235.45 LF _ Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 28,094.73 Unit prices updated: 02/12/02 *KOC 27A authorizes only one bond reduction. Version: 11/26/08 BOND QUANTITY WORKSHEET_MRN p''port^"`—'5/1, Site Improvement Bond Quantity Worksheet Weoaate: 12/(.12/2008 T Culvert,Concrete,8" D-32 $ 21.02 LF �- --_ Culvert,Concrete,12" D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert,Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" 0-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF 125 1337.5 Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF 945 19561.5 Culvert,CPP, 15" 0-44 $ 23.00 LF Culvert,CPP, 18" D-45 $ 27.60 LF Culvert,CPP,24" D-46 $ 36.80 LF --_ Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF MIS _--- . Ditching D-49 $ 8.08 CY Flow Dispersal Trench (1,436 base-i-) D-50 $ 25.99 LF --__ - French Drain (3'depth) D-51 $ 22.60 LF Geotextile,laid in trench,polypropylene D-52 $ 2.40 SY Infiltration pond testing 0-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each __-- - Pond Overflow Spillway D-55 $ 14.01 SY 5 70.05 Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Separator,18" D-58 $ 1,146.16 Each Riprap,placed D-59 $ 39.08 CY -_- 1 39.08-111111.1111111111 Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each Trash Rack,12" D-61 $ 211.97 Each -_----MEM 211.97-� Trash Rack,15" D-62 $ 237.27 Each Trash Rack,18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each _ Page 7 of 9 SUBTOTAL 21220.1 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 BOND QUANTITY WORKSHEET_MRN Report Date: 5/14/2012 Web date: 12/02/2008 Site Improvement Bond Quantity Worksheet r '^G . ,. . ., _ ...... -- -- _.., -,.._ _ .... __. ._ _ '- n.•., s .� :"v, . .a .,r;a.^"'..�YF vii+'"r No. 2"AC,2"top course rock&4"borrow PL-1 $ 21.00 SY 2"AC, 1.5" top course&2.5"base cour PL-2 $ 28.00 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY • �.n. , ..,,7a t .-.wh o� sYa J,o{ - - ,fir" ? ,f y`�''""•' Utility Role(s)Relocation UP-1 _ Lump Sum Street Light Poles w/Luminaires UP-2 I Each I , (Such as detention/water quality vaults.) No. WI-1 Each _ WI-2 SY WI-3 CY _ WI-4 LF _ WI-5 FT WI-6 Wl-7 WI-8 WI-9 wi-10 SUBTOTAL SUBTOTAL(SUM ALL PAGES): 324,493.39 30%CONTINGENCY&MOBILIZATION: 97,348.02 GRANDTOTAL: 421,841.41 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 BOND QUANTITY WORKSHEET_MRN "1por`r._._ 5/1,'". "' Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Original bond computations prepared by: Name: Michael R. Norton Date: 5/14/2012 PE Registration Number: 45869 Tel.#: 253-383-2422 Firm Name: AHBL, Inc. Address: 2215 North 30th Street#300, Tacoma, WA 98403 Project No: ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* PUBLIC ROAD&DRAINAGE AMOUNT BOND*AMOUNT MAINTENANCE/DEFECT BOND* REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 48,3992 TEMPORARY OCCUPANCY*** Existing Right-of-Way Improvements (B) $ - Future Public Right of Way& Drainage Facilities (C) $ - Private Improvements (D) $ 421,841.4 Calculated Quantity Completed (E) $ - • Total Right-of Way and/or Site Restoration Bond*/** (A+B) $ 48,399.2 (First$7,500 of bond*shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 470,240.6 T x 0.30 $ 141,072.2 OR Minimum bond*amount is$2000. Reduced Performance Bond*Total*** (T-E) $ 470,240.6 Use larger of Tx30%or(T-E) (B+C)x Maintenance/Defect Bond*Total 0.25= $ NAME OF PERSON PREPARING BOND*REDUCTION: Date: *NOTE: The word"bond"as used in this document Means a financial guarantee acceptable to King County. *"NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. ***NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND*AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DOES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.kingcounty.gov/permits Version: 11/26/08 BOND QUANTITY WORKSHEET_MRN Report Date: 5/14/2012 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET DDES Permit Number (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) • Overview:. Project Name • • Ne!sem 1•4ieo1.e School $ 4e. ,Mprrovernetr Date A012,- . OM2,-. Downstream Drainage Basins Major Basin Name Black Rtwr Immediate Basin Name E l as . R rve a. Flow Control: Flow Control Facility Name/Number Pow Facility Location K,,, to,,,,ty Parcel act 305goto, If none, J Flow control provided in regional/shared facility(give location) N/q No flow control required Exemption number General Facility Information: Type/Number of detention facilities: Type/Number of infiltration facilities: I ponds 0 ponds a' vaults 0 tanks 0 tanks a5 trenches Control Structure Location �a4 in P,ac N 'A9 Type of Control Structure Riser; Rep=Tee: Number of Orifices/Restrictions 2 Size of Orifice/Restriction: No. 1 1.15° No. 2 a.63" No. 3 No.4 Flow Control Performance Standard DVra.4son, 2009 Surface Water Design Manual 1/9/2009 F-2 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume a y y$o Depth (o Volume Factor of Safety Number of Acres Served .V1 Number of Lots I Dam Safety Regulations(Washington State Department of Ecology) Reservoir Volume above natural grade 0 Depth of Reservoir above natural grade 0 Facility Summary Sheet Sketch All detention,infiltration and water quality facilities must include a detailed sketch. (11"x17".reduced size plan sheets may be used) • • 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Water Quality: • Type/Number of water quality facilitiesBMPs: biofiltration swale a sand filter(basic or large) (regular/wet/or continuous inflow) 0 sand filter,linear(basic or • large) a combined detention/wetpond 0 sand filter vault(basic or large) • (wetpond portion basic or large) sand bed depth — _(inches) o combined detention/wetvault stormwater wetland a filter strip 0 _storm filter 0 flow dispersion 0 wetpond(basic or large) o farm management plan o wetvault p landscape management plan LIO _Is facility Lined? 0 oil/water separator If so,what marker is used above (baffle or coalescing plate) Liner? — catch basin inserts: Manufacturer • _pre-settling pond — pre-settling structure: Manufacturer — high.flow bypass structure(e.g., flow-splitter catch basin) ,o source controls Design Information Water Quality design flow N/14 Water Quality treated volume(sandfilter) N/A Water Quality storage volume(wetpool) N/F) Facility Summary Sheet Sketch 2009 Surface Water Design Manual W 1/9/2009 3 KING COUNTY, WASHINOTON, SURFACE WATER DESIGN MANUAL All detention,infiltration and water quality facilities must include a detailed sketch. (1 1"x17"reduced size plan sheets may be used) • 2009 Surface Water Design Manual 1/9/2009 4 ,, . � , � , K Y L ND `�._ _, .-� � ��„� NOTES EGE � ' . , . '�---".�. _ - - -- _ ., _ - -�. - - �. O e� eonou a wacc •S -' , ,�+u,r so e s.aa rti i i �� �(4 . � G .�.,•' r• . . . � . ; , . 1 . . , � . ,,�� r �� . �� � IW.<G1.78 O IM/�1�O�LOCmIG l0 e U�NPDEImRAN f1EA110U1.Sff l.UDSCA/E PWIS (n t '" i . .--5;�' �.-.s-.: - - � --- � ��=IIG.00 . i � t - - • - ' _,.},_ �.r�_�"''� - - 'E.107.45 �a' ■ a +'�� .• . - - � _- � f� _-_ _ ��.r� .i^- : ---, IpSEB.b7.26 - ,M-I�IJ.�� Sfatll ORNN CATPI BA9N.T19E I a � ; „�,.__- -" ,�� ..r _ '�w+i�cT ro aroc�uN rwwc � srowu oaur c�m�easua.nx 2 x . ��:.,t-�•�--r---rt-, � + , _ _ �; ■ . -so-� smRu oa�a�uie ^ - • . _ ` . i'-;`, _ � � •AHB L■ Q� ,us�r�Y oar.e asss. : � ,� - - `='e�"` ` { l � �a�ui � I . . . . .. ' . ; . : � {' ' �• _ t . ,�s Ji� _ _ EIBON RCSIPoCiUR SEE�ETAI O'll/501D lOCJONG� � � � � ' +$� F - �- �... . - _ RIY.S69JC -,+�,-•r . - '. � - � .?' � - E.103.58�1Y SX'.g) � �` GENERAL NOTES � fn � � , � ,.'i �-, ; �'"� •,s�- - _ - -_� aaFla n N'mwuo� � ..� MP'd B6A1 OIA=I.6J' 1. SEL UWDSCAPE VIAIIS fOR l0lDERDRANS�IEW � � y i�.: .� .� '+� � �..�� . . � ELEY 1�9f ,. ,`� - -.�-'r cAMNPC sc� E-1J04Ir0.18 � �y,...� s�t{'..:•ro ' . '. �! 1 � ' � 0 15 �p 60 fEEf SIRIPS.NID Ap1111�111 SITC fEAlllRES u � e�f .� / _ - ,,_.. , �� - � O5 i0 lF IB�SD 6 4.77fi 1 � w W - i.f � � :,' . - I 4. fOR PIPE 71ENG1NC ANO BAG61LL 9FE e � � - � f - . . . • -- �r-_ r_ ��i'/ �T��I� �_ ' . dlllf I W�£T e e S ALL S70RY PIP[41AL1 ff UIEO fAIMiUGA7ED n W � - . . . . � \ �, 1'�ap/aCT 11'�VRE IY�PIPE O6 AOOI 471fl6L PNOMDE 7RA91 RlOf. I. � � PQYEMttEl1E hVC OR AS MLONFO BY 7HE laeC O i - ,� . . - �i�� ��� �-.'. �' ' ■ WY.El s�OI.YA 7 SDCB p,IYAE 2-60'� k COUNIY 2009 ORNM�CE NNMIM UM.E45 OMENNIg tl01EU � I. 