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16112 N MEADOWDALE RD.PDF11111111111111 12372 16112 N MEADOWDALE RD 1 ' Geotechnical Investigation Meadowdale Road Edmonds, Washington ' For Mr. Scott Fontaine 1 1 1 ornerstone 17625-130th Ave. NE, C102, Woodinville, WA 98072 Phone: 425-844-1977 h Geotechnical, Inc. Fax: 425.844.1987 February 12, 2003 Mr. Scott Fontaine c/o Mr. Paul Aiello 701 North 39d' Street Seattle, Washington 98103 Geotechnical Investigation Meadowdale Road Edmonds, Washington CG File No. 1346 Dear Mr. Fontaine: This report presents the results of our geotechnical evaluation for the proposed short plat project at the 16112 Meadowdale Road in Edmonds, Washington. The site is located just east of the right-of-way for 72nd Avenue West on Meadowdale Road, as shown on the Vicinity Map in Figure 1. INTRODUCTION You plan to construct a single-family residence at the currently undeveloped lot. A hand auger hole and a test pit were completed at the site for previous geotechnical studies of the property for a former owner of the property. These shallow explorations encountered existing loose fill and did not extend into suitable bearing soils. For this study, we completed deeper explorations using a hollow -stem auger drill rig to better understand the subsurface soil conditions at the site and determine a sensible method of construction for the structure. We were provided with a copy of a preliminary geotechnical report prepared by Nelson- Couvrette and Associates, Inc. February 23, 1993, a limited geotechnical investigation letter dated May 19, 1999, and letter describing environmental cleanup documents that have been filed by the Washington State Department of Ecology (DOE) dated October 31, 2001. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 2 SUMMARY OF PREVIOUS STUDIES The geotechnical report written in February of 1993 by Nelson Couvrette and Associates, Inc. presents the results of a preliminary geotechnical engineering evaluation of the proposed site. The study area for this report consisted of four lots, including the slope to the south of your site and an existing house to the east. Nelson-Couvrette and Associates performed a soil investigation and described the surface and subsurface conditions. The report also concluded that foundations should extend through the fill and recommendations for building alternatives for foundation support were given. The limited geotechnical investigation by Dennis Joule in May, 1999, was done to evaluate the fill close to the vicinity of the current site. Mr. Joule found at lest 10 feet of unsuitable fill consisting of loose soil and debris in the test pit he excavated to conduct the study. The test pit was terminated at 10 feet due to abundant ground water and caving of the sides of the excavation. Ground water was encountered at 4 feet. Mr. Joule also commented on the ground water, which was mixed with oils and other hydrocarbon materials. Since this report by Mr. Joule, we understand that the site has been examined by the (DOE) and cleanup of any hazardous materials were done at the site. The DOE issued a No Further Action Letter that was completed to demonstrate that subsurface contaminants addressed in the previous geotechnical report do not pose a threat to human health or the environment. PROJECT DESCRIPTION The site surface slopes gently down to the northwest. The parcel is currently undeveloped with the layout shown -on Figure 2. The property is approximately 30,000 square feet in area. There is a wetland area to the south and west, which reduces the "buildable" portion to about 9,500 square feet of the northeast corner of the lot. A 25-foot wetland buffer has been drawn on the plan provided to us. The building footprint will lie within a 5,000 square foot area set back 15 feet from the wetland buffer, and 10 feet from the right-of-way for Meadowdale Road and the property line to the east. The 10-foot setback from the right-of-way is labeled "10-foot setback variance" on the plan provided. We understand that the residence will be a two-story, wood - frame structure with living space over a three -car garage. You do not plan to change the grade Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 3 significantly Since there is a gentle slope down to the west we understand that