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Home My WebLink About03591 - Technical Information Report - Geotechnical e)12012 S - LINDBERGH HIGH SCHOOL IMPROVEMENTS EXHIBIT A RENTON SCHOOL DISTRICT NO.403 McGRANAHAN ARCHITECTS EXHIBIT A GEOTECHNICAL REPORT CITY:1E72: �1TCwCIVEDAR9c1- 2012 mcg-ARC 0915.012 March 28,2012 3.5.9/ .•+� - ,�_:ice': ,s e:;c: ;ylr..'' Geotechnical Engineering Associated Earth Sciences, Inc z Ce%hiha6 a' r2 e4./sofdert.7 e Subsurface Exploration, Geologic Hazards, and Preliminary Geotechnical Engineering Report Water Resources LINDBERGH HIGH SCHOOL ..,4;j ; ,: IMPROVEMENTS -_ .:. Renton, Washington e; 4 r Prepared for Environmental Assessments and Remediation Renton School District do Greene Gasaway Architects, PLLC / �' ' Project No. KE090426A February 18, 2010 Sustainable Development Services 4030 Geologic Assessments Associated Earth Sciences, Inc. Ce(ehrra6"Over 25(Year of Service February 18, 2010 Project No. KE090426A Renton School District c/o Greene Gasaway Architects, PLLC P.O. Box 4158 Federal Way, Washington 98063 Attention: Mr. Calvin Gasaway Subject: Subsurface Exploration, Geologic Hazards, and Preliminary Geotechnical Engineering Report Lindbergh High School Improvements 16426 128th Avenue SE Renton, Washington Dear Mr. Gasaway: 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 matured. 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 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/Id-KE090426A3-Projectsl20090423\KE\WP Kirkland • Everett o Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.corn SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT LINDBERGH HIGH SCHOOL IMPROVEMENTS Renton, Washington Prepared for: Renton School District do Greene Gasaway Architects, PLLC P.O. Box 4158 Federal Way, Washington 98063 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 February 18, 2010 Project No. KE090426A Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin:ton Pro ect 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 to Lindbergh High School. The site location is shown on Figure 1, "Vicinity Map." The approximate locations of the 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 are included in the Appendix. _ 1.1 Purpose and Scope The purpose of this study was to provide geotechnical engineering design recommendations to be utilized in the preliminary design of the project. This study included a review of selected available geologic literature, advancing 12 hollow-stem auger soil borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water. Geotechnical engineering studies were completed to establish recommendations for the type of suitable foundations and floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, 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 matures. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Rick Stracke of the Renton School District No. 403 (District). Our study was accomplished in general accordance with our scope of work letter dated November 18, 2009. This report has been prepared for the exclusive use of the District, Greene Gasaway Architects, PLLC, and their 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. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPLJId-KE090426A3-Projecrs1200904261KEIWP Page 1 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION This report is based on our understanding of the currently-proposed site improvements at Lindbergh High School. It is our understanding that these improvements include construction of a weight room addition to the gym, construction of a fire loop road, additional parking areas, road widening, and repaving the upper parking lot. The areas currently proposed for these improvements are covered with grass or existing paved surfaces. At the time this report was written, no grading plan or detailed structural designs had been completed. For the purpose of preparing this report, we have assumed the new structure and paved surfaces will be constructed close to existing grades, and that the new structure will be a one- to two-story building, with relatively light foundation loads. The project site is that of the existing Lindbergh High School. The existing school includes several buildings with paved parking areas and driveways. Grass athletic fields (baseball/ softball) are located to the west of the main structures, and a synthetic football field is located to the southeast. The site has been graded to its current configuration by past earthwork on-site. Overall site topography is that of a broad valley with a northwest-southeast trending • bottom, which slopes downward from the northwest to the southeast. Site grades are generally relatively flat to moderately sloping within the areas proposed for construction, with a few limited steeply-sloping areas, which are likely the result of past grading (e.g., along the "home run" fence of the baseball field). The existing slopes are not expected to be subject to regulation as critical areas. 3.0 SUBSURFACE EXPLORATION Our subsurface exploration completed for this project included advancing 12 hollow-stem auger soil borings. Other borings have been completed by Associated Earth Sciences, Inc. (AESI) throughout the school property during previous studies conducted at the subject site. One boring from these past studies, exploration boring EB-7 (completed in January of 2003), has been included with the recent boring logs in the attached Appendix because it is located along the approximate alignment of the proposed fire lane. In this report, for the purposes of clarity, we have renamed this boring "EB-7A." The conclusions and recommendations presented in this report are based on the explorations completed for this study. 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 February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPLJid-KE090416A.3-Projects1100904161KE1WP Page 2 Subsu►face Exploration, Geologic Hazards, and Lindbergh High School hnprovements Preliminary Geotechnical Engineering Report Renton, Washin:ton Pro'ect and Site Conditions 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 (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. 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. Because of the nature of exploratory work below ground, interpolation 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. 4.1 Stratigraphy Fill Existing fill was encountered in exploration borings EB-1 through EB-4, EB-6, and EB-9 through EB-12, as well as in exploration boring EB-7A, to depths ranging of up to approximately 13 feet below the existing ground surface. The encountered fill exhibited a wide range of soil densities, and appeared to consist of materials derived on-site and moved or disturbed during earlier site work. The fill generally contained trace amounts of organics, although abundant organic material, which appeared to be derived from pre-existing topsoil, was observed in EB-4. Exploration boring EB-2, located near to the top of a grassy slope adjacent to the baseball field, encountered approximately 8 feet of fill, possibly placed during the grading for the field, above the elevation of the nearby driveway. Due to the variability in February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPLAd-KE090426A3-Projecn1200904261KEI WP Page 3 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Conditions density, the existing fill will require removal from building areas and remedial improvement below planned paving. Ice Contact Deposits Below the existing fill, exploration borings EB-1 through EB-4, and EB-12 encountered variable silty sand with gravel, interbedded in places with fine sand zones or silt seams. Density typically varied from medium dense to dense, increasing to very dense within zones containing increased amounts of gravel. These native sediments are interpreted to represent Vashon ice contact sediments. Ice contact sediments were initially deposited above or within a glacial ice mass, and were subsequently redeposited when the ice melted. Ice contact sediments can be stratified and alluvially re-worked, and stratification was noted in our exploration borings on this site. Ice contact deposits are typically not consolidated to the same degree as lodgement till sediments, though some degree of compaction by glacial activity can occur. The ice contact sediments observed in our exploration borings for this project are silty and are considered highly moisture-sensitive. With proper preparation, these sediments will provide adequate support for the new building addition or paved surfacing. Excavated ice contact sediments are expected to be above optimum moisture content for compaction purposes, and will need to be dried during favorable dry site and weather conditions to allow their reuse in structural fill applications. At the locations of exploration borings EB-1 through EB-4, the ice contact deposits extended beyond the maximum depths explored of approximately 15.5 to 21.5 feet. Vashon Lodgement Till Sediments encountered at exploration borings EB-5 through EB-11, below the ice contact sediments at the location of exploration boring EB-12, and in exploration boring EB-7A, consisted chiefly of dense to very dense, silty sand with gravel. We interpret these sediments to be representative of Vashon lodgement till. The Vashon lodgement till was deposited directly from basal, debris-laden glacial ice during the Vashon Stade of the Fraser Glaciation approximately 12,500 to 15,000 years ago. The high relative density of the unweathered till is due to its consolidation by the massive weight of the glacial ice from which it was deposited. At the locations of EB-5 through EB-12, and EB-7A, the till extended beyond the maximum depths explored of approximately 10.3 to 16.5 feet. 4.2 Geologic Mapping 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. The shallow native sediments observed in our explorations for this project are February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JP[Jld-KE0904264$-Projec:s1200904261KE1WP Page 4 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Intprovements Preliminary Geotechnical Engineering Report Renton, Washin;ton Pro'ect and Site Conditions not entirely consistent with this mapping, although lodgement till was encountered. It is not unusual to find localized areas that vary from published regional scale geologic mapping, and that is the case with this site. Ice contact sediments occur regularly in the project area above lodgement till. We recommend that design activities for this project be based on subsurface materials observed in our on-site explorations. 4.3 Hydrology Two of the exploration borings encountered ground water seepage, typically originating from granular horizons within the ice contact sediments. We expect ground water seepage across much of the site to be limited to interflow. Interflow occurs when surface water percolates down through the surficial weathered or higher-permeability sediments and becomes perched atop underlying, lower-permeability sediments. Based on site topography, we expect that this interflow will tend to flow from the relatively higher northeast and southwest portions of the site and collect below the central northwest-southeast trending valley bottom. It should be noted that the occurrence and level of ground water seepage at the site may vary in response to such factors as changes in season, precipitation, and site use. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPL/Id-KE090426A3-Project.s1200904261KEIWP Page 5 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations IL 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 seismic and erosion issues. 5.0 SEISMIC HAZARDS AND MITIGATIONS 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 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. 5.1 Surficial Ground Rupture The subject site is located approximately 5 miles to the south of the Seattle Fault Zone. Recent studies by the United States Geological Survey (USGS) (e.g., Johnson, et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, p.71-74; and Johnsonet al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, p. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave- cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture is considered to be low during the expected life of the structures, and no mitigation efforts beyond complying with the current (2006) International Building Code (IBC) are recommended. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUId-KE090426A3-Projeus1200904?61KEIWP Page 6 • Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin:ton Geolo:is Hazards and Miti:ations 5.2 Seismically Induced Landslides The lodgement till is a high shear strength, relatively low-permeability material and is not overly sensitive to landsliding given the topographic conditions at the site. In addition, no evidence of historical landslide activity was observed, such as landslide scarps, hummocky topography, tension cracks, or unusually distorted or leaning tree trunks. Given the subsurface and topographic conditions within and adjacent to the proposed development area and the apparent lack of historical landslide activity, it is our opinion that the risk of damage to the proposed project by landsliding under either static or seismic conditions is low. This opinion is dependent upon site grading and construction practices being completed in accordance with the geotechnical recommendations presented in this report. 5.3 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 - 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 little risk of liquefaction due to relatively high density and lack of shallow ground water. No detailed liquefaction analysis was completed as part of this study, and none is warranted, in our opinion. 