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REWSION BY DATE APPR '^'^�� � 9 'ti2 A -NNNNAA • • • • RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: ,- CITY CLERK'S OFFICE CITY OR RENTON 1055 SOUTH GRADY WAY RENTON,WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Grantee:City or Renton Legal Description: Additional Legal(s)on: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City or Renton permit for application file No.LUA/SWP relating to the real property("Property") described above,the Grantor(s),the owner(s) in fee of that Property,hereby covenants(covenant)with r— ✓ the City or Renton,a political subdivision of the state of Washington,that he/she(they)will observe,consent to,and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below with regard to the Property,and hereby grants(grant)an easement as described in Paragraphs 2 and 3. Grantor(s)hereby grants(grant),covenants(covenant),and agrees(agree)as follows: 1, The Grantor(s)or his/her(their)successors in interest and assigns("Owners")shall at their own cost,operate,maintain,and keep in good repair,the Property's stormwater facilities and best management practices("BMPs")identified in the plans and specifications submitted to King County for the review and approval of permit(s)#: . Stormwater facilities include pipes,swales,tanks,vaults,ponds, and other engineered structures designed to manage stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements,vegetated roofs, rainwater harvesting systems,reduced impervious surface coverage,and other measures designed to reduce the amount of stormwater runoff on the Property. 2. City or Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct other activities specified in this Declaration of Covenant and in accordance with RMS 4-6-030. This right of ingress and egress,right to inspect,and right to perform required maintenance or repair as provided for in Section 3 below,shall not extend over those portions of the Property shown in Exhibit"A." 3. If City of Renton determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs,City of Renton shall give notice of the specific maintenance and/or repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the City,the City may perform the required maintenance or repair,and hereby is given access to the Property,subject to the exclusion in Paragraph 2 above,for such purposes. Written notice will be sent to the Owners stating the City's intention to perform such work. This work will not commence until at least seven(7)days after such notice is mailed. If,within the sole discretion of the City,there exists an imminent or present danger, the seven(7)day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal successor's codes as applicable and herein incorporated by reference,The City may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the City as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the County within thirty(30)days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues,the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from City of Renton prior to filling,piping,cutting,or removing vegetation(except in routine landscape maintenance)in open vegetated stormwater facilities(such as swales,channels,ditches,ponds,etc.),or performing any alterations or modifications to the stormwater facilities and 13MPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery,or three(3)days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein,this agreement constitutes the entire agreement between the parties,and supersedes all prior discussions,negotiations,and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above,and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s),and Grantor's(s)successors in interest,and assigns, 3 • - 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City that is recorded by King County in its real property records.IN WITNESS WHEREOF,this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this day of 20 GRANTOR,owner of the Property" • GRANTOR,owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: ,to me known to be the individuat(s)described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed,for the uses and purposes therein stated. Given under my hand and official seal this day of 20 Printed name Notary Public in and for the State of Washington, residing at My appointment expires • 11 APPENDIX G Operation and Maintenance Manual - APPENDIX A MAINTENANCE REQUIREMENTS PLOW CONTROL,CONVEYANCE,AND WQ FACILITIES I NO. I - DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this Is about equal to the amount of trash It would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable • public, regulations. No danger of noxious • vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint: according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a • height. height no greater than 6 inches. • Top or Side Slopes Rodent holes Any evidence of rodent holes