the finished floor elevation would be near the existing grade on the east side of the pad and about 3 feet above the existing grade on the west side of the pad. To provide drainage you plan to place up to 2 feet of material around the downslope side of the residence. SCOPE The purpose of this study is to explore and characterize the subsurface conditions, and present recommendations for site development. Specifically, our scope of services will include the following: 1. Review the available geologic maps of the area. 2. Explore the building area with three to four borings using a hollow -stem auger drill rig. 3. Complete moisture content determination on fine-grained soils, if encountered. 4. Provide recommendations for site preparation and grading. 5. Provide recommendations for building foundations. 6. Provide recommendations for site drainage. 7. Prepare a written report to document our findings and recommendations. ' SITE CONDITIONS Surface Conditions ' The general area consists of a steep hillside sloping from the south down to a flatter area in the northern portion near Meadowdale Road. The vertical relief of the hillside is about 65 feet. The lot consists of a wetland area at the toe of the slope, and a gently sloping area at the north end of the site where the building is planned. The building is located about 150 feet from the toe of the steep slope. The surface water drainage for the area appears to generally flow into the wetland south of the building area and then within the wetland to the north along the west side of the property. The planned building area is cleared and vegetated with grass. We observed the northeast corner of ' the planned building area was soft at the surface apparently due to surface water collecting in the area. Cornerstone Geotechnical, Inc. ' Geotechnical Investigation Fontaine Residence — Meadowdale Road ' February 12, 2003 CG File No. 1346 Page 4 ' Explorations ' Subsurface conditions were explored at the site on August 21, 2002, by drilling three borings with a truck -mounted, hollow -stem auger drill rig. The site was explored to a depth of 20 feet below ' the ground surface in B-1 and B-3, and 25 feet in B-2. The explorations were logged by a geologist and engineer from this firm who also examined the ' soils and geologic conditions encountered. The locations of the soil borings are shown on the Site Plan, in Figure 2. The soils were visually classified in general accordance with the Unified ' Soil Classification System, a copy of which is presented as Figure 3. The samples were brought back to our laboratory for further classification. The logs of the borings are shown on Figures 4 ' through 6. ' The boring samples were obtained using the Standard Penetration Test (SPT) method in general accordance with ASTM D 1586. The SPT consists of driving a 2-inch-outside-diameter sampler using a 140-pound hammer falling 30 inches. The standard method is to drive the sampler 18 inches and record the blows for each 6 inches of penetration. The total number of blows for the ' last 12 inches of penetration (unless otherwise noted) is termed the Standard Penetration Resistance blow count or "N-value" (units: blows per foot). These values are shown on the ' boring logs. Subsurface Conditions A general description of the conditions encountered is presented below. For more detail please review the boring logs in Figure 4 through 6. The upper 6.0 to 11.5 feet in the three borings consisted of very loose to loose fill. The fill was ' moist to wet. The ground water was measured 30 minutes after completing each drill hole with a water level between 2.0 and 7.5 feet. The soils encountered below the fill consisted of medium dense, gray fine to coarse sand with gravel and trace to moderate amounts of silt. This soil was encountered to depths of between 15 Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 5 and 20 feet. In all borings, the deepest layer reached was dense to very dense, silty very fine to fine sand. Landslide Hazard Map Review The area near North Meadowdale Road and 75 h Place West has been mapped as part of a large landslide complex (Final Report, Landslide Hazards Investigation, Meadowdale Area, Edmonds, Washington, by Roger Lowe Associates., October 16, 1979). We have reviewed the undated "Figure 1, Landslide -Hazard