Loading...
17-102757-t CITY OF Federal Way July 10, 2017 Mr. Chad E. Ahrens, Esq. Smith Alling PS 1501 Dock Street Tacoma, WA 98402 chad@smithalling.com Re: File #17-102757-00-PC, PREAPPLICATION CONFERENCE SUMMARY Kashmir Gill Residence, 2420 South 298th Street, Federal Way Dear Mr. Ahrens: CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www.cityoffederalway.com Jim Ferrell, Mayor FILE Thank you for participating in the preapplication conference with the City of Federal Way's Development Review Committee (DRC) held June 29, 2017. We hope that the information discussed at that meeting was helpful in understanding the general requirements for your project as submitted. This letter summarizes comments given to you at the meeting by the members of the DRC. The members who reviewed your project and provided comments include staff from the city's Planning and Building Divisions and Public Works Department, and representatives from Lakehaven Water and Sewer District and South King Fire and Rescue. Some sections of the Federal Way Revised Code TWRC) and relevant information handouts are enclosed with this letter. Please be advised, this letter does not represent all applicable codes. In preparing your formal application, please refer to the complete FWRC and other relevant codes for all additional requirements that may apply to your project. The key contact for your project is Becky Chapin, 253-835-2641, becky.chapin@cityoffederalway.com. For specific technical questions about your project, please contact the appropriate DRC representative as listed below. Otherwise, any general questions about the preapplication and pern-itting process can be referred to your key contact. PROJECT DESCRIPTION The proposal is to demolish existing residential structures on site and construct a new single family residence. DEPARTMENT COMMENTS Outlined below are the comments made by the representatives of each department present at the preapplication conference. Each section should be read thoroughly. If you have questions, please contact the representative listed for that section. Mr. Chad Ahrens Page 2 of 8 July 10, 2017 COMMUNITY DEVELOPMENT — PLANNING DIVISION Becky Chapin, 253-835-2641, becky.chapin@cityoffederalway.com • •K Zoning —The site is -zoned Single -Family High -Density Residential (RS. 9.6); the minimurn lot size is 9,600 square feet. A single-family residence (detached dwelling unit) is a permitted use in this zone pursuant to FWRC 19.200.610. 2. Setbacks— The new residence must conform to the following structural setback requirements of FWRC 19.200.010, "Detached Dwelling Units": front yard — 20 feet; side yard — 5 feet; and rear yard — 5 feet. Height— Maximum height of structures is 30 feet above average building elevation (ABE). Height of a structure is measured from the ABE around the building segment to the highest point of a flat roof, or to the deck line of a mansard roof; or to the mid -point between eave and ridge of the highest principal roof of a gable, hip, gambrel, or similar sloped roof. For single-family residential structures where the total area of dormers exceeds 35 percent of the total area of the underlying sloped roof, height will be measured to the ridge of the highest principal gable. 4. Lot Coverage — Maximum lot coverage is 60 percent. Pursuant to FWRC 19.110.020, the area of all structures, pavement, and any other impervious surface on the subject property will be calculated as a percentage of total lot area in determining compliance with maximum lot coverage required in this title. The following are exceptions from lot coverage: a) A wood deck will not be considered as an impervious surface for maximum lot coverage proposed if the deck is constructed with gaps between the boards and if there is a pervious surface below the deck. b) A vehicular access easement, private tract, or that portion of a private driveway located within the "flag pole" or "access panhandle" part of the lot will not be used or considered in determining compliance with the maximum lot coverage requirement of this title. c) One-half of the area covered with grass grid pavers will be considered as impervious surface in determining compliance with the maximum lot coverage requirement of this title. 5. Driveway Requirements — A driveway and/or parking pad in a required front yard may not exceed 20 feet in width (except as specified in FWRC 19.130.240[1][b]), and may not be closer than five feet to any side property line. 6. State Environmental Policy Act (SEPA) — Single-family building permits for less than 20 residential dwelling units are exempt from SEPA review pursuant to FWRC 14.15.030, "Categorical Exemptions, Flexible Thresholds." No environmental checklist is required. 