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04-100563 FILE COPY CITY OF • CITY HALL Alik 33530 1st Way South•PO Box 9718 .. . Fe d e ra I Way Federal Way,WA 98063 9718 (253)661-4000 www.cityoffederalway.com July 22, 2004 Minh Nguyen Sun Moon Design 14404 NE 31st St.,#K-308 Bellevue, WA 98007 Re: File#04-100563-SF; Proposal to construct a new,single-family home at 294XX 2"d Avenue SW,Federal Way Dear Minh Nguyen: Thank you for the stream delineation and geotechnical report you submitted to the city on June 22, 2004, in connection your proposal to construct a new single-family home at the site referenced above. After considering information available to me here, and reviewing the new information you provided, I have identified the following issues, which must be addressed in order to proceed with review of your proposal: Environmentally sensitive areas I have concluded that the watercourse 37 feet west of your property is a stream, by definition, under Federal Way City Code (FWCC)."In addition, it is a major stream. Major streams in the City of Federal Way are protected by a 100-foot setback area extending outward from the stream's ordinary high water mark. Except under certain circumstances, land surface modifications and improvements within stream setback areas are subject to approval by the City's hearing examiner(Use Process IV). Your development, as proposed, is subject to hearing examiner review. Certain kinds of development, such as single-family homes,that are ordinarily exempt from requirements of the State Environmental Policy Act(SEPA)are subject to environmental review when located in or near environmentally sensitive areas,"' including streams, stream setback areas and erosion hazard areas. Your development,as proposed, does intrude into a stream setback and is affected by an erosion hazard area,therefore, your proposal is subject to environmental review under SEPA. You may provide additional information to us in an effort to establish that the watercourse as a minor stream,`"in which case there is a 50-foot setback. Alternately or in addition,you may modify your proposal to avoid intrusion into the stream setback, whether 100 or 50 feet. Pre-application Conference If you chose to proceed with the Process IV and environmental reviews, prior to submitting formal review applications,you will be required to participate in a pre-application conference with the city's Community Development Review Committee. The pre-application meeting affords an opportunity to familiarize you with review processes and to coordinate with other city departments. There is a $389.00 fee for the meeting that will be credited toward your formal land use application. I have enclosed a handout that explains the pre-application conference more fully. Process IV(UP IV) review State Environmental Policy Act(SEPA) review Both the Process IV and environmental reviews must be concluded before a building.permit can be issued — for for the project. Process IV review requires a public hearing and final decision by the city's Hearing Examiner. I have enclosed a handout that explains the Process IV land-use review and the major steps for a Process IV application more fully. Where projects involve environmentally sensitive areas, the City may require that the applicant provide information, mapping, studies,and materials necessary to complete the land-use review.In this case, you will be required to submit a SEPA checklist and a stream study and analysis that addresses the review/approval criteria outlined in FWCC 22-1312(c)."These and other requirements for Process IV and SEPA environmental reviews will be discussed in detail during the pre-application conference. You already have submitted a geotechnical report, and it does adequately address the review/approval criteria outlined in FWCC 22-1286 (1-3)." In addition,the city may have to retain qualified experts to review technical reports and analysis. If so, the applicant is responsible for the cost of these materials and services, based on a prearranged scope of work and cost estimate. Review costs include, but are not limited to,the above costs. Please take time to review the enclosed materials and, if you have further questions, please feel free to contact me at jeffjohnson@cityoffederalway.com or 253-661-4117. Best Regards rlciokticat Jeff O. Johnson Development Specialist Enclosures: CC: Dayleena K.Song,32104 8`h Ave.S.,Federal Way,WA 98003 FWCC 22-1 Definitions Stream means a course or route,formed by nature.including those which have been modified by humans,and generally consisting of a channel with a bed,banks or sides throughout substantially all its length,along which surface waters naturally and normally flow in draining from higher to lower elevations.A stream need not contain water year round.In a developing setting,streams may run in culverts or may be channeled in a concrete,rock or other artificial conveyance system.This definition is not meant to include irrigation ditches,stormwater facilities or other artificial watercourses unless they are used by resident or anadromous salmonid fish,or the feature was constructed to convey natural streams which existed prior to construction of the watercourse. FWCC 22-1 Definitions Major stream means any stream,and the tributaries to any stream,which contains or supports.or under normal circumstances contains or supports,resident or migratory fish.If there exists a natural permanent blockage on the stream course which precludes the upstream movement of anadromous salmonid fish,then that portion of the stream which is downstream of the natural permanent blockage shall be regulated as a major stream. FWCC 18-141 Designation of areas:(a)(l-6) The following areas of the environment are designated as environmentally sensitive areas pursuant to RCW 36.70A.060 and WAC 197-I 1-908: (I)Aquifer recharge areas; (2)Fish and wildlife habitat conservation areas; (3)Frequently flooded areas; (4)Geologically hazardous areas; (5)Wetlands;and (6)Streams. I)oc Id .78273 Page 2 File No 04- FWCC 22-1 Minor stream means any stream that does not meet the definition of"major stream." FWCC 22-1312 Intrusion into setbacks:(c) Other intrusions.Other than as specified in subsections(a)and(b)of this section,the city may approve any request to locate an improvement or engage in land surface modification within stream setback areas only through process IV,based on the following criteria: (I)It will not adversely affect water quality; (2)It will not adversely affect the existing quality of wildlife habitat within the stream or setback area; (3)It will not adversely affect drainage or stormwater retention capabilities; (4)It will not lead to unstable earth conditions nor create erosion hazards; . _ (5)It will not be materially detrimental