Map" by GeoEngineers. The GeoEngineers map references the landslide map created by Roger Lowe Associates, Inc. The GeoEngineers map identifies the Meadowdale slide area, and also areas that have some potential of sliding. The map provides a legend to distinguish the potential landslide activity, such as ' "Type", "Process", and "Probability". The hazard map identifies the slide hazard risk in the vicinity of your site will be in the form of debris flow. The probability of a potential slide occurring on the site is stated as 2 percent or less in a 25-year period. The debris flow designation is derived from the steep slope lying to the south. The flow would be the result of the ' upper loose soils moving down slope most likely during a heavy rainfall event or rapid snow melt. There is no evidence that such a movement has occurred in the recent (50 years or more) history of the site. Based on the above discussion, it is our opinion that it is reasonable to exempt your project from the full Meadowdale Slide regulations that govern the properties downslope in higher risk areas. The risk stated on the map is minimal and appears to apply to the steeper slope area from which the building is setback about 150 feet. CONCLUSIONS AND RECOMMENDATIONS General In our opinion, the site is suitable for support of the planned residence provided that the foundations are extended down into the medium dense or better native soils. We discussed with you the use of auger cast piles or driven pipe piles. Either option would be suitable from an engineering perspective. Auger cast piles should extend at least 4 feet into medium dense or Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 6 better soils with a minimum depth of 18 feet. Pipe piles are likely to be less expensive on a per foot basis; however, driving may extend well beyond the 18 foot depth and we do not know which method would ultimately be less costly. Pipe pile driving is generally not limited by a predetermined depth, but by a refusal criteria. It is not uncommon for the driven depth to be 50 percent or even 100 percent greater than the depth for auger cast piles. The analytical methods typically used in static and dynamic pile analysis have been found to not correlate with the small diameter piles as with the larger timber, concrete and pipe piles. The dynamic analysis is further complicated with the unknowns associated with energy transfer from the pile driving hammer which is typically a modified concrete or rock breaker. The most efficient method is to use specific driving methods and then field load test those piles to determine ultimate capacity. A factor of safety is used to determine the allowable pile load. The alternative is to use lower pile capacities based mostly on static analysis. Some pile load charts based on driving criteria are available, but larger factors of safety should be applied to those also. Pile Design We present, at the request of your architect, two options for support of the foundations. The design capacity for each system is presented in tables below. The capacity is the design axial or vertical component in 1,000 pound units (kips). We did not include an analysis of the lateral capacity of the piles. Settlements of pile foundations that are designed and constructed as recommended are expected to not exceed about 1/2 inch. The majority of this should take place immediately after pile loading. The 1997 Uniform Building Code (UBC) allows a one-third increase in allowable soil stresses for wind and seismic loads, for certain load combinations. If the appropriate load combinations are used, the allowable axial pile capacity recommended above can be increased by one-third when considering wind and seismic loads. We recommend that the pipe piles not be used for lateral resistance. Lateral resistance will be from the concrete footing structure and surrounding soils. Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 7 Auger Cast Piles: Auger cast -in -place piles may be utilized to support the planned residence and garage on this site. Auger cast -in -place piles are placed with a hollow -stem auger drilled to the appropriate depth. After reaching the recommended minimum penetration into bearing soils, grout is pumped into the auger before starting withdrawal to create a head. Withdrawal of the auger is timed to maintain the grout head, with the auger turning slowly in a positive direction. If the filling process is not an even continuous event, the contractor should re -drill a portion of the hole to avoid a non -uniformity or "necking" of the pile. In order to obtain quality control of the pile, the amount of grout pumped and the grout head should be recorded for each pile. A pump -stroke counter and calibration -curve of strokes, verses volume, should be included as part of the contractor's equipment. The volume of grout pumped is compared to the theoretical volume of the pile. Piles with less than 110 percent of actual to theoretical volume should be re -drilled. Auger cast -in -place piles installed in voids or soft soils can sometimes require some additional grout volumes higher than what would normally be calculated. Continuous inspection of the contractor's procedures for each pile is typically required as quality control. It is possible that due to the loose and permeable fill there could be "communication" between adjacent piles during construction. This communication can cause impurities to be pushed into adjacent piles. We recommend that piles less than 7 feet apart be installed on successive days to reduce the potential for communication between piles to occur. This should be monitored during construction. We recommend that piles penetrate a minimum of 4 feet into the medium dense to dense native soils to allow the development of full point resistance (minimum depth of 18 feet). The allowable loads provided, account for skin friction created in native soils and end -bearing at the base of the pile. We have accounted for down drag forces on the piles due to the potential for long term settlement of the fill. Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 8 We have calculated allowable pile bearing capacity based on penetration into the medium dense to dense native soils. Pile Diameter (inches) Depth to Bearing Horizon (feet) Minimum Estimated Pile Length (feet) Design Capacity (kips) 12 14 18 24 Pin Piles: We completed an analysis of 4-inch and 6-inch diameter driven pipe piles to support the foundation. We assumed that the piles would be driven at least 6 feet into very dense fine sand encountered in our borings at a depth of 18- to 20 feet (minimum pile depth of 25 feet). Using the static pile method, the axial loads for the piles with appropriate factors of safety are provided below. Based on past documented history, these loads are acceptable without additional load testing provided the minimum depth of 25 feet is achieved and the minimum driving criteria presented below are satisfied. If load testing is completed, the design loads could possibly be increased to a significantly higher capacity due to the ability to reduce the safety factors. A contractor experienced in pipe pile installation has developed a specification chart for driving the piles with a variety of hammer sizes and has included a typical pile capacity, which we present as an Estimated Design Load (which would require load testing). This is reflected on the chart below. Pile Diam. (in) Driving Criteria (less than 1 inch in X seconds) Design Capacity (kips) If no load test Estimated Design Capacity (kips) if tested 6 1.6-20 with 1500 lb. hammer 15 20-30 6 118-20 with 1100 lb. hammer 15 20-30 4 10-12 with 1100 lb. hammer 8 16-20 4 14-16 with 850 lb. hammer 8 16-20 4 18-20 with 650 lb. hammer 8 16-20 Ref: McDowell NW Pile King, Inc. Seismic Hazard The site is located within Zone 3 of the Seismic Zone Map, shown as Figure 16-2 of the 1997 Uniform Building Code (UBC). This corresponds to a Seismic Zone Factor, Z, of 0.30. This, in Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 9 turn, corresponds to an effective peak horizontal acceleration of 0.3 g. Site conditions best fit the UBC description for Soil Profile Type SD ("Stiff Soil Profile"). The outwash underlying the structure foundations is dense and is not considered susceptible to liquefaction. Effects on the structures due to increases in lateral pressure from seismic events are expected to be negligible. Slabs- On -Grade The existing fill should be expected to settle over time. Any slab supported on this material should be expected to settle regardless of the loading condition. If