7. CriticalAreas — In 2004, the applicant submitted a Wetland and Stream Analysis Report, prepared by B- twelve Associates, Inc., as part of a previous short subdivision submittal. The report states there is an offsite major stream with a 100-foot buffer and an offsite Category II wetland 100-foot buffer that extends onto the property. Since this report was prepared, the city updated the critical areas code. Any development within 225 feet of a wetland is subject to Chapter 19.145, "Environmentally Critical Areas." File 17-102757-00-PC Doc ID: 76076 Mr. Chad Ahrens Page 3 of 8 July 10, 2017 It appears that the proposed house will be located more than 225 feet away from the wetland; therefore, a critical areas report is not required for this proposal. The building permit plans must depict the wetland boundary. An updated critical areas report subject to .F %RC 19.145.090 will be required for any future development located within 225 feet of the wetland boundary. Per the city's Critical Areas Map, the subject property is located within a Geologically Hazardous Area (GHA); erosion hazard area. The applicant submitted a Geotechnical Engineering Study to the city in May 2011. The report, prepared by Geotech Consultants, Inc. and dated February 16, 2011, was for the proposed detention pond and retaining walls associated �virh the proposed short subdivision. At the time of building peirrut application review, the city may determine that an updated report is required, depending on the soil conditions and building design. 8. Clearing, Grading and Vegetation and Tice Retention --- The proposal is subject to the provisions of FWRC 19.120, "Clearing, Grading, and Vegetation and Tree Retention." The property is subject to tree density requirements of FWRC 19.120.130(1); note that 25 tree -units per acre are required for single-family zoned sites. The subject property is 1.99 acres requiting 50-tree units. Trees located within critical area buffers (but not within the wetland itself] can be credited towards satisfying the tree units per acre requirement. Tree unit credits are in table 2 of FWRC 19.120.130(2). The tree density calculation must be depicted on the single family building permit site plan. PUBLIC WORKS DEVELOPMENT SERVICES DIVISION Kevin Peterson, 253-835-2734, kevin.peterson@cityoffederalway.com Stormwater Issues 1. Stormwater runoff from all impervious surfaces shall be addressed as outlined in the Simplified Drainage Requi"ents, Appendix `C; of the 2016 King County Surface Water Design Manual (KCSWDM). 2. If infiltration is proposed, soil logs prepared by a licensed geotechnical engineer or septic designer must be provided to verify infiltration suitability. 3. Temporary Erosion and Sediment control (TESC) measures, per Appendix C of the 2016 KCSVVDM, must be shown on the site plan. 4. The requirements listed above can be submitted as part of the single-family building permit. Right -of -Way Improvements 1. See the Traffic Division comments from Senior Transportation Planning Engineer Sarady Long for traffic related items. 2. If street improvements are required, a separate right-of-way permit application, along with engineering plans, shall be submitted to the city's streets division for review and approval_ All street improvements will have to be completed prior to occupancy of the new home. Doc ID: 76076 File 17-102757-00-PC Mr. Chad Ahrens Page 4 of 8 July 10, 2017 PUBLIC WORKS — TRAFFIC DIVISION Sarady Long, 253-835-2743, sarady.long@cityoffederalway.com Transportation Concurrency Analysis (FWRC 19.90) 1. The project is not expected to generate new weekday PM peak hour trips. As such, a concurrency permit is not required for this development project. Street Frontage Improvements (FWRC 19.135) 1. Based on the available records and the submitted materials, it appears that this proposal meets the 25 percent threshold criteria for requiring street frontage improvements as identified in FWRC 19.135.030. 2. The applicant/owner would be expected to construct street improvements consistent with the planned roadway cross -sections as shown in Map III-4 in Chapter III of the Federal Way Comprehensive Plan (FWCP) and Capital Improvement Program (CIP) shown as Table III-10 (FWRC 19.135.040). Based on the materials submitted, staff conducted a limited analysis to determine the required street improvements. The applicant would be expected to construct improvements on South 298th Street to the city's planned roadway cross -sections Type "S." ■ South 298th Street is a Minor Collector planned as a Type "S" street, consisting of a 36- foot street with curb and gutter, 4-foot planter strips with street trees, 5-foot sidewalks, and street lights in a 60-foot right-of-way. Assuming a symmetrical cross section, half street improvements are required as measured from the street centerline. 3. The applicant may make a written request to the Public Works Director to modify, defer, or waive the required street improvements (FWRC 19.135.070). Information about right-of-way modification requests is available through the Public Works Development Services Division. These modification requests have a nominal review fee currently at $290 ($270 plus a $20 recording fee). 4. Tapers and transitions beyond the project frontage may be required as deemed necessary for safety purposes; taper rate shall be WS^2/60, or as directed by the Public Works Director. Access Management (FWRC 19.135) 1. Driveways serving a single-family unit may not be located closer than 25 feet to any street intersection. 