to any other property in the area of the subject property nor to the city as a whole,including the loss of significant open space;and (6)It is necessary for reasonable development of the subject property. FWCC 22-1286 Limitations:(b)(c)(d) (b)Development activities,land surface modifications or the installation and maintenance of landscaping normally associated with residential, commercial or park use may not occur on or within 25 feet of a geologically hazardous area unless no reasonable alternative exists and then only if the development activity or land surface modification will not lead to or create any increased slide,seismic or erosion hazard. (c)Before approving any development activity or land surface modification under this section,the city may require the applicant to submit the following information: (1)A soils report prepared by a qualified professional engineer licensed in the state which describes how the proposed development will impact each of the following on the subject property and nearby properties: a.Slope stability,landslide hazard and sloughing. b.Seismic hazards. c.Groundwater. d.Seeps,springs and other surface waters. e.Existing vegetation. (2)Recommended foundation design and optimal location for roadways improvements. (3)Recommended methods for mitigating identified impacts and a description of how these mitigating measures may impact adjacent properties. I),Id 28273 page 3 File No.04-100563-000-00-SI CITY OF CITY HALL Federal Way 33530 1st Way South•PO Box 9718 Federal Way,WA 98063-9718 (253)661-4000 www cityoffederaiway.com March 26, 2004 Minh Nguyen Sun Moon Design 14404 NE 31st Street,#K-308 Bellevue, WA 98007 Re: File#04-100563-000-00-SF,Proposal to Construct a New, Single-Family Home at 294XX 2nd Avenue SW,Federal Way Dear Minh Nguyen: On February 19, 2004,the City of Federal Way's Department of Community Development Services received your application for a building permit to construct a new single-family home at the site referenced above. I am conducting a land-use review of your proposal.As part of that analysis,I have examined the material you submitted,visited the site,and considered additional available information.My preliminary review is complete,and in order to continue,the following issues must be addressed and or items submitted to me. Driveways Currently,your proposal calls for a driveway width of 27 feet. City code specifies that the portion of the driveway lying within the 20-foot front yard property setback,can be no wider than 20 feet' unless your proposal meets certain criteria;your proposal does not meet those criteria.Please resubmit a revised site plan with a maximum driveway width of 20 feet. Environmentally Sensitive Areas Certain kinds of development that ordinarily are exempt from requirements of the State Environmental Policy Act(SEPA)2 are subject to SEPA review when located in or near environmentally sensitive areas.4 Your proposed development may be close enough to an environmentally sensitive area to warrant further study. In particular,it appears your proposed development may be within 25 feet of a geologically hazardous area,' and within 100 feet of a stream.6 7 8 9 In order to establish whether your proposal involves these environmentally sensitive areas,you must submit a soils report10 prepared and stamped by a certified Washington State professional engineer, as well as a stream delineation and analysis" prepared by a qualified professional. If your development proposal does affect a geologically hazardous area or stream, it may be subject to SEPA and will be subject to additional review,which must be concluded before a building permit can be issued for the project. Be advised that the City may need to retain the services of a qualified expert to review any analysis you submit. If so,the applicant is responsible for the cost of these services,based on a prearranged scope of work and cost estimate. Height of Structure The maximum allowed structure height'Z in the Single-Family Residential (RS) 9.6 zone is 30 feet'3 above average building elevation.14 The maximum permitted height under any circumstance is 35 feet, Minh Nguyen March 26, 2004 Page 2 measured from the lowest existing or proposed elevation,whichever is lower.The building plans you provided are not adequate to determine categorically the height of the proposed structure, or whether it meets City code. Please provide two sets of revised elevation drawings showing both existing and finished grades,15 along with dimensions showing structure height above grade.16 Be aware that City policy requires a registered height survey if the proposed building will come within two feet of the maximum allowed height.A registered height survey is typically done during the framing stage of construction. Summary To reiterate, at this time I need: 1) A revised site plan addressing City code driveway width limits. 2) A soils report prepared and stamped by a certified professional engineer. 3) A stream delineation and analysis prepared by a qualified professional. 4) Elevation drawings showing existing and finished grades and structure height. Please submit two copies of any revised plans and reports, along with the enclosed resubmittal form. Please be advised that the Building Division and Public Works Department are also reviewing your proposal and may have additional, separate comments or resubmittal requests. Once I have received two copies of the requested material,I will continue the land-use review. In the meantime, if you have further questions,please feel free to contact me at jeffjohnson@cityoffederalway.com or 253-661-4117. Best ' :.ards, Ai Jeff O. Johnson Development Specialist Enclosure c: Scott Sproul,Building Plans Examiner Kari Cimmer,Lead Development Specialist Kevin Peterson,Engineering Plans Reviewer Greg Fewins,Deputy Director,Community Development Services Dayleena K.Song,32104 86 Avenue South,Federal Way,WA 98003 1 FWCC 22-1135 Detached Dwelling Units:(1)(a)(b) (a)Generally. A driveway and/or parking pad,in a required front yard,may not exceed 20 feet in width and may not be closer than five feet to any side property line. (b)Exception.A driveway and/or parking pad in a required front yard may exceed 20 feet in width if: 1. It serves a three-car garage 2.The subject property is at least 60 feet in width;and 3.The garage is located no more than 40 feet from the front property line.In addition,a driveway may flare at the front property line to a maximum width of 30 feet. Doc.I.D.26579 File#04-100563-000-00-SF Kucinski Consulting • Project Planning • Environmental Analysis _ • Wetlands Delineation Services • Permits & Licenses Gig Harbor, WA Gary Kucinski, Principal • 2901 South 40th Street • (253) 474-6488 • Tacoma, WA 98409 • Fax (253) 474-0153 November 5th, 