5.4 Ground Motion It is our opinion that any earthquake damage to the proposed structure, when founded on a suitable bearing stratum 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 of the proposed building should follow the 2006 IBC. Information presented by the USGS Earthquake Hazards Program indicates a spectral acceleration for the project area for short periods (0.2 seconds) of Ss = 1.364 and for a 1-second period of Si = 0.465. Based on the results of subsurface exploration and on an estimation of soil properties at depth utilizing available geologic data, Site Class "C", in conformance with Table 1613.5.2 of the IBC, may be used. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUfd-KE090426A3-Projects1200904261KEIWP Page 7 • Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations 6.0 EROSION HAZARDS AND MITIGATIONS As of October 1, 2008, the Washington State Department of Ecology (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 of site runoff for all sites 1 or more acres in size that discharge storm water to surface waters of the state. We provide in the following sections recommendations to address these inspection and reporting requirements. The following sections also include recommendations related to general erosion control 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 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. AESI 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 ls` through March 315I), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control ' http://www.ecy.wa.gov/programs/wq/stormwater/construction/constructionfinalpermit.pdf February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUId-KE090426A3-Pmjecrs1?00904261KEIWP Page 8 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations 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 clams 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. 6.1 Erosion Hazard Mitigation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPL/id-KE090426A3-Projecu1200904261KEIWP Page 9 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Geolo:is Hazards and Miti:ations 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 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 or timber harvesting. The recommended sequence of construction within a given area after clearing/timber harvesting 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 left 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. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUId-KE090426A.3-Ptvjectst2009O4261KEIWP Page 10 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin,ton Geologic Hazards and Mitigations 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 1S1 and March 31s`, 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. 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. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. IPUld-KE090426A3-Projecis1200904261KEI WP Page 11 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin•ton Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 7.0 INTRODUCTION Portions of the subject site are underlain by a layer of surficial existing fill that is variable in density, composition, and thickness. Existing fill is not suitable for support of new foundations, and warrants remedial preparation where it occurs below paving and similar lightly loaded structures. Structural fill or native ice contact or lodgement till deposits are suitable for support of shallow foundations with proper preparation. Based on the soil conditions encountered in exploration boring EB-5, we anticipate that overexcavation will not be necessary for the foundations for the proposed weight room addition to the gym. This should be verified during construction. 8.0 SITE PREPARATION Existing buried utilities, vegetation, topsoil, and any other deleterious materials should be removed where they are located below planned construction areas. All disturbed soils resulting from demolition activities should be removed to expose underlying, undisturbed, native sediments and replaced with structural fill, as needed. All excavations below final grade made for demolition activities should be backfilled, as needed, with structural fill. Erosion and surface water control should be established around the clearing limits to satisfy local requirements. Once demolition has been completed, existing fill should be addressed. The observed fill depth in our borings was up to approximately 13 feet below existing grade. We recommend that existing fill be removed from below areas of planned foundations to expose underlying undisturbed native sediments, followed by restoration of the planned foundation grade with structural fill. Removal of existing fill should extend laterally beyond the building footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond the building footprint in that area. Care should be taken not to disturb support soils of existing foundations. Support soils should be considered those soils within a prism projected downward and outward from existing footings at inclinations of 1H:1V (Horizontal:Vertical). Where existing fill is removed and replaced with structural fill, conventional shallow foundations may be used for building support. The required depth of removal should be determined in the field based on actual conditions encountered during excavation. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUId-KE090426A3-Projects 200904261KEIWP Page 12 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Desi:n Recommendations 8.1 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth-drum rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. Our exploration borings encountered evidence of seasonal ground water seepage from granular intervals within the ice contact deposits. We also anticipate that perched ground water could be encountered in excavations completed during construction. We do not anticipate the need for extensive dewatering in advance of excavations. The contractor should be prepared to intercept any ground water seepage entering the excavations and route it to a suitable discharge location. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeters be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structures. 8.2 Subgrade Protection To the extent that it is possible, existing pavement should be used for construction staging areas. If building construction will proceed during the winter, we recommend the use of a working surface of sand and gravel, crushed rock, or quarry spalls to protect exposed soils, particularly in areas supporting concentrated equipment traffic. In winter construction staging areas and areas that will be subjected to repeated heavy loads, such as those that occur during construction of masonry walls, a minimum thickness of 12 inches of quarry spalls or 18 inches of pit run sand and gravel is recommended. If subgrade conditions are soft and silty, a geotextile separation fabric, such as Mirafi 500x or approved equivalent, should be used between the subgrade and the new fill. For building pads where floor slabs and foundation construction will be completed in the winter, a similar working surface should be used, composed of at least 6 inches of pit run sand and gravel or crushed rock. Construction of working surfaces from advancing fill pads could be used to avoid directly exposing the subgrade soils to vehicular traffic. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPL/!d-KE090426A3-Project. 2009t)4261KEIWP Page 13 • Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin:ton _ Prelimina Desi;n Recommendations Foundation subgrades may require protection from foot and equipment traffic and ponding of _ runoff during wet weather conditions. Typically, compacted crushed rock or a lean-mix concrete mat placed over a properly prepared subgrade provides adequate subgrade protection. Foundation concrete should be placed and excavations backfilled as soon as possible to protect _ the bearing surface. 8.3 Proof-Rolling and Subgrade Compaction Following the recommended demolition, site stripping, and planned excavation, the stripped subgrade within the building areas should be proof-rolled with heavy, rubber-tired construction equipment, such as a fully loaded, tandem-axle dump truck. Proof-rolling should be performed prior to structural fill placement or foundation excavation. The proof-roll should be monitored by the geotechnical engineer so that any soft or yielding subgrade soils can be identified. Any soft/loose, yielding soils should be removed to a stable subgrade. The subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Proof-rolling should only be attempted if soil moisture contents are at or near optimum moisture content. Proof-rolling of wet subgrades could result in further degradation. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering-controlled conditions in accordance with the project specifications. 8.4 Overexcavation/Stabilization Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and./or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in some portions of the site. If overexcavation is necessary, it should be confirmed through continuous observation and testing by AESI. Soils that have become unstable may require remedial measures in the form of one or more of the following: 1. Drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. 2. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. 3. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 4. Soil/cement admixture stabilization. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUId-KE090426A3-Projeus1200904261KE1WP Page 14 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Prelimina Desi:n Recommendations 8.5 Wet Weather Conditions If construction proceeds during an extended wet weather construction period and the moisture- sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if silty subgrade soils are disturbed in the presence of excess moisture. The severity of construction disturbance will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance-sensitive site soils. If overexcavation is necessary, it should be confirmed through continuous observation and testing by a representative of our firm. 8.6 Temporary and Permanent 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, we anticipate that temporary, unsupported cut slopes in the existing fill can be made at a maximum slope of 1.5H:1V or flatter. Temporary slopes in ice contact or lodgement till deposits may be planned at 1II:1V. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 2H:1 V or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion by sheet plastic until vegetation cover can be established during favorable weather. 8.7 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUlI-KE090426A3-ProJects1200904261KE1WP Page 15 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations 9.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and 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, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soilsand 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 the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current 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 roadway edges before sloping down at an angle of 2H: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 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 moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The native and existing fill soils present on-site contained variable amounts of silt and are considered moisture-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. 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 with at least 25 percent retained on the No. 4 sieve. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPL/ld-KE090426A3-Projects1200904261KEIWP Page 16 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the District in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Spread footings may be used for building support when founded directly on undisturbed ice contact or lodgement till deposits or on structural fill placed above suitable native deposits, as previously discussed. We recommend that an allowable bearing pressure of 3,000 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 or lodgement till 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. Based on the soil conditions encountered in exploration boring EB-5, we anticipate that overexcavation will not be necessary for the foundations for the proposed weight room addition to the gym. This should be verified during construction. 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:IV 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. 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. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPLI1d-KE090426A3-Prolects1200904261KEIWP Page 17 Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin:ton Prelimina Desi:n Recommendations Care should be exercised when constructing new foundations adjacent to existing building foundations. If possible, the new foundations should be founded at the same elevation as the existing. If new footings are founded above existing footings, they will impart new loads that may lead to settlement of the existing footings. If adjacent foundations are to be founded at different elevations, the structural engineer should review the effect of the new loads on foundations and stem walls. If new foundations will be placed below existing footing elevations, the existing elements may need to be underpinned. If any part of the excavations will intersect a 45-degree line extended down from the base of the existing building foundation, then that portion of the excavation should be completed and backfilled in short segments on the order of 5 to 10 feet in length. Care should be taken so as not to undermine the existing foundation elements. Consideration should be given to deferring the installation of a settlement-sensitive finish, as long as practical, especially at the transition from the new weight room to the existing building. To further reduce the potential for differential movement, a closure pour strip between the new and existing floors could be deferred until the new dead loads are in place. 