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18819 OLYMPIC VIEW DR.PDF1111111111111114330 18819 OLYMPIC VIEW DR EDM 08-28 �I(XaZan &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 23, 2007 Lindal Cedar Homes Attn: Mr. Claude Hutchins 16132 Smokey Point Boulevard Marysville, Washington 98271 v� �� EECE�- RE: Limited Geolech>lieal Uvestigation Propose Kirkendall - Spring Single Family Residence 18819 Olympic View Drive Edmonds, Washington Dear Mr. Hutchins: KA Project No. 092-07152 RECEIVED MAR 2 7 2008 BUILDING DEPT. This letter report presents the results of our Limited Geotechnical Investigation for the above refemced project. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, structural fill, general slope stability, stormwater management, utility trench backfill, drainage and WxUcaping, erosion control, foundations, retaining walls, concrete floor slabs and exterior flatwork. We have prepared this letter report to address the applicable elements of the Edmonds -Municipal Code - Natural Resources - Chapter 23.80 - Geologically Hazardous Areas. In preparation of this report, we have reviewed the published geologic information for the site and performed a limited subsurface exploration program to evaluate the existing shallow soil conditions. In addition, a visual assessment of the site vegetation, slopes, and surficial conditions was performed during the subsurface exploration. PROPOSED CONSTRUCTION We understand that the proposed construction includes an approximately 3,000 square foot, multiple story residential building with a garage and an associated parking area The footing loads for this residential building are expected to be light. SUE LOCATION AND DESCRIPTION The site is looted. at 18819 Olympic View Drive in Edmonds, Washington. The property is nearly rectangular with a total area of approximately 0.47 acres. The area of the proposed residence is currently undeveloped and covered in grass and small shrub vegetation.. The majority of the site is gently sloping and vegetated with grasses and typical residential landscaping. A slope area is located along the western portion of the property and extends downward to the west. The total slope height is approximately 60 feet from the street elevation of Sound View Place, it is generally terraced, and contains local slope --- Elevw Omar So vThe western U21ted Staten 11715 N. Creek Parkway S., #C-106 • Bothell, Waddngton 98011 • (425) 485-5519 • C�TTM?y KA No. 092-07152 October 23, 2007 Page 2 of 10 magnitudes of up to approximately 100 percent. The slope area is generally vegetated with grasses and shrubs associated with landscaping, as well as trees (spruce) with trunks up to 18 inches in diameter. The overall site is vegetated with trees (spruce), as well as grasses and shrubs typically associated with residential landscaping. The site is bordered to the south, north, and west by residential structures and to the east by Olympic View Drive. GEOLOGIC SETTING The site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains, and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand. silt, till, and peat lenses. The Geologic Map of the Edmonds East and cart of the Edmonds WrAt Quadrangles Washington, indicates that the site is underlain by Vashon Advance Outwash. Vashon Advance Outwash deposits are typically dense to very dense. and composed of sand and gravel with minor amounts of silt and clay. FIELD INVESTIGATION A field investigation consisting of a site reconnaissance and excavating and sampling two shallow hand excavations was completed to evaluate the shallow subsurface soil conditions. The site reconnaissance and hand excavations were completed on October 5, 2007. The shallow explorations were excavated by manually advancing metal rod hand auger equipment with a bucket type bit. The metal rods were pin connected and the hand auger was turned with a T-handle. The soils encountered in the hand auger Wrings were continuously examined and visually classified in accordance with the Unified Soil Classification System. Figure 2 shows the approximate locations of the shallow hand auger borings. SOIL PROFILE AND SUBSURFACE CONDITIONS The soils encountered in the exploratory hand auger borings were generally typical of those found in the described geologic unit. In hand auger borings HA-1 and HA-2 we encountered approximately 8 inches of medium dense, silty -five medium grained sand with gravel (Fill). This fill layer was underlain by medium dense to very dense. poorly -graded fine to medium -grained sand as well as silty -fine to medium -grained sand with gravel (Advance Outwash) which continued down to the termination depths of both of our exploratory hand auger excavations. In addition, local probing of the soil of the steep slope area with a 0.5 inch steel probe indicated medium dense or firmer soil conditions. Additional information about die soils encountered may be found in the logs of the exploratory hand auger borings in Appendix A. Krwan dt Associates, Inc - Offices Serving Itte Western United States KA No. 092-07152 October 23, 2007 Page 3 of 10 GEOLOGIC HAZARDS Landslide/Slope Hezerd An approximately t00 percent magnitude slope is located approximately and currently from mt he propose trees residential building (western end). This slope is up to 60 f grasses, and shrubs consistent with residential landscaping. During our field investigation, we did not observe evidence of past slope movement, and there is no visual evidence of likely future movement. There are other slope areas on, and adjacent to, the subject property; however, they are generally less than 10 feet in height and have relatively low slope magnitudes. It should be understood, due to natural geologic processes such as weathering and erosion due to rain, drying, wind, and rarely freeze/thaw cycles, the relatively steep site slope will slowly erode and retreat towards the east, however these are typically tong term processes that mayhavealiimiiitedproaffect on buildings during the design lives of the structures (50 to 75 years maximum), provided and erosion control features are implemented. Erosion and retreat of the slopes is typically maintained at an extremely low rate with this type of slope environment, if the natural and landscape vegetation is left in place, to the greatest extent possible (outside areas designated for additional landscaping and structural development) and landscaping and other permanent erosion control features are in place. However, it should be noted that the rate of slope retreat may accelerate if shallow slides and slope movement take place without proper mitigation. Erosion Haxw d The Natural Resources Conservation Service maps indicate that the site is within an area underlain by Alderwood Gravelly Sandy Loam (15 to 25 percent slopes). The Alderwood gravelly sandy loam is a soil unit typically derived from outwash materials. This soil is described as having "Moderate" to "Severe' erosion potential in a disturbed state. It has been our experience that soil erosion potential can be minimized through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, i.e., silt fences, hay bales. mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather, if any grading occurs outside of the structure. Seismic Haznrd It is our opinion, based on the overall density of the soils encountered in the subsurface explorations, that the Soil profile in accordance with Table 1615.1.1 of the 2006 International Building Code (IBC) is Soil Class D. We referenced the 2002 maP from the U.S. Geological Survey (USGS) website to obtain values for Ss and St. The USGS website includes the most updated published data on seismic Conditions. The site specific peak ground accelerations, seismic design parameters, and adjusted maximum spectral response acceleration parameters are as follows: Krazee & Associates, Inc. Oli"tccs SI"ing 11te Westem United States KA No. 092-07152 October 23, 2007 Page 4 of i 0 Peak Ground Acceleration (PGA) 30.50 (10% probability of exceedance in 50 years) 53.58 (2% probability of exceedance in 50 years) SS 121.30% of g S i 42.60% of g FA 1.02 From Table 1615.1.2(1) of the 2003 IBC Fv 1.57 From Table 1615.1.2(2) of the 2003 IBC Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense soils interpreted to