2004 Dayleena Kim Song 32104 - 8th Avenue South Federal Way, Washington 98003 Subject: City of Federal Way's File # 04-100563-SF Proposal to construct a new single family home at 294xx 2nd Avenue S.W. Dear Kim: You will recall that we met with Kathy McClung and Greg Fewins of the City of Federal Way on October 19th, 2004. The purpose of the meeting was to discuss your proposal to construct a new home on the site referenced above. A feature that affects the development of your lot is the existence of a stream located approximately 37 feet west of your property. If the stream is classified major as defined by the City of Federal Way's regulations, then a 100 foot wide buffer applies. If the stream is classified minor, a 50 foot wide buffer applies. The City's review process is significantly more simple if the stream is determined to be a minor stream. Kathy and Greg suggested that I examine conditions in the stream course northward from Southwest 292nd Street to the stream's mouth at Poverty Bay. If any "natural permanent blockage" to upstream anadromous fish passage existed in that portion of the stream course, then the stream would be classified minor above (i.e., upstream) of the natural permanent blockage. ANALYSIS There is a substantial amount of available information regarding fish passage and natural barriers. Some of the conclusions drawn from this information are scientifically well supported, others are rather weakly supported. One "general rule" which has received acceptance by many natural resource people states that: • A stream channel having a gradient (slope) which exceeds 16 percent or a defined channel less than two feet wide between the ordinary high water marks constitutes an effective barrier to fish passage. Keeping this "general rule" in mind, I examined the area between Poverty Bay and Southwest 292nd Street. It appears that the entire stream between Poverty Bay and Southwest 292nd Street is presently underground in man made conveyances. However, by examining the surrounding land surfaces, I was able to calculate a probable "pre-development" gradient for the Dayleena Kim Song November 5th, 2004 Page 2 of 2 subject watercourse. We did this by starting at the marine beach then walking upslope to Southwest 292nd Street. Utilizing a hand held surveyor's level and metal tape measure we recorded readings for every five foot rise in elevation. We then measured the horizontal distance between the elevation points. We concluded that for a horizontal distance of 297 feet, the gradient exceeded 16 percent. It is our opinion, therefore, that there does exist a "natural permanent blockage on the stream course which precludes the upstream movement of anadromous salmonid fish". The stream that runs past your property is a minor stream. I trust that this letter addresses your requirements. We appreciate the opportunity to provide professional services. If additional work is necessary, ! would be happy to respond. Please fee! free to contact me if you have questions or comments. Sincerely, ***‘/V --- . ucinski Principal i:jam/2004/KCS/Song-5 Nov 04 } ucinski Consulting • Project Planning • Environmental Analysis Services • Wetlands Delineation • Permits & Licenses Gig Harbor, WA Gary Kucinski, Principal • 2901 South 40th Street • (253) 474-6488 •Tacoma, WA 98409 • Fax (253) 474-0153 June 2nd, 2004 Ms. Dayleena Kim Song 32104 - 8th Avenue South Federal Way, Washington 98003 Subject: Sensitive Area Evaluation (streams / wetlands) City of Federal Way File Number 04-100563-000-00-SF Parcel Number 1196003420 located at 294XX 2nd Avenue South, Federal Way, Washington Dear Ms. Song: INTRODUCTION We visited your property on June 1st, 2004. The purpose of our visit was to address one of the issues mentioned by the City of Federal Way (Jeff O. Johnson - Development Specialist) in his letter dated March 26th, 2004 sent to Minh Nguyen. Specifically, Jeff asked that a stream delineation and analysis be completed to establish the relationship of your parcel to a stream that is located on adjacent property. The results of our investigation are discussed below. RESULTS AND DISCUSSION The enclosed field sketch graphically depicts our observations. Approximately 37 feet from your northwest property corner a small stream crosses under the existing paved private driveway (S.W. 294th Street) which runs east from 2nd Avenue Southwest. The stream continues to flow downslope to the north after crossing under the driveway. South of 294th Street the stream shifts to the west past a relatively new single family residence. The source of this stream may emanate from hillside seeps located further south within the drainage basin. Stormwater runoff from streets, driveways and rooftops undoubtedly adds to the volume as the stream flows down gradient. It is unclear where the eventual discharge point is located, however, the final destination would be Puget Sound. Small drainage courses such as this one are extremely numerous within the greater Puget Sound area. Many of them have been altered over the years as urbanization replaces more rural land uses. The subject stream conveys water throughout the year (conversation with neighbor). Volumes, of course, would change significantly from summer to winter. In terms of the Washington State Department of Natural Resources classification system, i.e., "water typing" system, the stream would meet the definition of "Type Np Water". This means Natural Song Sensitive Area Evaluatio June 2nd, 2004 Page 2 of 2 (N), perennial (p) water. The stream does not go dry any time during a year of normal rainfall. This is the new Department of Natural Resources classification system which has not yet been fully implemented. Under the old classification system this stream would be classified as a "Type 4 Water". Setbacks or buffers from streams are frequently employed for the purpose of protecting streams from impacts associated with land development. In light of the existing setting of this drainage course and its proximity to other houses in the area, a minimal buffer seems appropriate. The stream is located approximately 37 feet from your property at its closest point. Your proposed improvements would be even further away from the stream. It is my opinion that the stream should impose no limitation on the development of your property. During construction, standard protection measures such as silt fencing should be employed to keep material from leaving your site and possibly entering the creek. Finally, we found no wetlands on your property or adjacent to your property which would limit the development of your parcel. This letter should be made available to the City of Federal Way. Final authority as to ., development of the property rests with the City of Federal Way and possibly other regulatory agencies. I trust that this letter meets your requirements. We appreciate the opportunity to provide professional services. If additional work is necessary, I would be happy to respond. Please feel free to contact me if you have questions or comments. Sincerely, --"›.