10.1 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 buildings. 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. 4. 11.0 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 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. February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. IPL/Id-KE090426A3-Projects1200904261KE1WP Page 18 • Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations 12.0 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:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained 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 2006 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 5H and 1011 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. 12.1 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 February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. JPUId-KE090426A3-Projects1200904261KE1WP Page 19 imom • Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations 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 13.0 PAVEMENT RECOMMENDATIONS Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. If the stripped native soil or existing fill pavement subgrade can be compacted to 95 percent of ASTM:D 1557 and is firm and unyielding, no additional overexcavation is required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and backfilled with structural fill. The pavement sections included in this report section are for driveway and parking areas on- site, and are not applicable to right-of-way improvements. At this time, we are not aware of any planned right-of-way improvements; however, if any new paving of public streets is required, we should be allowed to offer situation-specific recommendations. The exposed ground should be recompacted to 95 percent of ASTM:D 1557. If required, structural fill may then be placed to achieve desired subbase grades. Upon completion of the recompaction and structural fill, a pavement section consisting of 21 inches of asphaltic concrete pavement (ACP) underlain by 4 inches of 11/4-inch crushed surfacing base course is the recommended minimum in areas of planned passenger car driving and parking. In heavy traffic areas, such as bus or fire lanes, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches of 5/8-inch crushed surfacing top course and 4 inches of 11/4-inch crushed surfacing base course is recommended. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. If an alternate paving system (e.g., Grasscrete) is to be considered for the fire loop road, AESI should be contacted to provide situation-specific recommendations. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 11/2- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. IPLlid-KE090426A3-Projeas1200904261KEIWP Page 20 • Subsurface Exploration, Geologic Hazards, and Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washin:ton Prelimina Desi:n Recommendations disturbance of the ATB surface should be expected. The general contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 13.1 Porous Asphalt or Permeable Pavement We understand that porous pavement is currently under consideration. Recommendations provided for use in planning and design of porous pavement focus on providing a uniform base for support of the porous pavement, developing as much storm water storage volume as possible, and allowing maximum infiltration within the soils beneath the pavement. It our expectation that the site soils will only provide limited infiltration and that some or all of the infiltrated storm water will require collection at the downgradient edge of the pavement section for disposal via conventional storm water methods. Several of our exploration borings encountered fill that ranged up to 13 feet in depth, while other borings encountered shallow dense to very dense glacial till. The density of the existing fill and glacial soils within 18 inches of the existing grass surface is considered to vary widely, from loose to very 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 across the exposed pavement subgrade. 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 railroad ballast 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, 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 District establish a cleaning schedule as part of the long-term site maintenance. February 18, 2010 ASSOCIATED EARTH SCIENCES,INC. IPL/Id-KE090426A3-Projects120090426110EIWP Page 21 • Subsurface Exploration, Geologic Hazards, and 1 Lindbergh High School Improvements Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since project plans were not finalized at the time this report was written. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, we can confirm that our earthwork and foundation recommendations have been properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system 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 this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. 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 �JQ� MEq �l�, o w. 'voi q2 v v~3 = Z W ,9 23580 2 2N Fe/STEP- �0 SS/GNAT. � ,,,Z Jeffrey P. ub, 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 February 18, 2010 ASSOCIATED EARTH SCIENCES, INC. Mild-IC6090426,13-Projau1200904261KE1WP Page 22 • .. . .it_,,...,t . .4.. ., ,..iti,, t. , A . \,,, ,„.. -• see•,.., — .., ik) - ',4./....:,, ,• too"1,1 • '.." •• .---• '',1•14 k*".°00. JO 46•'0,,,,FR, .7 , , r--It . ,,•;SUP-, .' 4-•• a• 1'•-•li I;t li•:•\ 4rAit 03: +*-..-,oer"An... ) • ._,...t; i.:,',,', , -:,0• . • i k . . •a • ,:,111 M it ti..4,*/) ,e4temik . ,,r. : , / .1/ IF (0.1.02,0 k ,, /-.• P •II.r,,.,,*\- ,!, ,,......0.:.:1.P..4 '.4.''-‘••4 el & *.,I / • 4 t Ni . 1,,,,k 4,(ritNi 4.-M1 `..•- // .i II il v.t.1 r• ‘-'.IP.',..,'.%1Ar*.142,7 "-,' ,f, * .4, t:;isf''''''' i . 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",. ,,, -* ,:„..-.44 'ipp-. . .1. . grit. :;w4. „ giek..Ntip,;t4N7Tffitetz,m...14,,,,..iy. 1..... .iii'',1. - killIAP4.k -1Ita'A.w • .2.: , 'It„,.. II • - ,, • ', ‘-,. k1/2- ".,•,,k .44.4..,k , ME • •••••11,7 1 ` PI117' l'''''.. ' 1:.,. , , 4 • . a- t , , .$11.111 IP 0 :Al . . ' ‘-'04 icitof • t TA T, . , ,,,•-?1, .i'll I i ' 4-11'7:,,'''. ... -,e- '1 Gi .;.,1- .,T.,:!&•, , I k ,‘•),• *;i1.‘‘'' . I +..." ..) t aa,t .1 ,i''' , • '0,7 alL ii, e411szi 31 AN , J .,' AL'ilk-, ii.3' 1.-/17•:.'t -: , '4 .,: '., , t ,e; tris011 181 tik\,'"gi''''•`,.A"V, •,- . ,! . , *. 1-,,, 31 , vA. . . ..! A 01'1"k• fi ,761Z:4 Ilia gig/2111i lag • s',..•.:,;.',.-!' ate 1 qfpliffirl:" '''. 11'.ah " 0 5 ' 1000 2000 If:;•I'''..i.` •••, .ss . .. • . 04.. .,411 ,, : , , - ,....y.,,,- . 4 ; _., ._ ., .. limeminnil FEET REFERENCE: USGS TOPOI Associated Earth Sciences,Inc. VICINITY MAP FIGURE 1 LINDBERGH HIGH SCHOOL DATE 1/10 lif •• Pr " t i RENTON, WASHINGTON PROJ.NO. KE090426A -.....—....... , � : _ APPROXIMATE LOCATION APPROXIMATE LOCATION OF EXPLORATION BORING OF EXPLORATION BORING I � - -- - - l- - -- DECEMBER 2009-TYP ` '��`.� ` ~�� JANUARY 2003 �� I ��°`"'. �° ;-�--`,``1 �. -----_.,_._..__.._._._�...J � � �-�-� —EB-1�.�°° : !EB-12 � I I � � � �'�-'` �---`� ; / � , I � ''------� \� ,�-� ` ,,�\B-� _=- 'J I f =� � . � �� ► EB-2 �� ' I/ � i � � I - � �, � o t �_: _ I ' � t . � �EB-11 � f I _ ;l � I ' � .� ; / � �; . ,� �. .:,, � �� i�a , - : ; ;: _�� i4 . . / �� a � � ��:� �eB-s ;- � I I - -. : ' ' ' i � 4 . ._ � . . � ' _ ' ' f � . .. I � _ ., � � EB'10 `I i I �EB-4 �1 '� �' i � �l .: -� � y.rD. � - , ` : � � I� �EB-5O , � �' . � r = . , / � , , _�� . /,j � _ i ,� �� i � i -•- �I ` i � � I � � �� ' I� I i' ' .� � i� � � � � . � ` � _ - \ � � I• � � �� , � � -�_- ._. . � O EB-9 I �; P I � ,'��'�f� �(� i � i I � C Y .r �� . �� ( � � ��C ti. � � I (\ � ; � ' � � � � . I� 1� \ 1'-. '.r,�.:. . EB'8 ; � � �' II �- � .. :d � � � ' , � � , �, � . � ' I i � ,,Q�/. . � ,' j , � � ' o � � ' � � '�� ' �� ' :�� EB-6 EB-7 i , .� � i, ,; o , -, _._J � 1 ; . _: ; � I ��. ; � . I , f , ,^ � , , � � , - _ � , . .- � � � � � --�-- _�--.�.� _ _ � ; r � �...� ; � I � _ � \ ., � � , , I � � ��. ,—� _ � ; � I � � � I � i � , � , � � , i . I � � _ ! o ' + i i �--- ------_-- . � , ' L - - - - _ _ _ -- ='� ; �� - - - - - - - - - - - - � ! ._,�. __ '��_ �1 � - - - - - - - - - - -- - - - - - - - - - �- -� -- -'- -- -----.—__.:__.w...,_.:�_z► � N u A n � m � N 0 75 150 � � REFERENCE: McGRANAHAN ARCHITECTS FEET �i t � Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2 � �.�� , � �� .�- � � LINDBERGH HIGH SCHOOL DATE 1/10 RENTON, WASHINGTON PROJ.NO, KE090426A APPENDIX • Associated Earth Sciences,Inc. Exploration Log gr- Project Number Exploration Number Sheet ' t R'= i98 KE090426A EB-1 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boreteo/Track Rig Date Start/Finish 12/3(1/(11,12/3Nn9 Hammer Weight/Drop 140#/30° Hole Diameter(in) 6° C aj N CA UD Blows/Foot 1� CL �E 01n 3 S E tn E o t T (73ro DESCRIPTION " 10 20 30 40 ° Fill • Moist,brownish gray,silty fine to medium SAND,with gravel and trace 7 S-1 organics, 7 A14 7 - 5 Brown and black,silty SAND,with organics over moist,rust-stained 2 S-2brownish gray,silty fine to medium SAND,with gravel. 2 Ag 7 Ice-Contact Deposits S 3 Moist,rust-stained brownish gray,SILT,with sand lenses. 4 5 Al2 7 — 10 Gray,clayey SILT for 6"over wet,brownish gray,fine to medium SAND, I S-4 with siltier zones. g A•16 g — 15 Wet,brownish gray,GRAVEL,with sand and silt. 14 S-5 — - — - — 27 *73 46 Bottom of exploration boring at 16 5 feet — 20 — 25 — 30 — 35 0 N r Q. A Sampler Type(ST): ED 2"OD Split Spoon Sampler(SPT) ❑ No Recovery M-Moisture Logged by: JPL 3"OD Split Spoon Sampler(D&M) 11 Ring Sample Q Water Level 0Approved by: ® Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log war -n Project Number Exploration Number Sheet KE090426A EB-2 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 17/30/Oi4,1?/3n/09 Hammer Weight/Drop 140#/30" Hole Diameter(in) A" c a� U— O ! ° N L a ap =076 J co Blows/Foot i- G S tE C �U 3 5 DESCRIPTION 10 20 30 40 Fill Moist,brown and gray,silty fine to medium SAND,with gravel and 8 I S-1 organics. 11 £23 12 — 5 Moist,same. 4 I S-2 5 A-18 11 13 — 10 I Moist,brown and black,silty fine to medium SAND,with gravel,organics, 22 I S-3 and trace woody debris. 40 £62 1 22 - - Ice-Contact Deposits - — 15 -- Wet,bluish gray,fine to medium SAND,with siitier zones,gravel,and trace 9 S-4 organics. 9 A19 10 — 20 Wet,brownish gray,silty fine to medium SAND,with gravel and siltier 10 S-5 zones. 12 A32 — 20 Bottom of exploration boring at 21 5 feet — 25 — 30 — 35 0 o- N N- C7 Sampler Type(ST): El 2"OD Split Spoon Sampler(SPT) 11 No Recovery M-Moisture Logged by: JPL m m 3"OD Split Spoon Sampler(D&M) 11 Ring Sample SZ Water Level 0 Approved by: 5 Grab Sample Shelby Tube Sample 1 Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log Project Number Exploration Number Sheet }A b k KE090426A EB-3 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton, WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 12/3p(Oq 19/3[i/fig Hammer Weight/Drop 140#/30" Hole Diameter(In) 6" a 75wo N 12 °' Blows/Foot J N S a .§L N 3E T o.) DESCRIPTION " g m 10 20 30 40 Fill Moist,brown,gray,and black,silty fine to medium SAND,with gravel, 4 S-1 organics,and woody debris. g A1' — 6 - 5 Moist,same. 12 S2 8 A1i 8 Ice-Contact Deposits - 10 I Moist,bluish gray,silty fine to medium SAND,with gravel. 8 S-3 12 A28 16 15 I Moist,bluish gray,silty fine to medium SAND,with gravel. 21 S-4 — — --— 43 X30/ 50/E" Bottom of exploration boring at 16 4 feet — 20 • — 25 I - — 30 — 35 NN h- r C7 N Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) [ No Recovery M-Moisture Logged by: JPL o LU 3"OD Split Spoon Sampler(D&M) I Ring Sample Q Water Level() Approved by: CD W Water Level at time of drilling(ATD) ® Grab Sample Shelby Tube Sample Associated Earth Sciences,Inc. Exploration Log Par Project Number Exploration Number Sheet [ " !S_: !IA KE090426A EB-4 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish I?/4nm9,I?/30/n9 Hammer Weight/Drop 140#/30° Hole Diameter(in) 6n o > = s a a a. 3 Blows/Foot Ftv aai S E ( to o m ° T ((i3 DESCRIPTION " to 20 30 40 ° Filllropsoll T Moist to wet,brown and gray,silty SAND,with gravel,organics,and woody . I S-1 debris. 3 5 1L 2 5 Moist,brown and black,silty SAND,with gravel,organics,and woody 3 I S-2 debris. 3 A5 • 2 Moist to wet,same. 1 S-3 2 Ai 5 — 10 I g A.7 S-4 Ice-Contact Deposits 61 Same for 6"over moist to wet,bluish gray,silty fine to medium SAND,with gravel. = S-5 Mast,brownish gray,silty fine to medium SAND,with gravel- 5o/E" - 15 Asoir Bottom of exploration boring at 15 5 feet 20 25 -- 30 — 35 0 a vj- Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) a No Recovery M-Moisture Logged by: JPL • m 3"OD Split Spoon Sampler(D&M) I] Ring Sample SZ Water Level() Approved by: • ® Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling(ATD) a ' Associated Earth Sciences,Inc. Exploration Log � q Project Number Exploration Number Sheet R.y:�: �: ? KE090426A EB-5 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish j2/3n/nc.17130m9 Hammer Weight/Drop 140#/30" Hole Diameter(in) 5" o > = c U °' Blows/Foot E19) E a S E >, E D T to 0° U m DESCRIPTION 10 20 30 40 - 4 1/2"concrete. Vashon Lodgement Till Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with 17 S-1 gravel. 25 £58 33 — 5 Moist,brownish gray,silty fine to medium SAND,with gravel 18 S-2 4o •79 39 — 10 I S-3 Moist,same. — -- — — — — — — 80/f." ASG„ Bottom of exploration boring at 10 9 feet — 15 — 20 25 — 30 — 35 0 a N Zp' C7 N Sampler Type(ST): m 2"OD Split Spoon Sampler(SPT) fl No Recovery M-Moisture Logged by: JPL En 3"OD Split Spoon Sampler(D&M) U Ring Sample V Water Level 0 Approved by: ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATO) Associated Earth Sciences,Inc. Exploration Log tamp Project Number Exploration Number Sheet ti=�� KE090426A EB-6 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 17/3OIflc,17/30/09 Hammer Weight/Drop 140#130" Hole Diameter(in) R" c N V 5C > y n a-a at v i a Blows/Foot a S E m T a? o iu ° T `� ° DESCRIPTION ° m 10 20 30 40 0 2 asphalt. Fill(7) _T p 4"moist,dark brown,silk SAND,with organics and woodydebris. _ I S-1A50 Lodgement Till 24 A50 Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with 26 gravel. I S-2 Moist,brownish gray,silty fine to medium SAND,with gravel. 