underlie the site are considered to have a low potential for liquefaction and amplification of ground motion. CONCLUSIONS AND RECOMMENDATIONS The proposed residence may be, located as proposed, approximately 35 feet from the slope area. It is our opinion that this distance provides an adequate setback and buffer during and following construction, provided adequate erosion control measures are in place during construction. The residential structure may be supported on continuous footings placed on the medium dense to very dense native soils, or on compacted structural fill placed on the suitable soils. Re -compaction of the footing subgrade soils should be performed following excavation and prior to concrete placement. We found no evidence of a landslide hazard, and recognize that the soils present a limited erosion hazard. It is our opinion, based on our site observations and knowledge of the proposed construction, that subsurface exploration and detailed slope stability analyses are not required. It is also our opinion that detailed survey work and geotechnical analyses for the site slope conditions are not warranted. Foundation Support The proposed structure may be supported on a shallow foundation system bearing on the medium dense or firmer, native soils, or on properly compacted structural fill placed on the medium dense or firmer native soils. Continuous wall or column footings may be designed for a net allowable bearing pressure of 2,500 pounds per square foot (psf) dead plus live load, provided the footings bear directly on medium dense or firmer native soils, or on structural fill placed on the suitable native soils. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Structural fill placed on bearing native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D 1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Krazan & Associates, Inc. Offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 5 of 10 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended, the total settlement is not expected to exceed t inch. Differential settlement. along a 20-foot exterior wall footing, or between adjoining column footings, should be less than 0.5 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the underlying soils. It should be noted that the risk of liquefaction is considered low, given the composition and density of the native, on site soils. Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structures, should not be permitted to flood and/or saturate footings. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the bases of the footings. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 225 pounds per cubic foot acting against the appropriate vertical footing faces (neglect the upper 12 inches of exterior soils). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Drainage and Landscaping The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations and slope surfaces. Roof drains should not be connected to the footing drains, but may use the same outfall piping if connected well away from the structure such that roof water will not backup into the footing drains. Subgrade soils in pavement areas should be sloped a minimum of 1 pewent and drainage gradients should be maintained to carry all surface water to collection facilities, and off site. These grades should be maintained for the life of the project. Specific recommendations for and design of storm water disposal systems or seWic disposal systems are beyond the scope of our services and should be prepared by other consultants that are familiar with design and discharge requirements. Kra=n & A:isochtes, Im Offices Serving the Western United States KA No. 092-07152 October 23, 2007 Page 6 of 10 Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. ESC measures should be taken and these measures should be in general accordance with local regulations. As a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: 1) Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMPs), grading activities can be undertaken during the wet season (generally October through April), but it should also be known that this may increase the overall cost of the project. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size, construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. To prevent erosion after the project, the homeowner should limit the removal of native vegetation in the area on and adjacent to the slope, although we understand that the slope is pan of the adjacent property. Vegetation should not be removed from slope areas without protection of exposed soils, and immediately re-establishing permanent erosion control on the site. Water flow on the slope should be limited. and roof, footing, and yard drains should not be directed toward. or onto the slope. Structural Fill BMPs should be followed when considering the suitability of native material for use as structural fill. The on -site soils are considered moisture sensitive and will easily degrade during rainy periods. The native soils are generally considered suitable for reuse as structural fill provided the soil is relatively free of organic material and debris, and that it is within t 2 percent of the optimum moisture content. If the native soils are stockpiled for later use as structural fill, the stockpiles should be covered to protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates (Krazan) be on site during the excavation work to determine which soils are suitable for structural fill. Krazan & Assoclatea, Inm Offices Serving Ilse Western United States KA No. 092-07152 October 23, 2007 Page 7 of 10 It should not be taken for granted that the onsite soils may be used as the sole source for structural fill (especially during winter construction activities). During wet weather conditions the soils with higher silt and clay contents will be moisture sensitive, easily disturbed and most likely will not meet compaction requirements. Furthermore, during the winter the native soils typically have elevated Mural moisture content, which will limit the use of these materials as structural fill without proper mitigation measures. The contractor should use BMPs to protect the soils during construction activities and be familiar with wet weather and wintertime roil work. An allowance for importing structural M should be incorporated into the construction cost of the project (for wintertime construction this may be as high as 100 percent import). Imported structural fill mawial should consist of well -graded gravel or a sand and gravel mixture with a maximum grain size of 1.5 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Angular crushed rock (clean — no fines) as well as control density fill or lean mix concrete may also be used as structural fill. All structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture - conditioned as necessary, (moisture content of soil shall not vary by more than t2 percent of optimum moisture) and the material should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed on all structural fill to verify proper moisture content and adequate compaction. Additional this should trot be placed if the previous Iift did not meet the compaction requirements or if soil conditions are not considered stable. We have developed criteria for the design of mining or below grade walls. Our design parameters are based on retention of the in place soils. The parameters are also based on a level backfill condition. Walls may be designed as "restrained' retaining walls based on "at -rest" earth pressures, plus any surcharge on top of the walls as described below, if the walls are attached to the building and/or movement is not acceptable. Unrestrained wails may be designed based on "active" earth pressure, if the walls are not part of the building and sonic movement of the retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 percent of the wall height would warrant the use of "active" earth pressure values for design. The following table, titled WSH Design Criteria, presents the recommended soil related design parameters for retaining walls with level backfill_ Contact Krazan if an alternate retaining wall system is used. Krevan & Asmfete% Inc. Offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 8 of 10 'H is the height of the