----/9701,4,>-":0 • Ga - - i P i:jam/2004/KCS/Song-2 Jun 04 . .. K C S • Wetland Delineation Gary Kucinski 0 Environmental Solutions (253) 474-6488 • Permits & Licenses / , '-..."----;- 1- .krs-„1! P�Ye o/ -9b/, — ----- ( \ / - V i NO ( ."X5'7` 4 4; Avp w yosE LZI �v.*r-9,,..as N \r__________:: i VN . k V i , i t t A6'/V /7i-�9w,."1 pr o,9yLE.vq x�M i 566.✓4" . L'% fea w✓Gr/-9j - '.fie I/'. oy-,o.a.6- .. -cam - -sue -7 / s /• ©it//� zG'ri �e. A G/91�i's or -/e y G./Q rs.''' 6///Oy GEORGE GERGIS, P. E. CIVIIrSTRUCTURAL.QEOTECHNICAL 12701 l llth Ave E Puyallup,Wa 98374 (253) 840-3398 GEOTECHNICAL ASSESSMENT ; 2 2 2004 April 05, 2004 Client: Mrs. Kim Song Federal Way, Wa Subject: Geotechnical report, as defined by The City of Federal Way Ordinance "Article XIV " " Environmentally Sensitive Areas", Division 4, Geologically Hazardous Areas" for the lot parcel #1196003420, Lol 11-13, block 31, Buenna. That his is located off SW 295th St, Federal Way, Pierce County,Wa. It is in section 19, Township 21N, Range 4E, W.M., Pierce County, WA. Prepared by: George Gergis 4 GEORGE GERGIS,P.E 12701 1111th Ave E Puyallup,WA 98374 Ir- (253) 840-3398 JUN 2 2 2004 April 05, 2004 Mrs. Kim Song Federal Way, Wa Subject: Geotechnical report, as defined by The City of Federal Way Ordinance "Article XIV " " Environmentally Sensitive Areas", Division 4, Geologically Hazardous Areas" for the lot parcel #1196003420, Lo 1 11-13, block 31, Buenna. That his is located off SW 295th St, Federal Way, Pierce County,Wa. It is in section 19, Township 21N, Range 4E, W.M., Pierce County, WA. Dear Mrs. Song: At your request we have carried out the necessary investigations to complete the above assessment in compliance of the scope of work required by The City of Federal Way. The following letter conveys our opinions, findings and conclusions . SITE DESCRIPTION The property under discussion is a strip of land located off the south side of SW 294th St, shortly east of its intersection with 2nd Ave SW, in The City of Federal Way area, Pierce County, WA. At that location, The SW 294th runs almost in the east-west direction and was found to be paved and developed. As stated the site is located off the south side of the street and the access to the property will be through a direct driveway that is proposed to be directly from street. It is understood that the driveway will be also paved. The subject lot appears to be almost in its natural condition. Minor trees logging may have happenend previously in some areas, However, the majority is densely vegetated. As informed, the site has never been developed. • The ground topography remains in its original condition. The site generally contains slopes that may be considered medium to relatively steep. / 1 S Page 2 Song- Geo During the site exploration, The SW 294 St,rises as it runs toward the west toward 2nd Ave SW. Except for the north property line along SW 294th St, all the other three lines are adjacent to neighboring lots.The sites to the east and the west,along the street, were found to have been developed as single family residence lots. The subject site is a rectangular,parcel of land. The north rear leg spans about 70'feet in the east-west direction. The north is similar along the street. Both the east and west lines are in the north-south direction and are the south, are parallel with about 170'feet in length each. As proposed, the driveway access from the main street is in the north-south and will be paved. As stated, the property contains medium to steep slopes. The site is at its highest elevation at the southeast corner. From there, the ground slopes down with about slopes about 30%, in average,toward the northwest area. The slopes are almost uniform with no sudden drops or grade irregularity. As noticed, the ground continues to slope, almost in the same uniformity and direction beyond the site property lines in almost all directions. From its most elevated area to the lower level at the street level,the site has a total vertical relief of about 33'feet In total,the site covers an area of about 0.30 acres. Please refer to figure 1, attached to this report. Presently, the drainage of the site is a natural surface drainage. Generally, the runoff runs from the southern upper area, over the slopes, and toward the northwest portion and to the street. Although portion of the flow infiltrates, it appears that some remaining may flow beyond the site property lines or to the street. FIELD INVESTIGATION During the months of March and April, 2004, the writer visited the site and carried out a visual examination of the surface features, slope conditions and vegetation. Three test pits were excavated. They were in the upper rear area, the middle portion and the third in the rear. Test pits allowed to investigated and assess the subsurface conditions. The location of this pits is posted on Figure 1 and their description is as per the attached soil logs sheet. For this site, test pits were determined to be sufficient for this investigation for several reasons. The type of soils expected on site was Indianola or Alderwood-Kitsap Loam. The verified soil is evaluated as Kitsap over all of the site areas. These do not present Page 3 Song-Geo danger of deep landslide due to the relatively denser substratum. In addition, the slopes are relatively medium steep.No weaker layers are located at depth or top, which would result in any type of landslide. There was no seepage or major mottling observed during the investigation. No depressions or tension cracks, which confirm the above considerations. Therefore, in our opinion,the test pits were adequate and sufficient and there was no technical or economical reasons to justified the need of deep soils boring. FINDINGS As mentioned earlier,the site generally, over most of its steep area, is found to be covered with medium dense to relatively dense vegetation covering. The vegetation were mix of mature, mid age and young trees, with dense overgrowth of berries, slal and other types. At the time of the visit, the site surface generally was found to be moist and appears to be relatively well drained, with no signs or evidenced of ground water seepage (i,)((>)(,) or water plant loving species. In the subject parcel, no signs of previous ground movement, as would be evidenced by scarps, toppled or leaning trees, could be found on site. Our observations are detailed in the " seismic hazard" and slope stability and landslide hazard" sections at the end of this report. The parcel