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REVIEWED BLD BLD2021-0035+Geo+1.11.2021_10.15.06_AM+1983112O chnica/ Engineering anci Earth Sciences 493004Q1AX9 RECEIVED Jan 13 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT September 28, 2012 Mr. Rob Michel Soundview Lane LLC P. O. Box 1483 Edmonds, WA 98020 ............................... I ....... I...... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT SUBJECT: GEOTECHNICAL EVALUATION Proposed 3-Lot Short Plat 7231 Soundview Lane Edmonds, Washington Project No. 12-127-01 Dear Rob, This report presents our geotechnical evaluations and recommendations for development of the subject property as a 3-Lot short plat. Our services were provided in accordance with the scope and conditions of our proposal dated July 27, 2012. We have been provided a site topographic survey and the proposed lot lines within the property which includes an existing residence located in the southern portion of the property. We understand that two new lots will be created in the western and northern portions of the property and that residential development on the two new lots will likely be two-story structures with daylight basements. Access will be provided from the east side of the property by a new driveway north of the existing residence. We have not been provided any structural load information, but based on our experience we expect that bearing wall loads will be on the order of 2 to 3 kips per foot and column loads are expected to range from about 10 to 20 kips. If actual structural loads exceed the above values by more than 25%, this office should be notified. P.O. Sex 276, fssaquah, WA 98027-0276 • Phone: (425) 397-4228 Fc zx. (425) 397-4228 Soundview Lane LLC September 28, 2012 SCOPE OF WORK Our work has included site reconnaissance, subsurface explorations, engineering evaluations and the preparation of this report. The scope of work included the following specific tasks: o Review of published geologic mapping and Edmonds ECA Inventory Maps of geologically hazardous Areas maps for the site vicinity. o Performed a site reconnaissance to observe conditions on the site and on the slopes within the property. o Observed existing and new test pit excavations to explore the subsoil conditions within the proposed new residential lots. Approximate locations of the test pits are shown on Figure 2 and logs of the test pits are included in Appendix A. o Performed engineering evaluations of the surface and subsurface conditions observed and developed geotechnical recommendations for foundation design and construction including foundation slope setbacks plus geotechnical recommendations general site development. - o Prepared this geotechnical report summarizing our findings and geotechnical recommendations for site development including foundation design and construction, subgrade preparation, erosion control and drainage control. OBSERVED SITE CONDITIONS Surface Conditions Our site observations and explorations were made on 8/7/12. The property is located in northeastern Edmonds near the top of the west facing coastal bluff. The property is situated on the west side of Soundview Lane north of its intersection with Sound View Drive. Topographically the site includes the point of a broad ridge that is bordered on the north by a small ravine as shown in Figures 2 and 3. The proposed new lots will be located within the moderate to steeply sloped areas north and west of the existing house and will be bordered on the north and west by neighboring residential property as shown in Figures 2 and 3. The proposed new Lot 2 in the southwestern area of the property includes two terrace areas with gradients of 10 percent or less bordered on the west sides by two existing rockeries that range from about 2 to 6 feet in height. The area below (west of) the lower rockery slopes down to the adjoining residential property at moderate to steep Project No. 12-127-01 Page 2 Soundview Lane LLC September 28, 2012 gradients ranging from about 30 to 40 percent. The upper terrace areas within Lot 2 are vegetated with grass and occasional fruit trees and a hedge (arbor vita?) along the upper side of the lower rockery. In addition the northwestern area of Lot 2 below the terraces is wooded with maple and fir trees from about 2 to 2.5 feet in diameter along with understory vegetation as well. We observed no evidence of past instability within the proposed Lot 2. The proposed new Lot 3 in the northwestern area of the property is moderately to steeply sloped with gradients that range from about 15 percent up to 65 percent and is bordered on the north by a dry ravine that included a primitive road along the bottom of the ravine. The Lot 3 area was also well vegetated with alder, maple, pine, cedar and fir trees ranging up to about 3 feet in diameter and also includes understory vegetation such as blackberry, ferns, ivy, vine maple and filbert trees. We observed no evidence of past instability within the proposed Lot 3. Subsoil Conditions Subsoil conditions were observed in five test pit explorations at the approximate locations shown on Figure 3. Detailed logs of the our test pits are presented in Appendix A. Subsoils observed in the explorations included localized areas of fill and weathered natural soils overlying very dense/hard natural soils. Fill soils were encountered along the lower side of an existing graded road (TP-2), above the existing rockeries (TP-4) and we noted a debris fill deposit at the southwest corner of the site (south of TP-3) and the fill soils were consistently loose at all locations. Weathered natural soils were typically loose to medium dense silty very fine sand and ranged in thickness from about 2.5 to 4 feet thick at the test pit locations. The underlying less weathered natural soils were generally silty very fine sand with occasional gravel with the exception of a very fine sandy silt encountered at TP-1. The natural soils became very dense to hard at depths of about 2.5 to 4 feet below the natural ground surface (6 to 7 feet below the existing fill surfaces). Ground