risk of settlement can be accepted, we recommend placing a 2-foot thickness of structural fill under the slab compacted to at least 95 percent of maximum dry density from ASTM D 1557. Areas observed to yield under compaction equipment should be replaced with properly compacted fill. This 2-foot layer would help to mask the affects of settlement at greater depth; however some settlement risk would remain. The fill would likely need to consist of imported, clean granular fill. Clean granular fill could include the capillary break material discussed in the Drainage section below. . ■ If settlement risk cannot be tolerated then the slab should be supported on piles with a structural ' slab design. All approach slabs not pile supported, such as driveways and sidewalks will still have the potential to settle with time. We recommend the use of "transition" slabs that connect the pile supported slabs to the surrounding slabs on grade. The transition slab is a structural slab that is dowelled into the pipe supported slab. The steel dowels allow a hinge to form such that bending at the joint, instead of vertical offset, will occur. The length of the transition slab should ' be such that the final inclination is not too steep assuming 4 inches of settlement. tDrainage We recommend that runoff from impervious surfaces, such as roofs and paved areas, be collected ' and routed to an appropriate storm water discharge system. Final site grades should allow for drainage away from the buildings. We suggest that the finished ground be sloped at a gradient of ' 3 percent minimum, for a distance of at least 10 feet away from the buildings. Surface water Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 10 should be collected by permanent catch basins and drain lines, and be discharged into a storm drain system. We recommend that footing drains be used around the structure. It is good practice to use footing drains installed at least 1 foot below planned finished floor slab or crawl space elevation to provide drainage for the crawl space. The crawl space should be sloped to drain to an outlet tied to the drainage system. Footing drains should consist of 4-inch-diameter, perforated PVC pipe that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free - draining sand or gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. If desired, a sand blanket could be placed over the vapor barrier to aid in curing of the concrete. Most likely, the existing sand will qualify as a capillary break material. This can be evaluated at the time of construction. Monitoring Cornerstone Geotechnical should be retained to evaluate pile installation to confirm that piles are installed as recommended in this report. USE OF THIS REPORT We have prepared this report for Mr. Scott Fontaine and his agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. The scope of our work does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 11 contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. We should be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget for our work, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. i Cornerstone Geotechnical, Inc. Geotechnical Investigation Fontaine Residence — Meadowdale Road February 12, 2003 CG File No. 1346 Page 12 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. Doug Bath, PE Project Engineer EXPIRES /� p Charles P. Couvrette, PE Principal Engineer CPC:DJB:nt Four Copies Submitted Six Figures Cornerstone Geotechnical, Inc. A Vicinity Map B 434 v A35 g �M r " say. la wtgh e � r•.. s sa .}� a �'� SALBOS_; ` - 174TH FREDERI L _ 175TH 3 i � 179TH ' _ T i_82ND J _ C il z - .! I 18 18pTF, r .� Is , �.: 1st 162ND 183RD27�,' _ 764TH r COO . �, 16srr, 76TM f ja T F s 18137' 01995 Thomas Bros. Cornerstone Phone: (425) 844-1977 Scott Fontaine Geotechnical, Inc. Fax: (425) 844-1987 File Number 1346 Figure 1 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 V a 44 _r•. _1. �Z%P I .