2. This property does not have the 660 feet minimum street frontage to allow a second access driveway onto South 298th Street. The applicant shall close the westerly driveway. COMMUNITY DEVELOPMENT — BUILDING DIVISION Peter Lawrence, 253-835-2621, Peter.Lawrence@cityoffederalway.com • A demolition permit is required prior to removing the existing structure. The manufactured home demolition permit shall be obtained by the Department of Labor and Industries FAS section. File 17-102757-00-PC Doc ID: 76076 Mr. Chad Ahrens Page 5 of 8 July 10, 2017 • If there is a septic tank on site, KCHD shall provide documentation that septic system is abandoned and new designs will be include in the new single-family submittal for permits. ■ A building permit with completed application(s) and supporting document(s) is required for the new single-family home. • A water and sewer availability document required. Site -Specific Requirements The information provided is based on limited plans and information. The comments provided are not intended to be a complete plan review and further comments are possible at time of building permit plan review. LA=HAVEN WATER AND SEWER DISTRICT Brian Asbury, 253-946-5407, BAsbury@lakehaven.org Water A Water Certificate of Availability issued separately by Lakehaven may be required to be submitted with any land use and/or building permit application(s) (check with land use agency for requirement). A certificate is valid for one year from the date of issuance. If a certificate is needed, allow one to two working days to issue for typical. Currently, the 2017 cost for a Water Certificate of Availability is $90.00. Fire flow at no less than 20 psi available within the water distribution system is a minimum of 1,000 GPM (approximate) for two hours or more. This flow figure depicts the theoretical performance of the water distribution system under high demand conditions. If more precise available fire flow figures are required or desired, the applicant can request Lakehaven perform a system hydraulic model analysis (separate From, or concurrent with, an application for availability). Currently, the 2017 cost for a system hydraulic model analysis is $210.00. The site has one existing water service connection: WtrSvc 11310, 5/8" x 3/4" residential meter. The existing 5/a" x 3/4" meter needs to be evaluated under UPC and Lakehaven standards to determine if it is adequate for the proposed use. A water service connection application submitted separately to Lakehaven is required for any modification to an existing water service connection (e.g., larger meter/service), in accordance with standards defined in Lakehaven's current "Fees and Charges Resolution." For water use during site construction/development, the existing water service(s) must be utilized for this purpose. Please contact Lakehaven for further detail. Protection of any existing water meters and/or service connections will be required for any on -site building demolition. Please contact Lakehaven for further information regarding this issue. Doc ID: 76076 File 17-102757-00-PC Mr. Chad Ahrens Page 6 of 8 July 10, 2017 Based on the proposal submitted, preliminary estimated Lakehaven water service connection fees, charges, and/or deposits (2017 schedule) will be as follows. Actual connection charges will be determined upon the submittal of service connection application(s) to Lakehaven. All Lakehaven fees, charges, and/or deposits are typically reviewed and adjusted (if necessary) annually, and are subject to change without notice. • Upsize existing 5/s" x 3/4" meter/setter/box to 1" Size: $1,500.00 deposit. Actual size TBD by Lakehaven based on UPC plumbing fixture count. • Right -of -Way Permit Fee (City of Federal Way): $700.00. Sewer A Sewer Certificate of Availability issued separately by Lakehaven may be required to be submitted with any land use and/or building permit applications (check with the land use agency for requirement). A certificate is valid for one year from the date of issuance. If a certificate is needed, allow one to two working days to issue for typical. Currently, the 2017 cost for a Sewer Certificate of Availability is $90.00. The site has one existing sewer service connection (SSCP 6878). This is a shared -use sewer service connection with adjacent parcel 7683800051. Capping'of any existing sewer service connection at or near the property line is required for any on -site full building demolition; a Sewer Service Connection Permit from Lakehaven is required for this. For a partial building demolition, protection of any existing sewer service connection will be required. Please contact Lakehaven for further information regarding these issues. A separate Lakehaven Sewer Service Connection Permit is required for each new connection to the sanitary sewer system, or any modification (disconnect, re -align, abandon, etc.) to an existing sewer service connection, in accordance with standards defined in Lakehaven's current "Fees and Charges Resolution." Minimum pipe slope for gravity sewer service connections is two percent. Based on the proposal submitted, preliminary estimated Lakehaven sewer service connection fees, charges, and/or deposits (2017 schedule) will be as follows. Actual connection charges will be determined upon submittal of service connection application(s) to Lakehaven. All Lakehaven fees, charges, and/or deposits are typically reviewed and adjusted (if necessary) annually, and are subject to change without notice. • Sewer Service Connection Permit Fee, disconnect existing: $210.00. • Sewer Service Connection Permit Fee, re -connect new: $210.00. • If the applicant desires to separate from shared -use service ($700.00), a City of Federal Way right-of- way permit fee will apply for new connection to the existing sewer main in South 2981h Street. General All Lakehaven development engineering related application forms and associated