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16-100913
B01�ed Cha yin To: Cc: gregoryjamesl@msn.com Subject: Becky Chapin Hood Residence comment letter Gregory, I am unable to complete my review of this project until I have the following information: 1. 2 sets of stamped calculations from the engineer of record. Please submit two copies of the engineers calculations to the city of Federal Way Building department. 2. The geotech report that was submitted was a preliminary report and the geotechnical engineer is requiring set of plans, the same ones that were submitted to the city of Federal Way Building Department, for heir review so they can confirm that their earthwork and foundation recommendations have been properly interpreted and implemented in the design. Please have the Geotechnical engineer approve the city of Federal Way. The Geotechnical engineer can send a stamped I tier of alccep ante as veriifricati n to that the plans have been properly interpreted and the geotechnical recommendations have been implemented in the design. Once I receive the structural calculations 1 will continue with my review of this proposed new single famil residen if the structural calculations are verified I can complete my review. Before the gas piping can be a y ce and approved I will need two copies of a code compliant gas riser diagram listing all the BTU's of each appliance, the development len th of e Pipe, the type of pipe, the inlet pressure at the meter and the specific gravity drop. g ach 2015 1RC section G2413.1 401- 1 General considerations. "Pi in s stems shall be o such size and so installed as to ravide �4 ���«� ue r►vr less than the minimum su 1 ressure re ruired b., the +aur,fiance. This information should come from your mechanical contractor and be submitted to the city for review and approval. Because of the grade of this property and because the structures height comes with in two feet of the height limits in that zone, we are requiring a height survey to be completed twice during this project. Once at framing and oval. once again prior to roof sheathing. At the inspection and riot to the a under floor frag bons uder floor obtain the survey completed by a licensed survey company on their official letter headnWe will obta nithe sewe oinl need to when the trusses are set and prior to acceptance of the roof sheathing nailing inspection. Please be aware that because survey of the amount of fill locate on this site we are requiring the geotechnical engineer to be on site as required by the Geotechnical report. The geotech will approve the structural fill and compaction of that fill prior to our acceptance of the footings. We will need.to obtain that documentation when we perform the inspection for the footings and s wall/retaining walls. Please read through the geotechnical report carefully and provide this report to site development contractor. Any retaining walls shall be by separate permit. Rock walls will not be allowed per the geotechnical report see page 15 of the geotechnical report) t'lannin cor►�ments: BUILDING HEIGHT It appears the building will meet the minimum height requirement. However, more information is needed to confirm the building height meets the 30-foot above average building elevation maximum height limit. Building height is irm if calculated based on the average building elevation (ABE), which is calculated by finding the average elevation for building fagade (the average must be calculated from the highest and lowest existing or proposed elevations whichever each is lowest, and the average can be no greater than five feet higher than the lowest elevation of that fa ade. Ad paII the average elevations and divide by the number of building facades to get the average building elevation around � ) d up all house. Please provide elevations that identify the ABE reference datum for the north, east, south, and west building the facades and the height of the building. wilding if you have any questions please feel free to contact me. Regards, Peter Lawrence Plans Examiner LFederal WaY 33325 i `'Avenue South Federal Way, WA 98003-6325 Phone:253/835-2621 Fax: 253/835-2609 www.cit offederalwa .com N. Ir it 'r :P. •, ,. , •'fir •� � L7 Associated Earth Sciences, Inc. 911 5th Avenue Kirkland, VVA 98G33 ? (4Z5 837 7701 E rA35i 8z7 S424 a s s o c i a t e d earth sciences May 13, 2016 Project No. KE160113A Gregory and Diane Hood 6501 160th Avenue Court East Sumner, Washington 98390 Subject: Geologic Hazard and Geotechnical Engineering Report Hood Residence 152 South 295th Place Federal Way, Washington Dear Mr. and Ms. Hood: We are pleased to present copies of the above -referenced report. This report summarizes the results of our geologic hazard and geotechnical engineering studies and offers preliminary recommendations for the design and development of the proposed project. Our recommendations are preliminary in that detailed plans are currently being developed. 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 Stephen A. Siebert, P.E. Associate Geotechnical Engineer 5A5/Id KE160113A2 Projects\20160113\KE\WP Kirkland Office 1 911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 1 2911 A Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 1 1552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1 253.722.2992 F 1253.722.2993 www.aesgeo.com GEOLOGIC HAZARD AND GEOTECHNICAL ENGINEERING REPORT HOOD RESIDENCE Federal Way, Washington Prepared for: Gregory and Diane Hood 6501 160th Avenue Court East Sumner, Washington 98390 Prepared by: Associated Earth Sciences, Inc. 9115th Avenue Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 May 13, 2016 Project No. KE160113A Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our preliminary geologic hazard and geotechnical engineering studies for design and construction of the proposed single-family residence located at 152 South 2951" Place in Federal Way, Washington (Figure 1). This report addresses the near -surface geologic and ground water conditions, potential geologic hazards, and geotechnical engineering recommendations as they relate to the proposed development. The proposed development boundaries, topographic information, and approximate locations of subsurface explorations are presented on the "Site and Exploration Plan," Figure 2. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data and geotechnical engineering recommendations to be utilized in the design and development of the planned project. This report was prepared for the exclusive use of Gregory and Diane Hood and their agents for specific application to this project. Our study included a review of available in-house and published geologic information and subsurface exploration of the site to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. Geotechnical engineering studies and geologic hazard evaluations were also conducted to determine suitable geologic hazard and erosion hazards mitigations, site preparation, structural fill recommendations, foundation design recommendations, drainage considerations, and preliminary infiltration recommendations. This report summarizes our current fieldwork and offers hazard mitigation and development recommendations based on our present understanding of the project. 1.2 Authorization Authorization to proceed with this study was granted by Mr. Gregory Hood. Our services have been performed within the limitations of scope, schedule, and budget presented in Associated Earth Sciences, Inc.'s (AESI's) proposal dated March 10, 2016, and 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. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—ProjectsJ20160113JKEJWP Page 1 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on discussions with the project architect and review of the following plans and documents related to the project: • "Geotechnical Consultant Direct Services Program" project data sheet prepared and provided to AESI by the City of Federal Way, dated February 25, 2016. • City of Federal Way "Application - Critical Area Direct Services Program" including "Geotechnical RFP / Federal Way Direct Services Program" dated February 19, 2016. • Topographic Survey for O.J. Droppers IV, Sheet 1 of 1, prepared by Boyd & Associates Incorporated, dated January 19, 2014. ■ Preliminary Architectural Site Plan Sheets A011 (Alternative 1) and A012 (Alternative 2), prepared by Hecker Architects, dated April 14, 2016. • Preliminary Architectural Plan Sheets A101 through A103, prepared by Hecker Architects, dated February 7, 2016. Present plans based on Alternative 1(referenced above) include construction of one, three-story single-family residence (including a daylight basement level) within the eastern half of the property. The project will include construction of a retaining wall up to about 6 feet tall along the eastern portion of the south property line to facilitate a driveway extending from South 295th Place to the attached garage located on the eastern side of the footprint of the proposed structure. Preliminary project plans also include infiltration of storm water from impervious surfaces (roof and driveway) utilizing infiltration trenches to be located directly northwest of the house. The property consists of an irregular, trapezoidal -shaped parcel totaling approximately0.28 acres in area located at the above -referenced address in Federal Way, Washington (King County Parcel No. 543721-0140). The project area is bordered to the north, east, and west by existing single-family residential development and to the south by South 295th Place. The topography across the majority of the site in the area of the proposed development generally slopes down to the northwest from an elevation high of approximately 374 feet above mean sea level (amsl) at a 10- to 15-foot-wide flat bench along the majority of the eastern property line, to an elevation low of approximately 358 feet amsl at the central portion of the northern property line. Slope gradients across the site range from less than 10 percent along the eastern property line and within the western portion of the property, ranging up to about 40 percent within the central portion of the property. The steep slope within the central portion of the property appears to be a fill slope formed as part of prior site development. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—Projects 1201601131KEIWP Page 2 Hood Residence Geologic Hazard and Geotechnica/ Engineering Report Federal Way, Washinaton Project and Site Conditions Site vegetation consists almost entirely of grass lawn with a few landscaping shrubs and young deciduous trees located sporadically around the perimeter of the property. 3.0 SITE EXPLORATION Our field studies included excavating a series of five exploration pits to gain subsurface soil and ground water information across the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. The locations of ourfield explorations were determined by approximate measurements from the known site features on the site drawings provided for the project as referenced above. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 4.0 SUBSURFACE CONDITIONS Subsurface conditions on the project site were inferred from the field explorations conducted for this study, visual reconnaissance of the site, and a review of applicable geologic literature. As shown on the field logs, a general sequence of soils encountered at the site consisted of very loose to loose topsoil and fill, underlain by medium dense to dense Vashon-age advance outwash deposits. The native sediments encountered at the site were consistent with those mapped in the site area on the Geologic Map of King County, compiled by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher (March 2007) and the Geologic Map of the Poverty Bay 7.5' Quadrangle, King and Pierce Counties, Washington, by D.B. Booth, H.H. Waldron, and K.G. Troost (Scientific Investigations Map 2854), dated 2004. The following section presents more detailed subsurface information on the sediment types encountered at the site. 4.1 Stratigraphy Surficial Topsoil All of our exploration pits (EP-1 through EP-5) encountered approximately 6 to 12 inches of topsoil. The topsoil observed in our explorations generally consisted of very loose, moist, brown, silty sand with some amounts of gravel, and some amounts of organics. Topsoil is not suitable for structural support, and should be stripped from foundation areas and those areas where structural fill will be May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—ProjectsJ20160113JKE�WP Page 3 Hood Residence Geologic Hazard and Geotechnica/ Engineering Report Federal Way, Washington Proiect and Site Conditions placed. Excavated topsoil may be suitable for reuse in landscape areas but may not be utilized for structural fill. Fill Fill soils (those not naturally placed), were encountered in all five of our exploration pits to a maximum depth of approximately 7 feet below the existing ground surface in EP-1. Fill thickness appears to thin towards the west side of the property. The fill may be deeper elsewhere on the site in areas not explored. The fill generally consisted of loose, moist, brown and olive colored sand with some amounts of silt ranging to silty, variable gravel content, trace amounts of cobbles, trace amounts of organics, and a trace of plastic and other miscellaneous detritus. We observed a residual topsoil horizon at the base of the fill in one of our exploration pits (EP-5). The fill is not considered suitable for structural support based on its loose condition. The existing fill should be completely removed from areas planned to support structural loads. Most of the fill observed in the exploration pits was near optimum moisture content and may be utilized as structural fill provided it is properly moisture -conditioned based on AESI's recommendations at the time of construction. Vashon Advance Outwash Vashon-age advance outwash was encountered underlying the units described above in all five exploration pits to the full depth of the explorations. The advance outwash encountered in our exploration pits generally consists of medium dense to dense, moist, light olive to light brownish olive, massive to faintly stratified, interbedded fine ranging to fine to medium sand, with trace ranging to some amounts of silt, and trace ranging to some amounts of fine to coarse, rounded gravel. The advance outwash was deposited in streams and rivers emanating from the advancing Vashon-age glacial ice sheet. These materials have been overridden by the glacial ice sheet. Consequently, these materials are typically in a dense condition. The upper several feet of this material can contain increased amounts of iron -oxide staining and rootlets and is commonly in a less dense condition due to weathering processes. The medium dense to dense advance outwash at depth is suitable to support foundation loads. The advance outwash sediments observed in the exploration pits at the time of excavation were near or below optimum moisture content and may be utilized as structural fill provided they are properly moisture -conditioned based on AESI's recommendations at the time of construction. 4.2 Hydrology Ground water was not observed in our exploration pits at the time of our field program in late April 2016 as documented in the exploration pit logs attached in the Appendix. However, perched ground water can occur within the Vashon advance outwash typically perched atop siltier and/or finer -grained interbeds during seasonally wetter periods of the year at this site. Perched ground water occurs when vertical infiltration is impeded by less -permeable soil layers, resulting in May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM11d-KE160113A2-Projedsj20160113jKEjWP Page 4 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions horizontal flow. The quantity and duration of perched ground water flow will vary, depending on season, soil gradation, and adjacent topography. Ground water conditions should be expected to vary in response to changes in precipitation, on- and off -site land usage, and other factors. 4.3 Laboratory Testing Four laboratory grain -size analyses were performed in accordance with the American Society for Testing and Materials (ASTM) D-422 on representative selected samples collected during AESI's subsurface exploration. The data is summarized in Table 1. The grain -size analysis test results (included in the Appendix) indicate that the soils tested correlate to a poorly -graded "SAND" with variable silt based on ASTM D-2487 Unified Soil Classification System (USCS). The respective silt content as measured on the No. 200 sieve ranged from approximately 3 to 11 percent. The grain -size distribution data were also interpreted to describe the U.S. Department of Agriculture (USDA) soil texture. The grain -size distributions were normalized to the No.10 sieve— i.e., the coarse sand and gravel fraction of the sample is discounted and the remainder is taken as 100 percent of the sample. The fines were assessed relative to the No. 270 sieve. The respective USDA fines content as measured on the No. 270 sieve after adjusting to remove the weight retained on the #10 sieve ranged from approximately 3 to 10 percent. Table 1 Summary of Grain -Size Data Exploration I Number Depth (feet) Geologic Unit USCS Soil Description USDA Soil Texture* SAND, some silt, trace EP-1 7.5 Vashon advance gravel. Fine Sand is SAND outwash major constituent. SAND, trace silt. Fine EP-1 9.5 Vashon advance Sand is major SAND outwash constituent. SAND, some silt, some EP-2 2.5 Vashon advance gravel. Medium Sand is SAND outwash major constituent. SAND, some silt. Fine EP-2 5 Vashon advance Sand is major SAND outwash constituent. USCS - Unified Soil Classification System USDA - U.S. Department of Agriculture * No hydrometers were performed. If USDA soil texture is presented as a range, the range reflects possible textures assuming fines consist entirely of silt to entirely of clay. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—Projects 1201601131KEiWP Page 5 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The City of Federal Way Municipal Code (FWMC) has described three types of geologically hazardous critical areas: a) erosion hazard, b) landslide hazard, and c) seismic hazard (FWMC 19.05.070). The following discussion of potential geologic hazards is based on the geologic, slope, and shallow ground water conditions, as observed and discussed herein. 5.0 SLOPE HAZARDS AND MITIGATIONS Most of the site is generally characterized by gentle ranging to moderate slopes with a limited area of steep slopes present within the central portion of the property as described previously. The existing slopes were not observed to exhibit visual indications of slope instability or erosion. Based on our subsurface explorations, the site soils at depth generally consist of medium dense sand to the maximum depths explored and no groundwater was observed. Based on review ofthe City of Federal Way Critical Areas map included with the previously referenced documents provided to AESI, the site is partially located within a designated landslide hazard area. This landslide hazard area extends predominantly to the northwest of the property where existing single-family residential development is located. A small portion of the steep slope in the central portion of the property meets the criteria for a potential landslide hazard critical area based on a slope inclination of slightly greater than 40 percent and a vertical height of 10 feet according to Part 2h of FWMC 19.05.070. However, this steep slope area appears to have been graded to its current configuration during previous site development based on the presence of fill soils observed in our subsurface explorations. Additionally, the current plans for development indicate the subject steep slope will be modified and/or removed during construction of the new home. No detailed slope stability analysis was completed for this study, and none is warranted to support the current site development concept, in our opinion. Mitigation should consist of complying with AESI's recommendations for development contained in this report. 6.0 SEISMIC HAZARDS AND MITIGATIONS Seismic hazard areas are described in Part 3 of FWMC 19.05.070 as areas subject to severe risk of damage as a result of earthquake -induced ground shaking, slope failure, settlement or soil liquefaction, or surface rupture. Earthquakes occur in the Puget Lowland with great regularity. 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 1965, 6.5-magnitude event; and the 2001, 6.8-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—ProjectsJ201601131KE1WP Page 6 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations seen at Wollochet Bay, where forested areas were inundated by water. Additionally, linear fault scarp features in the ground surface were exposed in recent Light Detection and Ranging (LIDAR) maps. The scarp features are located near Allyn, Washington, and have been described as trending parallel to the Tacoma Fault system. Studies also point to the fault system continuing across the Puget Sound, and it is inferred as continuing through Commencement Bay and the Puyallup River Delta. The slip rate along the Tacoma Fault is thought to be approximately 2 millimeters peryear. However, very little is known aboutthe recurrence interval of earthquakes along the Tacoma Fault. The project site is located approximately 15 miles from the Seattle Fault and within the mapped limits of the Tacoma Fault Zone. Related fault systems in the Puget Sound region have been hypothesized to have reoccurrence intervals 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 proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the 2012 International Building Code (IBC) are recommended for this site. 6.2 Seismically Induced Landslides The potential risk of damage to the proposed structures by seismically induced landsliding is low due to the high internal strength of the deep-seated slope sediments on the project site. 6.3 Liquefaction Liquefaction is the process of loose, saturated sand losing its internal shear strength when subjected to cyclic loading, as may occur during an earthquake. Since medium dense, unsaturated advance outwash deposits underlay the property, the potential for liquefaction to occur is low in AESI's opinion. 6.4 Ground Motion It is our opinion that earthquake damage to the proposed structures, when founded on suitable bearing strata in accordance with the recommendations contained herein, will likely be caused by the intensity and acceleration associated with the event. Structural design for the project should follow 2012 IBC standards. The 2012 IBC defines Site Classification by reference to Table 20.3.-1 of the American Society of Civil Engineers publication ASCE 7, the current version of which is ASCE 7-10. In our opinion the subsurface conditions at the site are consistent with a Site Classification of "D" as defined in the referenced documents. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—ProjeasJ201601131KE1WP Page 8 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations 7.0 EROSION HAZARDS AND MITIGATIONS The following discussion addresses Washington State Department of Ecology (Ecology) or City of Federal Way erosion control regulations that will be applicable to the project. Typically these regulations require weekly temporary erosion and sedimentation control (TESC) inspections and turbidity monitoring for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Because the proposed project will not require disturbance of more than 1 acre, we anticipate that these inspection and reporting requirements will not be triggered. The following recommendations are related to general erosion potential and mitigation. Erosion hazard areas are described in Part 1 of FWMC 19.05.070 as those areas identified by the USDA's Natural Resources Conservation Service (NRCS) as having a moderate to severe or severe to very severe rill and inter -rill erosion hazard due to natural agents such as wind, rain, splash, frost action or stream flow; those areas containing the following group of soils when they occur on slopes of 15 percent or greater: Alderwood-Kitsap (AkF), Alderwood gravelly sandy loam (AgD), Kitsap silt loam (KpD), Everett (EvD), and Indianola (InD). Based on AESI's review of site -specific soil information available on the USDA web site, site soils are primarily comprised of Everett gravelly sandy loam (EvD) and Alderwood-Kitsap (AkF). These soil types are rated as having a moderate to severe erosion potential. Project planning and construction should follow local standards of practice with respect to TESC. Best management practices (BMPs) should include but not be limited to: 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. The site plan should include ground -cover measures, an aggregate -surfaced access drive, and staging area. The contractor should be prepared to implement and maintain the required measures to reduce the amount of exposed ground. 3) TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing. The recommended sequence of construction within a given area after clearing would be to install TESC elements and perimeter flow control prior to starting 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 exposed. During the winter months, areas that are to be left May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/ld—KE160113A2—Projects 120160113JKE�WP Page 9 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations exposed 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/discharge facilities. 5) All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. 6) Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 7) Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (BMPs) during construction, the potential adverse impacts from erosion hazards on the project may be mitigated. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—Projects �20160113�KE�WP Page 10 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washin_aton Design Recommendations III. DESIGN RECOMMENDATIONS INTRODUCTION Our exploration and reconnaissance indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development. The bearing strata of advance outwash deposits is relatively shallow over much of the site and will provide suitable support for building foundations. Conventional spread footing foundations constructed to bear on medium dense or dense, native sediment or on approved structural fill soil may be utilized to provide foundation support. Some overexcavation and replacement with structural fill may be required in areas of the proposed driveway based on the depth of observed loose fill soils. Additionally, loose fill was encountered along portions of the north and east property lines where a retaining structure is planned as a grade separation for the proposed driveway. Conventional rockeries are not suitable for support of loose soils. Options for walls that would be potentially suitable for this specific use given the current soil conditions include a cast -in -place concrete wall or segmental block gravity wall such as Redi-Rock or Ultrablock. 9.0 SITE PREPARATION Site preparation of planned structural fill, building, and other areas should include removal of all trees, brush, debris, and any other deleterious material. Additionally, all fill soils and the upper organic topsoil should be removed and the remaining roots should be grubbed. Areas where loose surficial soils exist due to grubbing operations should be recompacted in place, or if this is not feasible due to either soil composition or moisture content, the loose soils should be removed and replaced as subsequently recommended for structural fill placement. 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 medium dense advance outwash deposits may be made at a maximum slope of 1H:1V (Horizontal:Vertical). Temporary cut slopes in the near -surface, loose fill soils/weathered sediments should be limited to about 1.5H:1V. Additionally, if ground water seepage is observed, the temporary slopes will need to be readjusted. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut slopes in medium dense, native sediments or structural fill must not exceed a 2H:1V inclination. Fill slopes should either be overbuilt and trimmed back to final grade or surface -compacted to a specified density. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—Projects �20160113�KE�WP Page 11 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Desian Recommendations A high percentage of fine-grained material within limited portions of the on -site soils makes them potentially moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). 10.0 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 exposed ground in areas to receive fill should be compacted to a firm and unyielding condition. If the subgrade contains silty soils and too much moisture, adequate compaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of compaction, 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 the condition of the exposed ground is approved,r 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. Soils excavated on site are acceptable if they meet project specifications for the intended use, and if specifically allowed by project specifications. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Federal Way codes and standards. 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 laboratory 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, and is only permitted if specifically allowed by project plans and specifications. The existing fill soils present on site can contain a significant amount of silt and are considered moisture -sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM11d—KE160113A2—Projects 120160113�KEJWP Page 12 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Design Recommendations 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. 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 maybe 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 client in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS Spread footings may be used for building support when founded directly on undisturbed medium dense advance outwash, or on structural fill placed above suitable native deposits, as previously discussed. We recommend that an allowable bearing pressure of 2,500 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Higher foundation soil bearing pressures are possible for foundations supported entirely on undisturbed advance outwash; however, we do not expect that higher bearing pressures will be needed. If higher foundation soil bearing pressures are needed, we should be allowed to offer situation -specific recommendations. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. All footings should have a minimum width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM D-1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of % 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 byAESI priorto 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 May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM11d — KE160113A2 — Projectsj20160113jKEjWP Page 13 Hood Residence Geologic Hazard and Geotechnica/ Engineering Report Federal Way, Washinaton Design Recommendations required by the governing municipality. Perimeter footing drains should be provided, as discussed under the "Drainage Considerations" section of this report. 11.1 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed structures. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structures to achieve surface drainage. 12.0 FLOOR SUPPORT Floor slabs can be supported on suitable native sediments, or on structural fill placed above suitable native sediments. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock 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 a vapor retarder membrane at least 10 mils thick. The vapor retarder should be placed between the capillary break material and the concrete slab. 13.0 BACKFILLED CONCRETE 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 to resist active lateral earth pressure represented by 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 (250 psf) should be added to the wall height in determining lateral design forces. As required by the 2012 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 10H 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 midpoint of the walls. May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—Projects 120160113JKEJWP Page 14 Hood Residence Geologic Hazard and Geotechnica/ Engineering Report Federal Way, Washington Design Recommendations 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. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural glacial soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf ■ Coefficient of friction = 0.30 14.0 SEGMENTAL BLOCK WALLS In our opinion, a segmental block gravity wall would be suitable along the east property line next to the driveway to support planned cuts of 4 to 6 feet. A rockery wall is not appropriate to retain loose soils which were identified in our explorations. We would recommend segmental block types such as Redi-Rock or Ultrablock. Wall design is beyond the current scope of work, but AESI can design these types of retaining walls if selected. 15.0 INFILTRATION FEASIBILITY We understand that the City of Federal Way's storm water regulations recently adopted the 2016 edition of King County's Surface Water Design Manual (KCSWDM) for the handling of storm water runoff. Our explorations and grain -size analyses indicate that, from a geotechnical standpoint, the subject site is suitable for storm water infiltration into the native advance outwash sand soils. May 13, 2015 ASSOCIATED EARTH SCIENCES, INC. FSM11d — KE160113A2 — Projects�20160113JKEJWP Page 15 Hood Residence Federal Wov. w, Geologic Hazard and Geotechnical Engineering Report Design Recommendations We understand that runoff from the driveway and roof areas will be combined in an infiltration trench facility. in the proposed infiltration trench location, stratified Vashon advance outwash deposits consisting primarily of fine-grained sands were encountered beneath the shallow topsoil and fill soils. Based on Appendix C "Simplified Drainage Requirements" of the KCSWDM, the two primary requirements for full infiltration feasibility are grain size and separation from ground water or perching layers and are as follows: (1) if soils are coarse sands or cobbles or medium sands, then an infiltration rate test is not required and facility can be sized based on requirements in Appendix C of the 2016 KCSWDM, and (2) a minimum of 1 foot of separation is required between the bottom of gravel -filled trench and the maximum wet season water table. The manual allows full infiltration in other types of soils such as fine-grained sands but requires that the facility be designed in accordance with the infiltration facilitystandards in Section 5.2 of the KCSWDM, which will include infiltration testing. Field infiltration testing is outside of our current scope of work, but could be provided byAESi at the request of the client. Perthe KCSWDM, limited infiltration can be considered when finer -grained soils such as the fine sand are present at the site. In this case, infiltration trenches can be used assuming the lengths are determined by the criteria in Section C.2.3. These trench lengths are longer than if coarser -grained soils are present. In accordance with the KCSWDM, we recommend designing infiltration trench lengths based on 21 lineal feet per 1,000 square feet of impervious area. Suitable infiltration receptor soils should be verified by an AESI representative at the time of construction. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is based on a general project concept that is shown on the Preliminary Site Plan Alternative 1 by Hecker Architects that was provided to us as referenced earlier in this report. We recommend that AESI be allowed to review this report and update it as needed when a more detailed project plan has been developed_ 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 and infiltration systems depend 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. May 13, 2016 FSM/Id — KE160113A2 —Projects 120160113I KE1WP ASSOCIATED EARTH SOENCES, INC. Page 16 Hood Residence Geologic Hazard and Geotechnical Engineering Report Federal Way, Washington Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Frank S. Mocker, L.G., L.E.G. Project Geologist K Brace L. Blyton, Senior Principal Engineer Attachments: Figure 1: Vicinity Map Stephen A. Siebert, P.E. Associate Geotechnical Engineer Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Test Results May 13, 2016 ASSOCIATED EARTH SCIENCES, INC. FSM/Id—KE160113A2—Project020160113JKEJWP Page 17 PO VERT Y BA Y ----- 1—.-- . - b] � �nonpm+c, Opunry C �I � K1Pa aura i Counly S r DATA SOURCES I REFERENCES: USGS: 24K SERIES TOPOGRPAHIC MAPS KING CO: STREETS, PARCELS LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE 9Iri-T I . .■ 0 pit err• � _�. k �p r ti, I - � ■ ( Cbpynsgh[] 247 3 NationaGeog�ephic Soci€ty I cubetl' a s s o c i a t e d N earth sciences An c o r p o- a e d o 1000 2000 VICINITY MAP FEET HOOD RESIDENCE REPRO UCTIOACK NDWHITE FEDERAL WAY, WASHINGTON REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO PROJ NO- GATE. FIGURE: INCORRECT INTERPRETATION KE160113A 4/16 1 /LT LU LU LU uii CL � � ^®. y ®. x .y � y` .» 