wall, Increase based on one in 25M year seismic event The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water accumulation behind the retaining walls or loads imposed by construction equipment, foundations or roadways (surcharge loads). To minimize the lateral earth pressure and prevent the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter perforated pipe. sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. In general, backfill adjacent to and extending a lateral distance, behind the walls, of at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3' percent fines (material passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. It should be realized that the primary purpose of the free -draining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls which require interior moisture sensitive finishes. We recommend that the backfrll behind walls be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. in place density tests should be performed to verify adequate compaction. Soil compactors place trausient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Krmm & Associates, [nc. offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 9 of 10 LIMITATIONS Geotechnical engineering is one of the newest divisions of civil engineering. This branch of civil engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. Our report, design conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Actual subsurface conditions Pay differ, sometimes significantly, from those indicated in this report. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. The findings and conclusions of this report can be affected by the passage of time, such as seasonal weather conditions, manmade influences, such as construction on or adjacent to the site, natural events such as earthquakes, slope instability, flooding, or groundwater fluctuations. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. N the proposed construction is relocated or redesigned, the conclusions is this report may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and reevaluated. Misinterpretations of this report by other design team members can result in project delays and cost overruns. These risks can be reduced by having Kmm involved with the design teams meetings and discussions after submitting the report. Krazan should also be retained for reviewing pertinent elements of the design team's plans and specifications. Contractors can also misinterpret this report. To reduce this, risk Krazan should participate in pre -bid and preoanstruction meetings, and provide construction observations during the site work. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design_ The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements. or absence of statements, in this report or on any exploration log regarding odors, unusual or suspicious items, or conditions observed are strictly for Bustin & Anodste% Inc. otrwes serving The westtm United stares KA No. 092-07152 October 23, 2007 Page 10 of 10 descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZA,N & ASSOCIATES, INC. Chris Behrens, L.E.G., Senior Project Geologist BC/cb/gs A b2 s/n Gopal Singam, P.E. Geotechnical Division Manager Krazan & Assoclates, Inc. Offices Ser%4ng The Western United States will x i t I f not v e pool.; tt 77 Ass 5 USA- 10- Na nn Site Plan ________________________ ____;--------- __ __________, isting Residence ; (1 09 Olympic View Drive Existing Residence 91de Aroa (Parcel 00434600007 01) Is (Parc 100434600007302 '=_---- =-__= _---�--- - =-____ ---==-----=-=-----�---== (, 3W Seftick (Parcel 004346000 7401) Proposed Kirkendall -Spring Residential Building (11819 Olympic View Drive) (Parcel 00434600007402) --------------------- LEGEND B-1 -�- Exploratory Hand Auger Location Approximate Property Boundary LProposed Residential Building (Appro)dmate Location) 14"1<XUz;a,--I& ASSOCIATES,INC. Proposed Kirkendal Spring Residence paw: 18, 2007 Site Plan based on Snohomish County Parcel viewer Drawn, By: BBC I Figure 2 1 Project Number: 092-07152 Log of Hand Auger Boring: HA-1 Project No: 092-07152 Project: Kirkendall Spring SFR Client: Lindat Homes Flours No: Al Surface Elevation: Approx. 102' Logged By: BBC Location: Edmonds, WA Depth to Water: None Encountered Initial: None Encountered At Completion: NIA SUBSURFACE PROFILE SAMPLE y Dynamic Cone Penetration Water o Z Teat Content (off) Description 2 a (Blowrsh-3/4 5 15 25 35 45 20 60 Ground Surface r SILTY SAND (She 51 Grab (FILL) - - -- - POORLY QRADEo SAND WITH GRAVEL (SP) Medium dense to dense, fine to medium grained 1 sand, mottled grayish brown, moist S2 -� (GLACIAL OUTWASH) G JGrab 63 Grab G 2 ;} S4 Grab 3 s End of Hand Auger Boring 4 ExCavatlon Method: Hand Auger Krazan and Assoelates 11715 North Creek Pkwry So- SuKe C-106 Bothell, WA 98011 Exploration Date: 10/11/2007 Sample Method: Grab Log of Hand Auger Boring: HA-2 Project: Kirkendall Spring SFR Project No: 092-07152 Client: Undal Homes Figure No: A2 Surface Elevation: Approx. 109' Logged By: BBC Location: Edmonds. WA Depth to Water: None Encountered Initial: None Encountered At Completion: N/A Dynamic Cone Water SUBSURFACE PROFILE SAMPLE ! m Penetration Test Content Description z° 2(Blows/1-3/4%) a a T a� CO) 5�16 2535 45 20 80 a � Ground Surface Ground w I l- SILTY SAND (SAS 1 Grab r (FILL) 1 t' --------------------------------------------- SILTY SAND (SAS Medium dense to dense, fine to medium grained 1 sand with gravel, mottled greyish brawn, moist S2 Grab (GLACIAL OUTWASH) f-+ U f 2 End of Hand Auger Boring 3 4 Excavation Method: Hand Auger Krasan and Associates 11715 North Creek Pkwy So. Suite C-106 Bothell, WA 98011 Explomdon Date: 10/11/2007 Sample Method: Grab 40AW & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 23, 2W7 Lindal Cedar Homes Attn: Mr. Claude Hutchins 16132 Smokey Point Boulevard Marysville, Washington 98271 RE: Limited Geote Weal inn►estigatlon propose Kirkendall - Spring Single Family Residence 18819 Olympic View Drive Edmonds, Washington Dear Mr. Hutchins: KA Project No. 092-07152 RECEIVED MAR 2 7 2008 BUILDING DEPT. This letter report presents the results of our Limited Geotechnical Investigation for the above referenced project. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, structural fill, general slope stability, stormwater malt, utility trench backtill, drainage and landscaping, emsion control, foundations, retaining walls, concrete floor slabs and exterior flatwonk. PURPOSE AND SCOPE We have prepared this letter report to address the applicable elements of the EdmondsrMunicipal Code - Natural Resowues - Chapter 23.80 - Geologically Hazardous Areas. In preparation of this report, we have reviewed the published geologic information for the site and performed a limited subsurface exploration program to evaluate the existing shallow soil conditions. In addition, a visual assessment of the site vegetation, slopes, and surficial conditions was performed during the subsurface exploration. PROPOSED CONSTRUCTION We understand that the proposed construction includes an approximately 3,000 square foot, multiple story residential building with a garage and an associated parking area. The footing loads for this residential building are expected to be light. SITE LOCATION AND DESCRIPTION The site is located. at 18819 Olympic View Drive in Edmonds, Washington. The property is nearly rectangular with a total area of approximately 0.47 acres. The area of the proposed residence is currently undeveloped and covered in grass and small shrub vegetation. The majority of the site is gently sloping and vegetated with grasses and typical residential landscaping. A slope area is located along the western portion of the property and exteu& downward to the west. The total slope height is approximately 60 feet from the street elevation of Sound View Place, it is generally terraced, and contains local slope Ekvm Otiteea Sery ft The Went m U*W States 11715 N. Creek Parkway S., #C•106 • Bothell, W %*I I • (Q5) 485-5519 • Fax: (4Z) 48S-W7 STREET FILE KA No. 092-07152 October 23, 2007 Page 2 of 10 magnitudes of up to approximately 100 percent. The slope area is generally vegetated with grasses and shrubs associated with landscaping, as well as trees (spruce) with trunks up to 18 inches in diameter. The overall site is