Water Conditions No ground water was encountered in any of the test pits.' The subsoils at all locations were field classified as moist with measured moisture contents of the soil samples typically ranging from about 7 to 10 percent with the exception of the 18 percent moisture of the sandy silt sample from TP-1 and the 5.5 percent moisture of the cemented soil sample from TP-5. Project No. 12-127-01 Page 3 Soundview Lane LLC September 28, 2012 SITE EVALUATIONS Site Geology Review of published geologic mapping of the site vicinity (see Figure 1) indicates that the site lies near the western edge of an area of glacial till deposits (Qvt) near a contact with an area of advanced outwash deposits (Qva) to the west of the Site. The Qvt soils were deposited beneath the advancing glaciers of the Vashon Glaciation, the last glacial advance into the Puget Sound area, approximately 13,000 to 15,000 years ago and typically consist of a very dense to cemented mixture of silt, sand and fine gravel. The Qva soils are well bedded sandy gravel and sand soils which were deposited by outwash streams along the ice front during the advance of the Vashon glaciation. Based on the mixture of silt, sand and gravel soils encountered in our site explorations, which became very dense/hard and cemented at shallow depths, in our opinion the undisturbed natural site soils are most likely glacial till deposits as indicated by the geologic mapping. Geologic Hazards Review of Edmonds ECA Inventory mapping indicates that geologic hazards mapped within 200 feet of the site are limited to erosion hazard. The site is not mapped as being within a landslide hazard or a seismic hazard area, however, per the criteria presented in 23.80.020 B. 2 of the Edmonds Code, the portions of the site with surface gradients of 40 percent or greater are considered to be landslide hazard areas. We concur with the mapping that the site does not have any unusual seismic hazard. Landslide Hazard Assessment Based upon our surface observations, combined with our shallow explorations and review of the geologic map of Figure 1, the natural subsoils underlying the site are generally very dense/hard glacial till soils that are overlain by loose to medium dense surficial weathered natural soils and localized areas of fill soils. Our observations of the slope surface on and adjacent to the site revealed no evidence of deep seated instability of the slope nor any current shallow instability. In addition, review of the geologic map of Figure 1 shows no major. landslides mapped within the site vicinity. The nearest known landslide is the large ancient landslide that affects the North Edmonds Earth, Subsidence and Landslide Hazard Area (ESLHA) in the Meadowdale area of Edmonds (located about Y2+ mile north of the site). However, portions of the site are considered to meet the criteria for Landslide Hazard Areas presented in 23.80.020 B. 2 of the Edmonds Code based upon existing slope heights and gradients. Based on the topographic mapping shown in Figure 3, the northwestern portion of proposed Lot 2 and most of proposed Lot 3 meet the criteria for Project No. 12-127-01 Page 4 Soundview Lane LLC September 28, 2012 landslide hazard areas per 23.80.020 B. 2 of the Edmonds Code. As with all hillside development, the owner must be aware of and accept the risk that future slope failures may occur and may result in damage to the property and/or neighboring property. In our opinion, the onsite slopes are currently stable with regard to gross or deep seated stability of the glacial till soils. However considering the steep slope inclinations, particularly in Lot 3, in our opinion there is a moderate risk of future shallow slope failures over time within the shallow weathered soils and fill on the slope surface. In general shallow slope failures are most likely to occur during the winter and spring months due to increased soil moisture conditions and during earthquake shaking due to the additional dynamic loads on the slope. In our opinion development on the existing slopes is feasible and future shallow failures ,and sloughing of the slope should not affect the structures provided that all foundations are supported on undisturbed very dense/hard natural soils and foundations are deepened as required to satisfy our recommended minimum slope -foundation setbacks presented below. In general to minimize risk, structures should be set back from the steep slopes as far as practical within the constraints of the development plans. RECOMMENDED MINIMUM SLOPE -FOUNDATION SETBACK CRITERIA Footings should be supported on undisturbed very dense/hard natural soils and should meet ALL of the following foundation -slope set back criteria: o set back horizontally at least 8 feet from the adjacent lower final slope surface. o set back horizontally at least 3 feet or 2 footing widths (whichever is greater) from the adjacent surface of , the undisturbed very dense/hard cemented natural soils. o set back as required to found below a 2:1 (horizontal :vertical) plane projected up from adjacent lower graded areas (cut slopes, rockeries or walls). In our opinion provided that the recommendations of this report are incorporated into the design and construction procedures, the new structures on the proposed new Lots will not adversely impact the subject property or adjacent properties and will not adversely impact other geologic hazard areas. Project No. 12-127-01 Page 5 Soundview Lane LLC September 28, 2012 Erosion Hazard Assessment The USDA soil mapping of the site area indicates the onsite soils to be Alderwood- Urban land complex. Per the Edmonds ECA Inventory mapping and the criteria for Erosion Hazard Areas presented in 23.80.020 A of the Edmonds Code, the site is considered to be within an erosion hazard area. Based on our site explorations the subsoils are generally silt -sand -gravel mixtures and are considered to have a moderate erosion potential if exposed to concentrated water flow in graded or disturbed areas. However, the property is currently well vegetated and we observed no