2 3� � APPENDIX o ° Well -graded gravel and Terms Describing Relative Density and Consistency •° Ctltf gravel with sand, little to Dens Sf 7blowslfoot w ® °a,a o no ones Very Loose 0 to 4 Coarse > m m LL m` ° ° ° ° Poorly graded gravel Loose 4 to 10 Test Symbols Grained Soils Medium Dense 10 to 30 A V 0 0't 000 0 0 GP and gravel with sand, Dense 30 to 50 G =Grain Size O o a °o°o° ° °o ° ° °� o° ° little to no fines Very Dense >50 M = Moisture Content 0 o c Consistency SPTt�tbirs_ws/foot A = Atterberg Limits z "I Silty grave{ and silty Very Soft 0 to 2 C = Chemical o�m. ° Gfi1 gravel with sand Fine- Soft 2 to 4 DD = Dry Density Grained Soils Medium Stiff 4 to 8 K =Permeability Stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 ;zo m GC clayey grave[ with sand Hard >30 Component Definitions Well -graded sand and Descri five Term Size Range and Sieve tVurrtfaer sand with gravel, little Boulders Larger than 12" m ; to no fines Cobbles T to 1Z Gravel 3` to No_ 4 (4.75 mm) 0 $ m :: '= Poorly -graded sand Coarse Gravel X to 3141 0N :• : , SP and sand with gravel, Fine Gravel 3/4" to No_ 4 (4.75 min) J little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) 0 Z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) m Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 rnm) m m m ° to SfH silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0,075 mm) IVES M .: gravel Silt and Clay Smaller than No. 200 (0.075 mm) N _ Clayey sand and (3) Estimated Percentage Moisture Content SC clayey sand with gravel Comporient Percents e b Wei ht Dry - Absence of moisture, rn dusty, dry to the touch Trace <5 Slightly Moist -Perceptible Sift, sandy Silt, gravelly silt, moisture Some 5 to <12 ML silt with sand or gravel Moist - Damp but no visible > Lo w m mofrer 12 to <30 water di N V Clay of low to medium (silty, sandy, gravelly) Very Moist - Water visible but not free draining d CL p ty; lty, sandy, or fastici silty, y Very moddrer 30 to <50 Wet - Visible free water, usually Z m = E gravelly clay, lean clay (silty, sandy, gravelly) from below water table 3 —J Organic clay or silt of low Symbols IL 2 — =� OL plasticity Blows/6° or Sampler 6° Cement OW 0 Q — portion of Type / surface seal Elastic silt, clayey sift, silt 2.0° OD m SamplerType Bentonhe o MH with micaceous or g Description t+1 seal Split -Spoon o diatomaceous fide sand or Sampler 3.0° OD Split -Spoon Sampler Finer packwith D. Silt (SPT) 3.251 OD Split -Spoon Ring Sampler (4) := blank casing Clay of high plasticity, section Bulk sample Screened casing a m .08. c i CH sandy or rave! clay, fat gravelly y 3.0° OD Thin -Wall Tube Sampler rtydrcnip 5 m E clay with sand or gravel (including Shelby tube) : with t ner pack t7 6 v Grab Sample End cap 6 _a Organic clay or sift of o Portion not recovered OH medium to high (4) Percentage by dry weight (4) Depth of ground water plasticity M SP Standard Penetration Test ( Tl 1 ATD = At time of drilling (ASTM D-1586) Q Static water level (date) Peat, muck and other (3) In General Accordance with o, H m o PT highly organic Soils Standard Practice for Description (5? Combined USCS symbols used for = 0two and Identification of Soils (ASTM D-2488) tines between 5%and 12% Ciassificaums of sails in tins report are based on visual field andror laboratory observations. which Include dengttyleonsistency, rrmisture CanrfiEfon, grain size, and piasacIty estimates and should not be corrstmed to imply field or laboratory testing unless presented herein. Visual -manual andlor laboratory dar n ..�-A — — ide! iffMCfen ru side for ff t nndind Soil Classification Svstem_ ......._..____ __-_- v a s s o c i a t e d earth sciences EXPLORATION LOG KEY FIGURE Al i n c a r p a r a t a d a LOG OF EXPLORATION PIT NO. EP-1 Thls log is part of the report prepared b Associated Earth Sciences. Inc. (AESI) For the named protect and should be read together with that report for complete interpretation. This summa a❑❑plses only to the location of this trench at the time of exca ton. Subsurface conditions may change at this Iooatlon vot the passage of time. The data presented are a simplfication of actual conditions encountered. Surface material: lawn DESCRIPTION Elev: —374 Topsoil \Very loose, moist, brown, silty SAND, some fine to coarse gravel, some organics (SM). 1 Fill Loose, moist, brown, fine to coarse SAND, some silt, some gravel to gravelly, trace cobbles, trace 2 organics throughout; nonstratified (SW-SM). 3 4 ' Slightly lighter color hues at —4.5 feet. 5 l.1 7 Weathered Vashon Advance Outwash 8 Medium dense, moist, light brownish orange, fine SAND, some silt to silty, trace gravel, trace organics (rootlets); iron-o)ade staining; massive (SP-SM). Vashon Advance Outwash 9 Medium dense, moist, light olive, fine SAND, trace to some silt; slight iron-o)ade staining in places; 10 massive to faintly stratified (SP-SM). 11 Bottom of exploration pit at depth 11 feet 12 No seepage. No caving. 13 14 — 15 16 -- 17 - 18 19 N Hood Residence N Federal Way, WA 'a M associated Project No. KE160113A o Logged by: FSM earth sciences a Approved by: JHS i n c o r p o r a t e d 4/22/16 U LOG OF EXPLORATION PIT NO. EP-2 This log is part of the report prepared by Associated Earth Sciences. Inc. (AESI) for the named protect and should be read together W that report for complete �nterpretat4on. This summary applies only to the location of this trench at the time of L excavation. Subsurface conditions may change at this location with the passage of time, The data presented are a simplfication i of actual conditions encountered. Surface material: lawn DESCRIPTION Elev: --362 Topsoil 1 d TI ,Veryloose, moist, brown, silty SAND, some fine to coarse gravei, some organics (SM). - Fill 2 �Loose, moist, brown, silty SAND, trace to some gravel, trace organics, trace plastic and other detritus r (SM). Weathered Vashon Advance Outwash 3 Loose to medium dense, moist, light brownish orange, fine to medium SAND, some silt, trace to some 4 -7 gravel, trace organics; iron -oxide staining; massive (SW-SM). Vashon Advance Outwash 5 Medium dense, moist, light olive, fine to medium SAND, trace to some silt, trace gravel; slight 6 -; iron-o)ade staining; massive to faintly stratified (SP-SM). 7 -f 8 Varies to fine to coarse SAND, trace silt, trace to some gravel at --8.5 feet (SW). Bottom of rxploration pit at depth 11 feet 12 No seepage. No e«ving. 13 14 -i 15 -I 16 17 --- 18 19 N Hood Residence N Federal Way, WA a s s o c i a t e d Project No. KE160113A Logged by: FSM earth sciences a 4/22116 Approved by: JHS i n c o r p o r a t e d U 1 2 3 4 5 6 7 LOG OF EXPLORATION PIT NO. EP-3 This log is rt of the report prepared by Associated Earth Sciences, [no. {AESI) for the named project and should be read together inn'th that report for oamplete interpretation, This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. Surface material: lawn Very loose, moist, brown, silt DESCRIPTION Elev: --362 Topsoil SAND, some fine to coarse gravel, some organics (SM). Fill Loose, moist, brown, silty SAND, trace to some gravel, trace organics, trace cobbles (SM). Weathered Vashon Advance Outwash Loose to medium dense, moist, light brownish orange, fine to medium SAND, some silt, trace gravel, trace organics (rootlets); massive (SP-SM). Vashon Advance Outwash Medium dense, moist, light olive, fine to medium SAND, trace coarse sand, trace gravel; slight iron-o)ade staining in places; massive to faintly stratified (SP-SM). 8 _. 9 Interbedded fine SAND, some silt and fine to medium SAND, trace to some silt; slight iron-o)ade staining (SP-SM). 10 11 Bottom of exploration pit at depth 10.5 feet No seepage. No caving. 12 - 13 14 N Hood Residence N Federal Way, WA a m associated Project No. KE160113A o Logged by: FSM earth sciences Approved by: JHS i n c o r p o r a t e d 4/22/16 L: Y LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared n Associated Earth Scienoes, Inc. (AESI) for the named project and should be read L together vdth that report for complete Interpretatian. This summary armies only to the location of this trench at the time of em ovation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplFication a of actual conditions encountered. Surface material: lawn DESCRIPTION Elev: --373 Topsoil Very loose, moist, brown, silty SAND, some fine to coarse gravel, some organics (SM). 1 — — Fill 2 -- Loose, moist, brown, silty SAND, some gravel, trace organics, trace cobbles; nonstratified (SM). 3 Gravelly from 3 to 5 feet; gravel is coarse. 5 Vashon Advance Outwash 6 Medium dense, moist, olive to light brownish orange, fine to medium SAND, some silt, trace to some fine to coarse gravel; slight iron-o)ade staining in places; massive to faintly stratified (SP-SM). 7 --y L-M 9 10 Becoming slightly more moist, silty in places with patchy iron-o)ade staining at —9.5 feet. 11 I Bottom of exploration pit at depth 11 feet 12 --j No seepage. No caving. 13 14 -- 15 - -- iIL 17 18 19 o Logged by: FSM M Approved by: JHS Hood Residence Federal Way, WA a s s o c I a It e d earth sciences incorporated Project No. KE160113A 4122/16 LOG OF EXPLORATION PIT NO. EP-5 rThis log is part of, the report prepared by Associated Earth Sciences, inc. {AES!) €or the named protect and should be read a together with that report for complete interpretation, This summary a lies only to the location of this trench at the time of CD excavation• Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication ❑ of actual conditions encountered. 1 Surface material: lawn DESCRIPTION Elev: --374 Topsoil 1 - Very loose, moist, brown, silty SAND, some fine to coarse gravel, some organics (SM). Fill 2 Loose, moist,olive, fine to medium SAND, some silt, trace gravel, trace organics (SP-SM). 3 4 5 6 7 8 9 10 11 12 13 - 14 - 15 16 - 17 18 19 Loose, moist, brown, silty SAND, trace gravel, trace organics; (old topsoil?) (SM). Weathered Vashon Advance Outwash Loose to medium dense, moist, light brownish orange, fine to medium SAND, trace to some silt, trace gravel, trace organics; excavates in coherent chunks (cementation?); iron -oxide staining (SP-SM). Vas hon Advance 0utwash Medium dense, moist, light olive to light brownish olive, fine SAND, trace to some silt and fine to medium SAND, trace to some silt, trace gravel throughout; slight iron -oxide staining in places; massive to faintly stratified (SP-SM). From 8.5 to 9.5 feet, medium dense, to dense, moist, light grayish olive, very gravelly, fine to coarse SAND, trace silt, trace cobbles (SW). BOVOM Of exploration pit at depth 11 feet No seef?aaa. No {;aving. Hood Residence Federal Way, WA Logged by., FSM a s s o c i a t o d Approved by. JHS earth sciences incorporated Project No. KE160113A 4/22/16 E a 7 t m 3 61 T a c 5C m a 40 v u `m 0 30 20 10 0 1 a s s o c i a t e d ( earth sciences I n c o r p o r a t e d GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422 Project Name Project Number Date Sampled p Date Tested Tested By Hood Residence KE160113A 4/26/2016 4/26/2016 Sample Source Sample No. De th ft MS p ( ) Soil Description Onsite EP-1 7 S Total Sample D Wt, o SAND, some silt, trace gravel (SP-SM) p �' (g) Moisture Content (/) Dio (mm) 518.4 Reference Specification 15 0.063 U.S. Sieve Opening in Inches I ,�a ,,, .,,, U.S. Sieve Numbers a s x 15 1 HvrI-t- 0.1 0.01 Diameter (mm) 0-0- EP 1 Gravel - - - Ref. Spec. Coarse Fine Coarse Medium Fine Slit or Clay Sieve No. Diam. Cum. Wt. % Ret. % Passing % Specs. Pass. by Wt. (mm) Ret. (g) by Wt. by Wt. Min 3 76.1 0.0 Max 100.0 2.5 64 0.0 100.0 2 50.8 0.0 100.0 1.5 38.1 0.0 100.0 1 25.4 0.0 100.0 3/4 19 0.0 100.0 3/8 9.51 2.1 0.4 99.6 44 4.76 8.5 1.6 98.4 #8 2.38 18.7 3.6 96.4 #10 2 22.5 4.3 95.7 #20 0.85 42.6 8.2 91.8 #40 0.42 119.6 23.1 76.9 #60 0.25 319.1 61.6 38.4 #100 0.149 424.4 81.9 18.1 #200 0.074 463.2 89.4 10.6 #270 0.053 470.6 90.8 1 9.2 S Everett Office 12911 % HewittAvenue, Suite 2 1 Everett, WA 98201 P1425.259.0522 F 1425.252.3408 Tacoma Office 11552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com a s s o c i a t e d earth sciences I inc J f (? 0 t 3? 8 G GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422 Project Name Project Number Date Sampled Date Tested i Tested By Hood Residence KE160123A 4/26/2016 4/26/2016 MS Sample Source Sample No. Depth (ft) Soil Description Onsite EP-1 9.5 SAND, trace silt (SP) Total Sample Dry Wt. (g) Moisture Content (%) Dlo (mm) Reference Specification 582.0 1 7 0.185 100 90 80 70 r m Z 60 3 bb c 50 40 a a 30 20 10 a U.S. Sieve Opening in Inches I U.S. Sieve Numbers I Hydrometer 3 2 1.5 1 314 12 3/8 3.5 4 6 8 10 14 16 20 30 40 50 60 100 140 200 270 400 500 635 II 100 10 1 0.1 0.01 Diameter (mm) EP-1 - - - Ref. Spec. C.