standards information can be accessed at Lakehaven's development engineering web pages (yvw�v.lal:ehaven.arg/204/development-engireering). All comments herein are valid for one year and are based on the proposal(s) submitted and Lakehaven's current regulations and policies. Any change to either the development proposal(s) or Lakehaven's regulations and policies may affect the above comments accordingly. File 17-102757-00-PC Doc ID: 76076 Mr. Chad Ahrens Page 7 of 8 July 10, 2017 SOUTH KING FIRE AND RESCUE Chris Cahan, 253-946-7243, chris.cahan@southkingfire.org Water Supply: Fire Flow The required fire flow for this project is 1,000 or 1,750 gallons per minute, depending on size of the house, including covered porches and garage. If this area is smaller than 3,601 square feet, the fire flow is 1,000 gpm, if the area is larger than 3,600 square feet, the fire flow is 1,750 gpm. A Cerricate of WaterAwilahUy, including a hydraulic fire flow model, shall be requested from the water district and provided at the time of the building permit application. Fire Hydrants The existing fire hydrant location meets the standard. Fire hydrants shall be in service prior to and during construction. Emergency Access Fire apparatus access roads shall comply with all requirements of Fire Access Policy 10.006 (enclosed). Emergency, access, as indicated, can be accomplished from 298th Street. The dimensions will be verified on the site plan of the building plan submittal. Refer to Access Policy 10.006. Fire Sprinkler System An NFPA 1.3D fire sprinkler system may be required. An automatic fire sprinkler system shall be installed in Group R, Division 3 occupancies: 1) Without adequate fire flow. 2) Without approved fire department access. CLOSING This letter reflects the information provided at the preapplication conference and is intended to assist you in preparing plans and materials for a formal application. We hope you found the comments useful to your project. We have made every effort to identify major issues to eliminate surprises during the city's review of the formal application. The completion of the preapplication process in the content of this letter does not vest any future project application. Comments in this letter are only valid for one year as per FWRC 19.40.070(4). As you know, this is a preliminary, review only and does not take the place of the full review that will follow submission of a formal application. Comments provided in this letter are based on the preapplication materials submitted. Modifications and revisions to the project as presented for this preapplication may influence and modify information regarding development requirements outlined above. In addition to this preapplication letter, please examine the complete FWRC and other relevant codes carefully. Requirements that are found in the codes that are not addressed in this letter are still required for your project. Doc ID: 76076 File 17-102757-00-PC Mr. Chad Ahrens Page 8 of 8 July 10, 2017 If you have questions about an individual comment, please contact the appropriate department representative noted above. Any general questions can be directed towards the key project contact, Becky Chapin at 253- 835-2641, or becl_y.cliapin@citvoffedernlway.com. We look forward to working with you. Sincerely, Becitiy C pin Associate Planner enc: Building Permit Application Fire Access Policy 10.006 c: Peter Lawrence, Plans Examiner Kevin Peterson, Engineering Plans Reviewer Sarady Long, Senior Trans. Planning Engineer Chris Cahan, South King Fire & Rescue Brian Asbury, Lakehaven Water & Sewer District Kashmire Gill, k2shmgQol.com File 17-102757-00-PC Doc ID: 76076 13256 Northeast 20th Street, Suite 16 98005 �-± E O •T E C -5619Bellevue, F Washington -9561 CONSULTANTS, INC. (425) 747-5618 FAX (425) 747-8561 February 16, 2011 JN11030 Kashmir Gill 29702 — 2nd Avenue South Auburn, Washington 98001 via email: kashmg@aol.com Subject: Geotechnical Engineering, Study Proposed Detention Pond and Retaining Walls 2420 South 298th Street Federal Way, Washington Dear Mr. Gill: We are pleased to present this geotechnieal engineering report for the proposed detention pond and retaining wails to be constructed on the property in Federal Way. The scope of our services consisted of exploring site surface and subsurface conditions, and there developing this report to ning walls provide recommendations forThis work was authorized by your acceptance eneral eaTthwork and design criteria for foundations,r roposal P-8074 and temporary sharing. dated November 23, 2010. We were provided with a site plan and typical cross-sectlons. Cramer NW developed these plans, which are not dated, We anticipate that a deep storm detention pond will be constructed at the north end of the residential short -plat, next to the cul-de-sac that witl be created at the end of South 296th Place. The depth of the pond will require cuts of up to 20 feet, and to limit the surface area of the pond, retaining walls will likely be needed at the edges of the pond. The depth of the cut for the eastern pond wall, and its proximity to the adjacent eastern property line and neighboring existing sewer line will likely require shoring. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general locatlon of the site. The area of the proposed stormwater is bordered to the north by the South 296th Street unimproved right-of-way, and to the south by South 238th Street. To the east and west are smaller, single-family plats. Currently, the property is mostly undeveloped, with a small mobile home located on the far northern end. The remaining portion of the site to the north of the existing mobile home is undeveloped, and covered with thick vegetation and a few sparse trees, The site generally slopes moderaUt 9%�r the north. There are no steep slopes near the planned stormwater pond., -- ulda extending south to north within approximately 10 feet of the eastern prflperty line. Y 19 2011 CITY OF FEDERAL WAY COS GF.OTF.CH CONSULTANTS, INC. Kashmir Gill February 16, 2011 SUBSURFACE JN 11030 Page 2 The subsurface conditions were explored by excavating two test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on February 4, 2011 with a large trackhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions The soil revealed in our explorations generally consisted of sandy gravel beneath a thin layer of silty sand. Both test pits conducted for this study encountered 4 to 4.5 feet of silty, gravelly sands beneath the topsoil. Underlying this soil, the test pits revealed medium - dense, sandy gravel extending to the maximum depth explored of 18.5 feet. This gravel sail had a very low silt content. No obstructions were revealed by our explorations. However, boulders can be found within coarse -grained soils that have been deposited by fast -flowing water. Groundwater Conditions Only minor groundwater seepage was observed in a small zone at a depth of 13 to 15 feet in Test Pit 1. The test pits were left open for only a short time period. Therefore, the seepage levels an the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that the test pits were conducted following several months of relatively wet weather. Groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in the permeable soils beneath the surface during the coming spring months. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. if this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. GEOTECH CONSULTANTS, INC. Kashmir Gill February 16, 2011 CONCLUSIONS AND RECOMMENDATIONS GENERAL JN 11030 Page 3 THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE puRPOSES OF A GENERAL OVERVIEW ONLY RE SPECIFIC NS CONTAINED IN HE REMAINDER OF O Ta HIS REPORT. ANY PARTY RELYING ONT HISCONCLUSIONS OSHOULD READ THE ENTIRE DOCUMENT. Both test pits conducted for this study encountered 4 to 4.5 feet of topsoil and silty, gravelly sands. Underlying these sands, the native soils consisted of medium -dense, sandy gravel. The medium - dense gravel is suitable to support the planned retaining walls. Due to the deep cuts required to construct the pond, and the proximity to the adjacent eastern property line, shoring is likely needed along the eastern edge of the pond excavation. Alternatively, the excavation could he conducted without shoring it a temporary easement could be granted from the adjacent property owner to excavate within the neighboring property. if the excavation cannot be made safety because of the depth and proximity of the existing sewer line to the east or the temporary easement cannot be obtained, then temporary shoring will be necessary. In our opinion, the most appropriate shoring system would consist of cantilevered soldier piles and wooden lagging. Specific recommendations regarding temporary shoring can be found in the subsequent sections of this report. We recommend including this report, in its entirety, in the project contract documents. SEISMIC CONSIDERATIONS In accordance with Table 1613.5.2 of the 2006 and 2009 international Building Cade (IBC), the site soil profile within 100 feet of the ground surface is Kest represented by Site Class Type D (Stiff Soil). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (5;) and 1.0 second period (S,) equals 1.3g and 0.4g, respectively. The site soils are not susceptible to seismic liquefaction because of their compact, coarse -grained nature and the absence of near -surface groundwater. PERMANENT RETAINING WALLS The proposed pond retaining walls can be constructed as conventional gravity or cantilever retaining walls bearing on undisturbed, the native gravelly sands. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Due to the clean, gravelly nature of the soils, the soil loosened by the teeth of the backhoe bucket should be cleaned out with a grade bar prior to pouring concrete. An allowable bearing pressure of 4,000 pounds per square foot (psf) is. appropriate for retaining wall roofings supported on competent native soil. A one-third increase in this design bearing pressure may be used when considering short-term seismic loads. GEOTECH CONSULTANTS, INC. JN 11030 Kashmir Gill Page 4 February 16, 2011 Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: Active Earth Pressure 35 pcf (level backfill) 55 pcf (2:1 sloped backfill). Passive Earth Pressure 350 Id -oefficient of Friction 0.50 Soil Unit Weight 140 pcf Where: (i) pcf is pounds per cubic foot, and (IQ active and passive earth pressures are computed using the equivalent fluid Pressures- * For a restrained wall that cannot deflect at least D-002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design only permanent retaining wails that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining wails, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate for the depth of level structural