� Site q/ ..Ilk f O 01 B-3' , t!1 0; eXfVV TLAN (P , / �r � r 25-foot wetland buffer Plan B-1 Boring Number and Approximate Location 0 50 100 I I I I Scale 1" = 50' Cornerstone Phone: (425) 844-1977 Scott Fontaine Geotechnical, Inc. Fax: (425) 844-1987 File Number Figure 17625-130th'Ave NE, C-102 • Woodinville, WA • 98072 1346 2 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- CLEAN GRAVEL GP POORLY -GRADED GRAVEL GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND MORE THAN 50% RETAINED ON NO.200 SIEVE MORE THAN 50% OF COARSE FRACTION PASSES NO.4 SIEVE SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - SILT AND CLAY INORGANIC ML SILT GRAINED CL CLAY SOILS LIQUID LIMIT LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILTAND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT MORE THAN 50% CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSES NO. 200 SIEV LIQUID LIMIT 50% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS * 1) Field classification is based on visual examination of soil in general Dry -Absence of moisture, dusty, dry to the touch accordance with ASTM D 2488-93. * 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487-93. Wet- Visible free water or saturated, 3) Descriptions of soil density or consistency are based on usually soil is obtained from below water table interpretation of blowcount data, visual appearance, of soils, and/or test data. * Modifications have been applied to ASTM methods to describe sit and clay content. KEY TO BORING LOG SYMBOLS — Letter symbol for soil type Contact between soil strata IML — (Dashed line indicates approximate contact between soils) Ground water level — Letter symbol for soil type • Blows required to drive sample 12 in. using SPT ° (Weight of water) MC (�) _ /o Moisture = (Weight of dry soil) DD = Dry Density Phone: 425 844-1977 Cornerstone ( ) Geotechnical, Inc, Fax: (425) 844-1987 Soil Classification and Boring Log Key 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 Figure 3 SOIL DESCRIPTION w o lX Standard Penetration Resistance V a j H (140 lb. weight, 30" drop) B-1 (6 Q & W • Blows per foot � cn CD o Surface Elevation: 10 20 30 40 50 Light brown silty fine sand with roots and trace gravel (loose, dry to moist) (FILL) SM 1 I : Dark gray silty sand with gravel (loose, moist to wet) SM (FILL) ----------------------------------------------------- ----- 0 5 Gray fine to coarse sand with silt and gravel SP- (medium dense, wet) (FILL) SM T -Bottom''/2 of sample has zones of brown silty sand 1 ; with roots 10 ------------------------------------------------------ Gray fine to coarse sand with trace silt gravel and ----- SW T : scattered cobbles (dense, wet) 1 : 15 ............. .......:.. ....:.............. Gray silty very fine to fine sand (very dense, wet) SM 20 • • • • - •:...... • • • • .... ............ • . Boring completed at 19.0 feet Ground water measured at a depth of 5 feet approximately % hour after drilling completed 25 .....:.......:................................. 30 ......:.......................:....... ...... LEGEND I Depth 2" O.D. split spoon sample * Liquid limit Impervious seal P Sample pushed driven. ■ Moisture content Water level TV Torvane reading, 3' O.D. thin -wall sample tons/f + Plastic limit Piezometer tip PP Pocket penetrometer reading, tons/fP NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. Cornerstone Phone: (425) 844-1977 Scott Fontaine Geotechn ical, Inc. Fax: (425) 844-1987 File Number Figure 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 1346 4 SOIL DESCRIPTION w o IX Standard Penetration Resistance V a Z W 3 (140 lb. weight, 30" drop) B-2 vi 1 af W • Blows per foot :J to 0 o Surface Elevation: 10 20 30 40 50 Light brown silty fine sand with roots and trace SM gravel (loose, dry to medium) (FILL) I Sample tube was Dark gray silty sand with gravel (loose, moist to wet) SM (FILL) 5J x A.• .... .........:.. pounding on, a rack .... `causigg the blow ----------------------------------------------------- -----. �� count:to be overstated ` true blow count estimated �� Gray fine to coarse sand with trace silt gravel and scattered cobbles (medium dense to dense, wet) SW I : to be about 15 ? :12-22-38 �� : I 10 ......