-Gr�veE Sand Silt or Clay Coarse Fine Coarse Medium Fine Sieve No. Diam. (mm) Cum. Wt. Ret. (g) % Ret. by Wt. % Passing by Wt. %Specs. Pass. by Wt. Min Max 3 76.1 0.0 100.0 2.5 64 0.0 100.0 2 50.8 0.0 100.0 1.5 38.1 0.0 100.0 1 25.4 0.0 100.0 3/4 19 0.0 100.0 3/8 9.51 0.0 100.0 #4 4.76 0.0 100.0 #8 2.38 0.3 0.0 100.0 #10 2 1.1 0.2 99.8 #20 0.85 4.5 0.8 99.2 #40 0.42 213.4 36.7 63.3 #60 0.25 487.9 83.8 16.2 #100 0.149 550.5 94.6 5.4 #200 0.074 563.4 96.8 3.2 #270 0.053 565.1 97.1 2.9 Kirkland Office 1911 Fifth Avenue 1 Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 12911 Y. Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1 425.252.3408 Tacoma Office 1 1552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com a s s o c i a t e d i earth sciences i n c o r p o r a t e d GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422 Project Name Project Number Date Sampled Date Tested Tested By 1 Hood Residence KE160113A 4/26/2016 4/26/2016 MS Sample Source Sample No. Depth (ft) Soil Description Onsite EP-2 2.5 SAND, some silt, some gravel (SP-SM) Total Sample Dry Wt. (g) Moisture Content (%) Dlo (mm) Reference Specification 732.7 16 0.171 U.S. Sieve Opening in Inches I U.S. Sieve Numbers I Hydrometer 4 3 2 1.5 1 3/4 12 3/6 3.5 4 6 a 10 14 16 20 30 40 50 60 100 140 200 270 400 500 636 100 90 80 70 C 50 a 40 m as o. 30 20 10 low � a i 0+ 100 10 1 0.1 0.01 Diameter (mm) --e� EP-2 - - - Ref. Spec. �nh6. Gravel Sand Silt or Clay Coarse I Fine Coarse Medium Fine Sieve No. Diam. (mm) Cum. Wt. Ret. (g) % Ret. by Wt. % Passing by Wt. % Specs. Pass. by Wt. Min Max 3 76.1 0.0 100.0 2.5 64 0.0 100.0 2 50.8 0.0 100.0 1.5 38.1 0.0 100.0 1 25.4 0.0 100.0 3/4 19 0.0 100.0 3/8 9.51 27.4 3.7 96.3 #4 4.76 44.9 6.1 93.9 #8 2.38 64.6 8.8 91.2 #10 2 70.2 9.6 90A #20 0.85 126.3 17.2 82.8 #40 0.42 454.7 62.1 37.9 #60 0.25 621.7 84.8 15.2 #100 0.149 673.1 91.9 8.1 #200 0.074 688.4 94.0 6.0 #270 0.053 690.5 94.2 5.8 Kirkland Office 911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.252.3409 Tacoma Office 11552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com e 7 m 3 51 a a 5( m a 4C v a a 30 20 10 0 1 GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422 Project Name F KE1601Project Number Date Sam led i Hood Residence p Date Tested IIII 13A 4/26/2016 4/Z6/2016 Sample Source Sample No. De th ft Onsite f p ( ) Soil Description EP-2 S SAND, some silt (SP-SM) Total Sample Dry Wt. (g) Moisture Content (%) Dlc (mm) Reference Specification 623.3 8 0.151 U.S. Sieve Opening in Inches U.S. Sieve Numbers d ] 2 1.5 1 3/4 in". .,. I Hvrlrnmcfe. Diameter (mm) Grauel Coarse Fine Coarse Sand Medium Sieve No. Diam. Cum. Wt. % Ret. % Passing (mm) Ret. (9) by Wt. by Wt. 3 76.1 0.0 100.0 2.5 64 0.0 100.0 2 50.8 0.0 100.0 1.5 38.1 _ 0.0 1 100.0 1 25.4 0.0 100.0 3/4 19 0.0 100.0 3/8 9.51 0.0 100.0 #4 1 4.76 0.0 100.0 #8 2.38 0.2 0.0 100.0 #10 2 0.6 0.1 99.9 #20 0.85 6.1 1.0 99.0 #40 0.42 254.2 40.8 59.2 #60 0.25 466.3 74.8 25.2 #100 0.149 563.6 90.4 9.6 #200 0.074 590.6 94.7 5.3 #270 0.053 592.9 95.1 4.9 Tested By MS 0.1 0.01 IN-0-r EP-2 - - - Ref. Spec. Fine Silt orC % Specs. Pass. by Wt. 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S31ON sue' '�l 39VNIVdO RO1S V 9NIOV69 g zECMA'M1SAuz 'JNRI33NION3 1,9686 vm UG9 V-FoA U k : M150tl :tl3FY]IS30 ,. 30N301S32i OOOH NOFSfn3a 33N30153H 000H m o m p w ¢ 0 dE a U GO CD W m z w U G d 0 U Q a O O h 2 y OU16 m o J z LLp O WM = LL CD CJ Z L7' C � ¢ U U �oryG m C7 O F � 7 N W y N m Q Wce Q a Q a w Q (/-J W G � N O Cy r O 0 W Z a LL-i N Z O J J z O = O FQ W Z LLB � G W Z S o a Z Q Z �QLO>- a a 0 J ~ J O 2 N Z Q N Q Y 4z C_ 7- W z 0 �`' O w r o> W wm r m o�ui m r rz z w FaZ z w > z W O o r WOz > ap. ¢ U xul wg Z �9 CD z ¢oF w0 ozm ¢ m� z p�aew oz o xrz a m x w V o z a¢ w w w z<g a o F o W z o¢ j W m Maw o w 5 w w j Z mw O U LL r w o � Z o0 m o p¢ z¢ O rri off"' Z m Z W mop p m S om H � m z m Y g z—om} r J v zJ Z x N ¢�o z W¢ u5x¢LL, w 0 T o O m¢ O J 0mwa Z J O W OWE m m¢ U w z W r m U U p z J DC Z U¢ S Z W Z Z ,11 Z¢ O I^ ¢ O Z ¢ i w W LL U O m O w U D m [� Z U m ¢ LL O W O O W x— ¢ r r x m CC xz dprm W w U o Z U LL QozW ¢¢ �¢m z W w zzm- p¢ O z ¢ oLL W¢ m r m 0 g O LL o¢ z¢ J m z Comm orLL rzr¢ dx w� rW,}o�p zo m m Oa Z zoo m F U Z¢ a¢ o o W m r Z m0 ¢ N r m J= m U ZZ = r= W U J m o w rnz z W za p p ?+m'a W m m I' W wp g m 0 pLL z g U r W �z p m Z r x}mOz p wo = r >w m=¢ J m 3 LL—¢ o m O J U r W O W m m, U Z a O r m LL¢ p m0 L>= ¢ LL C= 3 a z o z O H O m m z m Z Z m 0 � w w o m a w r � o ¢ Z }} p a x z r w r Sc a w w w H d J 4 m¢ z 2 rJ w o J W Q WOU ¢ 0 o J, o zwmZ z fr YW mo Wmm¢yj kaJ' §�6 RT Oo o Z¢ W wmr C7 O�WOO �Z¢LL xrLLdY[L ZFOUwm om¢ZO¢ ¢ZO(n Y¢m pp>JZ0OM oZ0m m—p J? m mm] O Z <m g�h�zam�wF �rzrUCvCi O o¢ 88 =o Urm¢ OpW �OD JQ(JJL m¢Ow H v W m}p < �6F Ow ¢ o ai wwi: Om U o L0J mR zU Z� mUUmz 3 p Q a w F O C¢ MM- am s0 O m¢ 0 mh Om¢CIS� O � zO0 WcUt s.na in From: Stacey Welsh Sent: Wednesday, July 06, 2016 2:33 PM To: 'ssiebert@aesgeo.com' Cc' Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Attachments: 078 Critical Areas Optional Direct Services.pdf Hi Steve, I apologize for the delay in the City providing you a response. Isaac Conlen has taken another position and is no longer with the City of Federal Way. This email was turned over to me to provide a response. I see that Isaac provided a reminder in the email correspondence below of how the Optional Direct Services Program works. To answer your question regarding what happens if the applicant does not want to comply, the response is that t hen have the option to revert to traditional review of the report. Per Federal Way Revised Code 19.145.080.3, that consists e of having the report peer reviewed by one of our third party consultants at the applicant's cost. If you have further questions about the Optional Direct Services Program let me know. Otherwise please continue working with Becky Chapin, who is copied on this email. Thank you, Stacey Welsh, AICP Senior Planner t yr a Federal Way 33325 8t" Avenue South Federal Way, WA 98003-6325 Phone.253/835-2634 Fax: 253/835-2609 www.cit offederalwa .com From: Steve Siebert [mailto:ssiebert[naesg-�.com] Sent: Thursday, June 09, 2016 4,45 PM TO: Isaac Conlen Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Hi Isaac, We are waiting for approval from our client to release the report. We understand that there are still sorne design elements to the project that are being worked on which might involve additional geotech work and possible revision of our report. The release of all information to the City regardless of the stage of the project seems to be an element of the program that is problematic. It seems the most appropriate time is once the applicant submits for permit and project details are pretty much finalized. We understand the requirements of the program and it seems that the applicant didn't realize fully the information disclosure issue. There is really no information in our report for this property that is out of the ordinary. If the applicant doesn't want to comply what happens? Steve Stephen A. Siebert, P.E. I Associate Geotechnical Engineer a 5 5 0 C i a t e d a - earth sc ences ssiebert aes eo.com I www.aes eo.com Associated Earth Sciences, Inc. 9115th Avenue I Kirkland, Washington 98033 0 1 425-827-7701 F 1 425-827-5424 C 1 425-786-3612al e of the This email and any files transmitted with it ore confidentialthis eand intended msstake and delete this a mail from'your sysor tem•' f you are not the intended recipient nt you are notified sender immediately by e-mail if you have received that disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. From: Isaac Conlen mailto:Isaac.Conlen cit offederalwa .com Sent: Tuesday, June 07, 2016 7:08 PM To: Steve Siebert <ssiebert@aesgeo.com> Cc: Becky Chapin <Beck .Cha in cit affederalwa .camp 3KEA Proposal for Geotechnical Engineering Services Subject: FW: Hood Residence 16011 Hi Steve, I wanted to follow up on this topic. Our Direct Services program is meant to be a collaborative project between the applicant, consultant and the city. It's important to the integrity of the program that the city be includedechnin h aldiscussion of issues report itself. Because do notthat the cregitybe a an provided with all relevant documents created, especially thego independent review of Direct Services reports, we need to have transparency into the work that is occurring to ensure objectivity. t they It seems the applicant has some reservations about providing Ado dcuments ocuments submttedto the city, uto the ci y a etpublic lrepcords. We Please provide the city the documents Becky has requested. y cannot redact them. I have always viewed this program as exp erimental. For the most part it has worked well from my perspective. Certain projects are more challenging. This one I would put in that �:ategory. The issue is that you are being asked to help with the project design. That tends to place the consultant in the ito traditional mode f providing service to a client. I'm curious to learn your perspective on this project. Give me a call if you'd I'm attaching the Direct Services informational handout for reference (see hi -lighted section on communications and expectations). Best, Isaac Conlen Planning Manager 253 835 2643 From: Becky Chapin Sent: Thursday, June 02, 2016 10:56 AM To: Isaac Conlen Subject: FW: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Hi Isaac, See email below from Steve Siebert with AES. Thanks, Becky From: Steve Siebert [mailto:ssiebert aes eo.cam Sent: Wednesday, June 01, 2016 4:38 PM To: Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Becky, The applicant's representative has requested that you redact the fee arrangement from our proposal for geotechnical services that we sent a copy of to you. Thanks, Steve Stephen A. Siebert, P.E. I Associate Geotechnical Engineer a S S 0 C i a t e d earth sciences n ,c rj r P o r a t e d ssief��rt r� aes�eo.com www.aes eo.com Associated Earth Sciences, Inc. 91151h Avenue I Kirkland, Washington 98033 o f 425-827-7701 F J 425-827-5424 C J 425-786-3612 This email and any files transmitted with it ore confidential and intended solely for the use of the individual or entity to wham they sender immediately by e-mail if you have received this e-mail by mistake and delete this a-maare Addressed. Please notify the rl from your system, ff you are not the intended recipient you ore notified that disclosing, copyinq� distributing or taking any action in reliance on the contents of this in i1f r formation is strictly prohibited, From: Becky Chapin [M!!P o:Beck .Cha in cit offederalwa .com Sent: Wednesday, June 01, 2016 4:17 PM To: Steve Siebert <ssiebrtC�aeso�eom> Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services I believe the City is supposed to be copied on all communications regarding the project, including reports, based on the Direct Service Program. I've attached the original scope of work that includes a comment regarding communications. Becky Chapin Associate Planner [fsT 6�Fed ---- eral Way 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 www.cit offederalwa .com From: Steve Siebert [mailto:ssiebert aes eo.com] Sent: Wednesday, June 01, 2016 4:04 PM To: Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Am checking with our,client about releasing a copy of the report to you. Stephen A. Siebert, P.E. I Associate Geotechnical Engineer aE� S O C i a 2 d earth sciences n r f c r a t e d ssiebertaes eo.com I www aes _ e Associated Earth Sciences, inc. 911 5th Avenue I Kirkland, Washington 98033 01425-827-7701 F 1 425-827-5424 C 1 425-786-3612 se of the in This email and ony fifes transmitted with it are confidential and +� stake and delete this e_mn 1 from+yo rsystem, ti f ya ore nthey t then raddressed- dd d sec Pient You are notified sender immediately by email if You have received this a -mail by prohibited. char disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly From: Becky Chapin [mailto:Beck .Cha in cit affederalwa .com] Sent: Wednesday, June 01, 2016 3:58 PM To: Steve Siebert <ssiebertaes eo.com> Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Great, thanks for getting me this. I didn't realize you had done the review already, can you send me a copy of the geotechnical report as well. Thanks, Becky Chapin Associate Planner Federal Way 33325 8th Avenue South Federal Way, WA 98003-6325 phone:253-835-2641 Fax: 253-835-2609 www.cit offederalwa .cam From: Steve Siebert [mailto:ssiebert aesgeo.com] Sent: Wednesday, June 01, 2016 3:52 PM To: Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Hi Becky, t Attached is the signed contract for our services about 2 weeks ago. Thanks, Steve ^l There was a delay in getting started. We issued a geotechnical report Stephen A. Siebert, P.E. J Associate Geotechnical Engineer 1 6 0 C i a t e d earth Sciences n n r p o r a t e d ssiebert aes ea.com J www.aes�eo.corrr Associated Earth Sciences, Inc. 911 5" Avenue J Kirkland, Washington 98033 0 j 425-827-7701 F j 425-827-5424 C J 425-786-3612 l his email and any files -mail transmitted with it are con -lender and intended solely for the use of the indlviduol or entity to wham they ore addressed. Please notify the sender Immediotefy 6y e-mail if you hove received this e-moil by mistake and delete this a -mail frarn your system. 