538 0 A50/:° 1050/e= S-3 Moist,same. —___-- -------_--.— - we- Bottom of exploration boring at 10 5 feet – 15 i - – 20 – 25 – 30 – 35 0 N r a C9 Sampler Type(ST): 2"OD Split Spoon Sampler(SPI) El No Recovery M-Moisture Logged by: 0 m 3"OD Split Spoon Sampler(D&M) In Ring Sample . Water Level() Approved b w ® Grab Sample Z Shelby Tube Sample= Water Level at time of drilling(ATD) 1 Associated Earth Sciences,Inc. Exploration Log P49Project Number Exploration Number Sheet KE090426A EB-7 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 12/30/09,19/30/0A Hammer Weight/Drop 140#/30" Hole Diameter(in) P,° • > _ N U ° • ° 1P, Blows/Foot E nE E;3 o ar T jj3O cn ° m m DESCRIPTION 10 20 30 40 -\1 1/2"asphalt. Vashon Lodgement Till Moist,brownish gray,silty fine to medium SAND,with gravel. 36 S-1 23 A49 26 - 5 — S-2 Moist,same. 1830 41170 — 40 — 10 Moist,same. 1,0/5 * I S-3 —-- 1/2' S0/..r 1/c Bottom of exploration boring at 10 5 feet • — 15 — 20 — 25 • — 30 — 35 ° N- IV J- Ill Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) D No Recovery M-Moisture Logged by: JPL m 3"OD Split Spoon Sampler(D&M) F Ring Sample . Water Level 0 Approved by: 5 Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log Pea ilii Project Number Exploration Number Sheet i s :y t ._. KE090426A EB-8 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton.WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 19/311/0c1,12/30/119 Hammer Weight/Drop 140#/30" Hole Diameter(in) R" c a) ,n U O O > se _1 —m y Blows/Foot n S T in DESCRIPTION U 10 20 30 40 ° Vashon Lodgement Till Moist,reddish brown,silty fine to medium SAND,with gravel and trace 3 I S-1 organics. 3 A11 a - 5 T Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with 17 S-2 gravel. 15 £40 25 — 10Mast,same. 17 S-3 45 95 — — — — -- 50 Bottom of exploration boring at 11 5 feet — 15 — 20 — 25 — 30 — 35 0_ vi- Sampler Type(ST): El 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: ce m 3"OD Split Spoon Sampler(D&M) a Ring Sample Water Level() Approved b w E Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling(ATD) • Associated Earth Sciences,Inc. Exploration Log ( EAIk ; Project Number Exploration Number Sheet IA 4' e 6;-s: f KE090426A EB-9 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton.WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 17/Ming 12/30n9 Hammer Weight/Drop 140#/30" Hole Diameter(in) A" - N o > ' Po m L.0 E-j U) Blows/Foot to o S -g m � to T v, DESCRIPTION m 10 20 30 40 Fill I _ 6"brown,silty SAND,with ravel. __ _______ 4 S-1 Vashon Lodgement Till 4 £ Moist,reddish brown,silty fine to medium SAND,with gravel and trace 4 5 organics. Moist,rust-stained brownish gray to brownish gray,silty fine to medium 12 S 2 SAND,with gravel. 42 II)sof~� 11 soir — 10 I S-3 Moist,slightly rust-stained brownish gray,silty fine to medium SAND,withAmur 20 gravel -------------- ---- Bottom of exploration boring at 10 9 feet — 15 — 20 1- 25 — 30 — 35 0 0 N {N- J- A C7 g Sampler Type(ST): I m 2"OD Split Spoon Sampler(SPT) LI No Recovery M-Moisture Logged by: JPL o m 3"OD Split Spoon Sampler(D&M) U Ring Sample SL Water Level() Approved by: ap y ® Grab Sample Z Shelby Tube Sample X. Water Level at time of drilling(ATD) Associated Earth Sciences,Inc. Exploration Log F1 Project Number Exploration Number Sheet �. Ii.:_t t :. KE090426A EB-10 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton, WA Datum NIA Driller/Equipment Boretec/Track Rig Date Start/Finish 19/Ming,12/3n/09 Hammer Weight/Drop 140#/30" Hole Diameter(in) A" 5 O d r a Lam T -� Blows/Foot T rn (0rn ci 300 O DESCRIPTION 10 20 30 40 Fill Moist,slightly rust-stained brownish gray,silty fine to medium SAND,with 3 I S-1 gravel and trace organics. 1 A2 t 5 Vashon Lodgement Till I S 2 Moist,brownish gray,silty fine to medium SAND,with gravel. 31 45 Am- 60/E" 50/-"sore — 10 2 S-3 No recovery. —— — — — — 50/4" ♦sa.w Bottom of exploration boring at 10 3 feet — 15 — 20 — 25 — 30 — 35 0 0 h- m C m Sampler Type(ST): m 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: JPL o 3"OD Split Spoon Sampler(D&M) [ Ring Sample Water Level() Approved by: co ® Grab Sample ® Shelby Tube Sample Y Water Level at time of drilling(ATD) • Associated Earth Sciences,Inc. Exploration Log �11 ilq Project Number Exploration Number Sheet Iii k5:=: ! KE090426A EB 11 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 12/3O/0q,12/30/0q Hammer Weight/Drop 140#/30" Hole Diameter(in) A" a6 in m U ° o m &,) Blows/Foot F- t. S E 04, gU° ati O T `� DESCRIPTION 10 20 30 40 Fill Moist,brown,silty SAND,with gravel and organics. 4 S-1 4 ♦7 _ 3 – 5 — Moist,same. 4 S-2 4 ♦i — 3 - _ Vashon Lodgement Till S-3 Moist to wet,slightly rust-stained,silty fine to medium SAND,with gravel. 11 20 A63 _ 43 – 10 I S-4 Moist to wet,same. 15 A54 36 Bottom of exploration boring at 11 5 feet – 15 – 20 – 25 – 30 – 35 a vi- -a a co Sampler Type(ST): I0 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: JPL '7----- o III 3"OD Split Spoon Sampler(D&M) [ Ring Sample V Water Level 0 Approved by: Li, ® Grab Sample ® Shelby Tube Sample T. Water Level at time of drilling(ATD) a Associated Earth Sciences,Inc. Exploration Log pal Project Number Exploration Number Sheet 3:� &: tom__. KE090426A EB-12 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton.WA Datum N/A Driller/Equipment Boretec/Track Rig Date Start/Finish 17/3n/0. 17/31)ln9 Hammer Weight/Drop 140#/30" Hole Diameter(in) 6" C a> o > z - -I In Blows/Foot d o LD T S to a E» 3 (.1) o m DESCRIPTION o 10 20 30 40 Fill I 5-1 Moist,brown,fine to medium SAND,with gravel. - 5 10 19 Ice-Contact Deposits 9 S I Moist,brown,GRAVEL,with sand. s S2 53 111 a 34 Vashon Lodgement Till — 10Moist to wet,slightly rust-stained brownish gray,silty fine to medium 14 I S-3 SAND,with gravel. 14 ♦29 15 — 15 — Moist,same.S-4 30 £81 — — — — — -- - — 43 Bottom of exploration boring at 16 5 feet — 20 — 25 — 30 — 35 N• g Sampler Type(ST): 2"OD Split Spoon Sampler(SPT) L No Recovery M-Moisture Logged by: JPL w 3"OD Split Spoon Sampler(D&M) Ring Sample SL Water Level 0 Approved by: co w ® Grab Sample ® Shelby Tube Sample t Water Level at time of drilling(ATA) r Associated Earth Sciences, Inc. Exploration Log c= ""2_ i, _ I^ Project Number Exploration Number Sheet sL1i `1 'i KE02763A EB 7A 1 of 1 Project Name Lindbergh High School Ground Surface Elevation(ft) Location Renton,WA Datum N/A Driller/Equipment Davies/Track Rig Date Start/Finish �1/Q?/t)3 11211)3 Hammer Weight/Drop 140#/30" Hole Diameter(in) d 0 h '✓ d L g m m J Blows/Foot tm 43 rS T in C7° Coco com L DESCRIPTION " 10 20 30 40 0 Fill 4 S-1 Moist,dark brown with red staining,sandy SILT to silty SAND with 3 A5 1L organics,wood,gravel,and charwood. (ML) 2 Moist,gray,silty,fine SAND,little gravel. (SM) a A20 IS2 12 5 '—' Till 12 S-3 Moist,gray,mottled,silty,fine SAND with gravel. (SM) 18 • AF7 — 19 10 I S-4 42 A50/2 Bottom of exploration boring at 11 feet No ground water 15 20 25 30 35 S 0 0 N 1 jc Sampler Type(ST): N 1 2"OD Split Spoon Sampler(SPT) u No Recovery M-Moisture Logged by: SGB RingQ Approved by: I 3"OD Split Spoon Sampler(D&M) ❑ Sample Z Water Level w E Grab Sample Shelby Tube Sample= Water Level at time of drilling(ATD) L.A.d b k `Aismcearn tisr - MCGRANAHANarchitects 253 3833084 T 253 F 2111 Pacific.Suite 100 Tacoma.Washington 98402 383 3097 PROJECT TEAM LIST Lindbergh High School Site Improvements: Phase 2 Page 1 of 2 February 1,2012 Owner: Renton School District No.403 Landscape Architect: Jeffrey Glander&Associates 7812 South 124th Street,Seattle,WA 98178 1821 4th Avenue East,Olympia,WA 98506 Rick Stracke,rick.stracke@rentonschools.us Jeffrey Glander,jeff@glanderassociates.com T 425.204.4403 F 425.204.4476 Jill McFarland Inglis,jill@glanderassociates.com flys 1-7 T 360.357.6972 F 360.786.8073 Project Location: Lindbergh High School 16426 128th Ave SE,Renton,WA 98058 Mechanical Engineer. Bogard Engineers Principal: Tres Genger,tres.genger@rentonschools.us 22121 17th Avenue SE,Suite 111,Bothell,WA 98021 Assistant Principal: Anna Horton Lee Bogard,lbogard@bogeng.net I/ s 17,40' Assistant Principal: James Charles T 425.415.6100 F 425.415.6117 T 425.204.3200 F 425.204.3220 Electrical Engineer: Coffman Engineers Owner Representative: Greene-Gas away Architects 1601 5th Avenue,Suite 900,Seattle,WA 98101-1620 31620 23rd Avenue South,Suite 207,Federal Way,WA 98003 Paul Jones,jonesp@coffman.com 1/Z sl7i ' Calvin Gasaway,calvin@ggarchitects.comc......... T 206.623.0717 F 206.624.3775 Nina Manuel,Nina@greenegasaway.com T 253.941.4937�E 253.941.5122C,3 (3)(14,g- 'std Kitchen Consultant: George E. Bundy&Associates,Inc. G Z ) s P C S 718 Griffin Avenue#192,Enumclaw,WA 98022 Architect: McGranahan Architects Leonard Bundy,lenb@bundyassociates.com 1'Z 5 12.6 2111 Pacific Avenue,Suite 100,Tacoma,WA 98402 T 206.523.9690 F 206.523.9692 Tom Marshall, tom.marshall@mcgranahan.com Joan Rumsey,joan.rumsey@mcgranahan.com T 253.383.3084 F 253.383.3097 CZ 3 1 h. S /Z6- ) Cl S P6C. Civil&Structural Engineer: Coughlin Porter Lundeen 413 Pine Street,Suite 300,Seattle,WA 98101 Keith Kruger,keithk@cplinc.com ohn Farl ' J Z ohnf@cplinc.com 1 Chris Duvall,hrisd@cplinc.com (" s' C1-EN (bell-vet- iv PI 46 T 206.343.0460 F 206.343.5691 BtsN 3P44)t.0 (?) Zz "GI CIVIL. 1112-4%nJiPd„S C3 Z Y 1<3 6 V(ALG-s`€el f CZ ) SPEcyptr -t 5 Jai tA. pexmit (I uLLS) www.mcgranahan.com Project Number: 0915.0810-1 LINDBERGH HIGH SCHOOL IMPROVEMENTS EXHIBIT B RENTON SCHOOL DISTRICT NO.403 McGRANAHAN ARCHITECTS EXHIBIT B WETLAND DELINEATION AND FISH AND WILDLIFE HABITAT REPORT mcg-ARC 0915.012 March 28,2012 RHBL.111; TACOMA • SEATTLE • SPOKANE • b' Wetland Delineation and Fish and Wildlife Habitat Report PREPARED FOR: Renton School District #403 7812 South 124th Street Seattle, WA 98178-4830 PROJECT.. Lindbergh High School Renton, Washington 210299.70 PREPARED BY: Theresa R. Dusek Natural Resources Ecologist Project Manager DATE: September 2010 Revised February 2011 Civil Engineers • Structural Engineers • Landscape Architects • Community Planners • Natural Resource Ecologists • Land Surveyors • Neighbors • Wetland Delineation and Fish and Wildlife Habitat Report PREPARED FOR: Renton School District #403 7812 South 124th Street Seattle, WA 98178-4830 PROJECT: Lindbergh High School Renton, Washington 210299.70 PREPARED BY: Theresa R. Dusek Natural Resources Ecologist Project Manager DATE.' September 2010 Revised February 2011 Executive Summary This wetland delineation was based on the Onsite Determination Method described in the Washington State Wetland Identification and Delineation Manual(1997), and the U.S. Army Corps of Engineers Wetland Delineation Manual (1987). Based on the information derived through site reconnaissance and readily available documents, four wetland areas were identified on southern portion the site, and one constructed ditch was identified in the northwest portion of the site. The four onsite wetlands were historically part of a ravine swale that was modified when the original school was constructed. Although modified, the wetlands meet the biological criteria for wetlands. According to the Renton Municipal Code, Section 4-3-050.M, the wetlands are Category 3 systems requiring 25-foot buffers. The hydrogeomorphic classifications of the onsite wetlands are Slope for Wetlands A, C, and D, and Depressional for Wetland B. The Cowardin classification of the four onsite wetlands is Palustrine scrub-shrub/emergent, seasonally flooded. Molasses Creek, a Type A stream, is located offsite greater than 300 feet to the southeast. Type A streams require a code-required buffer of 100 feet. A ditch is located along the north boundary of the site near the northwest corner. The ditch near the northwest corner of the site was clearly constructed in the 1970s per the contours shown on the Renton High School No. 3 Site Plan, prepared by Fred Bassetti and Company/Architects. The ditch should not be considered a jurisdictional wetland or stream because it was constructed when the original school was constructed to convey runoff to a culvert along 128th Avenue SE. The site is located in the Cedar-Sammamish Basin of Water Resource Inventory Area (WRIA) 8. Wetland Delineation and Fish and Wildlife Habitat Report DCJO. Lindbergh High School 210299.70 Table of Contents Section Page 1.0 Introduction 1 1.1 Scope of Services 1 1.2 Site Location and Description 1 2.0 Document Review 1 2.1 U.S. Fish and Wildlife Service National Wetland Inventory Map 2 2.2 Soil Survey of King County Area, Washington 2 2.3 SalmonScape Stream Map 2 2.4 King County iMap 2 2.5 DNR and Ash and Wildlife Database Reviews 2 3.0 Site Reconnaissance 3 3.1 Topography 3 3.2 Fauna 3 3.3 Vegetation 3 3.4 Soils 3 3.5 Hydrology 4 4.0 Wetland 4 4.1 Wetland A 4 4.2 Wetland B 5 4.3 Wetland C 5 4.4 Wetland D 6 5.0 Wetland and Fish and Wildlife Habitat Regulations 7 6.0 Conclusion 7 7.0 Closure 7 8.0 References 9 Wetland Delineation and Fish and Wildlife Habitat Report Q©OQ Undbergh High School 210299.70 Appendices Appendix A Exhibits WE-1 Vicinity Map WE-2 King County Soils Map WE-3 SalmonScape Map WE-4 King County iMap Appendix B Site Plan Renton High School No. 3 Appendix C Wetland and Site Survey Appendix D Definition of Plant Indicator Status and Wetland Determination Data Forms Wetland Delineation and Fish and Wildlife Habitat Report DOWN Lindbergh High School 210299.70 • 1.0 INTRODUCTION AHBL, Inc. has completed wetland delineation on the Lindbergh High School parcel located at 16426 128th Avenue SE, Renton, Washington (Appendix A, Exhibit WE-1). This report has been prepared to define the wetland boundaries and buffers located on the site. 1.1 Scope of Services The scope of work for this study was limited to the following tasks: • A review of documents readily available, induding local wetland inventory maps, U.S. Fish and Wildlife Service National Wetland Inventory Maps, aerial photographs, previous wetland review completed by others, and Washington State Department of Natural Resources (DNR) and Washington Department of Fish and Wildlife (WDFW) databases. • A visual assessment to observe existing site conditions and to identify wetlands located on or within 300 feet of the site, and wildlife habitat and species located on and near the subject parcels. Methods defined in the Washington State Wetland Identification and Delineation Manual(1997) were used to determine the presence and extent of wetlands on the site. • Review federal, state, and local regulations pertaining to wetlands and streams identified on and near the site. The review is used to classify the identified wetlands, stream, and wildlife habitat. • An assessment of onsite wetland functions and values. • A report documenting the process, findings, and conclusions for this project. 