indication of seepage or ongoing erosion areas on the site including within the base of the ravine that runs along the north side of the property. We have provided recommendations for drainage control and erosion control during and after construction to prevent uncontrolled water flow over the site slope surfaces. In our opinion, erosion risk should be low if our recommendations are followed. Seismic Considerations Although the site is not mapped as a seismic hazard area, the Puget Sound region is a seismically active area and you should be aware of the potential for seismic shaking and associated secondary effects. About 17+ moderate to large earthquakes (M5 to M7+) have occurred in the Puget. Sound and northern Cascades region since 1872 (140 years) including the 2/28/01 M6.8 Nisqually earthquake and it is our opinion that the proposed structure will very likely experience significant ground shaking during its useful life. The site lies only about 3 miles southwest of the mapped fault zone of the South Whidbey Island fault which also has a postulated maximum credible earthquake magnitude of 7.0 to 7.5. The recurrence intervals of large earthquakes on the South Whidbey fault (SWF) is not known but recent data indicates that a earthquake on the order of M6.5 to 7.0 occurred on the SWF about 3000 years ago and smaller events occur more frequently as evidenced by the 5.3 event on May 2, 1996 which was attributed to that fault. Based on a recently published study by the USGS, the site is also located about 20 miles north of the inferred east -west trending Seattle fault zone which passes through Seattle and trends along the I-90 corridor. The Seattle fault has a postulated maximum credible earthquake magnitude on the order of 7.0. The Seattle fault has been documented to have moved at its west end (Bainbridge Island) about 1000 to 1100 years ago and evidence of movement at the east end has also recently been documented. Some experts feel that the recurrence interval between large events on the Seattle Fault may be on the order of several thousands of years but our calculations indicate it may be on the order of 1200 to 1400 years. Project No. 12-127-01 Page 6 Soundview Lane LLC I September 28, 2012 Another recent study (2004) of the Vashon-Tacoma area presents evidence for the east -west trending Tacoma Fault which is indicated to pass through the south end of Vashon and the middle of Maury Island about 34 miles south of the site. The study suggests that the Tacoma Fault and the Seattle fault may be linked at depth. In addition to Puget Sound seismic sources, a great earthquake event (M8 to M9+) has been postulated for the Cascadia Subduction Zone (CSZ) along the northwest Pacific coast of Oregon, Washington and Canada. The current risk of a future CSZ event is not known at this time. Published reports have indicated recurrence intervals for a CSZ event to range from as little as 100-200 years to as long as 1000+ years and the time of the last event is reported to have been about 312 years ago. The 2009 International Building Code (IBC) requires consideration of a spectral acceleration level with probability of exceedance of 2 percent in 50 years for seismic structural design. This corresponds to about a 2475-year recurrence interval earthquake ground motion. Based on the short period spectral response accelerations presented in Figure 1613.5(1) of the 2009 IBC, adjusted as per equations 16-36, 16-38 and factored as per section 1803.5.12(2), we estimate the IBC peak ground acceleration for soils design at this site to be about 0.33g. Please note that the 0.33g peak ground acceleration includes the additional reduction factor of section 1803.5.12(2) and is not intended for structural analyses. In our opinion this site should be considered a Site Class C for structural design. Considering the very dense to hard nature of the natural soils recommended for foundation support, it is our opinion that the potential for damage due to liquefaction, lateral spreading and seismically induced settlement is nil. The onsite slopes are considered to have a moderate potential for induced shallow failures under seismic loading conditions but structure damage risk will be mitigated by our recommended foundation -slope setbacks. Deep seated stability should be more than adequate even considering the 0.33g IBC peak acceleration. Structure Support In our opinion, the existing fill and loose/medium dense weathered soils are not suitable for foundation support. New foundations must extend through the fill and weathered soils into the underlying very dense/hard cemented natural soils encountered at depths of about 2.5 to 4 feet below the natural ground surface at the test pit locations. We recommend that foundations for the proposed residences be extended through the existing loose/soft fill soils to bear within the underlying very dense/hard cemented natural soils and that the foundations should be additionally deepened as required to satisfy our recommended minimum foundation -slope setbacks As an alternative to deep spread footings to penetrate fill and unsuitable soils and satisfy our recommended minimum foundation -slope setbacks, foundation loads may be transferred from the recommended minimum foundation depths to the Project No. 12-127-01 Page 7 Soundview Lane LLC September 28, 2012 recommended bearing soils by a monolith of lean concrete. Recommendations for spread footings including optional support on a lean concrete monolith, are presented in the RECOMMENDATIONS section of this report. RECOMMENDATIONS The following presents our recommendations for design and construction of foundations, retaining walls, rockeries, site grading, site drainage, erosion control and observations and testing during construction. Spread Footing Foundations Conventional spread footings founded on undisturbed very dense/hard natural soils should provide good support for the proposed residences. Footings should be at least 18 inches wide founded at least 18 inches below the lowest adjacent final grade and all footings should be set back from