appears to be stable and we know of no historical landslide events in the immediate area of the lot. The steep slopes were closely examined and appear to be stable. CONCLUSIONS AND RECOMMENDATIONS 1. Discussion of Development As mentioned earlier,the property under discussion has never been developed. This report has been prepared to address the proposed single family residence to be located in the site rear area. The access to this site is through a direct driveway from the main street. As proposed,the residence will be serviced with a public sewage system. As proposed, no major ground modifications are expected and we see no need for any change to the site existing topography. However, cuts that are considered relatively deep are to be made for the foundation and the driveway. Page 4 Song- Geo 2. Soils Characteristics The King County Soil Survey describes the soils of the site, as Alderwood and Kitsap AkF, with steep slopes over most of its area. These are areas with Alderwood or KitsapAs per this report, the site contains Kitsap soils. 6_1) As per The Soil Conservation Services, The Kitsap soils are a moderately well drained having medium permeability in its upper layers. The substratum is a denser silt clayey with mottling that have a reduced permeability capabilitX The slow permeability and slightly denser deep soils may cause perching that may occur atop during heavy wet periods. During our investigation we observed no seepage to the depth of the pits. Generally, the surface runoff is medium to rapid and the erosion hazard is moderate to severe. _ Our exploration have exposed a clayey silty fine sand soils in a medium dense condition up to about 90"inches. At that depth the soils become denser. Light to medium mottling has been found at about 38"inches and extended to depth. No seepage was seen. In our opinion, the site subsurface investigation reveals that the site soils generally conforms to the above type described in The PCSS in the soils type. Please refer to the attached figure 2, for the soils type description. The site soils have adequate bearing capacity to support structural loads. All types of existing soils are well accepted as fill especially the wet season. During these dry periods they may be used provided that they are free of topsoil, debris and rock fragments larger than 6 inches. However, if the moisture in the soil exceeded the optimum moisture, as defined by ASTM D-1557-91, it will become impossible to reach 95% compaction of the maximum dry density of the soils, as defined by the same test. Therefore the use of these soils in the rainy season or periods is acceptable, if compaction is made to reach 95%. Otherwise structural fill may be needed, see table 1 for specification. Generally, during wet weather construction,material with more than 6 percent fines will not be easily workable. For the soils described as medium dense, a bearing capacity of 1500 psf may be used in the foundation design with an adequate factor of safety. A one- third increase in allowable bearing capacity may be utilized for the short term loads such as the case in the wind or seismic loads. • Page 5 Song- Geo 3- Landslide Hazard Generally, Landslide Hazard Area are these area with slope of 30% or more and with a vertical relief of ten or more feet. Also designated as Landslide Hazard Areas are those with over 15%,containing hillsides intersecting geologic contacts with a relatively permeable sediment overlaying a relatively impermeable sediment or bedrock combined with spring groundwater seepage. Similarly are the areas which have a severe limitation for building site development because of slope conditions, according to the Soil Conservation Service. ?(A)CI\ The first condition apply to the site. Most of the lot that have about 30%%ground slopes. We have found minor signs of erosion,no water seepage or slides were not seen and is stable. The mottling observed is a sign of seasonal perching, The top less denser layer, about 15"inch deep, is relatively soft and foundation will be recommended to be below, which will eliminate its effect. Therefore, although this site is considered of landslide type of soils and we conclude that it is stable and evelopment may proceed as proposed considering the recommendation s of this report. 4- Erosion Hazard Erosion Hazard areas are usually defined as those areas classified having moderate to severe, severe or very severe erosion potential by the Soil Conservation services. Considering the sloped area as AkF,that soil has Enedium to severe erosion ha7ard�as per The Soil Conservation service. This 30%slopes on site may be considered severe and as such the steeper sloped area of the site may be considered as erosion hazard area that requires special care during and post construction. Please refer to the temporary and permanent erosion sections of this report. 5- Temporary Erosion Measures Generally, the of soils erosion hazard depends and its components and slopes. Because of the relatively large amount of fines in the kitsap soils, it is relatively susceptible to erosion when cuts, exposed surfaces exist, especially with wet weather. Long periods of water exposure will cause erosion when the slopes reach about 30%. Therefore, we do not recommend exposure of cuts for long times in wet or windy periods. Our Page 6 Song- Geo recommendations in this regard will follow and must be considered carefully to protect the site stability. The site topography as exist does appear to necessitate medium to major cuts and possibly fill during the installation of the structure foundation over the sloped ground. These cuts will be made to accommodated the construction of the utilities, the drainage system and the foundation. All the exposed temporary or permanent cuts must be protected by maintaining certain slope and protect its surface from erosion, especially during wet periods. The side slopes of the temporary cuts may be maintained at 1H:1.5V for The Kitsap, assuming short period of exposure in the wet season, not to exceed few days. If open for longer periods, in the wet season, we recommend that side cuts be flattened to 1 H:1 V or to be shored, if over 4.50'feet. The contractor is responsible to comply with the cuts state and federal regulations, beyond the requirements of this report. Retaining structures do appear to be required when developing this site, as proposed in the future by the owner. When needed, the following values may be used for that design: Active lateral earth pressure 35pcf, Non restricted walls. Active lateral earth pressure 45pcf, restricted walls Passive lateral earth pressure 250pcf against native or well compacted Coefficient of friction 0.32 factor of safety of 1.5 is already considered for the coefficient of friction. Areas downslope and surrounding any construction excavation should be protected from any sedimented runoff by the use of silt fences (see the attached detail) or by covering the dirt piles with plastic. Similarly, the concentrated runoff from upslope or surrounding areas should be prevented from entering any construction excavation area by diverting the flow. All the excavated materials must be piled, stored and covered suitably until reused or to be exported. This to be done in such a way not to spill onto slope faces, burying the vegetation in the surrounding or downslope areas. Therefore protection of the lower areas to be undertaken by the use of silt fences or covering of the dirt piles at minimum. 