1.2 Site Location and Description The proposed project site is comprised of three parcels (282305-9004, -9042, and -9093)totaling approximately 37.25 acres, located at 16426 128th Avenue SE, Renton, Washington (Section 28, Township 23 North, Range 05 East, W.M.) (Appendix A, Exhibit WE-1). Onsite are existing school buildings, parking areas and drive lanes, playflelds, and track. Four wetlands are located in the south central portion of the site. A ditch is located along the north boundary of the site near the northwest corner. The ditch near the northwest corner of the site was clearly constructed in the 1970s per the contours shown on the Renton High School No. 3 Site Plan, prepared by Fred Basset and Company/Architects (Appendix B). The ditch should not be considered a jurisdictional wetland or stream because it was constructed when the original school was constructed to convey runoff to a culvert along 128th Avenue SE. North and east of the site are residential neighborhoods, south of the site is Renton Park, and west of the site is 128th Avenue SE (Appendix A, Exhibit WE-1). 2.0 DOCUMENT REVIEW A review of readily available documents was conducted to characterize the site. Wetland Delineation and Fish and Wildlife Habitat Report OWO© Lindbergh High School 1 �. 210299.70 2.1 U.S. Fish and Wildlife Service National Wetland Inventory Map The U.S. Fish and Wildlife Service National Wetland Inventory (NWI) Map of the Renton area does not identify wetlands on or adjacent to the site. 2.2 Soil Survey of King County Area, Washington The Soil Survey of King County Area, Washington, as depicted by the Web Soil Survey, was reviewed to determine the general nature of soils on the subject site. The site was determined to contain Alderwood and Everett soils (Appendix A, Exhibit WE-2). The Alderwood series is made up of moderately well drained soils that formed under conifers in glacial deposits. Permeability of this soil is moderately rapid in the surface layer and subsoil, and very slow in the substratum. The Alderwood soil series is not listed as hydric (wetland) soil by the Natural Resources Conservation Service (NRCS) (1995); however, Alderwood soils may contain hydric soil inclusions. Everett gravelly sandy loam series is made up of somewhat excessively drained soils that formed in gravelly glacial outwash under conifers. Permeability of this soil is rapid. The Everett soil series is not listed as hydric (wetland)soil by the NRCS (1995); however, Everett soils may contain hydric soil inclusions. 2.3 SalmonScape Stream Map The Washington State Department of Fish and Wildlife (WDFW) SalmonScape Version 4 Map indicates that Molasses Creek is located offsite to the southeast. Molasses Creek is listed as a low gradient, between 1 and 2 percent, unconfined channel, fish bearing stream. There is one documented partial fish blockage barrier near the Cedar River. SalmonScape does not list salmon species within Molasses Creek near the site. Coho are listed in the stream channel downstream approximately 1 mile (Appendix A, Exhibit WE-3). Coho are a federal Species of Concern and a state Candidate species. 2.4 King County iMap The King County iMap website shows a Category 1 wetland approximately 250 feet southeast of the site, and Molasses Creek over 300 feet southeast of the site (Appendix A, Exhibit WE-4). 2.5 DNR and Fish and Wildlife Database Reviews According to the Washington State DNR, Natural Heritage Information System website, updated July 21, 2009, no rare plants or high quality ecosystems are located in the specific township range and sections of the proposed project(Section 28,Township 23 North, Range 05 East, W.M.). The Priority Habitat and Species Database, dated June 10, 2010, indicates that (a) wetlands are located on or near the southern portion of the site, (b) that Molasses Creek is located offsite to the south, and (c)a bald eagle nest is located greater than three-quarters of a mile northeast of the site on the Cedar River. Molasses Creek is listed as containing Coho salmon, resident Cutthroat trout, and Sockeye salmon. Wetland Delineation and Fish and Wildlife Habitat Report 0 11110111 Lindbergh High School 2 210299.70 • 3.0 SITE RECONNAISSANCE On June 10 and 14, 2010, Theresa Dusek visited the property to evaluate the site and surrounding area, and to flag onsite wetlands. The flags were surveyed by ESM. Four onsite wetlands were identified in the south central portion of the site (Appendix C). Wetland boundary flags were pink ribbon or pin flags with"Wetland Delineation"stamped on the flags. The flags were marked with sequential numbers and wetland identifiers (W-1A indicates wetland boundary flag 1 of Wetland A). The sampling point locations were marked with black and orange ribbon flag tied onto vegetation and marked with a numeric identifier (DP-1 indicates Data Point 1). The approximate location, size, and rating of the wetland were also determined. The site visit included visual observation of the project site and, where possible, the surrounding area within 300 feet of the site for wetlands and fish and wildlife habitat areas. The site wetlands were characterized by data gathered at four data points (Appendix C). 3.1 Topography The topography of the project site and surrounding areas has been historically manipulated by historic construction of the school facilities, local roads, parks, and residences. Overall, the site slopes down from the east and west to the center of the property, with an elevation change of approximately 25 feet. The eastern edge of the site slopes down to the east. 3.2 Fauna A red legged frog (Rana aurora), eastern grey squirrels (Sciurus carolinensis), Canadian geese (Branta canadensis), mallards, marsh wrens (Cistothorus palustris), chickadees (Poecile atricapilla), nuthatch (Sitta canadensis), robin (Turdus migratorius), red shafted flicker(Colaptes auratus), and sparrows were observed during the site visit. 3.3 Vegetation Representative sampling points were established to document plant species and dominance of vegetation on the subject property (Appendix D). The dominant vegetative species composition on the site varied from scrub-shrub and emergent wetland, to Douglas fir and big leaf maple forest, to mowed lawn and landscape beds. Overall dominant vegetation on the site included salmonberry (Rubus spectabilus), sedges (Carex spp.), buttercup (Ranunculus repens), red alder (Rubus spectabilus), Douglas fir (Pseudotsuga menziesii), western red cedar (Thuja plicata), salal (Gaulthera shallon), snowberry (Symphoricarpos albus), sword fern (polystichum munitum), dewberry(Rubus ursinus), blackberry (Rubus discolor), elderberry (Sambucus racemosa), and Indian plum (Oemleria cerasiformis). Plant species listed federally or by the state as threatened or endangered have not been observed on the site. Data forms detailing observations for vegetation are included in Appendix D. 3.4 Soils During the site evaluation, soil conditions (including color, texture, and relative moisture content) were observed and recorded at sampling points on the project site. The indicators used to identify hydric soils can be found in the Field Indicators of Hydric Soils of the United States. Soil types observed on the site ranged from silt loam to gravelly sandy loam to glacial till. Data forms detailing observations for soils are included in Appendix D. Wetland Delineation and Fish and Wildlife Habitat Report 0111081Lindbergh High School 3 210299.70 3.5 Hydrology Hydrologic conditions, including saturated soils and indicators of wetland hydrology, as defined by the 1987 and 1997 manuals and supplement, were observed in the wetlands (Appendix D). Generally, the wetlands contained saturated soils at the surface with some areas of ponded water up to 3 inches deep. Hydrology in the wetlands is controlled by groundwater seepage and surface water runoff. Wetland A enters catch basins located on the north and east ends. Wetland B overflows into Wetland C during large rainfall events. Wetland C and D typically contain water from groundwater seepage, which leaves the wetlands via stormwater catch basins. Historically, Wetlands A, B, and C were part of a shallow ravine system that has been highly altered. 4.0 WETLAND Based on the use of the triple-parameter approach, defined within the 1997 manual, and current site conditions, four wetlands were identified in a highly modified historic swale/ravine. Wetland D extends offsite to the southwest. Wetland boundaries are the same using the supplement and the 1997 manual. Vegetation species were identified and classified with a Wetland Indicator Status (WIS) assigned by the U.S. Fish and Wildlife Service (1988 and 1993); soil conditions were identified using the National Technical Committee for Hydric Soils Field Indicators of Hydric Soils in the United States-, and observations of hydrologic conditions, including inundation and soils saturation, were made by hand, excavated with a shovel 18 to 20 inches deep at five representative data points on the site. Additional hand-excavated test pits were completed to determine if there were differences in soil or hydrologic conditions from the marked sample plots. The wetlands were identified as such because all three wetland parameters were present under current site conditions using methods for significantly disturbed sites. The wetlands have been classified using the Classification of Wetlands and Deepwater Habitats of the United States(Cowardin et al, 1979). Detailed scientific knowledge of wetland functions is limited, so that evaluation of the functions of individual wetlands is qualitative and dependent upon professional judgment. The wetland was evaluated for the following wetland functions and values: (1)flood and stormwater control, (2) base flow and groundwater support, (3) water quality improvement, (4) natural biological support, (5) overall habitat function, and (6) specific habitat functions. 4.1 Wetland A The wetland is located south of the pool building and has a brick wall and catch basins within the wetland. The wetland extends offsite to the south. In accordance with the Renton High School No. 3 Site Plan, prepared by Fred Bassetti and Company/Architects, a parking lot was originally proposed to be constructed in this location. A note on the site plan indicates that the parking lot layout was revised (Appendix B). The surveyed onsite portion of the wetland is 5,440 square feet in size. The total size of the wetland on and off of the site is estimated to be approximately 9,000 square feet in size. The onsite wetland is a Category 3 system with a hydrogeomorphic classification of Slope. According to the Cowardin classification, the wetland is a Palustrine emergent, seasonally flooded system. Hydrologic conditions in the wetland are provided by groundwater seepage and local surface water runoff. Water ponds on top of glacial till and flows to the north and northeast where it enters catch basins. Soils in Wetland A consist of silt loam underlain by a 1-inch layer of crushed Wetland Delineation and Fish and Wildlife Habitat Report app. / Lindbergh High School 4 210299.70 gravel underlain by glacial till. Soils have a distinct sulfidic odor. Dominant vegetation in the wetland includes rushes, sedges, bentgrass and buttercups. Several landscape trees are rooted on the edge or just outside the wetland and provide over story cover. The wetland generally has low biologic functions due to its size, seasonal shallow water, and single plant community. Habitat within the wetland system provides for a narrow range of species that use the adjacent buffer. Snags and downed logs are not present. Habitat diversity is provided by interspersion of"habitat"types between the wetland and adjacent forest and shrub areas located offsite. The wetland has been cleared and filled in the past and has catch basins and the brick wall in the wetland. The wetland buffer contains non-native invasive plant species, including Himalayan blackberry, English ivy, and holly. In general, the wetland has low to moderate hydrologic functions. The wetland is a historically disturbed slope that provides water quality treatment, removal of sediments, and minimal flood water retention. The wetland contains cool water from groundwater discharge and transmits it to the school storm system. 