the slope surface per our recommended minimum set back criteria below. Footing design may be based on a maximum allowable bearing pressure of 2000 psf for both square and continuous footings. Footings should be supported on undisturbed very dense/hard natural soils and should meet ALL of the following foundation -slope set back criteria: o set back horizontally at least 8 feet from the adjacent lower final slope surface. o set back horizontally at least 3 feet or 2 footing widths (whichever is greater) from the adjacent surface of the undisturbed very dense/hard cemented natural soils. o set back as required to found below a 2:1 (horizontal :vertical) plane projected up from the toe of adjacent graded areas (cut slopes, rockeries or walls). o set back beyond a 1: 1 (h:v) projection from adjacent lower footings. Based on the subsoil conditions encountered at our test pit locations footing embedment depths could to range from about 4 to 6+ feet below the existing surface. As an alternative to deep spread footings to penetrate fill and unsuitable soils and/or satisfy our recommended foundation -slope set back criteria, foundation loads may be transferred from the recommended minimum foundation depths to the required depth by a monolith of lean concrete having a minimum compressive strength of 1000 psi. The width of an un-reinforced lean concrete monolith should be at least as wide as the footing or at least one-third of the monolith height, whichever is greater. Reinforced monoliths should be designed by a structural engineer. A suitable width trench should be excavated with a smooth edged excavator bucket (no teeth) to expose and clean the Project No. 12-127-01 Page 8 Soundview Lane LLC September 28, 2012 very dense/hard bearing soil surface (no personnel in the trench) under, observation by our office and backfilled as soon as possible (at least the same day) with the lean concrete to the minimum footing depth. Settlement of the structure is expected to be within tolerable limits for this type of construction. For example, the estimated settlement of a 18 inch wide continuous footing carrying a load of 3 kips/ft. is on the order of 1/2 inch or less. Maximum differential settlement within the proposed structure for properly constructed footings is expected to. be on the order of 1/4 inch. Settlements are expected to occur primarily during construction. Resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.4 may be assume with the dead load forces in contact with on -site soils. An allowable static passive earth pressure of 150 psf per foot of depth may be used for the sides. of footings poured against undisturbed weathered soils or properly compacted fill. The vertical and lateral bearing values indicated above are for the total dead load plus frequently applied live loads. For short duration dynamic loading caused by seismic or wind forces, the vertical bearing values may be increased by 50 percent and allowable lateral passive pressures may be increased by 33 percent. Retainin Walls Cantilevered retaining walls as referred to in this report are walls which yield or move outward during and after backfilling. Actual wall movements will depend on the wall design and method of backfilling and can range from 0.1% to 0.3% of the wall height. Design pressures for cantilevered walls given below assume that the top of the wall will deflect at least 0. 15% of the wall height. Static design of permanent cantilevered retaining walls which support a horizontal surface of properly compacted clean free -draining granular material may be based on an equivalent fluid density of 40 pcf. Walls supporting a sloping backfill up to a gradient of 2:1 (horizontal:vertical) should be designed based on an equivalent fluid pressure of 60 pcf. An additional uniform lateral pressure due to backfill surcharge should be computed using a coefficient of 0.25 times the uniform vertical surcharge load. Static design of basement walls structurally braced against movement which support a horizontal surface of properly compacted clean free -draining granular material ' should be based on an equivalent fluid density of 60 pcf. Braced walls supporting. a sloping backfill up to a gradient of 2:1 (horizontal:vertical) should be designed based on an equivalent fluid pressure of 90 pcf. These pressures assume that there is no water pressure behind the wall. Uniform lateral pressure due to a uniform vertical surcharge behind a braced wall should be computed using a coefficient of 0.5 times the uniform vertical surcharge load. Project No. 12-127-01 Page 9 Soundview Lane LLC September 28, 2012 Seismic design of retaining walls should include a dynamic soil loading based on a 0.33g ground acceleration as per the 2009 IBC. Dynamic soil pressure should be assumed to have an inverted triangular distribution. The dynamic soil pressure at the top of a horizontally backfilled wall should be at least 22H (psfl where H is the height of the wall above the footing base. The dynamic soil pressure at the top of a wall supporting a sloping backfill up to a gradient of 2:1 (horizontal:vertical) should be at least 34H (psfl where H is the height of the wall above the footing base. The dynamic soil pressure should diminish linearly to zero at the base of the wall. Combined static plus dynamic soil pressure should be used for seismic design of the walls. Care should be exercised in compacting backfill against retaining walls. Heavy equipment should not approach retaining walls close enough to intrude within a 1:1 line drawn upward from the bottom of the wall. Backfill close to walls should be placed and compacted with hand -operated equipment. Recommendations for placement and compaction of structural fill are presented under "Site Grading". Design wall pressures given above assume no water pressure behind the wall. We recommend that a drainage zone be provided behind all walls and a adequate drain system be provided at the base of the walls. Wall drains should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the base of the wall. Drain gravel should be