if facility Is acting Rodents removed or destroyed and of Dam,Berm or as a dam or berm,or any evidence of water dam or berm repaired. Embankment piping through dam or berm via rodent holes. • Tree growth Tree growth threatens integrity of slopes,does Trees do not hinder facility not allow maintenance access,or interferes with performance or maintenance maintenance activity. If trees are not a threat or activities. not interfering with access or maintenance,they do not need to be removed, Erosion Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion control measures. If erosion potential for continued erosion. Any erosion is occurring on compacted slope,a observed on a compacted slope. licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam,berm qr embankment that has Top or side slope restored to design settled 4 inches tower than the design elevation, dimensions. If settlement is significant,a licensed civil engineer should be consulted to determine the cause of the settlement. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed accumulation designed pond depth. pond shape and depth;pond reseeded If necessary to control erosion. Liner damaged Liner is visible or pond does not hold water as Liner repaired or replaced. (If Applicable) designed. InleliOutlet 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 inleVoutlet No trash or debris in pipes. pipes(Includes fioatables and non-floatabtes). Damaged Cracks wider than 1/4-inch at the Joint of the No cracks more than%,-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the infet/oullet pipe. at the joints of the inlet/outlet pipes. Emergency Tree growth Tree growth impedes flow or threatens stability of Trees removed, Overflow/Spillway spillway. Rock missing Only one layer of rock exists above native soil In Spillway restored to design area five square feet or larger or any exposure of standards. native soil on the spillway. 1/9/2009 2009 Surface Water Design Manual Appendix A A-2 • • • APPENDIX A MAINTENANCE REQUIREMENTS FOR PLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component _ Maintenance Is Performed Structure Trash and debris Trash or debris of more than''/:cubic foot which No Trash ordebris blocking or •Is located immediately In front of the structure potentially blocking entrance to opening or Is blocking capacity of the structure by structure, • more than 10%. Trash or debris in the structure that exceeds 1/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no bottom of the structure to the Invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 Inches of the Invert of the lowest pipe Into or out of the structure or the bottom of the FROP-T section, Damage to frame Corner of frame extends more than' inch past Frame Is even with curb. and/or top slab curb face into the street(If applicable) Top slab has holes larger than 2 square Inches or Top slab is free of holes and cracks. cracks wider than Y.inch. Frame not sitting flush on lop 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%Inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks,of maintenance person Judges that structure Is unsound. Cracks wider than%Inch and longer than 1 foot No cracks more than'!,inch wide at at the Joint of any inlet/outlet pipe or any evidence the Joint of inlet/outlet pipe. of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 Inches out of alignment. standards, Damaged pipe joints Cracks wider than%,-inch al the joint of the No cracks more than'A-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of Inlet/outlet pipes. the structure at the joint of the inket/outlet pipes. • Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs Implemented If appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder Is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment,rust,cracks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 lbs of up or down pressure. Structure Is not in upright position(allow up to Structure in correct position, 10%from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gale Damaged or missing Cleanout gate is missing. Replace cleanout gate. • 2009 Surface Water Design Manual–Appendix A 1/9/2009 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. • Gate cannot be moved up and down by one Gate moves up and down easily and • maintenance person. Is watertight. Chain/rod leading to gate is missing or damaged. Chain is In place and works as designed. . Orifice Plate Damaged or missing Control device Is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and blocking the plate, works as designed, Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and potential of blocking)the overflow pipe. works as designed. Deformed or damaged Lip of overflow pipe Is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than design Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes Gear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outief No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Y/-inch at the joint of the No cracks more than Y.