4.2 Wetland B Wetland B is located across a gravel path and down slope from Wetland A. It is located in a historic ravine that is now functioning as a swale. The estimated size of Wetland B is 1,165 square feet. Wetland B is a Category 3 system with a hydrogeomorphic classification of Depressional and Slope. According to the Cowardin classification, the wetland is a Palustrine scrub-shrub, emergent, semi-permanently flooded system. Hydrologic conditions in the wetland are provided by groundwater seepage and local runoff. The wetland contained gravelly sandy loam soils, with 2 to 6 inches of wood chips over the surface in some areas. Dominant vegetation in the wetland includes cottonwood saplings sprouting from stumps, branches, and roots; red osier dogwood; salmonberry; and soft rush. During the site visit, the entire wetland system was saturated or inundated. During the June 10 site visit, water ponded in the wetland was overflowing into Wetland C located to the east. The wetland generally has low biologic functions due to its small size, seasonal hydrology, and altered plant communities. Habitat within the wetland system provides for a moderate range of species that use the adjacent forest, existing wetland habitat, downed logs, shrub, and emergent habitats throughout different stages of their life cycle. The wetland provides suitable refuge for a suite of different fauna, including invertebrates, terrestrial birds, and terrestrial mammals. Habitat diversity is provided by a broad range of structures, vegetation, and interspersion of "habitat"types within the wetland and adjacent habitats. The wetland buffer is highly altered, but contains an intact native plant community to the west. In general, the wetland has low to moderate hydrologic functions. The wetland is a depression on a slope that provides water quality treatment, removal of sediments, and flood water retention. The wetland contains cool water from groundwater discharge and transmits it to Wetland C via infiltration and overland flow, and ultimately enters the school storm system. 4.3 Wetland C Wetland C is located directly east of Wetland B on a cut/fill slope face and at the toe of the slope. It is located in a historic ravine that was modified when the original school was constructed. The estimated size of Wetland C is 1,399 square feet. Wetland C is a Category 3 system with a Wetland Delineation and Fish and Wildlife Habitat Report Mei 1311 Lindbergh High School 5 210299.70 hydrogeomorphic classification of Slope. According to the Cowardin classification, the wetland is a Palustrine scrub-shrub, emergent, semi-permanently flooded system. Hydrologic conditions in the wetland are provided by groundwater seepage and local runoff. The wetland contains silt loam underlain by gravelly sandy loam soils. Dominant vegetation in the wetland includes salmonberry, red osier dogwood, bentgrass, giant horsetail, and soft rush. During the site visit, the entire wetland system was saturated or inundated. The wetland generally has low biologic functions due to its small size, saturated soil condition, and altered plant communities. Habitat within the wetland system provides for a moderate range of species that use the adjacent slope and existing wetland habitat throughout different stages of their life cyde. The wetland provides limited breeding, food, and refuge for fauna. The wetland buffer is highly altered. In general, the wetland has low to moderate hydrologic functions. The wetland is a groundwater seep on a slope that provides limited water quality treatment. The wetland contains cool water from groundwater discharge and transmits it to the school storm system. 4.4 Wetland D Wetland D is located along a slope and in a shallow channel located south of Wetland C. Wetland D extends offsite to the southwest. The surveyed onsite portion of the wetland is 1,768 square feet in size. The total size of the wetland on and off of the site is estimated to be greater than 1 acre in size. Wetland D is a Category 3 system with a hydrogeomorphic classification of Slope and Depressional. According to the Cowardin classification, the wetland is a Plustrine scrub shrub emergent, seasonally flooded system. Hydrologic conditions in the wetland are provided by groundwater seepage and local runoff. A swale area at the toe of slope collects water and transmits it to the southwest. Soils in the onsite wetland consist of silt loam. Dominant vegetation in the wetland includes red osier dogwood, cottonwood, salmonberry, American brooklime, and buttercup. During the site visit, the entire wetland system was saturated near the surface. The wetland generally has moderate biologic functions due to its size and connection to other plant communities in Renton Park that connect to the Molasses Creek corridor. Habitat within the wetland system provides for a broad range of species that use the adjacent forest, existing wetland habitat, snags and downed logs, shrub, and emergent habitats throughout different stages of their life cycle. The wetland provides suitable feeding, breeding, and refuge for a suite of different fauna, including invertebrates, amphibians, aquatic and terrestrial birds, and aquatic and terrestrial mammals. Habitat diversity is provided by a broad range of structures, vegetation, and interspersion of"habitat"types within the wetland and adjacent habitats. Half of the wetland buffer is well developed and contains forested habitat on the slopes. The wetland buffer contains non-native invasive plant species, including Himalayan blackberry, English ivy, and holly. In general, the wetland has low to moderate hydrologic functions. The wetland is on a slope and in a swale, and provides water quality treatment, removal of sediments, and flood water retention. The seasonal saturated soil conditions and the proximity of the wetland allows for groundwater discharge and recharge to occur in the local area. Wetland Delineation and Fish and Wildlife Habitat Report ©©Q© Lindbergh High School 6 210299.70 • 5.0 WETLAND AND FISH AND WILDLIFE HABITAT REGULATIONS Based on the information derived through site reconnaissance and readily available documents, four wetlands are located on the southern portion the, site and one constructed ditch was identified in the northwest portion of the site. The four onsite wetlands were historically part of a ravine swale that was modified when the original school was constructed. Although modified, the wetlands meet the biological criteria for wetlands. According to the Renton Municipal, Code Section 4-3-050.M, the wetlands are Category 3 systems requiring 25-foot buffers. The wetlands are Category 3 because they do not meet the criteria for Category 1 and 2 wetlands, and they are disturbed wetlands that are characterized by human-related hydrologic alterations such as ditching, channelization, and outlet modification; have soils alterations such as the presence of fill, soil removal, and compaction of soils; and have altered vegetation. The City of Renton Municipal code has many exemptions related to small Category 3 wetlands. The hydrogeomorphic classifications of the onsite wetlands are Slope for Wetlands A, C, and D, and Depressional for Wetland B. The Cowardin classification of the four onsite wetlands is Palustrine scrub-shrub/emergent, seasonally flooded. Molasses Creek, a Type A stream, is located offsite greater than 300 feet to the southeast. Type A streams require a code-required buffer of 100 feet. The buffer from Molasses Creek does not extend onto the site. A ditch is located along the north boundary of the site near the northwest corner. The ditch was clearly constructed in the 1970s per the contours shown on the Renton High School No. 3 Site Plan, prepared by Fred Bassett' and Company/Architects (Appendix B). The ditch should not be considered a jurisdictional wetland or stream because it was constructed when the original school was constructed to convey runoff to a culvert along 128th Avenue SE. Critical habitat, as defined by Renton Municipal Code 4-3-050.K, are not located on or adjacent to the site, including habitat associated with the documented presence of species proposed or listed by the federal government or State of Washington as endangered, threatened, candidate, sensitive, monitored, or priority. Federal and state agencies with jurisdiction over impacts to wetland located on and near the site include the U.S. Army Corps of Engineers and the Washington State Department of Ecology. 6.0 CONCLUSION Based on the 1997 manual, vegetation, soils, and hydrologic conditions necessary for areas to be considered a wetland were found on the site. Four wetland areas and code required 25-foot buffers were identified on the southern portion the site. In addition, one constructed ditch was identified in the northwest portion of the site. 7.0 CLOSURE The findings and conclusions documented in this report have been prepared for specific application to this site. They have been developed in a manner consistent with that level of care and skill normally exercised by members of the environmental science profession currently practicing under similar conditions in the area. Our work was also performed in accordance with the terms and conditions set forth in our proposal. The condusions and recommendations presented in this report are professional opinions based on an interpretation of information Wetland Delineation and Fish and Wildlife Habitat Report 1:1111001Lindbergh High School 7 210299.70 currently available to us, and are made within the operation scope, budget, and schedule of this project. No warranty, expressed or implied, is made. Wetland boundaries identified by AHBL, Inc. are considered preliminary until the flagged wetland boundaries are validated by a jurisdictional agency. Validation of the wetland boundaries by the regulating agencies provides a certification, usually written, that the wetland boundaries verified are the boundaries that will be regulated by each agency until a specific date or until the regulations are modified. Only the regulating agencies can provide this certification. Because wetlands are dynamic communities affected by both natural and human activities, changes in wetland boundaries may be expected; therefore, wetland delineations cannot remain valid for an indefinite period of time. The U.S. Army Corps of Engineers typically recognizes the validity of wetland delineations for a period of 5 years after completion of a wetland delineation report. Development activities on a site 5 years after the completion of this wetland delineation report may require revision of the wetland delineation. In addition, changes in government codes, regulations, or laws may occur. Because of such changes, our observations and conclusions applicable to this site may need to be revised wholly or in part. AHBL, Inc. Theresa R. Dusek Natural Resources Ecologist Project Manager ,` TRD/Isk September 2010 Revised February 2011 Q:\2010\210299\WORDPROC\Reports\20110202_Rpt_(Wetla nd_Del)_210299.70.door Wetland Delineation and Fish and Wildlife Habitat Report 131110111Lindbergh High School 8 210299.70 • 8.0 REFERENCES Cooke, S. S. 1996. Wetland and Buffer Functions Semi-Quantitative Assessment Methodology, Draft User's Manual. Cooke Scientific Services. Seattle, Washington. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service Publication FSW/OSB-79/31. Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual. Technical Report Y-87-1, U.S. Army Waterways Experiment Station. Vicksburg, Mississippi. Hitchcock, C. and Cronquist, Arthur. 1973. Flora of the Pacific Northwest. University of Washington Press. Seattle, Washington. Hruby,T. 2004. Washington State Wetland Rating System for Western Washington-Revised. Washington State Department of Ecology Publication # 04-06-025. King County. 2010. iMap. http://www5.kingcounty.gov/iMAP/viewer.htm?mapset=kcproperty Munsell Soil Color Chart. 2000. Munsell Soil Color Charts. Gretag Macbeth, New Windsor, New York. Null, W.S., G. Skinner, and W. Leonard. 2000. Wetland functions characterization tool for linear projects. Washington State Department of Transportation, Environmental Affairs Office. Olympia. Renton. 2010. Renton Municipal Code. Reppert, R.T., W. Sigles, E. Stakhiv, L. Messman, and C. Meyers. 1979. Wetlands Values: Concepts and Methods for Wetlands Evaluation. Inst. for Water Resources, U.S. Army Corps of Engineers, Fort Belvoir, VA. Res. rpt. 79-R1. United States Department of Agriculture, Natural Resource Conservation Service (NRCS). 2010 Field Indicators of Hydric Soils in the United States, Version 7.0, L.M. Vasilias, G.W. Hurt, and C.V. Noble (eds.). USDA, NRCS, in cooperation with the National Technical Committee for Hydric Soils. United States Department of Agriculture, NRCS. 2006. Keys to Soil Taxonomy. Tenth Edition. Soil Survey Staff. United States Department of Agriculture, NRCS. 2009. Websoilsurvey.nrcs.usda.gov/app/websoilsurvey.aspx. United States Department of Agriculture, Natural Resources Conservation Service (NRCS). 1995. Hydric Soils of Washington. 19 pp. Wetland Delineation and Fish and Wildlife Habitat Report Cle][311 Lindbergh High School 210299.70 9 • • United States Department of Interior, U.S. Fish and Wildlife Service (USFWS). 1997. National List of Vascular Plant Species that Occur in Wetlands: 1996 National Summary. A draft revision of: Reed, P.B., Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest(Region 9). U.S. Fish and Wildlife Service Biological Report 88 (26.9). Washington, D.C. United States Fish and Wildlife Service. 2010. National Wetland Inventory: www.fws.gov/nwi/wetlandsdata/googleearth.htm. Vepraskas, M.J. 1999. Redoximorphic Features for Identifying Aquic Conditions. Technical Bulletin 301. North Carolina Agricultural Research Service. North Carolina State University. Raleigh, North Carolina. Washington State Department of Ecology. 1997. Washington State Wetland Identification and Delineation Manual. Washington State Department of Ecology, Publication No. 96-94. Washington State Department of Fish and Wildlife. 2010. Priority Habitats and Species Maps in the vicinity of T23N RO5E Section 28. June 10. Washington State Department of Fish and Wildlife. 2010. Salmonscape Maps. Fortress.wa.gov/dfw/gispublic/apps/salmonscape/default.htm. Washington State Department of Natural Resources. 