1f YOU pre not the intended recipient you are natifred that disclosing- copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. From: Becky Chapin [mailto:Beck .Cha in cit offederalwa .comj Sent: Wednesday, June 01, 2016 3:42 PM To: Steve Siebert <ssiebert aesgeo com> Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Hi Steve, I haven't heard much regarding this project and just wanted to update the tile. Did the applicant accept the cost estimate and give authorization to proceed? If so, can you provide a copy of the contract/agreement between the application and AES for our file. Thanks, Becky Chapin Associate Planner Federal Way 33325 81" Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 www.cit offederalwa .corms Becky Chapin Associate Planner Federal Way 33325 8°h Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 www.cit ❑f#ederalwa .cam From: Jennifer Iverson [mailtojiverson aes eo.caml Sent: Wednesday, March 09, 2016 4:42 PM To,. mstaff )rd heckerarchiteets.com; Becky Chapin Cc: Steve Siebert; Matthew A. Miller Proposal for Geatechnical Engineering Services Subject: Hood Residence 160113KEA Good afternoon, I have attached a pdf copy of the Hood Residence 160113KEA� P ophsalfor Goconcelcal ng Engineer s doing a vices. Please e contact Steve A. Siebert, P.E., Associate Geotechnical Engineer, questions Thanks O Jennifer Iverson I Administrative Assistant a t S 0 C i a t e d earth sciences i n, ,k3 rp o r a t e d 'iverson aes eo.com I www.aes eo.com Associated Earth Sciences, Inc. 9115th Avenue I Kirkland, Washington 98033 O 1 425-827-7701 F 1 425-827-5424 edsolelyfor the use of the This email and any files transmitted with it ary confidential mail and intend stake and delete this e-mail from'hPlease notify your system. f you are not the intended recipient you are notified sender immediately by e-mail if ye that disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. Becky Chapin From: Steve Siebert <ssiebert@aesgeo.com> Sent: Wednesday, June 01, 2016 4:38 PM To: Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Becky, The applicant's representative has requested that you redact the fee arrangement from our proposal for geotechnical services that we sent a copy of to you. Thanks, Steve Stephen A. Siebert, P.E. I Associate Geotechnical Engineer a S S r, C i ti earth sciences i n c o r p o r a t e d ssiebertaes eo.coni I www.aesgeo.corn Associated Earth Sciences, Inc. 911 5th Avenue I Kirkland, Washington 98033 O 1 425-827-7701 F 1 425-827-5424 C 1 425-786-3612 This email and any files transmitted with it are confidential and intended solely for the use of the individual or entity to whom they are addressed. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mailfrom your system. If you are not the intended recipient you are notified that disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. From: Becky Chapin [mailto:Becky.Chapin@cityoffederalway.com] Sent: Wednesday, June 01, 2016 4:17 PM To: Steve Siebert <ssiebert@aesgeo.com> Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services I believe the City is supposed to be copied on all communications regarding the project, including reports, based on the Direct Service Program. I've attached the original scope of work that includes a comment regarding communications. Becky Chapin Associate Planner Federal Way 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 www.citvoffederalway.com From: Steve Siebert [mailto:ssiebert@_a_esgeo.com] Sent: Wednesday, June 01, 2016 4:04 PM To: Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Am checking with our client about releasing a copy of the report to you. Stephen A. Siebert, P.E. I Associate Geotechnical Engineer �-� a s s o c i a t e d earth sciences i n c rv, r V� o r a t e d ssiebert@aesgeo.carr I www.aesgeo.com Associated Earth Sciences, Inc. 9115th Avenue I Kirkland, Washington 98033 0 1 425-827-7701 F 1 425-827-5424 C 1 425-786-3612 This email and any files transmitted with it are confidential and intended solely for the use of the individual or entity to whom they are addressed. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mailfrom your system. If you are not the intended recipient you are notified that disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. From: Becky Chapin Imailto:Beckv.Chaoin@citvoffedera[way.com] Sent: Wednesday, June 01, 2016 3:58 PM To: Steve Siebert <ssiebert@aesgeo.com> Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Great, thanks for getting me this. I didn't realize you had done the review already, can you send me a copy of the geotechnical report as well. Thanks, Becky Chapin Associate Planner ti D• . ti Federal Way 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 www.citvoffederalway.com From: Steve Siebert [mailto:ssiebert@aesgeo.com] Sent: Wednesday, June 01, 2016 3:52 PM To: Becky Chapin Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Hi Becky, Attached is the signed contract for our services. There was a delay in getting started. We issued a geotechnical report about 2 weeks ago. Thanks, Steve Stephen A. Siebert, P.E. I Associate Geotechnical Engineer a s s o c i a t e d earth sciences i n c u r r, c r a t e d ssiebertaes eo.com I www.aesgeo.com Associated Earth Sciences, Inc. 911 5th Avenue I Kirkland, Washington 98033 O 1 425-827-7701 F 1 425-827-5424 C 1 425-786-3612 This email and any files transmitted with it are confidential and intended solely for the use of the individual or entity to whom they are addressed. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mailfrom your system. If you are not the intended recipient you are notified that disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. From: Becky Chapin [mailto:Beclt .Cha in cit offederalwa .corn] Sent: Wednesday, June 01, 2016 3:42 PM To: Steve Siebert <ssiebertaes eo.com> Subject: RE: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Hi Steve, I haven't heard much regarding this project and just wanted to update the file. Did the applicant accept the cost estimate and give authorization to proceed? If so, can you provide a copy of the contracVagreement between the application and AES for our file. Thanks, Becky Chapin Associate Planner ��_. Federal Way 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 www.citVoffederalway.com Becky Chapin Associate Planner Federal Way 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253-835-2641 Fax: 253-835-2609 w ww. c iyo fFe de ra 1 way.co m From: Jennifer Iverson [rnailto:'iverson aes eo.com] Sent: Wednesday, March 09, 2016 4:42 PM To: mstafford heckerarchitects.com; Becky Chapin Cc: Steve Siebert; Matthew A. Miller Subject: Hood Residence 160113KEA Proposal for Geotechnical Engineering Services Good afternoon, I have attached a pdf copy of the Hood Residence 160113KEA Proposal for Geotechnical Engineering Services. Please contact Steve A. Siebert, P.E., Associate Geotechnical Engineer, with questions concerning this document. Thanks O Jennifer Iverson I Administrative Assistant earth sciences i n c o r p of r a t e d iiversor @aes eo.com I www.aesgeo.com Associated Earth Sciences, Inc. 911 5th Avenue I Kirkland, Washington 98033 O 1 425-827-7701 F 1 425-827-5424 This email and any files transmitted with it are confidential and intended solely for the use of the individual or entity to whom they are addressed. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from yoursystem. If you are not the intended recipient you are notified that disclosing, copying, distributing or taking any action in reliance on the contents of this information is strictly prohibited. RECEIVL FEB 19 2016 CITY OF �4'",�..�:� ` Fedel C1� WCICiTYCFFEDERALWAY CDS DEPARTM Nt0 FCommuN`1TYDEvF, orWNT 33325 8'' Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 w'w %v. cirvoffederalway. com APPLICATION CRITICAL AREA DIRECT SERVICES PROGRAM Project Name: H eDo fn^ i e&-eA " - Project Description: R Project Address: r?] r- Parcel #: Contact Name: mrr'ET,9 � Phone: Email: Mr15-t'a 4- or11& . LO WL Mailing Address (if different from above): A,�r LL ewul&4,, 3 t ❑ I am the owner of the ove referenced property and l authorize the city to obtain an estimate of project cost. I recognize the Direct Services Prog is optional and that I may choose to utilize any qualified consultant of my choosing. I agree to indemnify and reieas city from all I a�ility associated with the program or the work/reports of the consultant. gignature: -=AFAT11U/1V1F=WAZk1FA . - N Use On Consultant Name: . Date Sent to Consultant: Ar Materials Sent to Consultant: f [ Site Plan �14- b Landscape Special Sttldy(s) ether: ALjLi Kt - Folder # Fee Estimate: ❑ Construction Drawings C'i Bulletin #078 —June 1, 2014 Page 1 of 1 k:\Handouts\Critical Areas Optional Direct Services Application a s s o c i a t e d ear h sciences March 10, 2016 Project No. KE160113A Gregory and Diane Hood 6501-160th Avenue Ct E. Sumner, Washington 98390 Subject: Proposal for Geotechnical Engineering Services Proposed Single -Family Residence 152 S. 29Sth Place Federal Way, Washington Dear Mr. and Mrs. Hood: RECEIVED By Amy Hewitson at 10:02 am, Mar'21, 2016 This letter presents our scope of work and fee proposal to provide geotechnical engineering services for the above -referenced project. Our understanding of the project is based on information provided to us by Mr. Morry Stafford with Hecker Architects, recent site visit, knowledge of geologic conditions in the area, and previous project experience in the vicinity of the site. Associated Earth Sciences, Inc. (AESI) was referred this project from the City of Federal Way (City) under their Geotechnical Consultant Direct Services Program. PROJECT DESCRIPTION The site'is an existing undeveloped, irregularly shaped, 12,033-square-foot lot located within a residential neighborhood. The property slopes towards the west with portions exceeding 40 percent and is covered with lawn. Reportedly, fill associated with the construction of the residence to the southeast is present on the site. We understand that the site was previously owned bythe neighborto the southeast. Site grades range from elevation 358 feet atthe northern property boundary to 374 feet along the southern property boundary based on review of the current site plan. A portion of the site near the southern property boundary meets the City's definition of a landslide hazard area based on a slope inclination greaterthan 40 percent having a height of 10 feet or greater. We also understand that the site is classified as an erosion hazard area by the City. Based on review of a published geologic map of the project area, we expect that the site is underlain by a variable thickness of fill overlying Vashon advance outwash sands and gravels (Qva). Ground water is anticipated at depths of less than 20 feet below existing grades. Vashon advance Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F1 425.827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425. 