6- Site Drainage and Ground Water The site soils have a medium permeability in its upper layers and slow at depth. We do not expect major variation due to the development, as proposed when the design is considering an adequate value. For this type of soils a lIn/Hr permeability may be used • Page 7 Song- Geo for the top 28"inches. Below that a 0.501n/Hr is acceptable for the design of the proposed drainage system of the lot. There will be no changes regarding the site slopes and We recommend that the runoff, if dispersed,to be disposed through any energy dissipating adequate system. Therefore, the generated runoff from developed impervious area is to have negligent effect on the proposed residence area considering: 1-Erosion measure is considered. 2-Energy dissipating measures are used. 3- Utilizing an adequate permeability factors. 7-Proposed permanent cuts & fill Temporary cuts were discussed under the previous section " Temporary Erosion Measures". Permanent cuts may be needed, depending on the development. If utilized, it should not exceed 2H:1V. All permanent slopes must be as soon as possible protected at their faces by seeding with grass or a suitable ground covering shrubs. If room does not allow for that approach,a steeper slopes of 1H:6V may be used and protected with rockeries. Those structures will require permits if their heights exceed 4.0'feet, and must be engineered. Design and construction must comply with The rockery Association, The City of Federal Way and other approved engineering methods. Other retaining structures may be used to provide larger spaces and required to be engineered when over 4.0'feet in height. Permanent fill, if needed, should be also kept at 2H:1V as a maximum finish slopes. Fill should be compacted as mentioned earlier to 95%compaction. Fill should not be placed over grounds with slopes exceeding 4H:1 V, unless tiered, designed and inspected, and as soon as possible vegetated. 8- Foundations and structures All the foundations must rest on the native ground or compacted soil, both verified and inspected to 1500psf with the minimum depth requirements. All the foundations may be conventional spread foundation system. Footing drains are required for this site. For the foundation, or as required in the retaining structures, the drain shall consist of 11/2" washed gravel or rock with a 4"inch PVC Page 8 Song- Geo perforated pipe embedded in. These lines shall then be directed to the drainage system or to a daylight location 0.50'feet below and 5.00'feet away from the foundation level,with a splash block. The rock must be wrapped with filter fabric. The footing drain lines must not be connected with the roof drain lines for a distance of 5.0'feet minimum. We estimate the postconstruction settlement of the structures where supported on the medium dense, 1500psf, soils to range from 1/4"inch on native. Maximum differential settlement of the structures should be less than 3/8"inch, measured along 25'feet of continuous wall footing, or between adjacent comparably loaded isolated footings. All the ground surrounding the structure must be sloped away from the foundation with a 2% slopes at minimum or 1% if concrete or paved slabs. 9- Site vegetation removal The construction activities on this site appears to require a noticeable removal of the existing vegetation or ground growth. Presently the site is densely vegetated over most of its area. All areas, post construction,that were affected by the development, require professional landscaping installation prior to the final occupancy, especially the steep sloped area 10- Seismic hazard Seismic Hazard areas are usually defined as areas which possess either an Alluvial surficial geologic unit and/or recessional outwash overlain by Barneston, Everett,Neilton, Pilchuck or Spannaway soils as per The SCS description. The Kitsap are slow drained soils in most of its layers and with deeper and denser substratum. Those soils are not of a type nor in a condition, which is prone to the phenomenon of liquefaction. This occurs as a result of rapid horizontal accelerations during which a rearrangement of the soil particle may cause a build-up in pore pressure. And as this increases the shear resistance decreases to a possible temporary total loss of shear strength. This causes the soil to behave as liquid allowing major settlements. However, this is only possible with soils of very uniform grain size distribution in loose condition, which is not the case of this site. In addition, There is no historical evidence of 3 earthquake- induced slides in this area. Page 9 Song- Geo 11- Slope Stability and Landslide Hazard We believe that the danger of any landslide on this property caused by natural reasons, C6) such as seismic events, is unlikely. The investigation has shown a stable slope in an undisturbed condition. We have noticed no tension cracks over or at the top of the slopes. Also no signs of depressions, scarps or others. No signs of previous ground movements ),(6) or major erosion were observed, such as leaning trees or old escarpments. This confirms that no dormant, active or stabilized slides exist. The slopes are relatively below the critical grade slope and the degree of rest for these type of soils. Surface erosion near or over the slopes is not a main dangerous reason, however, the slopes should permanently remain protected and vegetated professionally. In addition, the denser condition of the soils and the amount of the slopes with denser depth which presents a landslides resistant soils. 12- Site Mitigation The following is generally required to protect this and the adjacent site during and post construction: 1- Comply with temporary and permanent erosion measures. 2-Adequately design the drainage system to maintain a balance between the existing the post construction. 3- Maintain the adequate setbacks as per the following section. 13- Setbacks and buffers The following to be maintained as critical buffer areas or setback areas: 1) There is no buffer zone required. 2) A minimum of 10'feet foundation setback from the face of the slopes to be maintained. 