2009. Washington Natural Heritage Information, Sections that Contain Natural Heritage Features. July 21. http://www.dnr.wa.gov/Publications/amp_nh_trs.pdf. Wetland Delineation and Fish and Wildlife Habitat Report pace Lindbergh High School 10 210299.70 Appendix A Exhibits WE-1 Vicinity Map WE-2 King County Soils Map WE-3 SalmonScape Map WE-4 King County iMap Wetland Delineation and Fish and Wildlife Habitat Report 111C1011Lindbergh High School 210299.70 • („te4 L:4a 1 V `, > rpt V?.„h' .tv + L •r 0.4 :44(l • /J 1 [ �' 1,F ,,,s1,(`S-+:C7cP LL ti�}�.t r V'.. ilt ` [. -•: •:.:'.0.0 a _:•i�p� 1'/y a 8 '',4, x,', ,�'r"qa��.��+44,1,-'' , tQ��Y,:�!!,�L?(191,:. +ty' rye.S }rnhe d. �� r* vi" t1'.,‘ [ 1 1. '^� ^�ji��1'�b3a�' it.41.4tA.,�,,' _"" rf+ t3F 'IYep "' hr .\ �Ngl' M��I.1ra sy k'•••.,.....&A.„1$7• ' },•:;'TL'+�e tib Nf�ohp -.0 o , " ! .... 't ' imi.- • •V; ---_,•,.et 1 %, 4-•,-v De lr t S.c3pf k 4- �'tPt`' .f r {4�v ` i1.41 it� [. .,1 .,_ a t LF.,k+�� .j 37 J : .4 u + i .,. ;t C`Y•r�t xil tt '!A' ; ' see �4 ,,,,.;46001/4 1 / ( • r h,{t, T 3. r� t""� - i -?,x ly• e ' 4_,,,,, >. . rtryt,� , t "s F �,� C4 � r+ K • :{ + .,...,./. . 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LINDBERGH HIGH SCHOOL IS ON THE RIGHT - REFERENCE SOURCE: MAPQUEST.COM / GOOGLE MAPS StnictolEnpineei —. -• landecepeArdelects LINDBERGH HIGH SCHOOL RENTON WA commaypimmi Q H B L AHBLJOB( 210299.70 WE-1 ACOMA SEATTLE •�/ICINITY MAP 15 No,th 30th Street Sulte 300,Tacoma,WA 98403 25,1383.2422 TEL Occidental Avenue South,Suite 320,Seattle,NA 98104 206 267 2425 TEL .� 4 ♦• 4 A.-...,,,--.—;—!,-7=r71.1 I �. 1 y'�r• 1 ...,,,•• Ilr -' ,I > ! -.'. F f1 ,F,{•l �r•l •r•1• ki t. `. rt \.. 1l ! 1 4� /. t 4 l c f \ l '4 1...,.c.'". A r_ t ,A fr / ,f � w , /A #'a� ;`,I .{.. ' Y +e .4,": .'1! l''',.. t.r ��).•. :� / /70., ..% .`�yf[, •(rte t 1\�1 1 l r 1(� .,t, ' ' ?I' _ i ?,-,.?•;,, •• .4 f d�'/.l •11 r .fid • r ., e\' t �r (•;.•(.J��.: „- ,y.. f` l.. ,. 1 i •„•• I•:e.',.',,.. ! f, ,ijE ,1'..l •f�'r: f � t t t. '1� i. f,•. 14 C'••,•,,:„is �4J'4_11' } ry } ,. .. t >15,-.-",,,,!..,:i. 1•� i',-;i,.1,:.. 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'ut: Y . :00', CC �4 M,00444044 v � \IR; 1 r! ..;4'..-.1.4.t.;,--------47t e _In `7�Oo°�.�y<Ff4f�RiFI 040440400// f' • �) i,1,�.(r, •y(�'1'• f YI 1 , t4e I1r._04.Jt4f4lP VOSt4 G°600 ,•44• �� ': �W]Y!, �' Y •} > 7r .} •. 4'.rCO£f©Or<�`et-y0®4rC4'000®004 b • } I l t04°4000•vO '04o040C•°•„4„4 0 \ _ � +r �-).)'+1 ♦ }tl F O4 •OOeF 0000! 04 F. :tTi.:•• ;.•;••)••"*". ,i 0040♦ OGE040400< - I ppp {�40.c�A004400040< t'.....,,,,,,,,:,,„••..: liJ•;,••4:44,•.'1•‘?-.. t ,.. 1♦ t& 00440444.4+ ,# _'}• • t. ;; ! .# ;a. a}`r;,c.c.r>0°oo4�co400Q<e<�4oet 'E 4 f '.1 •I I`v.- l� fCf.'•.:.04(010 0004{00 404000<�. , r.; GRAPHIC SCALE Legend zr "..\ ALDERWOOD ••••••••4 WWWWWWWWW j� AgC GRAVELLY SANDY •i•:•:•:r PITS PITS LOAM, o-6X SLOPES :;:bbi ( n+ FEET NORTH •-•-•-•-r E mon - 500 rt. ALDERWOOD GRAVELLY 4 4 E 4*, •AgD SANDY LOAM4 4, AmCmATERIAL 4 6-15X SLOPES �Oi4:0i4ii .00000 1404440404044. •0 0 0 0 0 00404:404:44° .0 0 0 0 0 i4.•4.4.4.444 u�' URBAN LAND .o 0 0 o a SEATTLE MUCK i4e404e040004 4:��e�4� •a0000 _______ EVERETT GRAVELLY --_ _ EVC SANDY LOAM, /j No NORMA SANDY LOAM _____ 5-15%SLOPES • ii I jIN Magian REFERENCE SOURCE: WEB SOIL SURVEY htt': websoilsurve .nres usd0.4ov MY -V" arners LINDBERGH HIGH SCHOOL, RENTON WA Q H B L aMerfs AHBL JOB #: 210299.70 WE-2 TACOMA SEATTLE KING COUNTY SOILS MAP 2215 North 30th Street,Suite 300,Tacoma,WA 98403 253.38..2422 TEL 316 Occidental Avenue South,Suite 320,Seattle,WA 98104 206.261.2425 TEL • 1 • ) y t + d • , s' 1 t 4,a } • y — j c i t i e ' Y r y }9= o ■■ '•,� + Yt_ .y {A 5t �- F s f y • rot i yi t ;y \ I 47' d ' . • -Y 1 • ePy r • rb • a •• ' 1 a, y - '1 � :.v {' G 't a ,1 • n t Via' r A r; r , • •.F r - r r �Yr < ,f • ti .S' /.' A. • i) - - e YI i' Legend Stream Attributes/Gradient Class Fish Passage Bafflers NO DATA 1111PARTIAL BARRIER NORTH 1<=G<=2 $ NON-BARRIER GRAPHIC SCALE 2<=G<=40 X50 >500 111 NON-FISH BEARING �„"'......r►' 4<=G<=8 8<=G<=12 ( IN FEST ) _ 1 inch s 1500D. .✓ 12<=G<.20 REFERENCE SOURCE: WDFW SalmonScape - wdfw,wa.gov 'IISkictiraInceloas 'la IndlospeAVOica NO 'la HIGH SCHOOL, RENTON WA CannuitePlaknors Q H B L a AHBL JOB 214299.70 E_3 ACOMA SEATTLE SalmonScape MAP 5 North 30Th Street,Saile 300,iocomo,WA 98403 253.383.2422 TEL .,.o 0 ddentol Anrtue South,Suite 320,Seattle,WA 98104 206.267.2425 TEL li , -l.y�•� y, _ � N -Y..e �y 1 )•� 11! l b EX y , r i ',;0,' 1 '`+ N ' \ ', P !+- t -;,-..:,:-.,,,,,,:..\,(t , tt 4r f•,1 „,. ils,, ; 1, �d'k 1 i' / tl•19 1 „ ' .� a 1• ;IV' , + Y "' r t },. f y q / P y.!(A,. is1":":2 11 y 7 e(�. ""i" .r �ji ' tiM� 1�- ,�'�, F ' - t fA. ;r! I5q rY .+<„ '} fl . .. y��.! f _ 1+ I .. - l . }. I �e ...1tl } Vin+ r ! r a1 777 � 1 0ei 1� r�i*• 1/4 Vit {t 1,' J/ .• '+ t '� •n�i ��r t ii • t >3y' 1 r t`;�+ °'o. _ i�'t 6 r 4•. 5 1 f - ,- �' J� 4 1 1 1....I i; i 't f' 1. 1 1t-1.''�/ X4'0 • {4 t, 0/''.:',/,$ ' { . .l , '4 I J ( A••. 1.,:. r j' p s: t"p I Y iI iii . • I. f..! . ...,,...c......; `tI. 1f),,c,i,r 1t ,y 1, - I 4 ` .s I` 1 - -.NIk + F E � '! 'a IS 1 A i1'Y .',r J i 1, _ •'•t• , I 1,4> .'N,• � 1 a I ;I 1 i . . y:111'14E' is • t ,if 1: ! i a r, r 5J• r ' p }1j4 11 h$ , '',:::::f...1,, \:::..\. ( •.�r J\ ,t T li ! I j ,1. I 'j`-'4 l+i (•,A'A-2'--- .g d .. ._i lYtt , ....001,....1 .... .._� ° 1 jQJ .. .I 1''t4 i {�5 4 1 i • i • 11 lei k I :Ig1' IT U'..• ,N 4_ '.',,,,,:,./,,,,,,,...... 7 ` k.5......,,,..:. h 1 1� t F I i 1' �. ray >,,T{' �- '-- l5 1 . —a., 1 4 1 a 0 I I �, ,j(1,!, 1 ,i'.: ,1 E /, r {i °•i rf t af( I, (-..I.;.1 ii'.,,' i 1+ •• I'_* l';‘.1'''': iS41,/,/ 1N t>fy ,4y i' F. . , t :tt.::•. t i... 1 1 1 F • • t ! sir k f' s' i,Y `,tr �,l . ! Legend ,PoN,,,,,,iii. SOA STREAM — CLASS 2 SALMONID NORTH ..' MOLASSES CREEK ,.��. GRAPHIC SCALE i�i�i�� ►�......t0� SAO WETLAND o z30 500 ii_1 ,Otani ( IN FEL? ) 1 inch s 500 ft. ChiEnchaersShipAntEngtems REFERENCE SOURCE: KING COUNTY ilAAP — www5.kingcounty.gov r ma Un LINDBERGH HIGH SCHOOL, RENTON WA L AHBL JOB #: 210299.70 UE-4 T A C O M A S E A T I KING COUNTY IMAP 2215 Nath 30th Street,Suite 300,Tacoma,WA 98403 253.363.2422 TEL 316 Occcidentol Avenue South,Suite 320,Seethe,WA 98104 206 267 2425 TEL Appendix B Site Plan Renton High School No. 3 Wetland Delineation and Fish and Wildlife Habitat Report r3C3131/ Lindbergh High School 210299.70 I 1116 .. - .�' i! I D • ' t - - �..n.rrw nd+s..w.•...p.r:..+)' • NES '....�. 1 _ . - - • °,o ..— t7EJd70r4 H ..e n..wur TRED MSS E T TI 8 CONFOUrf ARC• WTECTS '°��"R - Ii . :_ .6�-a. '!v _ e Wap 9,66EMICO/IRCH1.4 r5 I 4 e "�.. ;.4 ©w,...rwr - . "'m"�ro«.�...a► +- ' (n 1`1 0r)+i `` 1870 r'tm me+trrnreO01"inw,°°,x.e.On ...T. .. I p lO■(�y1 ' n... �r r ! ■�^ 1' 6 arwu 1 ''" 14 (+14),: ' �• -.� wn +� eaaga B pE7_.612 ^.wrrww.w+a. ■J M'.w^._e 0 ,r r .... �W.^'....q .n.....•-«r 5} `- ca.w.'Of. q ..,.��.�..,tri,• ;;�; �� I ( 1 . . •• -i (�f�� • A • Y . r .�a d -/ S ;1 e,,,,,,, / , . 11' ...",...1 . ', +w wet. ow iL.sN `�,- Fa, i` . � ` I .,M...rr r .j$i O.M..�M.aJ f1 •• yeeau.,..r...,r,«,.n.... ^ i ' 1r sv,eiunlc/.�.�' r -�1 i:f.. i� tegt ^� ao.•...a..e.+e. .e. .a ....c�m '...11 . •" 9 • _I `4 '-._i 0 RSINROKID CCRKRCT6 YI.prRiH4 KOLL Cq'1GRGYC/L/M•Tf1ML NM.LL- .-� i O Rap.!3!v TIaM rL4HTIMlf• I.ItJiA•i. + ru PRC.- r W �O- µM406M.�Criori, ®N ^^•1.... sK.TbH ....�r.av CP .4- A` - *et,. ".`at� a.r,...� – • 14t it ,� _�_� �- " ,� ' Oma, '� 1, \� % v._ i .�v��i Will IAB" t'Iei'E' % % (4,% ,' '� i �i — ,. t., �� Ai .. .. .�.'. I/�' '11 �/'` . . `� –=ice � ' ' ` fir—�'�' �' ilk ( �� i E ,I•.: -•11..a.*,A'Nvi i r f'''''"In'''' -- ''::\91:.''.."..'.:. .1.11 1:-...f '.)j:l :I :1 :'!: . -N— ' N., -:;IA\ ' '--. - i • I.' 1 . ' I i i i iti IP ii 1 ..\,,k,-. Ati7fik Y i ( d- \\�+ ` `� , _ � N . ,•�, ',1 I- 1 •t • . . .'., -)1-----\‘\mt-1. -,...- ..,, .. -. . wir,,7%,,,.,71,w; 4. r ..8hr', —. . 'Y�,\. `I 0 i' tE....r...,...„).4,...: A - A�I?g. •i ♦+ flle .1:, 1 lb; r Ili ( j `" \ l,.t - ms's ,1 74.., ,+4 N M proo,'I,! • •* I - 1 -...„ . ---:'--,....:,, \\ -N alh. ' Ni‘LA 4,: . ...At, 410r-: Air , i'• ; \ .44',..4,4,-s. ,i , ' . . % � 711 1 1 1 ..• t ' Opti.; �, .e► �1 ' �t �� . ti� I *'`'' 1'+ r/I i 114 1' r' 1,j• 1 / i'••-., \. ,, \�_ , ^ `• �.a. 4� --- •air-1 fiZ�t t 1 psBUt�i� , Appendix C Wetland and Site Survey Wetland Delineation and Fish and Wildlife Habitat Report Lindbergh High School 210299.70 A PORTON OF THE NE 741,SECTION 28,TOWNSHIP 23 N.,FLANGE e 4 W.M. A Vii ii,• - "41‘\, !-,;.t(,,,; ..f(( I 4 \ c,- ' '11 ;: i all. A A , ./ ,,,,,., N lesta..`-'v - , -' .,44., •. . At ' - . 11 1 *iv' %/NA,A Ji ',i/ -, N ... A \i4wr;00. ,„_,_,J ) ilt, 1tiviii pitir.j ", �� A ,, r-a -- 4 ��\\fit \� •ift.,1, ,Iii,:,,,,, , y��``�' � i Of l/, 46 a 2�4# „„ „,,,4 i lig* , * \ -.. 00 \.. '...‘,* `° IT ,,. . . v„,.. ii I i li iii / ',4,Yi '\, N� \ , Ie - . ;'L �G'41il� ' AI iii •y.�__ • : \\\ \ �� Ali . .-4141. 1 tw,,, -- „__ .--- . 4. , lir:A --411.-_,49:0,7-40-- * ,- -4 — - . ,;,.. ._. ..ai,f0:-. 7,1-41 ., \.\ IV' 40, 4, 10 !,_ I 'P r It ( ..11SMOIL,. ILII 11111.11111111.1L *';'\ \ \ 'ks "-- # <" j` , Ov ai ..T.T. ,;Iiii 1 I tilt\. . •A%S• X- .' 1 1/9 ....ir el i.:1614.,,,„m_______NmE. "iv\\, .\.-s., ,2=0:4t, Ar. 71-07-ligti - 1---- ''aq--_____ N I ...eta: 11Z�1��1►�� r:� !!!Illl1��..‘U.1_,� ;r INIlitalliN 5 _ g U• = O• fL $ Qm - 2 J n f + I i if. I Vii- e il -1° -- •-•-j..- -44111-4A- . 1 r ..-Ali ,. .:. Pa a 6= 4 mair 1, /1 �' i — i t ti 1 ,,Ar-11. / /''f. < iii 1 i i i / \ k 0 14( I .... . ,/,, YIP. I \ ' i 4 ‘,. ,<", - /7/;'i/& • \ ¶9J° �r 440 . lit A\ i' Ili tea, " ,iI i, --- :��:.--• ,l�I IAA lig itterro._,inrakeill ..,..;....,.___--- -,..„-4 J i r \ / i / t Al —--- 1. 1-19' ,,,Av'?"it-t-=— ',/, Nisift, ,z ,i; KO AV,' fAlirolreir ' ? /e/ r-';'' /"i OPO -- • 'if , /IV f"../.. \ i ,, 1 New. 'Say / , ./ -...#4 At— i i sii 3 rt I F41 P4 I I :44% , eit 0..40-1414*. ,'/ 1 ! I "_ii �i i: 1 ; :4 * � i ,. ' t..// -- %sf j / 4mr ... 4. -.4.4.7.<...-., 40,... • 4,I 41:-.. Ai / ,-4V : 24:41 r► 4i4t, N.4...-1-------,rjr-'-'410Vr ,411iNiii..:A . �1r � /� ��- 1 --.,- -or I VP rl II si 4 i .41;* „sit ikp „").*. am —�. I.„ //% / a\ :\'/' p,,,e.\41,„) ., ) _ 0 ,n:ii,e.:1_-//7, ....r, --1;\ , 1 li 41 . , ‘k . ...- it cia 4. JSc "C► *.,, • •Ir �- -� ■.j / i \ y \\ik„,.,--:.-_,-=,- ,\ . Alts, ._7. ,,,,,,....iiii, .,..-,---k.......--- dit, 110 -41.'""A" 4- ' i.7,..",tNA-.`�-/� -:.�..•- / .k19' t �.�►ter. -�R �� ----`\ _` =`mmi%rte �.�.i t Ir.a11".i I $ I M. � p. )' b 1 I a e / I I I I I: RENTON SCHOOL DISTRICT ® 4w# '"I O�Iri�l '°' LINDBERGH HIGH SCHOOL "---- =I,"7 I !_I_Iain NIA/I I INC TIRE AWAYw�aai '-'.. " I K+'.`�•'..- I.+........ i ti Appendix D Definition of Plant Indicator Status and Wetland Determination Data Forms Wetland Delineation and Fish and Wildlife Habitat Report Lindbergh High School t 210299.70 Fl • DEFINITION OF PLANT INDICATOR STATUS AND DATA FORMS Indicator Category Definitions OBL Obligate Wetland. Occurs almost always (estimated probability > 99 percent) under natural conditions in wetlands. FACW Facultative Wetland. Usually occurs in wetlands (estimated probability 67 to 99 percent), but occasionally found in uplands. FAC Facultative. Equally likely to occur in wetlands or uplands (estimated probability 34 to 66 percent). FACU Facultative Upland. Usually occurs in uplands (estimated probability 67 to 99 percent), but is occasionally found in wetlands (estimated probability 1 to 33 percent). UPL Obligate Upland. Occurs in wetlands in other regions (as defined in the National List of Scientific Plant Names), but occurs almost always (estimated probability > 99 percent) under natural conditions in uplands in the region specified. Species not on the list are assumed to be UPL and have an * to define these species on the data forms. NI No Indicator. These species have not been given an indicator status. They are assumed to be upland or the adjacent regional indicator status is provided with a # symbol to define these species on the data form. Source: National List of Plants That Occur In Wetlands: Northwest (Region 9). U.S. Fish and Wildlife Service Biological Report 88(26.9). 89 pp. Wetland Delineation and Fish and Wildlife Habitat Report el© O Lindbergh High School 210299.70 . Ai04 I'..4-c_ k. ' DATA FORM 1(Revise4) Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: L.'n d be rt kn N5 Date: TwA e- 10 4- I NI al0 10 Applicant/owner: Re"4-o n 5‘.li.od 1 17;5 i'n`..'F • County: Ic n g State: wA Investigator(s): ?'A a ne s a- D os e k S/T/R:SO.8 /r9-3 0/R 5 k Do Normal Circumstances exist on the site? ® no Community ID: ►� ''"'�"} Is the site significantly disturbed(atypical situation)? yes (g) d�+6+...�,e Transect ID: Is the area a potential Problem Area? yes ® Plot ID: 1 Explanation of atypical,or problem area: VEGETATION (For strata,indicate T=tree;S=shrub;H=herb;V=vine) ' Dominant Plant Species Stratum %cover Indicator Dominant Plant Species Stratum %cover Indicator 1- 4,1,:o-n P twM 517 9..0 NT Agros'ls Sp N 36 FRC • o Pc.►,d.4 y rt..s5 :4 z 0 rACu, Rec.\ CanwrycJra55 2 0 F19 L1.) HYDROPHYTIC VEGETATION INDICATORS: ' %of dominants OBL,FACW,&FAC 5010 Check all indicators that apply&explain below: Visual observation of plant species growing in Physiological/reproductive adaptations areas of prolonged inundation/saturation Wetland plant database Morphological adaptations Personal knowledge of regional plant communities Technical Literature Other(explain) Hydrophytic vegetation present? yes Rationale for decision/Remarks: • HYDROLOGY Is it the growing season? 63 no Water Marks: yes ® Sediment Deposits: yes Cn"BD- ob5erued s-epz.n9 11,n'1'5 on Based on: soil temp(record temp ) Drift Lines: yes ® Drainage Patterns: ® no other(explain) a%,'`'N Dept.of inundation: 0 inches Oxidized Root(live roots) Local Soil Survey: yes GO Channels<12 in.yes Cl Depth to free water in pit: inches xi O'er FAC Neutral: yes in Water-stained Leaves yes >d Depth to saturated soil: inches n4)we_ - Check all that apply&explain below: Other(explain): • Stream,Lake or gage data: __ VrerratilgitiO Other: Wetland hydrology present? yes CO11 6 e�� 6-i0-(0 , Rationale for decision/Remarks: l c&J G_10-0 s rr,d-\\ p,,,A0e_ o'f wa..