washed material with particle sizes in the range of 3/4 to 1-1/2 inches. As a minimum, the drainage zone within the upper wall should consist of a Miradrain drainage mat or equivalent attached to the wall surface for the full height and embedded into the drain gravel at the base of the wall. As an alternative a sand drainage zone could be placed the full height of the wall with a horizontal width equal to at least 1 foot. Backfill within the drainage zone should be a clean sand/gravel mixture with less than 5 percent fines based on the sand fraction. A membrane of Mirafi 140 filter fabric or equivalent should be provided between the drainage zone material and onsite silty soil backfill. The drainage zone backfill should be capped with 12 inches of silty soils to reduce surface water infiltration. Conventional spread footing foundations founded on undisturbed very dense/hard cemented natural soils may be used for support of retaining walls. Design of wall foundations should be in accordance with the recommendations presented under "Spread Footing Foundations" above. Rockery Construction. Rockeries are high maintenance items that will require periodic inspection and repair. Rockeries may fail due to wet weather conditions and/or seismic loadings. Permanent access to the rockeries should be provided for equipment so that repairs can be made. Project No. 12-127-01 Page 10 Soundview Lane LLC September 28, 2012 Rockeries should be limited to 6 feet in height and should be supported on undisturbed very dense/hard natural soils. Minimum rock dimension (into the face) should be at least 2 feet or 1/2 the rockery height above the level of the base of each rock whichever is larger. The long dimension of the rocks should be oriented into the slope for maximum stability. Rock at the base of a 6 foot rockery should be 3+ feet long, 5 to 6- man rock, 5000 lbs. or larger. Rocks placed in the lower half of the 6 foot rockery should be 3000 to 4000 lb. rock, or larger. Rocks placed above this level may gradually decrease in size with increasing height but should be no smaller than 750 lbs. The long dimension of the rocks should be oriented into the slope for maximum stability. Rocks should be placed to avoid continuous joint planes in the vertical or lateral directions. Each rock should bear on two or more rocks below it, with good flat - to -flat contact. The rockery face should be battered into the slope at a gradient of 1 h:5v or flatter. A minimum 12-inch wide layer of clean 4 77 to 6" quarry spalls drainage material should be provided for the full height immediately behind the rock bulkhead. A geofabric such as Mirafi 140 or equivalent should be placed below the base rocks and extended up the full height of the bulkhead between the quarry spalls drain material and the backfill and/or exposed cut face. A perforated collector drain pipe should be placed at the base of the drainage layer. Drain pipes should consist of 4-inch minimum diameter, perforated or slotted rigid 'plastic PVC pipe laid with a positive gradient to a controlled, non -erosive tightline discharge into the storm drain system. Drain pipes should be placed below the lowest rock and should be bedded on and surrounded by the gravel drain material. Special care should be exercised in compacting fill behind rockeries. Heavy equipment should be kept beyond a 1.51 (h:v) line drawn upward from the bottom of the rockery. Backfill close to rockeries should be placed and compacted with hand -operated equipment as the rockery is constructed. Final grades above the rockery should provide positive drainage away from the rockery. Site Grading Site grading is expected to be limited primarily to excavation for construction of basement walls and foundations as well as subgrade preparation for slabs and driveways. Basement excavations could range up to 8 to 10 feet and footing excavations are expected to range from about 4 to 6+ feet below the existing surface. Excavation and fill placement within slab and pavement subgrade areas is expected to be about 1 to 2 feet. Site Preparation: Existing vegetation, debris, existing fill and/or loose or soft soils should be stripped from the areas that are to be graded. During rough grading, excess soils should be hauled off site and no material should be placed on the slope. Soils containing more than 1% by weight of organics may be used in planter areas, but Project No. 12-127-01 Page 11 Soundview Lane LLC September 28, 2012 should not be used for fill beneath slab or pavement areas. Stumps, debris and trash should be removed from the site. Subsoil conditions on the site may vary from those encountered in our explorations. Therefore, the soils engineer should observe the prepared areas prior to placement of any new fills. Temporary Excavations: Based on the subsurface conditions encountered in our test pits, it is our opinion that temporary excavations in natural soils above the ground water may be made vertically to depths of 4 feet. Deeper temporary excavations that personnel will enter should be made at slope gradients no steeper than 1:1 (horizontal:vertical). It should be noted that the contractor is responsible for safety and maintenance of construction slopes. Permanent Cut Slope De All permanent cut slopes exposing natural weathered soils should be made no steeper than 1.5:1 (horizontal:vertical). Permanent cut slopes that expose only very dense/hard cemented glacial till should be made no steeper than 1:1 (horizontal:vertical). Final graded cut slope areas should be immediately covered with a temporary surface covering such as straw mulch or other suitable erosion resistant material and should be planted with grass and deep rooted plants to provided permanent erosion control. Permanent Fill Slope Design: All permanent fill slopes should be made no steeper than 2:1 (horizontal:vertical). All vegetation, debris, slopewash and weathered soils should be removed from the proposed fill slope areas prior to fill placement (see "Site Preparation"). All fill slopes should be keyed and benched into undisturbed dense/stiff