-Inch wide at -inlet/outlet pipes or any evidence of soil entering the joint of the InleVoutlet pipe. at the joints of the inlet/oufst pipes. Meter Grates Unsafe grate opening Grate with opening wider than 74 inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken members)of the grate. Grate Is in place and meets design standards. Manhole Cover/Lid Cover/ltd not In place Cover/lid is missing or only partially in place. Cover/11d protects opening to Any open structure requires urgent structure. maintenance. Locking.mechanism Mechanism cannot be opened by one Mechanism opens with proper loots. Not Working • maintenance person with proper tools.Bolts cannot be seated, Self-locking cover/lid does not work. Cover/fid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs.of lift. reinstalled by one maintenance person. • 1/9/2009 2009 Surface Water Design Manual—Appendix A A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. • 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 Va cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentiafly blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. '/,the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of Insects or rodents. Damage to frame Corner of frame extends more than%inch past Frame Is even with curb. and/or top slab curb face into the street(if applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. .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%inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than%inch and longer than 1 toot No cracks more than 1/4 inch wide at at the joint of any Inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than%-Inch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source 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 inlet/outlet No trash or debris in pipes. pipes.(Includes floatables and non-floatables). Damaged Cracks wider than 1%-inch at the joint of the No cracks more than%-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the Inlet/outlet pipes, 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-9 • • APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO.5--CATCH BASINS AND MANHOLES Maintenance Defector Problem Condition When Maintenance is Needed Results Expected When ~ Component Maintenance Is Performed Metal Grates Unsafe grate opening Grate with opening wider than 1/4 Inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that Is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially In place. Cover/lid protects opening to Any open structure requires urgent structure. 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/id difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs.of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-10 • APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 6—CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20%of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water tows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants • present other than a-surface oil film. Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. 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 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations, • Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation . Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock fining out of One layer or less of rock exists above ne tive soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. • 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-II APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 7-DEBRIS BARRIERS (E.G.,TRASH.RACKS) Maintenance I Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed. Site Trash and debris Trash or debris plugging'more than 20%of the Barrier clear to receive capacity flow. area of the barrier. Sediment Sediment accumulation of greater than 20%of Barrier clear to receive capacity flow. accumulation the area of the barrier Structure Cracked broken or Structure which bars attached to is damaged- Structure barrier attached to is loose pipe is loose or cracked or concrete structure Is sound. cracked,broken of loose. Bars• Bar spacing Bar spacing exceeds 6 inches. Bars hive at most 6 inche spacing. Damaged or missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more bars than%inch, Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. • 1/9/2009 2009 Surface Water Design Manual--Appendix A A-12 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 9—FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Erosion or holes Erosion or holes more than 4 Inches high and 12- No access under the fence. under fence 18 Inches wide permitting access through an opening under a fence. Wood Posts,Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps on fence due to missing or and Cross Members parts • more than 6 inches or cross members broken broken boards,post plumb to within 1'/:Inches,cross members sound. Weakened by rotting Any part showing structural deterioration due to All parts of fence are structurally or insects rotting or insect damage sound. • Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of post foundation unable to support posts. supporting posts even in strong wind. Metal Posts,Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1%Inches. and Fabric • Top rails bent more Ihen.6 inches. Top rail free of bends greater than 1 Inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot oul of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a uniform protective coating. Openings In fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. • grid size. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-14 • APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 10-GATES/BOLLARDS/ACCESS BARRIERS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Chain Link Fencing Damaged or missing Missing gale. Gates in place. Gate members Broken or missing hinges such that gate cannot Hinges intact and tubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 Inches and Gate Is aligned and vertical more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher•bar,bands,and ties in place. Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. Bar Gate Damaged or missing Cross bar does not swing open or closed,is Cross bar swings fully open and cross bar missing or Is bent to where It does not prevent closed and prevents vehicle access. vehicle access. Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Supped post Support post does not hold cross bar up. Cross bar held up preventing vehicle damaged . access into facility. Bollards Damaged or missing Bollard broken,missing,does not fit into support No access for motorized vehicles to hole or hinge broken or missing. . get into fadlity. Does not lock Locking assembly or lock missing or cannot be No access for motorized vehicles to ' attached to lock bollard In place. get into facility. Boulders Dislodged Boulders not located to prevent motorized vehicle No access for motorized vehicles to access. get into facility. Circumvented Motorized vehicles going around or between No access for motorized vehicles to boulders. get into facility. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-15 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 11 -GROUNDS(LANDSCAPING) Maintenance Defect or Problem Conditions When,Malntenance Is Needed Results Expected When • Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site, per 1,000 square feel(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. •Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs Implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 Inches in Grass or groundcover mowed to a height. height no greater than 8 inches. Trees and Shrubs Hazard Any tree or limb of a Iron identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree Identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25%of the total of total foliage with split or broken • foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over, knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are loaning over,causing exposure adequately supported;dead or of the roots. diseased trees removed. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-16 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet(I.e.,trash and debris would 1111 up vehicles, one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented If appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high, Any obstruction restricting the access to a 10-to At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot width. Road Surface Erosion,settlement, . Any surface defect which hinders or prevents Road drivable by maintenance potholes,soft spots, maintenance access, vehicles. ruts Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access surface facility by maintenance vehicles. facility. Shoulders and Erosion Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 Inches deep. matching the surrounding road. Weeds and brush Weeds and brush exceed 18 inches In height or Weeds and brush cut to 2 inches in hinder maintenance access, height or cleared in such a way as to allow maintenance access. Modular Grid Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of Pavement pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs Implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing . Access surface compacted because of broken on Access road surface restored so missing modular block. road Infiltrates. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-I? APPENDIX H TESC Analysis and Design Figure 1 Temporary Sediment Pond Calculations • • project NoAsoht Mttzot_e ach e L Project No. a l t l z a,t o ❑Page t of • .Subject lerninrnr4 Se ror.,e4i Qamik Phone El Calculations • With/To .Fite Fax# Fax Memorandum Address #Faxed Pages 0 Meeting Minutes R fl • B L • Date By tAtchae.4 R Non-Tons,4)4 M El Telephone Memo ( Civil Engineers )` te.temca: KIN') ovorY) tOnsbe its5}ora S‘)(40. e 1i)o 4ex De.5t5o Manual) c?c c9 Ed1Ttow)' Appt.n4tx Seouie. t Fo p Structural Engineers Software UStd; K1n9 o.rt' �uroo f lime. Series (KUTS))Vet-stops 6•60 Landscape Architects • peve1 aped RreaS= lMPerytous=p•5g acre. Community Planners Land Surveyors "total.: 4.20 acre Neighbors a Pectic ct.CM-6 0.5y2FS Bee &*tacked 1'iCRTS ou4p,A) {Ze .4,24 S,2r11aof Luer y t C' SI = 2 x Q2 /0,0004 to ( a q,.54t4/a,pop% • ua51C posvD come r : • SurfAce Arco a.} 4a{) a9 r1NC,r lt29,17 i4 • 3.5 foot Jep411 ncJ*1 f'tt»r -to pr rid bo#tom • 1 . :iy 1n-enol' stL}t~a}Qpes • I� creeboarti be-4ween 4op sof riser and cresT CSF errlerc Mcy 5piUUwac,t • • RAI B0,1"T01-1 • 1401154+ wtd 4b 4.)e4toeen anti 01 PrciNciPRt. Qcoc 1,3z CFS (see o.ttoctned KCRTSota4pu'r Q TACOMA RiNct at it}wry ri5F�c' i pe hitt " 2215 N. 30th St, p P (� Vse �2 Suite 300 (sec rx achect Figura 5,3.9H) Tacoma, WA 98403-3305 • 263.383.2422 •• 253,383.2572 FAX • Et SEATTLE 1200 6th Avenue Suite 1620 • Seattle,WA 98101-3123 If this does not meet with your understanding,please contact us in writing within seven days.THANK YOU. 20206.267.2425 6.267.2429 FAX • Project Ile k5,aha Project No. a l4112t3.to ®Page a of SubJect -TomOatrory timest Phone 0 Calculations With/To Ctb8 Li Fax :», Fax/1 ❑Memorandum Address • #Faxed Pages ❑ 1 1 H Meeting Minutes [`i H • B Date l t t -12.2 By Atchae 1?, ' C ❑Telephone Memo rrrrrgefG)/ by r 6 nw� _ga.5) CFS Civil Engineers {oo- year ?Cat( F'e_avi (See, fittu,t,Vieti K(:C'TS aVepwr) Structural Engineers f1 ( gra `t! oa / 13•Z1 4-I ) ,} " Z. •• H Of to iet tokt t rn Landscape Arcllltects • kAe 14= 0.2 Community Planners • • 3 12 Land Surveyors L= [ a.si (( ,�f)( 0,z )I] - a.�ifo.z) e 8,1.6 • `-_... • Neighbors • VSe 1-1 ' 0,4' • a.5) 1 (( 3,2 �1 2.1)(0,43/2 L J E.H (o,4): a.13 •� USE L (o 'Yee7. cp : [ a.5( (3.21).( 143/2)] - 4.4N • 1-) Otaii De wo.TertN °fir t �l 1'1 p A5 //lah�4S !� no. Were !10' ORIficc ARM (SCWARe FE:61) 6.55 0.t, x 30015 115 potals 5urfACe area (Sctuare 4ec.4) VI* trewd c, wa'e.r above er4cc 61 'r of rifer in fee-+) r 7° dewalt+nos -4ttne �oPt-1 17our51 ElTACOMA g' acr..eierc ion of gravtiT 2215 N.30fhSt. Y Suite 300 (32.2 c4 IScc2) Tacoma,WA 98403-3305 0. 253.383.2422 4(t12ittj) (21(3.5). - 0,0102 4+2 253.383.2572 FAX (0,0(3600)(Z9)( 32) ° L]SEATTLE • • 1200 6th Avenue Suite 1620' Seattle,WA 98101-3123 if this does not meet with your understanding,please oontaot us in writing within seven days.THANK YOU. FAX 206,267.2429 FAX • Project WelSo4 i`{u it wk S+`iiQ . Project No. 411128, p Q page 3 of . • Subject T• s. , 5 . ,, .tag Phone [J Calculations WlthlTo Fax# ❑Fax ❑Memorandum Address • #Faxed Pages ❑Meeting Minutes 1 • Date sZ91J- la.. 2"eZ By M i cAft a?) 1C Noc i eat,P, ❑Telephone Memo onvert oa►ptce To tame. ti ,tnaat Clvilt;nglneers �" Structural Engineers U= 13.54 x 1 f'FO Landscape Architects k3.