&r- a.•!- s wr c t 101 6-04-ii, no Su.r-n.ce ...dr-4tr amend no Sa,-4+.r.ra4ed sol,s. $OILS Map Unit Name 41 4 er w pp of Drainage Class moweal. (Series&Phase) Field observations confirm (!5-35 No Taxonomy(subgroup) - mapped type? Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture,concretions, Drawing of soil (inches) (Munsell (Munsell size&contrast structure,etc. profile moist) moist) (match description) 0 -3 to,t,R 2 5; 1 t2.. iootiz3)2 - S ) 12- 20 1o41z 9) 3 ss 1 Hydric Soil Indicators: (check all that apply) nJ o.NL Histosol Matrix chroma 5 2 with mottles Histic Epipedon Mg or Fe Concretions Sulfidic Odor High Organic Content in Surface Layer of Sandy Soils Aquic Moisture Regime Organic Streaking in Sandy Soils Reducing Conditions Listed on National/Local Hydric Soils List Gleyed or Low-Chroma(=1)matrix Other(explain in remarks) Hydric soils present? yes (a0) Rationale for decision/Remarks: Wetland Determination (circle) Hydrophytic vegetation present? yes 499 Hydric soils present? yes 45+ Is the sampling point yes no Wetland hydrology present? yes n within a wetland? Rationale/Remarks: TES: Revised 4/97 • • DATA FORM 1(Revised) }� C Routine Wetland Determination l,+) (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: L,'n a k)e r 'r H 5 Date: Sur e. I 0 4 1'1 &O 10 Applicant/owner: Rt vvl-o n 5�koo l D'S 4n4- County: rc n5 State: w44 Investigator(s): TAenaSw DisseI< S/T/R:Sa -8 /0-30/K. jh Do Normal Circumstances exist on the site? ® no Community ID: ►w'�''"� Is the site significantly disturbed(atypical situation)? yea '11+1/44.,%":6^1-..�s Transect ID: Is the area a potential Problem Area? yes Qin Plot ID: Explanation of atypical or problem area: VEGETATION (For strata,indicate T=tree;S=shrub;H=herb;V=vine) Dominant Plant Species Stratum %cover Indicator Dominant Plant Species Stratum %cover Indicator re iv*%- R of cid`$ (4 3 0 FAGIyr1C 50.4 rv-S k N 20 FAC` ) G-4.1 i- horse-I.: I )4 2-0 FII'Gk) 50-1monberr-y S\'‘ '2-' t/9-LW • HYDROPHYTIC VEGETATION INDICATORS: %of dominants OBL,FACW,&FAC 1 D 0 ? • Check all indicators that apply&explain below: Visual observation of plant species growing in Physiological/reproductive adaptations areas of prolonged inundation/saturation v- Wetland plant database Morphological adaptations Personal knowledge of regional plant communities Technical Literature Other(explain) Hydrophytic vegetation present? ye no Rationale for decision/Remarks: HYDROLOGY Is it the growing season? no Water Marks: yes no Sediment Deposits: yes no 5ro,,,;0.9 ii,l,x AA s on Based on: soil temp(record temp ) Drill Lines: yes no Drainage Patterns: yes no other(explain) Dept.of inundation: rJ inches Oxidized Root(live roots) Local Soil Survey: yes no Channels<12 in.yes no Depth to free water in pit: 0 inches5µ`�6CG S..-- Check Neutral: yes no • Water-stained Leaves yes no Depth to saturated soil: 0 inches Check all that apply&explain below: Other(explain): Stream,Lake or gage data: Aerial photographs: , Other: Wetland hydrology present? V no Rationale for decision/Remarks: 6_10_10 - w0-'er- t10tz:,A. aver• SIoP� -C torn uL'e+-lo-^a Q 04 6-114-10 - cSro..4.tue-4 r SeQQ,A-ge, + aoira;✓4� c -Eo' nest 1$OJLS Map Unit Name A l d et-WOO ci Drainage Class mo d e ral e(y weit R..1 44 (Series&Phase) Field observations confirm No Taxonomy (subgroup) mapped type? Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture,concretions, Drawing of soil (inches) (Munsell (Munsell size&contrast structure,etc. profile moist) moist) (match description) o—9- 10-1g4 I ------ 5; 1 2,-b 2.544-5/1 5 1 (,- ro a.syt 2/I - - - 5 5 1 rt .,,s,,,_\ — c.on�0,..4A.c\ So: \ ur- t;1k Hydric Soil Indicators: (check all that apply) Histosol Matrix chroma 5 2 with mottles Histic Epipedon Mg or Fe Concretions ✓' Sulfidic Odor High Organic Content in Surface Layer of Sandy Soils ✓ Aquic Moisture Regime Organic Streaking in Sandy Soils ✓ Reducing Conditions Listed on National/Local Hydric Soils List ✓ Gleyed or Low-Chroma(=1)matrix Other(explain in remarks) Hydric soils present? f ) no Rationale for decision/Remarks: Wetland Determination (circle) Hydrophytic vegetation present? �e no Hydric soils present? fill no Is the sampling point ® no Wetland hydrology present? F4 no within a wetland? Rationale/Remarks: TES: Revised 4/97 DATA M d) p Routine Wetland FORDetermination tue: L r cv, D (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: L,'n d be ry 1� N 5 Date: T,xn to f 0 l y /o_O to Applicant/owner: Re rvko n 5 kook DX 5 • County: K6,19 - State: W Investigator(s); Theresa_ rouse I< S/T/R:Set.'-S /tL30/R 5 L Db Normal Circumstances exist on the site? ® no Community ID: Is the site significantly disturbed(atypical situation)? yes 1144f..7^.6Transect ID: Is the area a potential Problem Area? yes ® Plot ID: Explanation of atypical or problem area: • VEGETATION (For strata,indicate T=tree;S=shrub;H=herb;V=vine) Dominant Plant Species hatum %cover Indicator Dominant Plant Species Stratum %cover Indicator eo'HOvtWove\ S 5 oto F — sprv..i11.3 creret rocky) I,'Ntbbsumps Recd os a eiovcrxt Sk 2.0,0 So ras1ti N dLo FAcLO. HYDROPHYTIC VEGETATION INDICATORS: %of dominants OBL,PACW,&FAC 10070 Check all indicators that apply&explain below: Visual observation of plant species growing in Physiological/reproductive adaptations areas of prolonged inundation/saturation ✓ Wetland plant database Morphological adaptations Personal knowledge of regional plant communities Technical.Literature Other(explain) Hydrophytic vegetation present? no Rationale for decision/Remarks: • Co ikonwoo� w;'KWn Iasi Season. l.+)ond ck:05 a vc-r e n 4 vie. a trta_ HYDROLOGY Is it the growing season? Q no Water Marks: yes no Sediment Deposits: yes no• Sr-"f*A5 Q\wn�S on Based on: soil temp(record temp ) Drift Lines: yes no Drainage Patterns: yes no other(explain) Dept. of inundation: inches Oxidized Root(live roots) Local Soil Survey: yes no Channels<12 in.yes no Depth to free water in pit: inches FAC Neutral: yes no Water-stained Leaves yes no ' Depth to saturated soil: *inches Check all that apply&explain below: Other(explain): Stream,Lake or gage data: Aerial photographs: Other: Wetland hydrology present? ® no Rationale for decision/Remarks: -to_ 10 w ate,- cry M 9,re ss;on o�rC to04At 40 N-4 4 ovty- +14.4._ 5 b'Q e waicc no'1- 4'101....);(1 e,e4- slop t. ?in.ecl wa`lw '3"dee4 *a' 5w#kr0.AeA so11f O-3" 4W Stir- of•e , I SOILS Map Unit Name Al4 et-u)oo ca Drainage Class moc1era..-e..ly W(44 (Series&Phase) Field observations confirm No Taxonomy(subgroup) mapped type? Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture,concretions, Drawing of soil (inches) (Munsell (Munsell size&contrast structure,etc. profile moist) moist) (match description) n-l1o,t kis/i 351 Hydric Soil Indicators: (check all that apply) Histosol Matrix chroma 5 2 with mottles Histic Epipedon Mg or Fe Concretions ,/ Sulfldic Odor High Organic Content in Surface Layer of Sandy Soils ✓Aquic Moisture Regime Organic Streaking in Sandy Soils v Reducing Conditions Listed on National/Local Hydric Soils List ✓Gleyed or Low-Chroma(=1)matrix Other(explain in remarks) Hydric soils present? no Rationale for decision/Remarks: Wetland Determination (circle) Hydrophytic vegetation present? no Hydric soils present? no Is the sampling point 0, no Wetland hydrology present? ( e ) no within a wetland? Rationale/Remarks: • TES: Revised 4/97 I DATA FORM 1(Revised) ut)e--1—[a-n j 4 Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: L i'n cl be red h 115 Date: Twn e. 10.ic. 1 Lit a.°lo Applicant/owner: Re Aiv rt St-tnc a 1 li;S 4f4c.'i' - County: f•n 9 . State: wA . Investigator(s): "TA ere s . Disse lc S/T/R:Sec28 /rL.30 I R 5 t Do Normal Circumstances exist on the site? Ca no Community ID: Is the site significantly disturbed(atypical situation)? yes f1/4+M.-::...a Plot ID: MD Is the area a potential Problem Area? Yes 3 Explanation of atypical or problem area: VEGETATION (For strata,indicate T—tree;S=shrub;H=herb;V=vine) Dominant Plant Species Stratum %cover Indicator Dominant Plant Species Stratum %cover Indicator 021, cp�oi Asrocks Spp , H '1 D r14cto) ?hdier-cwp 1-1 20 PA W Caxe.x 5?. Va 3o Facta Ser(# r u..0‘. W av Fflcl..0 , • • HYDROPHYTIC VEGETATION INDICATORS: %of dominants OBL,FAC W,&FAC 1 00 41D Check all indicators that apply&explain below: Visual observation of plant species growing in Physiological/reproductive adaptations areas of prolonged inundation/saturation ✓ Wetland plant database Morphological adaptations. Personal knowledge of regional plant communities Technical Literature Other(explain) r Hydrophytic vegetation present? ® no Rationale for decision/Remarks: HYDROLOGY Is it the growing season? V no Water Marks: Ca no Sediment Deposits: yes 54.-eu :5 P tw rci 5 on Based on: soil temp(record temp ) Drift Lines: yes t Drainage Patterns: Ot no other ex.lain Dept.of inundation: 3 inchesOxidized Root(live roots) Local Soil Survey: yes no FAC ChannelsNeutr<al:12 in. n y� o Depth to free water in spit: inches Depth to saturated soil: / inches Water-stained Leaves yes no Check all that apply&explain below: Other(explain): Stream,Lake or gage data: =otograptill> Other: hydrology present? yes no Rationale for decision/Remarks: 1 Flow:ny 1 � .. o Cu'4cy 6a ;".\-5 ,—ID—Io Loo.'ke- panelec) a.-L, " deep Isni/4155. 6-14 too-'lec- ponAQct 2-5'. deed . 5wkle. near- �t4 1 coy%47i'.1uos of-4s��c +0 5W. D,s�ltar�es S4io�• o h`17* '4"1'1!_ s;' , SOILS Map Unit Name A(d e woo ci,(Series&Phase) Drainage Class mo e r-0.:11,1y welt ci1 4 Field observations confirm ® No Taxonomy(subgroup mapped type? I Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture,concretions, Drawing of soil (inches) (Munsell (Munsell size&contrast structure,etc. profile moist) moist) (match description) o-3 Io4kni j 5I I 3-4 C r,-6 k,,,1 9,ru.ue.,\ -g ray mtiny,Qtwrn. lo�C1a.i },11 Li-5 \o•tem ioyg. 5110ssl re.CCuS0`I CI-wt 40J►o- 1 $Ak tcl,y�t`. Hydric Soil Indicators: (check all that apply) HistosolMatrix chroma 5 2 with mottles Histic Epipedon Mg or Fe Concretions V Sulfidic OdorHigh Organic Content in Surface Layer of Sandy Soils ✓Aquic Moisture RegimeOrganic Streaking in Sandy Soils ✓ Reducing ConditionsListed on National/Local Hydric Soils List I., Gleyed or Low-Chroma(=1)matrix Other(explain in remarks) Hydric soils present? yes no Rationale for decision/Remarks: 1 Cru-slk 4 6u.t-4-aCe So: IS h:S4-Ot:caa.{1K PQwLove.ct. -"a .l Y`CLUtl lCL r i er-•;,eA r.n4e_t- 3" o4 s;1-1- . J Wetland Determination(circle) Hydrophytic vegetation present? no Hydric soils present? OT9 no Is the sampling point no Wetland hydrology present? e5 no within a wetland? tlonale/Remarks: 0:s +e'. c_ 5 k)0..1 Q.. -pe,t- D 1 cL `1'O p o m.....135, 0-1 g tug- c1 ra,J 4 v-. },t eJ 11 i nor\ c 0(00\4-, S: Revised 4/97 • DATA FORM 1(Revised) 1 Routine Wetland Determination Wal 0.14 1 (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Date: Sy,"e 1 :)•lc. 1 I a.O lo Project/Site: !..'n be r� 1-15 I Applicant/owner: Re vnii,,n 5e-k01)l D:S i+,X1- • County: K.'n State: w I . Investigator(s): Tl,encsv.. Disse k S/T/R.:Sec28 4'23^3l R 5 t= Do Normal Circumstances exist on the site? t no Community ID: Is the site significantly disturbed(atypical situation)? yes 0 ":4,0.....'"^4. Transect ID: $n Y � tYP ) ob�.�e e Is the area a potential Problem Area? yes ® Plot ID: J„ Explanation of atypical or problem area: VEGETATION (For strata,indicate T=tree;S=shrub;H=herb;V—vine) Dominant Plant Species -Stratum _ %cover Indicator _Dominant Plant Species Stratum %cover Indicator Re,k 05;e- elogwodct. 5k. 3070 r14cu3 CvYtor oo d Y at,70 Fi4L Sa\monber-c'1 Sk 3070 VII-c.ttii. a,--wer,,,i 4 30 70 FkAz gmc.r.caa bprpkt;mx Ft 2O7p 0$C. , • HYDROPHYTIC VEGETATION INDICATORS: %of dominants OBL,FACW,&FAC 1 D d`20 Check all indicators that apply&explain below: Visual observation of plant species growing in Physiological/reproductive adaptations areas of prolonged inundation/saturation ✓ Wetland plant database Morphological adaptations Personal knowledge of regional plant communities Technical Literature Other(explain) Hydrophytic vegetation present? () no Rationale for decision/Remarks: HYDROLOGY Is it the growing season? no Water Marks: no Sediment Deposits: yes pIwn1s 9McJtna on Other: Based on: soil temp(record temp ) Drift Lines: yes dvo Drainage Patterns: yes other(explain) Dept.of inundation: 0 inches • Oxidized Root(live roots) Local Soil Survey: yes tc+ Channels<12 in.yes IV Depth to free water in pit: _�_inches S�r�ac e FAC Neutral: yes Water stained Leaves yes Depth to saturated soil: p inches sa�lkro :or� Check all that apply&explain below: Other(explain): Stream photo or gra a data: Pial phots Wetland by'rology present? 3— i j no Rationale for decision/Remarks: AILS Map Unit Name Ai 4 et-woo clDrainage Class mo r.�e.l y welt d (Series&Phase) Field observations confirm te,5 No Taxonomy(subgroup) mapped type? ' Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture,concretions, Drawing of soil (inches) (Munsell (Munsell size&contrast structure,etc. profile moist) moist) (match description) M C p 5; 1 2- .0 t°1( 2/0... 7.51k5/ii Hydric Soil Indicators: (check all that apply) - Histosol Matrix chroma 5 2 with mottles Histic Epipedon Mg or Fe Concretions Sulfidic Odor High Organic Content in Surface Layer of Sandy Soils ,i Aquic Moisture Regime Organic Streaking in Sandy Soils Reducing Conditions Listed on National/Local Hydric Soils List , — Gleyed or Low-Chroma(=1)matrix Other(explain in remarks) Hydric soils present? CM) no Rationale for decision/Remarks: Wetland Determination(circle) drophytic vegetation present? () no 'c soils present? a no Is the sampling point a no d hydrology present? no within a wetland? ale/Remarks: Revised 4/97