soils. Fill slope key width should be at least 4 feet or half the slope height whichever is greater. Key depth should penetrate at least 2 feet into dense natural slope soils. Fill placed over the existing slopes should be placed on horizontal benches cut into medium dense to dense natural slope soils. All slope fill should be compacted in accordance with the recommendations for "Structural Fill". A system of backdrains should be provided beneath fill slopes to prevent the buildup of groundwater in the fill and reduce the weathering rate of the supporting soils. A continuous drain consisting of perforated plastic drain pipe in a bed of select drain rock should provide adequate drainage for the slopes. The perforated collector pipes should be sloped to drain to lateral tight -line pipes which drain to the slope face. Additional lateral drains should be provided wherever a spring or seep is exposed during grading. Final graded fill slope areas should be immediately covered with a temporary surface covering such as straw mulch or other suitable erosion resistant material and should be planted with grass and deep rooted plants to provided permanent erosion control. Structural Fill: Excavated onsite glacial till silty sand and gravel soils are considered suitable for general structural fill provided that they are cleaned of debris, organics and particles larger than 3 inches and that the moisture content can be adequately Project No. 12-127-01 Page 12 Soundview Lane LLC September 28, 2012 controlled for proper compaction. In our experience glacial till soils can be moisture sensitive with regard to compactability. The existing moisture contents appear reasonable for compactability but if moisture contents are too high at the time of grading, adequate compaction may be very difficult. to impossible. If moisture conditions at the time of grading are too high for compaction of the onsite soils, sand and gravel import material with less than about 10 percent fines should be used. Although the onsite glacial till silty sand soils are considered suitable for general structural fill they are not adequately free -draining for use in the retaining wall drainage zone. Clean sand and gravel import material with less than 5 percent fines should be used for drainage zone fill and backfill (if a drainage mat is not used). General structural fill should be placed in horizontal lifts not exceeding 8 inches in loose thickness and compacted to at least 90% of the maximum dry density as determined by the ASTM D1557 test method. Loose and disturbed soils, formwork and debris should be removed prior to placing structural fill or backfill. Pavement and Slab Subg ade Preparation: Pavements and slabs -on -grade should be supported on a properly compacted structural fill subgrade (below slab/pavement and base course) over medium dense, non -organic natural soils. All topsoil and loose/soft weathered soils in subgrade areas should be stripped as required to remove all organic and loose soils and expose medium dense natural soils (up to a maximum of 24 inches below final subgrade) and the stripped soils should be replaced with properly compacted structural fill. Proper subgrade compaction should be verified by field density testing by a qualified testing laboratory. Concrete slabs and pavements should have 2-way reinforcement and should have frequent construction joints to reduce the potential for cracking. Risk of cracking can be reduced by placing frequent construction joints, placing 2-way reinforcement steel, and by additional excavation and replacement of the existing subgrade with new structural fill. Interior concrete slabs should be underlain by a capillary break consisting of a polyethylene vapor barrier of at least 6 mil thickness. Utility Trenches: Buried utility conduits should be bedded and backfilled around the conduit in accordance with the project specifications. Where conduit underlies concrete pavement or slabs -on -grade, the backfill above the pipe should be placed and compacted in accordance with the recommendations for structural fill. If clean granular fill is used for trench backfill it should be capped with 6 inches of onsite silty soils in non -paved areas. Drainage Control Surface drainage on the site should be controlled, collected and discharged to the storm drain system. No uncontrolled water flow should be allowed on the site. Adequate positive drainage should be provided away from the structures to area drains Project No. 12-127-01 Page 13 Soundview Lane LLC, September 28, 2012 to prevent water from ponding and to reduce percolation of water into subsoils. Granular backfill should be capped with paving or 6 inches of onsite silty soils. A desirable slope for surface drainage is 2% in landscaped areas and 1 % in paved areas. Roof drains for the proposed new residences and out buildings should be tightlined into the storm water system (no discharge on the ground surface adjacent to structures). New subsurface drains should consist of a four -inch minimum diameter perforated PVC drain pipe placed in at least one cubic foot of a washed drain gravel per lineal foot and the drain gravel should be encapsulated with Mirafi 140N filter fabric or equivalent. Design of the storm water system should be in accordance with the 2005 DOE Manual for Stormwater Management in Western Washington (2005 DOE SWM) which has been adopted by the City of Edmonds. Based upon our site explorations the site is underlain by about 2.5 to 4 feet of loose/medium dense sandy loam soils overlying very dense/hard, cemented, impermeable glacial soils. In our opinion infiltration may be feasible in portions of Lot 2 and in the northeast area of Lot 3 per the criteria of Section 3.1.1 of Volume III of the 2005 DOE SWM provided that infiltration is limited to the areas where slope gradients do not exceed 25 percent and finish grades are a minimum of 3 feet above the cemented soils surface and trench bottoms are a minimum of 1 foot above the cemented soils. Due to the shallow depth of the cemented impermeable glacial soils, dry well systems (typically extending to a depth of 5 feet) are not considered appropriate for the site conditions. Alternatively dispersion could be used per the criteria of Section .3.1.2 of Volume III of the 2005 DOE SWM. Section 3.1.1 of Volume III the 2005 DOE SWM requires at least 125 feet of infiltration trench length per 1000 square feet of roof or impervious surface for trenches located within sandy loam soils. The base of the trenches should be kept at least 1 foot above the surface of the very dense/hard cemented natural soils (generally encountered at depths below about 3 feet in our explorations) per the requirements of Section 3.1.1 of Volume III of the 2005 DOE SWM. Final grades in the infiltration areas should be a minimum of 3 feet above the cemented soils surface. We recommend that infiltration and dispersion system(s) be located at least 10 feet horizontally below upslope structures and as far as possible (at least 30 feet) laterally away (across the slope) from downslope structures to minimize the risk of infiltrate impacts. Final grades around the structures in general should be sloped to drain away from the structure and dispersed surface storm flows should not be directed towards any onsite or off site downslope structures. Our office should review the final storm water system to evaluate potential impacts on down gradient slopes and structures. The storm water system(s) should include adequate de -silting to remove suspended fines from the water. Silt deposition from dirty storm water will reduce the infiltration capability of the system. Periodic cleaning of the de -silting system should be performed to maintain the system capability. We also recommend that the infiltration Project No. 12-127-01 Page 14 Soundview Lane LLC September 28, 2012 system(s) include an overflow outlet to surface dispersion in the event that the infiltration system capacity is exceeded by a storm flow, however dispersed surface storm flows should not be directed towards downslope structures. Erosion Control Onsite materials are expected to be moderately erodible when exposed to concentrated water flow therefore drainage should be controlled as recommended above to prevent concentrated flows. Exposed soils and stockpiles should be covered during heavy rainfall and no non -engineered fill should be placed on the slopes. Siltation fences or other suitable detention devices should be provided around soil stockpiles and around the lower sides of exposed soil areas during construction to control the transport of eroded material. The lower edge of the silt fence fabric should have "J" shaped embedment in a trench extending at least 12 inches below the ground surface. Exposed final graded soil areas should be covered with a permanent non -erosive surface covering (gravel or shredded bark) or planted immediately with grass and deep rooted plants to provided permanent erosion control. In addition we recommend that the exposed soil surfaces of the site be temporarily covered with straw mulch or other suitable erosion resistant material during the wet season (11/1 through 3/31) if final erosion control measures are not completed before 11/1. Observations and Testing During Construction Recommendations presented in this report are based on the assumption that soil and foundation conditions exposed during construction will be observed by our office so that any necessary design changes or supplements may be made. Footing excavations should be observed to verify bearing soils and our recommended minimum foundation - slope setbacks. Rockery construction should be observed to verify proper rock size and sub -drain construction. All subsurface drain systems and infiltration/dispersions systems should be observed by our office to verify proper construction. Proper pavement and slab subgrade preparation and structural fill placement and compaction should be observed by our office and verified with field and laboratory density testing by a qualified testing laboratory. Project No. 12-127-01 Page 15 Soundview Lane LLC September 28, 2012 CLOSURE This report was prepared for specific application to this project and for the exclusive use of Soundview Lane LLC and their representatives. The findings and conclusions of this report were prepared in accordance with the skill and care ordinarily exercised by local members of the geotechnical profession currently practicing under similar conditions. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in this report and actual conditions encountered during construction. Based on our experience, it is our opinion that some variation in the continuity and depth of subsoil deposits and ground water levels should be anticipated due to natural deposition variations and previous site grading. Due to seasonal moisture changes, ground water conditions should be expected to change with time. Care should be exercised when interpolating or extrapolating subsurface soils and ground water conditions between or beyond the test pits locations Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. If conditions encountered appear to be different from those indicated in this report, our office should be notified. Respectfully submitted, GEOSPECTRUM CO SULTANTS, INC. James A. Doolittle Principal Engineer Encl: Figures 1, 2 and 3 Appendix A Dist: 2/Addressee 110 Project No. 12-127-01 . Page 16 ref : "C3eologic Map of the Edmonds East: and Part of the Edmonds West Quadrangles, Washington". USGS -1541 , by James P. s 1283, s1 "= 2 SITE VICINITY GEOLOGIC MAP Proposed 3-Lot Short Plat GEOSPECTRUMCONSULTANTS, INC., 7231 Soundvi ew Lane .... E ndWashington dmo s ... :i.• Gcotcchn/cv! 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" .. . . :- :"." --..-...-.._-',,_- ---.- .. .. __ . . . - �� __ - . v..'_'_­�'M * , , , W !, .....-..._._...'._._ . - -., -, ...". - ._-_�.- - -w- I . . E '.-..!.!­ ,*- . _.: ."' V.,...,... . . _V�_�. _" .% ­_ -_ V_�* - __ - I . - I . . I I - GEOSPECTRUM CON S_ UL TA N TS, IN C. Proposed 3-Lot Short Plat 7231 Soundview Lane '' , .:.:...:.:.,.,.,-,-,.".'-'.'-'.-.'.'.*.'.'.:.:.-.,.;16.;," .'-:-.