fill placed in front of a retaining or foundation wall only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is Intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no additional surcharges, such as those caused by steeper slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where the pond retaining wall will be constructed against the shoring wall along the eastern edge, hydrostatic pressures will likely need to be accounted for if drainage behind the shoring wall is not provided. Where steeper sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Wall Pressures flue to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the GEOTECH CONSULTANTS, INC. Kashmir Gill February 16, 2011 JN 11030 Page 5 design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall i3aokF11and Drama e Backfill placed behind retaining walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native soil is used as backfill, a minimum 12-inch width of free -draining gravel should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to a foundation drain system that is separated from the pond by an impermeable barrier- Free - draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along out slope faces, and the walls should be backfilled entirely with free -draining soil. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable sail or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled wails to reduce the potential for surface water to percolate into the backfill. it is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. is it not feasible to install a footing drain behind the pond walls. We recommend instead that weep holes be provided through the walls 2 to 3 feet above the level of an dead storage. This will allow the water level in the backfill to drain back into the pond when the pond's water level drops. Due to the gravelly nature of the native soils, the weep holes will also allow infiltration of the water from the pond into the surrounding soils. The only way to prevent this infiltration would be to install a liner or completely solid sides and bottom for the pond. SOLDIER PILE SHORING Soldier pile walls would be constructed after making planned cut slopes, and prior to commencing the mass excavation, by setting steel H-beams in a drilled hole and grouting the space between the beam and the soil with concrete for the entire height of the drilled hole. We anticipate that the holes could possibly be drilled without casing, but the contractor should be prepared to case the holes or use the slurry method if caving soil is encountered. Excessive ground loss in the drilled holes must be avoided to reduce the potential for settlement on adjacent properties. if water is present in a hole at the time the soldier pile is poured, concrete must be tremied to the bottom of the hole. GEOTECH CONSULTANTS, INC. JN 11030 Kashmir Gill page 6 February 16, 2011 As excavation proceeds downward, the space between the piles should be lagged with timber, and any voids behind the timbers should be filled with pea gravel, or a slurry comprised of sand and fly ash, Treated lagging is usually required for permanent walls, while untreated lagging can often be utilized for temporary shoring walls. Temporary vertical cuts will be necessary between the soldier piles for the lagging placement. The prompt and careful installation of lagging is important, particularly in loose or caving soil, to maintain the integrity of the excavation and provide safer working conditions. Additionally, care must be taken by the excavator to remove no more soil between the soldier piles than is necessary to install the lagging. Caving or overexcavation during lagging placement could result in loss of ground on neighboring properties. Timber lagging should be designed for an applied lateral pressure of 30 percent of the design wall pressure, if the pile spacing is toss than three pile diameters. For larger pile spacing's, the lagging should be designed for 50 percent of the design load. Soldier Pile Wall Desi ►t Permanent soldier -pile shoring that is cantilevered and that has a level backslope, should be designed for an active soil pressure equal to that pressure exerted by an equivalent fluid with a unit weight of 30 pounds per cubic foot (pcf). For a backslope angle of 2:1 (Horizontal: Vertical), an active soil pressure equal to an equivalent fluid weight oil 45 pounds per cubic foot (pcf) should be used. Lateral movement of the soldier piles below the excavation level will be resisted by an ultimate passive soil pressure equal to that pressure exerted by a fluid with a density of 400 pcf. No safety factor is included in the given value. We recommend using a safety factor of at least 1.5 for permanent shoring, and 1.2 for temporary snoring. This soil pressure is valid only for a level excavation in front of the soldier pile; it acts on two times the grouted pile diameter. Cut slopes made in front of shoring walls significantly decrease the passive resistance. This includes temporary cuts necessary to install internal braces or rakers. The minimum embedment below the floor of the excavation for cantilever soldier piles should be equal to the height of the "stick-up." EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 3 feet may be attempted vertically in unsaturated sail, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 3 feet in height should not be excavated