827.5424 Tacoma Office 11552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1 253.722.2992 F 1253.722.2993 www.aesgeo.com outwash may be suitable as storm water infiltration receptor, provided it is not saturated, has a low enough fines content, and is of sufficient thickness. We understand that the planned project will consist of constructing a new single-family residence having three stories including a daylight basement. The current house layout is in progress but it will likely be oriented towards the western property boundary in the topographically lower portion of the site. We understand that an evaluation of storm water infiltration feasibility is needed and that low impact development features are being considered such as infiltration trenches. The City currently uses the 2009 King County Surface Water Design Manual which allows for evaluation of infiltration using gradation analyses for granular soils. SCOPE OF WORK Our proposed scope of work includes a % day of exploration pits. Fourto six exploration pits will be excavated to a depth of about 14 feet with an extend -a -hoe subcontracted by AESI. The exploration pits will be backfilled as they are completed and no unattended open excavations will be present at any time. Some surface disturbance may occur as part of our excavation activities and complete site restoration is not included within the scope of this proposal. To limit surficial disturbance, we will cut the sod from the exploration pit locations prior to digging and will place it back once pits are backfilled. We will notify the mandatory "one -call" utility location service. We have also included a private locate in our fees forthe project. However, some utilities are not locatable bythe private location services, such as polyvinyl chloride (PVC) pipes. Any information or as -built plans that you can provide will decrease the risk that we will impact existing utilities. AESI will not be responsible for damage to unmarked utilities. We will collect representative samples of subsurface materialsfrom ourexploration pits, and will complete a limited scope of laboratory testing on selected samples. Laboratory testing will include up to four grain -size analyses and several moisture -content tests. Upon completion of our field exploration and laboratory testing, we will prepare a geotechnical report that will include: • A site plan showing exploration locations; • Summary of soil and ground water conditions; • Laboratory testing results; • Discussion of geologically hazard areas (landslide, erosion, and seismic hazards); • A discussion of shallow storm water infiltration feasibility based on gradation analysis; • Site preparation recommendations; 2 o Structural fill recommendations, including suitability of on -site materials for reuse in structural fill applications; Foundation design recommendations including: allowable foundation bearing pressure, allowable passive pressure and friction coefficient, settlement estimates; Lateral earth pressures for backfilled retaining walls; 0 20121nternational Building Code {IBC} site class based on subsurface conditions; a Site drainage recommendations; • Slab -on -grade floor recommendations; i Wet weather construction considerations; and ■ Recommendations for further study, if required. In addition at the request of the architect, we will provide post -report consultation to the project team and perform a geotechnical review of the construction documents to verify conformance with our report recommendations. PROPOSED FEES We can complete the scope of work described above within an estimated budget of $5,100 in accordance with the following table. Note that depending on the soil conditions encountered in our subsurface explorations, additional in -situ infiltration testing may be required. These conditions would include soils that are fine grained or where layering is observed. Task Subcontractor Cost AESI Fees Subsurface Explorations (backhoe test pits) $600 $750 Private utility Locate $200 Laboratory Testing $550 Office Analysis and Report Preparation $3,000 Post -Report Consultation, Plan Review $500 Subtotal $800 $4,800 Total $5,600 Our work would be charged on a time and materials basis. No work would be performed beyond our approved budget without prior authorization. All of our work would be performed in accordance with our Schedule of Charges and General Conditions "A," copies of which are attached. 3 SCHEDULE We can complete our site explorations within approximately 1 to 2 weeks of authorization to proceed based on subcontractor availability. Fieldwork should take %Z day. We can deliver the report within 2 weeks of completion of our field and laboratory testing. CLOSURE We appreciate the opportunityto submit this proposal and hope that it meets your needs. If you approve of our scope of work and would like for us to proceed, please provide a signed copy of this proposal with a retainer check in the amount of one-half the proposal amount ($2,800) to our Kirkland office address (AESI, 911 5th Avenue, Kirkland, Washington 98033) to authorize our services. If you have any questions, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Stephen A. Siebert, P.E. Associate Geotechnical Engineer Matthew IVliller, P.E. T ^ Principal Engineer The undersigned has reviewed and accepts the General Conditions "A". Date ive Signature avial �rkoi - Client (please print name} Attachments: Schedule of Charges/General Conditions "A" SAS/pc KE16011341 Projects\2016017.3\KE\ W P n Effective January 1, 2015 ASSOCIATED EARTH SCIENCES, INC. SCHEDULE OF CHARGES Our compensation will be determined on the basis of time and expenses in accordance with the following schedule unless a lump sum amount is so indicated in the proposal or services agreement. Current rates are as follows: Personnel Charges - Engineers, Hydrogeologists, Geologists, Scientists, and Technicians Sr. Principal.......................................................................................$210.00/hour Principal............................................................................................$180.00/hour Sr. Associate.....................................................................................$160.00/hour Associate..........................................................................................$150.00/hour Senior...............................................................................................$140.00/hour Sr. Project.........................................................................................$130.00/hour Project..................... ......................................................................... $115.00/hour Sr. Staff.............................................................................................$100.00/hour Staff.................................................................................................... $85.00/h o u r Legal Testimony (4 hour minimum)..................................................$400.00/hour Other Personnel and Disbursement Charges CAD Operator and Workstation.........................................................$95.00/hour Prints —Sizes A and 8...................................•........................................$2.00/each Prints —Sizes C, D, E, and F...................................................................$5.00/each Project Assistant.................................................................................$75.00/hour Laboratory Technician........................................................................$75.00/hour Clerical, Word Processing, etc . ........................................................... $60.00/hour Computer Services(GIS).....................................................................$85.00/hour Mileage................................................................................................. $0.65/mile Four Wheel Drive Vehicle.....................................................................$0.80/mile Per Diem............................................................................................To be established on a project basis Subcontractors and Miscellaneous Expenses....................................cost plus 15% Water Level Data Logger...................................................................$50.00/month Barometer Data Logger.....................................................................$40.00/month Laboratory Charges Amended Topsoil Bioretention Suite...............................................$770.00/each Atterberg Limit.................................................................................$110.00/test Combined Sieve and Hydrometer....................................................$193.00/test Consolidation.................................................................................... $385.00/test Constant Head Permeability (ASTM:D2434-68)...............................$385.00/test Direct Shear......................................................................................$385.00/3 point test Ethylene Glycol Test (3 rock minimum)............................................$115.00 Hydrometer.................................................................... ... $165.00/test Moisture Content...............................................................................$25.00/test OrganicContent.................................................................................$70.00/test Percent Passing#200..........................................................................$60.00/test Permeability -Fines (Falling Head).....................................................$200.00/test Permeability -Granular Soils (Falling Head).......................................$200.00/test Proctor ASTM:D-1557 and ASTM:D-698...........................................$200.00/test Sand Equivalent................................................................................$110.00/test Sieve with Organic Burn...................................................................$170.00/test Sieve with Wash #200......................................................................$110.00/test Specific Gravity + #4...........................................................................$65.00/test Specific Gravity -#4............................................................................$70.00/test Other laboratory tests and equipment rental will be provided on a per job basis. Charge=-Reg1-WP\Unda\SD-2014 A�k CITY OF _�,,n dera! Wav GEOTECHNICAL CONSULTANT DIRECT SERVICES PROGRAM Date: February 25, 2016 Consultant: Steve Siebert Associated Earth Sciences (AES) 911 5th Avenue Kirkland, WA 98033 ssiebert 0 aesgeoxoni Project: Hood Residence 152 South 295"' Place Federal Way, WA 98003 Parcel #543721-0140 File No.: 16-100913-00-AD Applicant: Morry Stafford Hecker Architects 2009 Harkins Street Bremerton, WA 98310 360-479-5459 nti sta ffo rd(,2l:• ec ke rai-e li i tects. co m City Staff. Becky Chapin, Associate Planner Community Development Department 33325 8th Avenue South Federal Way, WA 98003 253-835-2641 bec ky. c h ap i n, c i tyoffederal way.com Scope of Work: The applicant has requested geotechnical direct service for the construction of a new single family residence. According to the City's Critical Areas Map, the subject property is located within a Geologically Hazardous Area. Development within 50 feet of a GHA is subject to review pursuant to Federal Way Revised Code (FWRC) Chapter 19.145 Environmentally Critical Areas. Specifically, FWRC Article 11, Geologically Hazardous Areas. See attached scope of work provided by the applicant. Documents Provided: Signed Application for Critical Area Direct Services Program Geotechnical RFP, prepared by applicant Vicinity Map and Critical Areas Map Two Conceptual Site Plans Task Cost: Estimate $ . Costs to the applicant are pursuant to the fee schedule in the consultant's Professional Services Agreement with the City. Applicant shall pay consultant directly. The consultant may require pre -payment of estimated cost. Communication: A copy of any contract/agreement between the applicant and the Consultant shall be provided to the city. The city staff representative noted above shall be copied on any communication moving forward. I6-100913 Doc I D 72479 HEC:ItER ARCHITECTS F PLAT, NINC, ARc,1-11TECT1 RE 1NIT ER10Rs GEOTECHNICAL RFP /FEDERAL WAY DIRECT SERVICES PROGRAM Project: I Hood Residence Geotechnical RFP Project No_.: 2015 - 0036 Date: 02/09/16 Owner: Jl Gregory & Diane Hood _ 6501 - 160th Ave Ct E _ Sumner, WA 98390 _k 1 I This proposed project is for new construction to build a custom home on a 12,033 SF parcel located in Federal Way. Consultant will contract directly with the Owner. Site address is 152 S. 295th PL, Federal Way, WA 98003. The Architect will coordinate services and serve as the Owners representative. Attachmpntc- The following drawings are included for your review. • Two options concept