vegetated with trees (spruce), as well as grasses and shrubs typically associated with residential landscaping. The site is bordered to the south, north, and west by residential structures and to the east by Olympic View Drive. GEOLOGIC SETTING The site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advanceslretreats. The Puget Lowland is bounded to the west by the Olympic Mountains, and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand silt, till, and peat lenses. The G_eoloeic Ma of the Edmonds East and 2W of the Edmonds West Quadrangles Washington, indicates that the site is underlain by Vashon Advance Outwash. Vashon Advance Outwash deposits are typically dense to very dense, and composed of sand and gravel with minor amounts of silt and clay. FIELD INVESTIGATION A field investigation consisting of a site reconnaissance and excavating and sampling two shallow hand excavations was completed to evaluate the shallow subsurface soil conditions. The site reconnaissance and hand excavations were completed on October 5, 2007. The shallow explorations were excavated by manually advancing metal rod hand auger equipment with a bucket type bit. The metal rods were pin connected and the hand auger was turned with a T-handle. The soils encountered in the hand auger borings were continuously examined and visually classified in accordance with the Unified Soil Classification System. Figure 2 shows the approximate locations of the shallow hand auger borings. SOIL PROFILE AND SUBSURFACE CONDITIONS The soils encountered in the exploratory hand auger borings were generally typical of those found in the described geologic unit. In hand auger borings HA -I and HA-2 we encountered approximately 8 inches of medium dense, silty -fine medium grained sand with gravel (Fill). This fill layer was underlain by medium dense to very dense. poorly -graded fine to medium -grained sand as well as silty -fine to medium -grained sand with gravel (Advance Outwash) which continued down to the termination depths of both of our exploratory hand auger excavations. In addition, local probing of the soil of the steep slope area with a 0.5 inch steel probe indicated medium dense or firmer soil conditions. Additional information about the soils encountered may be found in the logs of the exploratory hand auger borings in Appendix A. Krazan & Associates, for - offices Serving The Westem United States KA No. 092-07152 October 23, 2007 Page 3 of 10 GEOLOGIC HAZA Landslide/Slope Hazard An approximately t00 percent magnitude slope is located approximately 35 feet from the proposed residential building (western end). This slope is up to 60 feet tall, and is currently vegetated with trees, grasses, and shrubs consistent with residential landscaping. During our field investigation, we did not observe evidence of past slope movement, and there is no visual evidence of likely future movement. There are other slope areas on, and adjacent to, the subject property, however, they are generally less than 10 feet in height and have relatively low slope magnitudes. It should be understood, due to natural geologic processes such as weathering and erosion due to rain, drying, wind, and rarely freeze/thaw cycles, the relatively steep site slope will slowly erode and retreat typically long processes that may have a limited affect on the towards the east. however these are typ Y g term P rovided proper drainage buildings during the design lives of the structures (50 to 75 years maximum), p and erosion control features are implemented. Erosion and retreat of the slopes is typically aminmed f` an extremely low rate with this type of slope environment, if the natural and landscape vegetation is le in place, to the greatest extent possible (outside areas designated for additional landscaping and structural development) and landscaping and other permanent erosion control features are in place. However, it should be noted that the rate of slope retreat may accelerate if shallow slides and slope movement take place without proper mitigation. Erosion Hazard The Natural Resources Conservation Service maps indicate that the site is within an area underlain by Alderwood Gravelly Sandy Loam (15 to 25 percent slopes). The Alderwood gravelly sandy loam is a soil unit typically derived from outwash materials. This soil is described as having "Moderate" to "Severe' erosion potential in a disturbed state. It has been our experience that soil erosion potenti�tcan be minimized through of rainfall nd surface water runoff control. Typically erosion of exposed and may be controlled by the use of normal temporary erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather, if any grading occurs outside of the structure. Seismic Hanrd It is our opinion, based on the overall density of the soils encountered in the subsurface explorations, that the Soil Profile in accordance with Table 1615.1.1 of the 2006 International Building Code (IBC) is Soil Class D. We referenced the 2002 map from the U.S. Geological Survey (USGS) website to obtain values for Ss and St. The USGS website includes the most updated published data on seismic conditions. The site specific peak ground accelerations, seismic design parameters, and adjusted maximum spectral response acceleration parameters are as follows: I ==ti & Assodetes, Inc. Ot1">tes Serving The Western United States KA No. 092-07152 October 23, 2007 Page 4 of 10 Peak Ground Acceleration (PGA) 30.50 (10% probability of exceedance in 50 years) 53.58 (2% probability of exceedance in 50 years) Ss 121.30% of g St 42.60% of g FA 1.02 From Table 1615.1.2(1) of the 2003 IBC Fv 1.57 From Table 1615.1.2(2) of the 2003 IBC Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense soils interpreted to underlie the site are considered to have a low potential for liquefaction and amplification of ground motion. CONCLUSIONS AND RECOMMENDATIONS The proposed residence may be located as proposed, approximately 35 feet from the slope area. It is our opinion that this distance provides an adequate setback and buffer during and following construction, provided adequate erosion control measures are in place during construction. The residential structure may be supported on continuous footings placed on the medium dense to very dense native soils, or on compacted structural fill placed on the suitable soils. Re -compaction of the footing subgrade soils should be performed following excavation and prior to concrete placement. We found no evidence of a landslide hazard, and recognize that the soils present a limited erosion hazard. It is our opinion, based on our site observations and knowledge of the proposed construction, that subsurface exploration and detailed slope stability analyses are not required. It is also our opinion that detailed survey work and geotechnical analyses for the site slope conditions are not warranted. Foundation Support The proposed structure may be supported on a shallow foundation system bearing on the medium dense or firmer, native soils, or on properly compacted structural fill placed on the medium dense or firmer native soils. Continuous wall or column footings may be designed for a net allowable bearing pressure of 2,500 pounds per square foot (psf) dead plus live load, provided the footings bear directly on medium dense or firmer native soils, or on structural fill placed on the suitable native soils. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Structural fill placed on bearing native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D 1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Krazan & Associstes, Inc. Offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 5 of 10 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended, the total settlement is not expected to exceed I inch. Differential settlement. along a 20-foot exterior wall footing, or between adjoining column footings, should be less than 0.5 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the underlying soils. It should be noted that the risk of liquefaction is considered low, given the composition and density of the native, on site soils. Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structures, should not be permitted to flood and/or saturate footings. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the bases of the footings. The footing drains should consist of a minimum 4-inch diameter perforated pipe. sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 225 pounds per cubic foot acting against the appropriate vertical footing faces (neglect the upper 12 inches of exterior soils). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Drainage and Landscaping The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations and slope surfaces. Roof drains should not be connected to the footing drains, but may use the same outfall piping if connected well away from the structure such that roof water will not backup into the footing drains. Subgmde soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients should be maintained to carry all surface water to collection facilities, and off site. These grades should be maintained for the life of the project. Specific recommendations for and design of storm water disposal systems or septic disposal systems are beyond the scope of our services and should be prepared by other consultants that are familiar with design and discharge requirements. Kra=n & Associates, Inc. Ofiives Serving lbe Western United States KA No. 092-07152 October 23, 20W Page 6 of 10 Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. ESC measures should be taken and these measures should be in general accordance with local regulations. As a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: 1) Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMPs), grading activities can be undertaken during the wet season (generally October through April), but it should also be known that this may increase the overall cost of the project. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size, construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. To prevent erosion after the project, the homeowner should limit the removal of native vegetation in the area on and adjacent to the slope, although we understand that the slope is pan of the adjacent property. Vegetation should not be removed from slope areas without protection of exposed soils. and immediately re-establishing permanent erosion control on the site. Water flow on the slope should be limited, and roof, footing, and yard drains should not be directed toward. or onto the slope. Structural Fill BMPs should be followed when considering the suitability of native material for use as structural fill. The on -site soils are considered moisture sensitive and will easily degrade during rainy periods. The native soils are generally considered suitable for reuse as structural fill provided the soil is relatively free of organic material and debris, and that it is within t 2 percent of the optimum moisture content. If the native soils are stockpiled for later use as structural fill, the stockpiles should be covered to protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates (Krazan) be on site during the excavation work to determine which soils are suitable for structural fill. Krasan & Associates, let. Offices Serving 11te western United States KA No. 092-07152 October 23, 2007 Page 7 of 10 It should not be taken for granted that the onsite soils may be used as the sole source for structural fill (especially during winter construction activities). During wet weather conditions the soils with higher silt and clay contents will be moisture sensitive, easily disturbed and most likely will not meet compaction requirements. Furthermore, during the winter the native soils typically have elevated natural moisture contents, which will limit the use of these materials as structural fill without proper mitigation measures. The contractor should use BMP9 to protect the soils during construction activities and be familiar with wet weather and wintertime soil work. An allowance for importing structural till should be incorporated into the construction coat of the project (for wintertime construction this may be as high as 100 percent import). Imported structural fill material should consist of well -graded gravel or a sand and gravel mixture with a maximum grain size of 1.5 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Angular crushed rock (clean — no fines) as well as control density fill or lean mix concrete may also be used as structural fill. All structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture - conditioned as necessary, (moisture content of soil shall not vary by more than t2 percent of optimum moisture) and the material should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed on all structural fill to verify proper moisture content and adequate compaction. Additional lifts should not be placed if the previous lift did not meet the compaction requirements or if soil conditions are not considered stable. We have developed criteria for the design of retaining or below grade walls. Our design parameters are based on retention of the in place soils. The parameters are also based on a level backfill condition. Walls may be designed as "restrained' retaining walls based on "at -rest" earth pressures, plus any surcharge on top of the walls as described below, if the walls are attached to the building and/or movement is not acceptable. Unrestrained walls may be designed based on "active" earth pressure, if the walls are not part of the building and some movement of the retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 percent of the wall height would warrant the use of "active' earth pressure values for design. The following table, titled Wall Dew Criteria. presents the recommended soil related design parameters for retaining walls with level backfill. Contact Krazan if an alternate retaining wall system is used. Krwan & Assodetes, Inc. ofl'iees serving The westem United States KA No. 092-07152 October 23, 2007 Page 8 of 10 .H is the height of the wall. Increase based on one in 2500 year seismic event The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water accumulation behind the retaining walls or loads imposed by construction equipment, foundations or roadways (surcharge loads). To minimize the lateral earth pressure and prevent the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. in general, backfill adjacent to and extending a lateral distance, behind the walls, of at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3 percent fines (material passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No_ 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. It should be realized that the primary purpose of the free -wining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls which require interior moisture sensitive finishes. We recommend that the backfill behind walls be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Krra= & Associates, Inc. Offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 9 of 10 LIMITATIONS Geotechnical engineering is one of the newest divisions of civil engineering. This branch of civil engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. Our report, design conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Actual subsurface conditions toy differ, sometimes significantly, from those indicated in this report. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. The findings and conclusions of this report can be affected by the passage of time, such as seasonal weather conditions, manmade influences, such as construction on or adjacent to the site, natural events such as earthquakes, slope instability, flooding, or groundwater fluctuations. If any variations or undesirable conditions are end during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The geote mical engin m should be notified of any changes so that the recommendations can be reviewed and reevaluated. Misinterpretations of this report by other design team members can result in project delays and cost overruns. These risks can be reduced by having Krazan involved with the design teams meetings and discussions after submitting the report. Krazan Mould also be retained for reviewing pertinent elements of the design team's plans and specifications. Contractors can also misinterpret this mart. To reduce this, risk Km=n should participate in pre -bid and preconstruction meetings, and provide construction observations during the site work. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design- The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any exploration log regarding odors, unusual or suspicious items, or conditions observed are strictly for Bnrrate & ASWCb M Luc. Otriees serving The western united States KA No. 092-07152 October 23, 2007 Page 10 of 10 descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens, L.E.G., Senior Project Geologist BC/cb/gs A Gopal Singam, P.E. Geotechnical Division Manager Krazon & Associates, Inc. Offices Serving The Western United States Site Plan _______________________ ----- --------- -_ __----_-__, isting Residence ' 0 09 Olympic View Drive Existing Residence SI oe ' Ar6a :(Parcel00434600007 01) (Parc 100434600007302) ' ; sss�x (Parcel 004346000 7401) Proposed Kirkendall -Spring Residential Building (11819 Olympic View Drive) ---- - ------------------ (Parcel 00434600007402) LEGEND B-1 -- Exploratory Hand Auger Location Approximate Property Boundary aProposed Residential Building (Approximate Location) 14"KXUz;aI--I& ASSOCIATES,INC. Proposed Kirkendal Spring Residence Dais: 066W 18, 2007 Site Plan based on Snohomish County Parcel Viewer Drawn By. BBC I Figure 2 1 Project Number: 092-07152 Log of Hand Auger Boring: HA 1 Project: Kirkendall Spring SFR Project No: 092-07152 Client: Lindal Homes Figure No: Al Surface Elevation: Approx. 102' Logged By: BBC Location: Edmonds, WA Depth to Water: None Encountered Initial: None Encountered At Completion: NIA SUBSURFACE PROFILE SAMPLE Dynamic Cone Water d Penetration Content z F ro Test N Description ? a -' (Blows/ ))1-3/4 a CL a E 5 15 25 35 45 20 60 Ground Surface _ _ �- - SILTYSAND (S1M) S1 Grab G U. (FILL) _ _________________________ _ POORLY ORADED SAND WITH GRAVEL SP { Medium dense to dense, fine to medium grained 1 sand, mottled greyish brown, moist S2 Grab (GLACIAL OUTWASH) G ; 2 .u: ,� ss Grab G S4 Grab 3 s End of Hand Auger Boring 4 J- t Excavation Method: Hand Auger Krazan and Associates 11715 North Creak Pkvey So. suite C-106 Bothell, WA 98011 Exploration Date: 10/11/2007 Sample Method: Grab Log of Hand Auger Boring: HA-2 Project: Kirkendall Spring SFR Project No: 092-07152 Client: Lindal Homes Surface Elevation: Approx. 109' Figure No: A2 Logged By: BBC Location: Edmonds, WA Depth to Water: None Encountered Initial: None Encountered At Completion: N/A Dynamic Cone Water SUBSURFACE PROFILE SAMPLE ! m Penetration Test Content Description z° a a J (Bkrws/1-3/4 ( ) E N N 3 5 �15�2535 46 20 60 G to Ground Surface SILTY SAND (SAi) S1 Grab (FILL) it ---------------------------------------------- SILTY SAND (Slid) f Medium dense to dense, tine to medium grained 1 sand with gravel, mottled grayish brown, moist S2 Grab (GLACIAL OUTWASH) IG 2 End of Hand Auger Boring 3 4 Excavation Method: Hand Auger Krazen and Associates 11715 North Creek Pkwy So. Suite C-106 Bothell, WA 99011 Exploration Date: 10/11 /2007 Sample Method: Grab &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 23, 2W7 Lindal Cedar Homes Attu Mr. Claude Hutchins 16132 Smokey Point Boulevard Marysville, Washington 98271 RE: Limited GeotedmIed hwetdigatbm propose Kirkendall - Spring Single Family Residence 18819 Olympic View Drive Edmonds, Washington Dear Mr. Hutchins: KA Project No. 092-07152 RECEIVED MAR 2 7 2008 BUILDING DEPT. This letter report presents the results of our Limited Geotechnical Investigation for the above recf"mced project. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, structural fill, general slope stability, stormwater manage r, utility trench backfdL drainage and landscaping, erosion control, fwndations, retaining walls, concrete floor slabs and exterior ilatwork PURPOSE AND SCOPE We have prepared this letter report to address the applicable elements of the EdmondwMunicipal Code - Natural Resonroes - Chapter 23.80 - Geologically Hazardous Areas. In preparation of this report, we have reviewed the published geologic information for the site and performed a limited subsurface exploration program to evaluate the existing shallow soil conditions. In addition, a visual assessment of the site vegetation, slopes, and surficial conditions was performed during the mdxwfim exploration. PROPOSED CONSTRUCTION We understand that the proposed construction includes an approximately 3,000 square foot, multiple story residential building with a garage and an associated parking area- The footing loads for this residential building are expected to be light. The site is located at 18819 Olympic View Drive in Edmonds, Washington. The property is nearly rectangular with a total area of approximately 0.47 acres. The area of the proposed residence is currently undeveloped and covered in grass and small shrub vegetation. The majority of the site is gently sloping and vegetated with grasses and typical residential landscaping. A slope area is located along the western portion of the property and extends downward to the west. The total slope height is approximately 60 feet from the street elevation of Sound View Place, it is generally terraced, and contains local slope Eleven Otikes Saving The Wxsm UnItee st. 11715 N. Creelr Parkway S., #C-1 Q6.110"I, Win M l • (423) 1j �aUN I(i� ��ry KA No. 092-07152 October 23, 2007 Page 2 of 10 magnitudes of up to approximately 100 percent. The slope area is generally vegetated with grasses and shrubs associated with landscaping, as well as trees (spruce) with trunks up to 18 inches in diameter. The overall site is vegetated with trees (spruce), as well as grasses and shrubs typically associated with residential landscaping. The site is bordered to the south, north, and west by residential structures and to the east by Olympic View Drive. GEOLOGIC SETTING The site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advanceshetreats. The Puget Lowland is bounded to the west by the Olympic Mountains, and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Mao of the Edmonds East and aart of the Edmotlds West Quadtanf1es Washington, indicates that the site is underlain by Vashon Advance Outwash. Vashon Advance Outwash deposits are typically dense to very dense, and composed of sand and gravel with minor amounts of silt and clay. FIELD PIVESTIGATION A field investigation consisting of a site reconnaissance and excavating and sampling two shallow hand excavations was completed to evaluate the shallow subsurface soil conditions. The site reconnaissance and hand excavations were completed on October 5, 2007. The shallow explorations were excavated by manually advancing metal rod hand auger equipment with a bucket type bit. The metal rods were pin connected and the hand auger was turned with a T-handle. The soils encountered in the hand auger borings were continuously examined and visually classified in accordance with the Unified Soil Classification System. Figure 2 shows the approximate locations of the shallow hand auger borings. SOIL PROFILE AND SUBSURFACE CONDITIONS The soils encountered in the exploratory hand auger borings were generally typical of those found in the described geologic unit. In hand auger borings HA-1 and HA-2 we encountered approximately 8 inches of medium dense, silty -fore medium -grained sand with gravel (Fill). This fill layer was underlain by medium dense to very dense, poorly -graded fine to medium$rained sand as well as silty -fine to medium -grained sand with gravel (Advance Outwash) which continued down to the termination depths of both of our exploratory hand auger excavations. In addition, local probing of the soil of the steep slope area with a 0.5 inch steel probe indicated medium dense or firmer soil conditions. Additional information &lout the soils encountered may be found in the logs of the exploratory hand anger borings in Appendix A. Kra:an & Assodates, Iw- Offices Serving The westem United States KA No. 092-07152 October 23, 2007 Page 3 of 10 GEOLOGIC HAZARDS Landslide/Slope Hazard An approximately t00 percent magnitude slope is located approximately 35 feet from the proposed residential building (western end). This slope is up to 60 feet tall, and is currently vegetated with trees, grasses, and shrubs consistent with residential landscaping. During our field investigation, we did not observe evidence of past slope movement, and there is no visual evidence of likely future movement. There are