3)A minimum of 18"inches foundation depth from the finish grade is needed. CONCLUSION The development, as proposed, will have minor effect on the erosion and site drainage. If the recommendations under the drainage section is complied with, any negative effects will be minimum to negligent. Page 10 Song- Geo In conclusion, we believe based on the above, that the site should not experience landslides as long as protected from erosion, drainage problems and the new development maintains enough setbacks with adequate foundations. LIMITATIONS The information, recommendations and conclusions presented herein have been prepared using generally accepted geologic and engineering practices and techniques in use in the date the field investigation was conducted. This report is limited to identifying possible geologic hazards as defined by The City of Federal Way Code mentioned above. This report is limited to the stated purpose for the identified property and should not be applied to any surrounding properties. We make no warranty either expressed or implied with respect to any geologic conditions which can vary between sites and within any one site. If conditions are encountered which appear to differ from those described in this report, we should be notified immediately so that we may review, and either verify or modify our opinions. This report is for the information of the client only. Its reproduction or transmittal to a third party,except in full, is prohibited without the permission of the writer. We would like to thank you for the opportunity to be in your assistance in this report. Should you have any questions regarding the content of this letter,please contact George Gergis at(253) 840-3398. Very sincerely, 07. a: George a gis, P.E. I Citio.t 3046'3 GISTS (5 oNAL • Page 11 Song- Geo GEORGE GERGIS 12701 111 th Ave E Puyallup,WA 98374 LOG OF TEST PITS Depth below Soil Group Description ground surface classification Test pit#1,2 0.00'-0.03' ML Dark brown silty .with some gravel. Dry to moist. 0.03'-2.30' ML-MH Medium dense. Medium Brown clayey silty fine sand. No mottling. No seepage. 2.30'-7.50' ML-MH Medium dense. Medium Brown, grayish at depth clayey silty fine sand. Moist. No seepage. Light to medium mottling at about 2'-10". Test pit#3 0.00'-0.03' ML Dark brown silty .with some gravel. Dry to moist. 0.03'-2.45' ML-MH Medium dense. Medium Brown clayey silty fine sand. No mottling. No seepage. Test pit#3 is hand dug • FIGURE 4 SE—SAGS FROM SLOPE FACE OR CREST (TYPICAL: NOT TO SCaLE) I Stem or Retaining --AopeS .• Wal7 ao tv cr avc✓ • Footing as. an • ©t('j` Footing set on firm native ground MIN SETBACK FRoH FACE OF THE ELOPE 1 GEORGE GERGIS,P.E. . --ject :• 12101 111th AVE E late ,Puyallup,WA 98374Check ed Sheet ' of Structural Fill Materials used for fi11 should meet the following specifications unless approved by the geotecbnical engineer O.S. SieYe Percent Passim by Dry Weight ' SelectDritin Gravel. 3 inch 100 3/4 inch 50-100 3/8 inch - 100 1/4 inch - 30-50 No. 4 . . 26-65 No. 8 - 0-5 No. 10 10-50 _ No. 40 0.20 _ No. 200 0-5* Less than 5% passing based on minus 3/4 inch fraction. iE0RGE GF.RGIS.P_E_ Project • L 2701 111th AVE E Date 'uyallup,-WA 98374 (X1eciced 2" X 4" DOUGLAS FIR t of AT 4" O.C. 2" X 2" X 14 C: Wr_L,DEC FILTE FABRIC MATERIALWIRE FABRIC OR EQQA ,,. MIRITI 140N OR EQ�hL _______,.. �, n 5_A2Z2S OR r 1 ' WIRE RIt(GS n _ III 1` ' 1 .F 1 / t I ( : : : t 1 j iI v ' ; iI r L '( ' t ♦ ♦ ♦I t tr 2t-3w 1_ , , i it i 1v 11 II 1 ♦ Illy V 1♦t: l♦1 _tttSit4S141IS. /♦♦2.♦. Ea♦� _ .. (I St( ft � f1♦ : l 'V 1 i 6. 1 1 -5 i i BURY BOTTOM OF FILTER FABRIC 1 2-4.A' -IA.L IN 6" X 6" TRaTCE ELEVATION 2" X 4" DOOMAS FIR OR EC FILTER FABRIC-. 2" X 2" X 14 G . W. .F Z i 1" - 11/4 WASEED c:ant,=,_:::7._______2 2' w OR PEA. GRAVEL 3 ' 1 _.♦, 1. _ . . I IV I t r- 6" MIN - TEMPORARY. "V" DIT= WBLaE APPLICABLE AS SPECIE i.ED BY EN4ii(f y TYPICAL SILT FENCE DE AE N.T.S •GERGIS,P.E , 270'/ 11It h Ave E Projeft : .ty'aUup.WA 98374 Date Checked Sheet of _ Slope To Drain Awry easa r:. Fcnrn Sln a sre h!,or Retain• -wza zva ma nc or I Camp P;ccfinc ' Ic idarvicus Sail • ;, .z�ti cis WzshcQ Jfc"Pea Gravel ct i.:-'1 tifit `�L��'L ::.2 is de an sand crave( Q •izr b . �. :s . �� back:a, 112•••• S (Sae ncz'a t) • '�.�•`% ''•.- • ia %~ • f / v�._V. .r .r..f. -^-vat;ori Slcoe --ii s�`ie`.::s:Zr`i:' w• `?a.2:-:r`sr u`i:•t ��.. r . .. Yacar (C.:nrr rots rasacz c..r_u s'r s4�r=u. � -iv.„12-arzavr• _, _ / �� �•'t{ j� Floor Si / \...1\ •fi Mirlir c:alrn ver of s'•pa,. •••......... . . . . c.eve 1 over pipe T .t. 1 Scsbc r. 11= e - - - -- - - Not Tr, Cris ' Notes .. 1. watt tr. .c.4diit sbetdd ocr.si=cf truQly&.fri.-- with, no a:..•ra Lan tE:(by weight t:saC cc pus fI-ind: GRADATION S? 1:=cCAi'IOPI portion) pz Lie Nc.200 stave(by wet s avirx).wit as F-.- DRAINAGE SAND &CAVF 2 �firms. :PASM3 EY Wc:C'r,T 2. ez.- -riit behind the w I s.L.ccs:d ba 4. - ..,.,-:d of band- or-armed-.2' c c .�ed ects .c4 a r,. Heavy ect:tpac:t cc:be tad=s JL- 100 such QG.•fcraactt operated rtaz a waI�1(c z (i SO 70 too • earl: p;raxz.--as and pc1y a ha waif :IC 7S TO 100 NO. 8 __ ES T°cz 2. Ba Sd-dI shcutd be pfacad in tams net a=ad:-x E-I a NO. 30 20 TO ES - thicka:a zv, and s.`beufd be densely oa-....cad. Eaee t NO.SO S TO 20 paved areas.Gr...�=to at lez.s< :cf Cm M ted Pr=r• NO. 100 • 0 TO 2 t..z...:...L:.: d.y de sty (AS M:0t.c".:•7c.). C.hacwisa (i i wec sieving) (r.cc plastic) b ra to S2 .:...zCcrt c"lV1r?(R Pi.. _ 4. Or-air:ace gravel beneath lccrstth st:rt.:ba-hy ---= ..QY M'u:sr._•.7: c arneter pe(ot:aad or slotted plastic �rtt:eGad is a d:�ir:a�e syren. :e;Lig= jciras:sicped tc C.-.in(6:•1CQ•Min.); • avica c aartcuts. . • • TYPICAL RETAINING WALL BACJ ILLED • • • SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLFAN GW wELL�.RAOEO GRAVEL,FINE TO COARSE G:ltAVFy COARSE GRAVEL - GRAINED GP POORLY-GRADED GRAVEL SOILS Mora Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL — Retained WITH FINES - on No. 4 Sieve GC CLAYEY GRAVEL Mote Than 50% Retained on SAND CLEANW SANO SW ELL-GRADED SAND,FINE TO COARSE Srtkrp No.200 Sieve - SP POORLY-GRACED SANG More Than SO% - _ of Coins. Fraction SANO SM SLTY SANO Passes WITH FINES No.4 Sieve SC CLAYEY SANG - RUE SILT ANO CLAY ML SILT GRAINED INORGANIC — --_ SOILS - CL CLAY liquid Limit Less Than SO ORGANIC OL ORGANIC SILT.ORGANIC CLAY L More Than SOe.G SILT ANO CLAY M HI H . SILT OF HIGH PLASTICITY. PLATICITY. ELASTIC SILT . Passes INORGANIC • - No.200 Slave CH CLAY OF HIGH PLASTFdIY. FAT CiJIY Liquid Unit SO of More ORGANIC I OH ORGANIC CLAY.ORGANIC SILT HIGHLY ORGANIC SOILS I PT ( PEAT - * NOTES. SOIL MOISTURE MODIFIERS: 1. FI.id dsssi(iicaoion is based on visvel examination of sod Oty- Absence'of moisture.dusty, dry to the touch in general accordance with ASTM 02488-90. 