site plan with aerial photo of site, superimposed with the survey & conceptual location of improvements. • Vicinity plan showing site location & adjacent City property. • City of Federal Way Critical Areas Map (portion showing site location) Scope of Work Narrative (Geotechnical): Critical Areas • Federal Way Critical Areas Map - indicates that this property is located or partially located in two critical areas; landslide hazard and erosion hazard. • Federal Way Revised Code requires a qualified professional to prepare a Critical Areas Report when a proposed activity impacts a critical area. This report may be waived or modified by the Director of the DCD, however a professional may be required to prove that a Critical Areas Report will be unnecessary. o Requirements - a standard buffer of 50' from the top and toe of any landslide hazard area. The buffer may be reduced, and improvements may be located in a landslide hazard area when suitably demonstrated by a qualified professional. Also, the City may require a Geotechnical Report to be submitted supporting development in a geologically hazardous area. This report must include a topographic site plan identifying hazardous areas on and off site that are likely to be impacted. • Critical Areas Report - Determine whether a Critical Areas Report will be necessary for the site. Provide option for preparation of the report if deemed required. Provide rationale for reasonable use waiver if deemed necessary. Soil Survey • Recommend soil cut & fill properties for a daylight basement house. Recommendations for stepped footings or a single basement wall with a 12' basement wall & footing extending below slab along the South property line. • Recommend placement of cut soils on site for backfill under garage & basement slabs, and suitability for terracing behind rock retaining walls. • Recommend soil bearing capacities for gravity & lateral loads, for buildings, deck(s) & free standing retaining walls. • Identify placement of fill from construction of the existing uphill house, apparently in place for decades. • Recommend earthwork required to mitigate potential differential settlement for continuous foundations within the building footprint, & spot footings for decks. 11 3, C K F R A R C H I T E C T S n aou<7 FIRFCKItdS ,STREET 6FIEMERTUN, WAJFF[NGTVN 98jio ; TEL 360.479.5459 FAX 360.479.5477 HECKER ARCHITECTS P-s � PLANNING ' ARCHITECTURE INTERIORS • Advise of potential & mitigation for landslide & erosion with respect to construction activities. Surface & Subgrade Water • Advise of potential water table impacts on basement walls & floor slab(s). • Advise infiltration capacities/locations for roof drainage infiltration trench & potential for redirecting as a source for landscape irrigation. • Advise infiltration capacities/locations for surface water runoff from impervious surfaces. • Advise dispersment methods of surface & subsurface water. MeetinaslDefiverables: • Initial Review Meeting (pre -proposal) — Discuss residential property, scope of work, review deliverables, final documents, and schedule. • Develop options as determined by initial investigation Consultation regarding architectural, structural & site improvement drawings related to soils properties. • Final Documents. • Review and submittal of final permit & construction documents. End of RFP - 2/2 — H E C K E R A R C H i T E C T S 2009 73ARKlNS STRIICT BRE.M1:RT0N, WASHINGTUN 99310 '; TEL 350.479.5459 FAX 360.479.5477 1 I H E C K E R ARCHITECTS Ps r L .4 N N I N G A R C H I I E C 1 u R E I N T E R 10 R s JJ— VICINITY MAP Project: Hood Residence Site Vicinity Ma Project No.: 2015 - 0036 Date: 02/10/16 Owner: Gregory & Diane Hood 6501 - 160th Ave Ct E Sumner, WA 98390 1 This project is for a new custom home on a 12,033 SF parcel located in Federal Way. Site address is 152 S. 295th PL, Federal Way, WA 98003. a �. T I . -1 29 3rt F11 CITY PROPERTY SITE H E C K F R A R C H I T E C T S c 0 M 2009 HARKINS STREET BREMERION, WASHINGTON 98310 T E L 360.479.5459 FAX 3 6 0 . 4 7 9 . 5 4 7 7 HECKER ARCHITECTS Ps PLANNING ARCHI'I'ECruRE INTERIORS J-J— WEB SOIL SURVEY Project: Hood Residence Web Soil Survey Project No.: 2015 - 0036 Date: 02/10/16 Owner: Gregory & Diane Hood 6501 - 160th Ave Ct E Sumner, WA 98390 This project is for a new custom home on a 12,033 SF parcel located in Federal Way. Site address is 152 S. 295th PL, Federal Way, WA 98003. King County Area, Washington (WA633) Map Map Unit Name Acres Percent Unit in of AOI Symbol AOI AkF Aldemood and Kltsap soils, 5.3 27.4% verysteep AmC Arents, Aldervvood material, 2.5 12.8% 6 to 15 percent slopes EvB Everett very gravelly sandy 3.7 19.1% loam, 0 to 8 percent slopes EvD Everett very gravelly sandy 2.2 11.5% loam, 15 to 30 percent slopes InC Indianola loamy sand, 5 to 5.6 29.1% 15 percent slopes Totolc for AreA of Interest 19.3 100.0% H E C K E R A R C H I T E C T S. c o in 2009 HARKINS STREET BREMERTON, WASHINGTON 98310 T E L 360.479.5459 FAX 360.479.5477 LANDSLIDE HAZARD EROSION HAZARD 6 0, 0, 11 0, 0. � NIN O SITE t ir 17, L m We_ _ __ 1 FEDERAL WAY CRITICAL AREAS MAP HOOD RESIDENCE I N CI ,. Federal flay RE C ` IV E I DEPARTWN T.OF Co'%U U ti'ITY D"ELOPMENi 33325 8"' Avenue South Federal Way, WA 98003-6325 FEB 9 Z01 253-835-2607;Fax 253-835-2609 tew�r.c:iavofFc:dzralt;aY.com CITY OF FEDERAL WAY CDS APPLICATION CRITICAL AREA DIRECT SERVICES PROGRAM Project Name: '' I Do S i GI 0 0 Project Description: R 8 tic S Project Address: r �� Parcel #: 3Ge- Email: Contact Name: mf '4Z s (`•� Phone: &t . L o Mailing Address (if different from above): 3 r4r, I am the owner of the ove referenced prope►ty and I authorize the city to obtain an estimate of project cost. 1 recognize the Direct Services Prag is optaahaty associated with the program or tutilize any o cworklreports of the cononsultant of MY isultan agree to indemnify and releas t city from all Date: Signature: � Ci Use Oni I Consultant Name: Date Sent to Consultant: — Materials Sent to Consultant: ❑ Site Plan 0 Special Study(s) n Other' [3 Landscape Plan 0 :Other. Folder # Fee Estimate: I] Construction Drawings Bulletin #078 —June 1, 2014 Page I of 1 k:'JiandoutslCritical Areas Optional Direct Services Application HECKER ARCHITECTS LANNING AR('-flITECTURL INTERIORS .J GEOTECHNICAL RFP /FEDERAL WAY DIRECT SERVICES PROGRAM Project Hood Residence Project No.: 2015 - 0036 Owner: Gregory & Diane Hood 6501 - 160th Ave Ct E Sumner, WA 98390 Geotechnical RFP Date: , 02/09/16 This proposed project is for new construction to build a custom home on a 12,033 SF parcel located in Federal Way. Consultant will contract directly with the Owner. Site address is 152 S. 295th PL, Federal Way, WA 98003. The Architect will coordinate services and serve as the Owners representative. Attarhma_ntc' The following drawings are included for your review: • Two options concept site plan with aerial photo of site, superimposed with the survey & conceptual location of improvements. • Vicinity plan showing site location & adjacent City property. • City of Federal Way Critical Areas Map (portion showing site location) Scope of Work Narrative (Geotechnical): rrifir-ni Arane ■ Federal Way Critical Areas Map - indicates that this property is located or partially located in two critical areas; landslide hazard and erosion hazard. • Federal Way Revised Code requires a qualified professional to prepare a Critical Areas Report when a proposed activity impacts a critical area. This report may be waived or modified by the Director of the DCD, however a professional may be required to prove that a Critical Areas Report will be unnecessary. o Requirements - a standard buffer of 50' from the top and toe of any landslide hazard area. The buffer may be reduced, and improvements may be located in a landslide hazard area when suitably demonstrated by a qualified professional. Also, the City may require a Geotechnical Report to be submitted supporting development in a geologically hazardous area. This report must include a topographic site plan identifying hazardous areas on and off site that are likely to be impacted. • Critical Areas Report - Determine whether a Critical Areas Report will be necessary for the site. Provide option for preparation of the report if deemed required. Provide rationale for reasonable use waiver if deemed necessary. Soil Survey • Recommend soil cut & fill properties for a daylight basement house. Recommendations for stepped footings or a single basement wall with a 12' basement wall & footing extending below slab along the South property line. • Recommend placement of cut soils on site for backfill under garage & basement slabs, and suitability for terracing behind rock retaining walls. • Recommend soil bearing capacities for gravity & lateral loads, for buildings, deck(s) & free standing retaining walls. • Identify placement of fill from construction of the existing uphill house, apparently in place for decades. • Recommend earthwork required to mitigate potential differential settlement for continuous foundations within the building footprint, & spot footings for decks. w •n•a ! i F C K F R A R is H i T E C T S r. n 2,009 HARKINi STREET BREMERTUN, WASHL NGT<7n 98_�10 TEL 360.479.5459 FAX 360.479.5477 HEC:KER ARCHITECTS P.S PLANNING ARCHITECTURE INTERIORS ,Jr • Advise of potential & mitigation for landslide & erosion with respect to construction activities. Surface & Subcrade Water • Advise of potential water table impacts on basement walls & floor slab(s). • Advise infiltration capacities/locations for roof drainage infiltration trench & potential for redirecting as a source for landscape irrigation. • Advise infiltration capacities/locations for surface water runoff from impervious surfaces. • Advise dispersment methods of surface & subsurface water. Meetings/ Dei ivera b I es • Initial Review Meeting (pre -proposal) - Discuss residential property, scope of work, review deliverables, final documents, and schedule. • Develop options as determined by initial investigation • Consultation regarding architectural, structural & site improvement drawings related to soils properties. • Final Documents. • Review and submittal of final permit & construction documents. End of RFP -2/2- w w w H E C K E R A R C H I T E C T S c c, m 2009 HARKINS STREET j GRBMERTON, WASH €NGTON 98310 ) TEL 360.479.5459 FAX 360.479.5477 H E C K E R ARCHITECTS P 5 P L A N N I N G A R C H 17 E C I- u R L I N r E R 1 o R S I I — VICINITY MAP Proiect: Hood Residence Site Vicinity Ma Project No.: 2015 - 0036 Date: 02/10/16 Owner: Gregory & Diane Hood 6501 - 160th Ave Ct E _ Sumner, WA 98390 This project is for a new custom home on a 12,033 SF parcel located in Federal Way. Site address is 152 S. 295th PL, Federal Way, WA 98003. 1 l F7 -� 293 CITY PROPERT) I' SITE- 11 -t w w V, I -I E C K E R A R C H I T E C T S C o m 2009 HARKINS STREET BREMERTON, WASH INGTON 983i0 T E L 360.479.5459 FAX 3 6 0 . 4 7 9 . 5 4 7 7 LANDSLIDE HAZARD EROSION HAZARD - �Tr FEDERAL WAY CRITICAL AREAS MAP HOOD RESIDENCE E 1, e rn, y A B y C D Ad E F G H J K L Im ,16; l�- 7'0�— IN -FILL GRADE TO If Ts f \ r• / \ DRIV Y J \ ; 19966 SF VIV 1 I ZONE 3 f `1 s-0• aro• 1 / \gY �. CE / \ ZONE 2 1715 sc OF ` 1 ' ��Fx' 36I'{ERCEPTOR ZONE 7 \ _ � � I jw SIT I ` 1 . I I I I �`....... — /— 1 _ / I MAX IMPERVIOUS SUFACE: 60%OF SITE 12,033 SF 60=7,219 B SF (MAX) NOTE: DRAWING BASED ON TOPOGRAPHIC SURVEY PROVIDED BY: O.J, DROPPER IV A H C D E F G H J K L ll I' JJ HECKER ARCHII 2009 HARKINS STR BREMERTON, WAS —h-ke 10it-It, FEL 990.�79.Si54 FA% ]66AT95f71 HOOD RES] FEDERAL WAY, W GREGORY & DIAh SCHEME SITE PLA EB l921 DF FEDM DS euc-- eisv.:ia; —1. D ter. elw�a,t l k SCHEME 1 SITE PLAN SITE AREA: 12,033 SF IMPERVIOUS SUFACE: 4,1876 SF VERSION 02110116 A B C FBI E F G H J K L M Z 12 '16; �. aDCXERr . w� �f / 1 _ ZONE 2 IN-FlLL GRADE TO — — — — secrELElanoR 1, r 9 L- r MA ZONE / 36g RF S N + Sip 1 l� GARAGE — n 9T 1 DRIVEWAY NTERCEpTOR /- / 1524E - TRENOt I BBB � , � y�i•'' ^ / - 1 ZONE 1r I ROC�IERY I 1 - _/ I / � 1 EXIST PUGET PowERwruT \ 1 \ % --- \ / 1 / I MAX IMPERVIOUS SUFACE: 60 % OF SITE 12.033 SF x 60 = 7,219 6 SF (MAX) NOTE: DRAWING BASED ON TOPOGRAPHIC SURVEY PROVIDED BY: 0_.J,DROPPER IV A B C J^ HECKER ARCHI' 2009 HARKINS STF BREMERTON. WAS heckerarchltecG TFJ: Jaa.4rs.sa59 FAX ]&1.i79.5477 r JCF LREx D r,rn:v ec} E r G H HOOD RES] FEDERAL WAY, W GREGORY & DIAF J SCHEME SITE PLC K L o-ry M �NG RA 4 rZ SCHEME 2 SITE PLAN SITE AREA. 12,033 5F IMPERVIOUS SUFACE: 4.5536 SF VERSION 02/10116