other slope areas on, and adjacent to, the subject property, however, they are generally less than 10 feet in height and have relatively low slope magnitudes. such as weathering and erosion due to rain, It should be understood, due to natural geologic processes will slowly erode and retreat drying, wind, and rarely freezelthaw cycles, the relatively steep site slope Y towards the east, however these are typically long term processes that may have a limited affect on the buildings during the design lives of the structures (50 to 75 years maximum), provided proper drainage and erosion control features are implemented. Erosion and retreat of the slopes is typicallyints ised at an extremely low rate with this type of slope environment, if the natural and landscape vegetation in place, to the greatest extent possible (outside areas designated for additional landscaping and structural development) and landscaping and other permanent erosion control features are in place. However, it should be noted that the rate of slope retreat may accelerate if shallow slides and slope movement take place without proper mitigation. Erosion Hazard The Natural Resources Conservation Service maps indicate that the site is within an area underlain by Alderwood Gravelly Sandy Loam (15 to 25 percent slopes). The Alderwood gravelly sandy loam is a soil unit typically derived from outwash materials. This soil is described as having "Moderate" to "Severe' erosion potential in a disturbed state. Potential can be minimized through landscaping and surface It has been our experience that soil erosion pole �� of rainfall water runoff control. Typically erosion of exposed soils will be most noticeable during pe and may be controlled by the use of normal temporary erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather, if any grading occurs outside of the structure. Seismic Hazard It is out opinion, based on the overall density of the soils encountered in the subsurface explorations, that the Soil profile in accordance with Table 1615.1.1 of the 2006 International Building Code (IBC) is Soil Class D. We referenced the 2002 map from the U.S. Geological Survey (USGS) website to obtain values for Ss and St. The USGS website includes the most updated published data on seistnic conditions. The site specific peak ground accelerations, seismic design parameters, and adjusted maximum spectral response acceleration parameters are as follows: Kr & Assadetts, in, Ofr, Serving The westem United States KA No. 092-07152 October 23, 2007 Page 4 of 10 Peak Ground Acceleration (PGA) 30.50 (10% probability of exceedance in 50 years) 53.58 (2% probability of exceedance in 50 years) Ss 121.30% of g S t 42.6096 of g FA 1.02 From Table 1615.1.2(1) of the 2003 IBC Fv 1.57 From Table 1615.1.2(2) of the 2003 IBC Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense soils interpreted to underlie the site are considered to have a low potential for liquefaction and amplification of ground motion. CONCLUSIONS AND RECOMMENDATIONS The proposed residence may be. located as proposed, approximately 35 feet from the slope area. It is our opinion that this distance provides an adequate setback and buffer during and following construction, provided adequate erosion control measures are in place during construction. The residential structure may be supported on continuous footings placed on the medium dense to very dense native soils, or on compacted structural fill placed on the suitable soils. Re -compaction of the footing subgrade soils should be performed following excavation and prior to concrete placement. We found no evidence of a landslide hazard, and recognize that the soils present a limited erosion hazard. It is our opinion, based on our site observations and knowledge of the proposed construction, that subsurface exploration and detailed slope stability analyses are not required. It is also our opinion that detailed survey work and geotecbnical analyses for the site slope conditions are not warranted. Foundation Support The proposed structure may be supported on a shallow foundation system bearing on the medium dense or firmer, native soils, or on properly compacted structural fill placed on the medium dense or firmer native soils. Continuous wall or column footings may be designed for a net allowable bearing pressure of 2,500 pounds per square foot (psf) dead plus live load, provided the footings bear directly on medium dense or firmer native soils, or on structural fill placed on the suitable native soils. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Structural fill placed on bearing native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Krazan & Associates, Inc. Offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 5 of 10 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended, the total settlement is not expected to exceed I inch. Differential settlement, along a 20-foot exterior wall footing, or between adjoining column footings, should be less than 0.5 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the underlying soils. It should be noted that the risk of liquefaction is considered low, given the composition and density of the native, on site soils. Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structures, should not be permitted to flood and/or saturate footings. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the bases of the footings. The footing drains should consist of a minimum 4-inch diameter perforated pipe. sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 225 pounds per cubic foot acting against the appropriate vertical footing faces (neglect the upper 12 inches of exterior soils). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Drainage and Landscaping The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tighdined away from foundations and slope surfaces. Roof drains should not be connected to the footing drains, but may use the same outfall piping if connected well away from the structure such that roof water will not backup into the hooting drains. Subgrade soils in pavement areas should be sloped a minimum of I percent and drainage its should be maintained to catty all surface water to collection facilities, and off site. These grades should be maintained for the life of the project. Specific recommendations for and design of storm water disposal systems or septic disposal systems are beyond the scope of our services and should be prepared by other consultants that are familiar with design and discharge requirements. Kra=n & Associates, Inc. Offices Serving The Western United States KA No. 092-07152 October 23, 2007 Page 6 of 10 Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. ESC measures should be taken and these measures should be in general accordance with local regulations. As a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: t } Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMPs), grading activities can be undertaken during the wet season (generally October through April), but it should also be known that this may increase the overall cost of the project. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size, construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. To prevent erosion after the project, the homeowner should limit the removal of native vegetation in the area on and adjacent to the slope, although we understated that the slope is pan of the adjacent property. Vegetation should not be removed from slope areas without protection of exposed soils. and immediately re-establishing permanent erosion control on the site. Water flow on the slope should be limited. and roof, footing, and yard drains should not be directed toward, or onto the slope. Structural Fill BMPs should be followed when considering the suitability of native material for use as structural fill. The on -site soils are considered moisture sensitive and will easily degrade during rainy periods. The native soils are generally considered suitable for reuse as structural fill provided the soil is relatively free of organic material and debris, and that it is within t 2 percent of the optimum moisture content. If the native soils are stockpiled for later use as structural fill, the stockpiles should be covered to protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates (Krazan) be on site during the excavation work to dactmine which soils are suitable for structural fill. Krazan & Asodalm Inc. OfTiim Serving The western United States KA No. 092-07152 October 23, 2007 Page 7 of 10 It should not be taken for granted that the onsite soils may be used as the sole source for structural fill (especially during winter construction activities). During wet weather conditions the soils with higher silt and clay contents will be moisture sensitive, easily disturbed and most likely will not meet compaction requirements. Farthermore, during the winter the native soils typically have elevated natural moisture contents, which will limit the on of these materials as structural till without proper mitiption measures. The contractor should use BMPs to protect the soils during construction activities and be familiar with wet h'endker and wintertime soil work. An allowance for importing structural All should be incorporated into the eonstrnction cost of the project (for wintertime construction dds may be as high as 100 percent import). Imported structural fill material should consist of well -graded gravel or a sand and gravel mixture with a maximum grain size of 1.5 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Angular crushed rock (clean — no fines) as well as control density fill or lean mix concrete may also be used as structural fill. All structural fill material should be submitted for approval to the geotechnicai engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture - conditioned as necessary, (moisture content of soil shall not vary by more than t2 percent of optimum moisture) and the material should be compacted to at lust 95 percent of the maximum dry density based on ASTM Test Method D 1557. In place density tests should be performed on all structural fill to verify proper moisture content and adequate compaction. Additional lifts should not be placed if the previous lift did not meet the compaction requirements or if soil conditions are not considered stable. We have developed criteria for the design of retaining or below grade walls. Our design parameters are based on retention of the in place soils. The parameters are also based on a level backfill condition. Wails may be designed as "restrained" staining walls based on "at -test" earth pressures, plus any surcharge on top of the walls as described below. if the walls are attached to the building and/or movement is not acceptable. Unrestrained walls may be designed based on "active" earth pressure, if the walls are not part of the building and some movement of the retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 pea+cent of the wall height would warrant the use of "active' earth pressure values for design. The following table, titled Wall Design Criteria. presents the recommended soil related design parameters for retaining walls with level backfill- Contact Kmm if an alternate retaining wall system is used. Krsven & Assocatm Lae. Offim Serving The Western United States KA No. 092-07152 October 23, 2007 Page 8 of 10 'H is the height of the wall, Increase based on one in 25M year seismic event The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water accumulation behind the retaining walls or loads imposed by construction equipment, foundations or roadways (surcharge loads). To minimize the lateral earth pressure and prevent the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. In general. backfill adjacent to and extending a lateral distance, behind the walls, of at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3 percent fines (material passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. It should be realized that the primary purpose of the free -wining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back fate of the wall may exist, even with Ma ant, which may require that more extensive waterproofing be specified for waits which require interior moisture sensitive finishes. We recommend that the backfidl behind walls be compacted to at least 90 percm of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Ktreaan & Associates, Inc. Offices Serving The westem united States KA No. 092-07152 October 23, 2007 Page 9 of 10 LIMITATIONS Geotechnical engineering is one of the newest divisions of civil engineering. This branch of civil engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. Our report, design conclusions and interpretations should not be construed as a warranty of the subsurface editions. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. The findings and conclusions of this report can be affected by the passage of time, such as seasonal weather conditions, manmade influences, such as construction on or adjacent to the site, natural events such as earthquakes, slope instability, flooding, or groundwater fluctuations. If any variations or undesirable editions are encountered during construction, the geotechnical engineer should be notified so that suWemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed consuwtion..If the proposed construction is relocated or redesigned, the conclusions in this report any not be valid. The geotechnical engineer should be ratified of any changes so that the, can be reviewed and reevaluated. Misinterpretations of this report by other design team members can result in project delays and cost overruns. These risks can be reduced by having Krazan involved with the design teams meetings and discussions after submitting the report. KrazAn Mould also be retained for reviewing pertinent elements of the design team's phm and specifications. Contractors can also misinterpret this report. To reduce this, risk Krazen should participate in pre -bid and precornstruction meetings, and provide consmwtion observations during the site work. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design_ The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements. or absence of statements, in this report or on any exploration log regarding odes, unusual or suspicious items, or conditions observed are strictly for Krum & A"OdWes, Ise. Offms Saving The Western Unites! Stow KA No. 092-07152 October 23, 2007 Page 10 of 10 descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens, L.E.G., Senior Project Geologist BC/cb/gs A Oslo Gopal Singam, P.E. Geotechnical Division Manager Krazan & Associates, Inc. offices Serving The western United States l4v t SIR 41� W v II -,,4 ASK its Site Plan -- fisting Residence ' 0 09 Olympic View Drive ; Existing Residence 31.0e Arfa , :(Parcel00434600007 01) __ __ (Par 100434600007302) ' sss�a (Parcel 004346000 7401) Proposed Kirkendall -Spring Residential Building (11819 Olympic View Drive) ------------'- (Parcel 00434600007402) ----------- LEGEND B-1 -�- Exploratory Hand Auger Location - ` Approximate Property Boundary QProposed Residential Building (Approximate Location) & ASSOCIATES,INC. proposed Kirkendal Spring Residence Date: ocwtw 18, 2o07 I Site Plan based on Snohomish County Parcel Viewer Drawn By. BBC I Figure 2 1 Project Number: 092-07152 Log of Hand Auger Boring: HA 1 Project No: 092-07152 Project: Kirkendall Spring SFR Client: Lindal Homes Surface Elevation: Approx. 102' Figure No: Al Logged By: BBC Location: Edmonds, WA Al Completion: N/A Depth to Water: None Encountered Initial: None Encountered SUBSURFACE PROFILE SAMPLE e Dynamic Cone Water o Penetration Content Test Description a(Olows/i (off) -3/4 m ED 5 1526 35 45 20 60 to v� Ground Surface - ^-�- r 51 Grab STY SAND (SX) IL (FILL) ------- ------------------------- ; PdORtY t�RA SAND Wff14 GRAVEL (SP) ! 2 Medium dense to dense, fine to medium grained 1 sand, motiled grayish brown, moist 92 Grab (GLACIAL OUTWASH)�' Grab S4 Grab a• 3 End of Hand Auger Boring 4 EXCev6thM Method: Hand Auger Ki n and Associates 11715 North Cnrek Pkwy SO - quite C406 Bothell, WA 98011 Exploration Date: 10/11/2007 Sane Method: Grab project: Kirkendall Spring SFR Client: Undal Homes Log of Nand Auger Boring: HA-2 Surface Elevation: Approx. 109' Project No: 092-07152 Figure No: A2 Logged By: BBC Location: Edmonds, WA ne 4h *. uu*kar- None Encountered Initial: None Encountered At Completion: NIA Excavation Method: Hand Auger Krazan owl Associates 11715 North Creek Pkwy So. 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