2. Sod classification Using laboratory tests is based on Moist- OMB• but no visible water ASTM 02487-90. — _ Wet- Visible ff.e watef or saturated. usu.tty sod is 3. Descriptions of soil d.nsi obtained from below water table K or consistency are based on interpretation of blow count data. visual epp.arance of soils. andlor test data. 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';'' 54 �I" //•• qv II �o• a Woodmont B•ac I 1 _ 546 ,' AgB AkF ►f.•• .' Cb ç 1 > / 04c :• .) 72 IF Sm�l• I 576 G 444 I� .� , to POVERTY BAY 2 ]I V M .• z90iL�' A€c - I 264 A P �I "`Redondo 1 EEi /96 , Hj \kF /38 18 /ie,>, K C �h 534 / P 1 1� 4," ,�� j Ak ;T21N r Ur 78 • No a� {nC ( • InC EvC AN.. d\vl In ,o . \\ .\. ,32 •• ,,,,,_ .. , ,:, , C 1 ) �� HgC 1 _ : rill---Nil'• •••••• ••• 6 _ ,., , .:_---:F., ,'.. ' /H.:.- [In Add. _ / F �1 �. °• • \ 2.0' % r' 11 •J ';• II �l` a et.. I A •4mr f, Lak. k _ Q �I J �� ..... •1. • J r /!,r\\ �•\ I R AL A\ • :! /11 AgC ' _�• .� •I`........•.. • I ) 115%• I `. :� .l� jam. .' �_-= II• :,n, I 1 ( ,. 3 • _: d▪ li 1/ I • \����'��:•L"•\•• ^•:�`?": '� I �' "��� U_; High il'. ' In•\` %lam 'i. , I f ./ ....::� �3 • i I iLILL� ° ii �l�l 1 I /'\..... soh 7. L. \ \ . �` AgD • I Water ) ) e . / 1 .- \\�\ •_•.- , •. ' ••SW. 312TH 7 ��S T*C Ilkl.. •• ,� ` ) �+ rmC �: •\� - .... ..211. $18: 3I2TH 50 ,•ice \ /7- •�,▪ ,, i' \�� Qsk • "Mirror �� I �• \• \ ••. • Lake _ J }} :,m I u°>.. J H_ Sch \ ' .. �L WA •I• .1; {• •° _•= \ • Mirro La. I • �� ° �I I age • T ' I /� �1 \ �II� I (ask V Sk .I ■ I I - i I �/ • . II ,,o- • I I ov- Jr -, 141 i AgC E �� Sk• II II ' -- II sm 1 v , l ,....7 e AmC -0 Hi ▪'I OI �Sm \`esk ` _ N ) ! q EwC Pe°rsleat;ility is moderately rapid i e surface Arents, 1 wood Material layer aaid subsoil and very slow in the ,ubstratum. toots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some Arents, Alderwood material consists of Alderwood roots enter the substratum through cracks. Water soils that have been so disturbed through urban- noves on top of the substratum in winter. Available ization that: they no longer can be classified with grater capacity is low. Runoff is slow to medium, the Alderwood series. These soils, however, have and the hazard of erosion is moderate. many similar features. The upper part of the soil, This soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark- and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a grayish- unit IVe-2; woodland group 3d1. brown, consolidated and impervious substratum. Slopes generally range from 0 to 1S percent. Alderwood gravelly sandy loam, 0 to 6 percent These soils are used for urban development. slopes (AgB) .--This soil is nearly level and undulating. It is similar to Alderwood gravelly sandy loam, 6 to 15 percent slopes, but in places Arents, Alderwood material. 0 to 6 percent slopes its surface layer is 2 to 3 inches thicker. Areas (AmB) .__In many areas this soil is level, as a are irregular in shape and range from 10 acres to result of shaping during construction for urban slightly more than 600 acres in size. facilities. Areas are rectangular in shape and Some areas are as much as 15 percent included range from 5 acres to about 400 acres in size. Norma, Bellingham, Tukwila, and Shalcar soils, all Representative profile of Arents, Alderwood of which are poorly drained; and some areas in the material, 0 to 6 percent slopes, in an urban area, vicinity of Enumclaw are as much as 10 percent 1,300 feet west and 350 feet south of the northeast Buckley soils. corner of sec. 23, T. 25 N., R. 5 E. : Runoff is slow, and the erosion hazard is slight. 0 to 26 inches, dark-brown (10YR 4/3) gravelly This Alderwood soil is used for timber, pasture; sandy loam, pale brown (10YR 6/3) dry; berries, and row crops, and for urban development, massive; slightly hard, very friable, non- Capability unit IVe-2; woodland group 3d2. sticky, nonplastic; many roots; medium acid; Alderwood gravelly sandy loam, 15 to 30 percent abrupt, smooth boundary. 23 to 29 inches slopes (AgD) .--Depth to the substratum in this soil thick. varies within short distances, but is commonly 26 to 60 inches, grayish-brown (2.SY 5/2) weakly about 40 inches. Areas are elongated and range consolidated to strongly consolidated glacial from 7 to about 250 acres in size, till, light brownish gray (2.5Y 6/2) dry; Soils included with this soil in mapping make common, medium, prominent mottles of yellowish up no more than 30 percent of the total acreage. brown (10YR 5/6) moist; massive; no roots; Some areas are up to 25 percent Everett soils that medium acid. Many feet thick. have slopes of 15 to 30 percent, and some areas are up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part of the soil extends which are in depressions. Some areas, especially to a depth of 20 to 40 inches and ranges from dark on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark yellowish brown. Tiger Mountain, are 25 percent Beausite and Ovall Some areas are up to 30 percent included soils soils. Beausite soils are underlain by sandstone, that are similar to this soil material, but either and Ovall soils by andesite. shallower or deeper over the compact substratum; Runoff is medium, and the erosion hazard is and some areas are 5 to 10 percent very gravelly severe. The slippage potential is moderate. Everett soils and sandy Indianola soils. This Alderwood soil is used mostly for timber. This Arents, Alderwood soil is moderately well Some areas on the lower parts of slopes are used drained. Permeability in the upper, disturbed soil for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, 3d1. depending on its compaction during construction. The substratum is very slowly permeable. Roots Alderwood and Kitsap soils, very steep (AkF) .-- penetrate to and tend to mat on the surface of the This mapping unit is about 50 percent Alderwood consolidated substratum. Some roots enter the gravelly sandy loam and 25 percent Kitsap silt substratum through cracks. Water moves on top of loam. Slopes are 25 to 70 percent. Distribution the substratum in winter. Available water capacity of the soils varies greatly within short distances. is low. Runoff is slow, and the erosion hazard is About 15 percent of some mapped areas is an slight. included, unnamed, very deep, moderately coarse This soil is used for urban development. Ca- textured soil; and about 10 percent of some areas pability unit IVe-2; woodland group 3d2. is a very deep, coarse-textured Indianola soil. Drainage and permeability vary. Runoff is rapid Arents, Alderwood material, 6 to 15 percent to very rapid, and the erosion hazard is severe to very severe. The slippage potential is severe. slopes (AmC) .--This soil has convex slopes. Areas These soils are used for timber. 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