at an Inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface water be directed away From temporary slope cuts. The GEOTECH CONSULTANTS, INC. JN 11030 Kashmir Gill Page 7 February 16, 2011 cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that clean sand and gravel soil can cave suddenly and without warning, Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing. fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surFicial layer of soil. Topsoil is often placed on regraded slopes to promote growth of vegetation. Proper preparation of the regraded surface, and use of appropriate topsoil is necessary to prevent the topsoil from sliding off the slope. This is most likely to occur following extended wet weather if a silty topsoil is used. On steeper slopes, it may be necessary to "track walk" the slope or cut small grooves across the slope prior to placing the topsoil. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should he placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift- The loose lift thickness should not exceed 12 inches_ We recommend testing the fill as it is placed. if the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structurai fill: GEOTECH CONSULTANTS, INC. Kashmir Gill February 16, 2011 Beneath slabs or 95% walkways Filled slopes and behind 90% retaining walls Where: Minimum Relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). JN 11030 Page 8 Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMILA- TI-ON S The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Kashmir Gill, and his, representatives, for specific application to this protect and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also d❑ not include assessing or minimizing the potentiai for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITION SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation GEOTECH CONSULTANTS, INC. Kashmir Gill February 16, 2011 JN 11030 Page 9 construction activities comply with the general intent of the recommendations presented in this for design changes in the event subsurface conditions differ report, and to provide suggestions from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, jab and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. it is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 and 4 Test Pit Logs Plate 5 Sieve Analysis We appreciate the Qpportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. cc: Cramer NW — Adam Paul via email JLH/MRM: jyb Respectfully submitted, GEOTEC CON I_TA , INC. ason L. Hinds Geotechnical Engineer Principal GEOTECH CONSULTANTS, INC. RVIRCIT rj� Xj aWff M �p `Fill {QVl7 * - Pm mwr GEOTECH CONSULTANTS, INC. 7 T =43'R 1 A50---� SITE EXPLORATION PLAN 2420 - South 298th Street Seattle, Washington Job No: Date: Plate:::2] 11030 Feb.2011 10 1 20 sM SP 1•a;.L� •ra TEST PIT 1 Description 6 inches of topsoil over; Brown mottled with orange, silty SANU wan gravel, fine to medium grained, moist, loose, weathered -becomes light gray Brown, slightly silty, sandy GRAVEL, medium to coarse grained, moist, medium dense -gravel pocket * Test Pit terminated at 18.5 feet on February 4, 2011. * Minor groundwater seepage observed at 13 feet during excavation. * No caving observed during excavation. GEUTECH CONSULTANTS, INC. TEST FIT LUG 2420 - South 298th Street Federal Way, Washington Job Date: Logged by: Plate: 3 11030 1 Feb.2011 1 JLH M 10 SM TEST PIT 2 Description 6 inches of topsoil over; Brown mottled with orange, silty SAND with gravel, fine to medium grained, moist, loose -becomes light gray, more silty, medium dense to dense Brown, slightly silty, sandy GRAVEL, medium to coarse grained, moist, medium dense Test Pit terminated at 18.0 feet on February 4, 2011. Groundwater seepage was not observed during excavation. No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 2420 - South 298th Street Federal Way, Washington Job Date: Logged by: plate: 4 11030 Fab.2011 JLH Percent Passed m Co h 10A It M CD N O O 1 I 3 T v 0 T `•200 �1()0 40 c r) Q 0 #4 3/8" 3/4" 1 112" A�CITY OF Pre -application ConferenceSign Si n in Sheet Federal Way COMMUNITY DEVELOPMENT REVIEW COMMITTEE June 29, 2017 City Hall 10:00 a.m. Hylebos Room NAME 1. 2.(5�� 8. L-KWe'L-NC'' 9`k/D� 10. Ow Amr-,-K 11. 12. Project Name: Gill Residence File Number: 17-102757-00-PC DEPARTMENT / DIVISION CD Wr (, kE OW60 wR x 'PRe A TELEPHONE NUMBER 3o QY3 , 9VX - 03/0 r-� � � N � O � cd � C O p � O cd � �� N o � � O cd cd 0 a� o. 3 � c'0� p 4" O O � ° W b by cd c d 0 F„' . O In 00 ��� M y U. ran a,bn o � cz cn cd cd p U in cdf_L N -0 Ob 5 c Q s U O U O CA �r U cn F U N (� l� U cd cd -� 3.: 42) N � O N p"' U U z � N � o411. u Q U C/i cd RECEIVE® JUN 0 8 2017 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT H� D N� I 4 ZL N, O C) O i7 00 1D r- coo '* O OLn O O N, OD co '•D TSZ d N TIS0008;b89Z N d Na D O u O 0 �p Mn V40 Cam* r*e Nj An N O *41 r: r� i7, 7 ff Ch C. /f C� CD Nq 0 V ! e Nw lO OD 1 17 CD O� G+ GEC go N 0 CIS.N� N j. o 01�r� V, , X G., C NJ r7 Ot n-1 OD 0 N j. ,3 7 (T. fA 0 11 N.