$9 M 4.06c4 Community Planners use 1�3`t5�� kr, Land Surveyors , Neighbors • ❑TACOMA 2215 N.30th St. Suite 300 Tacoma,WA 98403-3305 253.383.2422 253.383.2572 FAX • El SEATTLE 1200 6th Avenue Suite 1620 Seattle,WA 98101-3123 If this does not meet with your understanding,please contact us in writing within seven days.THANK YOU. 206,2672425 206.267.2429 FAX Project: Nelson Middle School Project Number: 211128.10 Task: Sediment Pond Calculations—KCRTS Output Date: December 22, 2011 Performed By: Michael R. Norton, P.E. Flow Frequency Analysis Time Series File:sed.tsf Project Location:Sea-7n ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks-- Rank Return Prob (CFS) (CFS) Period 0.592 • 4 2/09/01 12:45 1 0.00 0.990 100 year peo 41ow 0.372 7 1/06/02 1:00 1.37 • .2 25,00 0.960 1.32 3 12/08/02 17:15 , 1.32 3 10.00 0.900 10 titof peas C+-ow 0.275 8 8/26/04 1:00 0.592 4 5.00 0.800 1.37 2 11/17/04 5:00 0.548 5 3.00 - 0.667 0.548 5 10/27/05 10:45 (0.542 6 2.00 0.500 - Z c 1ear peax 'Vi.vw 0342 6 11/24/06 1:00 0.372 7 1.30 0.231 2.51 1 1/09/08 6:30 0.275 8 1.10 0.091 Computed Peaks 2.13 50.00 0,980 1 - 5.3.4 CONTROL STRUCTURES—METHODS OF.41MLYSIS Riser Overflow • The nomograph in Figure 5.3,4.H may be used to determine the head(in feet)above a riser of given diameter and for a given flow(usually the 100-year peak flow for developed conditions). — m - --� FIGURE 5.3.4.11 RISER INFLOW CURVES 100 - 72 54 .'48 17 42 36 33 1 11/4,7 30 27 /1/ 24 21 18 11011 � � 16 � 3 - fiO 12 if" 10 /1/r 1.3'7 1 _ 0.1 HEAD IN FEET(measured from crest of riser) 1a Qw. 9.739 DH 312 Qorrnco 3.782 D2H172 0 In cis,D and H In feat Slope change occurs at welr-orlflce transition 2009 Surface Water Design Manual 1/9/2009 5-47 Project: Nelsen Middle School Project Number: 211128.10 Task: Temporary Sediment Pond Outlet Capacity Check Date: 2012-05-14 Performed By: Michael R. Norton, P.E. Reference: 2009 King County Surface Water Design Manual(KCSWDM)and City of Renton Amendments to the King County Surface Water Design Manual Design Criteria: KCSWDM Section 1.2.4.1-"New pipe systems shall be designed with sufficient capacity to convey and contain (at minimum)the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas." Software Used: StormShed 2G Manning's Calculator provided with Autodesk Land Development Desktop Summary: The temporary 12"storm drain pipe outlet from the sediment pond at a slope of 1.12%can successfully convey the 100-year event flow of 2.7243 CFS. Depth within the pipe is 7.1658 inches.See supporting calculations below. STORMSHED OUTPUT Precipitation Values: 2-year 2.00 inches 10-year 2.90 inches 25-year 3.40 inches 100-year 3.90 inches SED OUTLET Event Summary Event !Peak Q(cfs)i Peak T(hrs) Hyd Vol(acft) Area (ac)! Methodi Raintype 2 year 0.8624 8.00 0.3926 6.8400 SCS TYPE1A i 10 year! 1.8525 8.00 0.7293 6.8400 ;1 SCS TYPE1A f 25 year! 2.4811 8.00 0.9388 6.8400 SCS • TYPE1A 100 year) 3.1512 8.00 [�1.1598 11 6.8400 1SCSS TYPE1A Record Id:SED OUTLET Design Method SCS Rainfall type TYPE1A Hyd Intv 10.00 min I Peaking Factor 484.00 Abstraction Coeff 0.20 j Pervious Area(AMC 2) 5.21 ac DCIA .[_ 1.63 ac Pervious CN 74.00 1 DC CN ) 98.00 Pervious TC it 6.30 min IIDC TC 1-6730 m in . iii. Pervious CN Calc r---Iljr--- I i 1 Description SubArea ( Sub cn 1 11 Lawn li5.21 ac 74.00 Pervious Com sited CN AMC 2) 74.00 ..... . ............. Pervious TC Calc. ......._........ . ................... I Type Description .. ..Length ..._it...Slopei......`_'`'a". . .� ......M. . .l 1T I FixedliFixed II 16.30 min 'II Pervious TC II 6.30 min I i Directly Connected CN Calc .............. III— Description , SubArea 1 Sub cn '1• Impervious II 1.63 ac �� 98.00 ii DC Composited CN(AMC 2) 98.00 0. Directly Connected TC Calc 1 II.. Type :Description i Length. .....II......Slope . ...If Coeff...:.11 ..Ml c 1 .... .. . Ti`._' ... . Fixed 'lmpervious Il .. i 6.30 min Directly Connected TC II 6.30min MANNING'S CALCULATOR OUTPUT: Given Input Data: Shape Circular Solving for Depth of Flow Diameter 12.0000 in Flowrate 3.1512 cfs Slope 0.0112 ft/ft Manning's n 0.0120 Computed Results: Depth 7.9092 in Area 0.7854 ft2 Wetted Area 0.5491 ft2 Wetted Perimeter 22.7354 in Perimeter 37.6991 in Velocity 5.7392 fps Hydraulic Radius 3.4776 in Percent Full 65.9096 Full flow Flowrate 4.0847 cfs Full flow velocity 5.2008 fps