-;':..-:-: . .....:-:.:.*.,..:.a.,.O-.-,-:.,.-,.:.:;:.:::::.:::::.: ;��� �����;����� .::::::::::-,.*.,.,........:.:-:.:-:.:-:.:-:-:.:-:-:-:.:.:.....:...........:..:::::.- *­ �.�.il.,!."..*;:;.*;*.�;*;.%'.*;.,.,:.,I " ill�ililill .... . .*.,.. ......................,................... ... ::::::`.-�:' ......: �'*.*-::.,e.-*:,..,!..!*.*.*.-.-.-.--e-* ... :: ....... .:: ... .... :--::*-::::*.-*.-` *.. "' �� 111,11 .... ....... .. 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"' '.:....�'....'.'%';' _­ % *"""' .- -1 I-**,-. '. ""'" I. - - ______ ". --­;-, ..."..".. %. &'...' _ - - . ;...'. -_- ____ -I. .11 - N - ...' . .:"""..''. , .."....'.'....." , __ ---. - 11111_1�_.- ._'_1 -�.' _,:'.'.'.5...'..�.._'. __ - "l-A ..,". - ".1 ".4 '.� \. - z .. .' ,. ...'.. - ... .... -, ........m. I I * ' i ': 11 ' I .: . I * . I . * . * . . . , ': : . . I :::::::::::::::::::::::::..:::::::::....... ---­--­:* - --x: -:-::-:':X..: . ....... ::..-:: 1� 8i Edmonds, Washington .... , .:-:-:-:-:-:-:-:-:-:-'-'.-.-'-'-*- - * * * ....' x %�:-:`-: � I �.Xiiiii ........... * ... ... - .... ............. "I ............... ...........................:.::.:..::..::.: . . ...... MKI -.................................. ... . ........ ....... : ..:'._...._.. *.-.�*.*.!,.%'.-*-.*!..*..*!..!*.:.:..*..*-* Ill : I.- �...-..-.. .'.1.'.*.'.*.. ....... .... :* � M-I ... Ex-4 .... I � ------ I ...... I ..... -­ 4:�d0c)'t40'=11"/q=c71 'En01nfGP4e3Pr1r7Gf cync-_l Ecyrtf) Scleon4=omps . . I Proj. No. 12-1 27 Date 8/12 Figure 2 - a•® ,... 'ra4.. ..ter .r .�►M• lobk 4P 14 rc # U) I� �Q a E-4 O 4e tftb �► a 0 N a N c) O rl .04 4a Q4 r@ s Aip 4-4 t SITE CONDITIONS & EXPLORATION PLAN -CONSULTANTS Proposed 3-Lot Short PlatGEOSPECTRUMC?lV 11 LTi41 V TS, Ill %C, 7231 Soundvi oar Lane Edmond s, Washi ngton ton ............... -------- r. �eotc+chn/cca►/ *ngNncPQr/ng and Ecarr*h S4=/c3noc Proj. Noll-127 1 Date 9/12 Figure 3 Our field exploration included a site reconnaissance and subsurface exploration program. During the site reconnaissance, the surface site conditions were noted, and the locations of the test pit explorations were approximately determined. The test pit explorations were approximately located using the existing structures and trees shown on Figure 3 as references. Elevations at the exploration locations were estimated based on the topographic mapping included on Figure 3. Test pits were advanced using a Kubota KX121-3 trackhoe (although TP-1 and TP-2 were previously excavated). Soils were continuously logged and classified in the field by visual examination, in accordance with the ASTM Soil Classification system. Logs of the test pits are presented on the test pit summary sheets A-1 through A-3. The test pit summaries include descriptions of the soils and pertinent field data. Soil consistency and moisture conditions indicated on the logs are interpretations based on the conditions observed in the field. Boundaries between soil strata indicated on the logs are approximate and actual transitions between strata may be gradual. Logged by JAD Date: 8/7/12 Depth Blows Class. Soil Description Consistency Moisture Color 0 SM Silty Sand fine -coarse loose moist �rownd- with gravel to 1/2 to ......... SM .............................................. ........ Silty Sand very fine medium with gravel to Y2 dense 2 --------- ML ---------------------------------------------- ........ Sandy Silt, very fine I ................... V F, W/ ................ 9 o�ivn 3 cemented Aard to 4 5 6 7 Maximum depth 4.5 feet (pre-exccevated). No ground water observed. TEST PIT NO. 2 Logged by JAD Date: 8/7/12 Depth Blows Class. Soil Description 0— SM Silty very fine Sand w/occ. gravel to Y2 2- 3- - UL topsoil Vocc. charcoal 4— SM Silty very fine Sand w/occ. gravel to Y2 5- 6- 7 Elevation: 59' W(%) Comments 8.4 gray 1 18.0 Consistency Moisture Color Iloose moist ra I I �rovn Maximum depth 7 ft (pre-exc:avatdd). loose to medium dense rd- own Elevation: 72' W(%) Comments r' I FILL 7.5 7.9 7 11 I.Atater obsel'o GEOSPECTRUM CONSULTANTS., INC. Proposed 3-Lot Short Plat 7231 Soundview Lane eotechnical Engineering and Earth Sciences Edmonds, Washington Proi. No. 12-127 Date 8/12 Figure A-1 TEST PIT NO, 3 Logged by JAD Date: 8/7/12 Elevation: 75' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 SM Silty Sand,v fine 1/2 loose moist rd- w ravel to tpW to rown 1 & roots, hair to Y2 btorown medium 7.0 dense 2 --------- ------------------------------------------------------ ------------------- ................. SM Silty Sand rx, fine wivtr'dravel Medium dense grotivn t 3— deonse ---------------------------------------- ------------------- hard --- rotivn-----cemented 9.6 4— re red - n brown 5— Maximum depth 4.5 feet. No ground water encountered. 6— 71 Logged by JAD Date: 8/7/12 Elevation: 80 Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0—� — 1 SM Silty very,fine Sand /ravel to Y22 Poncrete debris bricks roots loose moist dark- brown 8.6 FILL . 2— SM Silty very fine Sand rra - o 3 4— w/gravel to 1/2reT- & roots to Y2 & occ. charcoal brown blackc. loose — to 5— medium — dense 6 ---------------------------------------------------------------- cemented Very , Mnenge/ ----------------- gra Min 7.0 7 Maximum depth 7 ft. No around water encou itered.7 I GEOSPECTRUM CONSULTANTS, INC. Proposed 3-Lot Short Plat 7231 Soundview Lane Milli) 01 MEN" Geotechnical Engineering and Earth Sciences Edmonds, Washington Proj. No. 12-127 Date 8/12 Figure A-22 IN*" RE we_� Logged by JAD Date: 8/7/12 Elevation 83' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 SM e nd SON v fte §q with grNel'to V2 loose moist brown 1 & rootlets)) to red- 2 ----------------------------------------- medium dense brown 7.5 3 ----------------------------------------- cemented -------------------- Uense/ hard 5.5 gray 4 Maximum depth 3.5 feet. 5 ] No ground water encountered. �16 7 GEOSPECTRUM CONSULTANTS, INC. Proposed 3-Lot Short Plat I . ... . ... .. . . . . . . . . . . . . 7231 Soundview Lane Geotechnical Engineering and Earth Sciences Edmonds, Washington Proj. No.12-127 Date 8/12 Figure A-3 1 3