�• ,Lful O rI G: C^� N' Na OD v" (') :0 O 0 ^� J n tT O O dw No 0 e L i N-I J r_n '.D Q N� A N Go —04^ �D L rN f =• n Ln N N; d N L7I � r•.a NO x 0 n 15001 [c �y A v 4- u:!j16166lip ao ro nJ� Ina jzs � o A � O n N N� m Mn m ao fVp O "� "a D � "� • N��` �Ns _"1 y rn Iipl}�•^TItAt7L m � a a gg 8�pp N3 o-2 ;V, m mJ �<o pp� ir5000 1-1: t On .y,. eVf ['[Y In'� O.O o 8 o N oo tO CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT DEPARTMENT DEVELOPMENT REVIEW COMMITTEE TRANSMITTAL DATE: June 9, 2017 TO: Cole Elliott, Development Services Manager Peter Lawrence, Plans Examiner Rick Perez, City Traffic Engineer Brian Asbury, Lakehaven Water & Sewer District Chris Cahan, South King Fire & Rescue FROM: Becky Chapin, Associate Planner FOR DRC MTG. ON. June 22, 2017 - Internal June 29, 2017, 10:00am - with applicant FILE NUMBER(s): 17-102757-00-PC RELATED FILE NOS.: None PROJECT NAME: Kashmir Gill Residence PROJECT ADDRESS: 2420 S 298TH ST ZONING DISTRICT: RS 9.6 PROJECT DESCRIPTION: Proposal to demolish existing residential structures on site and construct new single family residence. LAND USE PERMITS: PROJECT CONTACT: MATERIALS SUBMITTED: Preapplication Conference Chad E. Ahrens c/o Smith Allings, P.S 1501 Dock Street Tacoma, WA 98402 • Master Land Use Application • Project Summary • Conceptual Site Plan • Vicinity Map ■ Aerial Photo CITY OF L Federal Way June 9, 2017 Chad E. Ahrens, Esq. Smith Alling PS 1501 Dock Street Tacoma, WA 98402 chad@smithalling. c0177 RE: File #17-102757-00-PC; PREAPPLICATION CONFERENCE SCHEDULED Kashmir Gill Residence, 2420 South 2981h Street, Federal Way Dear Mr. Ahrens: FILE CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www. cityoffederalway.. com Jim Ferrell, Mayor The Community Development Department is in receipt of your preapplication conference request. The application has been routed to members of the Development Revie", Committee and a meeting with the project applicant has been scheduled as follows: 10:00 a.m. — Thursday, June 29, 2017 Hylebos Conference Room Federal Way City Hall, 2"" Floor 33325 8"' Avenue South Federal Way, WA 98003 We look forward to meeting with you. Please coordinate directly with anyone else you would like to attend the meeting as this will be the only notice sent by the department. If you have any questions regarding the meeting, please contact me at becky.chapin@cityoffederalway.com, or 253-835-2641. Sincerely, - Becky Associate Planner enc: City of Federal Way Receipt of Payment 17-102757-DO-PC - I)m 1 D. 76026 44k CITY OF 4::t0p Federal Way RECEIVED MASTER LAND USE APPLICATION JUN 0 8 DEPARTMENT OF COMMUNITY DEVELOPMENT 2017 33325 8`h Avenue South CITY OF FEDE Federal Way, WA 98003-6325 FAL WAY 253-835-2607; Fax 253-835-2609 COMMUNITY DEVELOPMENT www.cityofl'ederalway.cam APPLICATION NO(s) / �7 5- 7 Project Name Gill Residence Property Address/Location 2420 South 298th Street, Federal—Way,Federal—fty, Washington Date Parcel Number(s) Mr. Gill desires to demolish the existing structure(s) and replace them with a two-story home Project Descriptionappr-ex. accommodate the slope of the property. The home is to be situated in the same approximate location urr 1 ruc Il p a y a 1 aced DT L' A CL` DD7NT footprint will be woroximately 40'x50'. Type of Permit Required Annexation Binding Site Plan Boundary Line Adjustment Comp Plan/Rezone Land Surface Modification Lot Line Elimination X Preapplication Conference Process I (Director's Approval) Process II (Site Plan Review) Process III (Project Approval) Process IV (Hearing Examiner's Decision) Process V (Quasi -Judicial Rezone) Process VI SEPA w/Project SEPA Only Shoreline: Variance/Conditional Use Short Subdivision Subdivision Variance: Commercial/Residential Required Information ] k J , 6 Zoning Designation Comprehensive Plan Designation Value of Existing Improvements Value of Proposed Improvements International Building Code (IBC): Re 3 Occupancy Type V— 9 Construction Type Applicant Name: Kashmir Gill Address: 2420 S. 298th St. City/State: Federal Way, WA Zip: 98003 Phone: (253) 906-0310 Fax: n/a Email: Signature: kashmg@aol.com Agent (if different than Applicant) Name: Chad E. Ahrens, Esq. c/o Smith Alling, P.S. Address: 1501 Dock Street City/State: Tacoma, WA Zip: 98402 Phone: (253) 627-1091 Fax. (253) 627-0123 Email: Signature: chad@smithalling.com Owner Name: Same as Applicant (above) Address: City/state: Zip: Phone: Fax: Email: Signature: Bulletin #003 — January 1, 2011 Page 1 of 1 k:\Handouts\Master Land Use Application SMITH ALLI H IRS ATTORNEYS AT LAIN 1501 Dock Street, Tacoma, WA 98402 Tel: (253) 627-1091 1 Fax: (253) 627-0123 www.smithailin .com City of Federal Way Department of Community Development 33325 8th Avenue South Federal Way, WA 98003-6325 RECEIVE® JUN 0 8 2017 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT May 31, 2017 Re: Preapplication Conference Request Owner/Applicant: Kashmir Gill Property Address: 2420 S. 298th St, Federal Way, WA Ding County Parcel No.: 7683800050 To Whom It May Concern: Chad E. Ahrens Douglas V. Alling Gina M. Auter Kelly DeLaat-Maher Barbara A. Henderson Edward G. Hudson Russell A. Knight Robert E. Mack Michael E. McAleenan Robert L. Michaels Thomas P. Quinlan C. Tyler Shillito Maura S. McCoy Matthew C. Niemela Enclosed herewith please find my client's Master Land Use Application and Preapplication Conference request form, including sketches and aerial images of the property and proposed changes. Also enclosed is a check for $491.70 representing the preappiication conference fee. Please feel free to contact me, or my assistant, Erin Diamond, to schedule this conference. If you have any questions or concerns, please do not hesitate to contact me. Thank you. Yours truly, SMITH A , . S. Chad E. Ahrens Enclosures cc: Client (via email only)