-....,�..:.. ....:.......:....... :....... I 15 :....... ...............:............... ------------------------------------------------------ Gray interbedded coarse sand with gravel and scattered cobbles and fine to coarse sand with silt ----- SPA SW - I and trace gravel (dense, wet) SM 20 .............. :....... :...... :.............. Dark gray silty very fine to fine sand SM : (very dense, wet) 25 : ----- :....... :........:....... ............... Boring completed at 24.0 feet Ground water measured at a depth of 7.5 feet approximately''/2 hour after drilling completed 30 .....:....... :....... :....................... LEGEND I Depth 2" O.D. split spoon sample * Liquid limit Impervious seal P Sample pushed driven. ■ Moisture content Water level TV Torvane reading, IL T' O.D. thin -wall sample tons/fl + Plastic limit Piezometer tip PP Pocket penetrometer reading, tons/ft NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. Cornerstone Phone: (425) 844-1977 Scott Fontaine j4 Geotechnical, Inc. Fax: (425) 844-1987 File Number Figure 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 1346 5 SOIL DESCRIPTION w o Standard Penetration Resistance V a Z W 3 (140 lb. weight, 30" drop) B-3 cri Q w • Blows per foot � cn C9 0 Surface Elevation: 10 20 30 40 50 Brown silty fine to medium sand with trace gravel SM I (very loose to loose, wet) (FILL) 5— :.......:......:............. I Gray fine to coarse sand with gravel (medium dense, SW wet) 10 ------- :............................... :....... Dark gray to black fine to coarse sand with trace fine : gravel (medium dense, wet) I 15 .....;.......:...... :.......:.......:....... Gray fine to coarse sand with trace silt grades to fine to medium gravel with coarse sand (very dense, wet) SP-SM I Fine to coarse sand with silt (very dense, wet) Gray silty very fine sand (very dense, wet) sm 20 ------- :...... .:...............:.............. Boring completed at 19.0 feet Ground water measured at a depth of 2 feet approximately % hour after drilling completed 25 -------------- :........ :........................ 30 ------- :....................... :............... LEGEND I Depth 2" O.D. split spoon sample * Liquid limit Impervious seal P Sample pushed driven. ■ Moisture content Water level TV Torvane reading, Y O.D. thin -wall sample tons/ft + Plastic limit Piezometer tip PP Pocket penetrometer reading, tons/fl NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. Cornerstone Phone: (425) 844-1977 Scott Fontaine - Geotechnical Inc. Fax:(425)84a-1987 File Number Fi ure 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 1346 6 20' 3i W Z) Z LLJ N I'm N rj N 23.05' �A OUALE . 1"a40' eye 41 O /� 0' 20' 40' 60' 80, F EXHIBT A Pg 2 of 2 Ll /O N L2 i • L3 L4 i L5 L6 L8 L9 L10 Lll L12 `V < � SE�P�\ LANE so �- EXISTING WETLANDS ^ ^ ^�A r- L14 2�ct m N89'56'58"E 74.00' L15 2?, y0 L18 L16 LL21 L20 - L19 \ 23 L22 25, WETLAND TRACT 100 BUFFER(TYP) NATIVE GROWTH PROTECTION AREA WETLAND BUFFER LINE DIRECTION DISTANCE 'L1 N 20'14 04 E 40.21 L2 N 21"1 000 E 14.99 L3 N 27'22 47 ' E 17.22 L4 N' 06'02 15 E 10.86 L5 N 3838 34 W 6.49 L6 I N 50'58 43 W 14.86 L7 I N 43'3 30 W 12.67 8 1 N 69' 8 42. W 4.97 L9 N 42'56 32 E 3.03 L10 N 81'53 08 W 1 71.28 L11 N 36'47 09 W 3.68 L12 N 36*47'09w W 21.94 L13 N 55'57 48 W 37.15 L14 N 21'10 04 W 55.86 15 N 25*12 23 E 35.59 L16 N 73'26'37 E 34.77 L17 N 73'1915 E 21.05 L18 N 85'26 25 E 3.98 L19 N 85'26'25 E j 16.27 L20 N 87'01'34" W 21.22' L21 N 86'00 20 E 22.94 L22 N 71 *47 19 E 1.40' L23 N 35"11 02 W 1 32.72 LEGEND L17 • = SET IRON PIN WITH PLASTIC CAP NO'D 12055 AND 22969. AUTHORIZED FOR RECORDING CITY OF EDMONDS ' `"" SUBDIVISION PAGE OF FOR . GREG S. CASPER IN SW1 /4, SECTION 5,T.27N.,R.4 E.',W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON SHEET 2 OF 2 L � "' Lovell— S auerland & Associates, Inc. Engineers/Surveyors/Planners/Development Consultants 19400 33rd Avenue T., Suite 200 • Lynnwood,'l1A 98036 DRAWN I agcKEo I DAn F.D. I sem • (206)775-1591 • (206)340-0830 ru NO. 2858 4y1'M I JTT I I I- 2- IHl I 1". do' zp 1 N \ - -.3 tt/ PROJECT ti ,� O .J z - ' •. _ s •.°:..� .4 SITE — 1, 230, aq 10, W EX U-1 \ > G TO REMAIN' —1 2.� -69 vt (: N D / jj 30,070 7A5 v ) P o? 111 z Zz s (Al a ti --- - ,____-------- -------- Z Z-75 ---- --` _ a '-- �- "SUFFER (TYP) -- -- --_, RE-S`EAYE---A.RE_A_---------- g EAS Z. s• ee N89'Slo'S6"E 443.00'CM AT) O I \ CL ( ROLF \ TOgEREEZ JAMES EN RIGPT PAUL FLEM ING P IV F It I �C'y df✓ ` ti'_ I _ /,� , T\g ►, 92 SF �ry . \, .,COVERED PORCH:'160 SF O COVERED\\ / . \ .-•�. r ,\ — N s � PORCH �% , �I.•• /j/i,,. i%� �� . ,�`��; \. �'.� V'/\ /' �...1s.•'• SF tMr/FLR r -.1 PROPOSED �IDE . - i p `(OFF LOOT) 232'fj�4St%1L%R):239. 5' % z /..: CONC�DRIVE UN!'dQVEkED // / /j67;2,SF', .%'/' �! ,r .� � % ti , . /. \ /,,,,, - j:, / r & WALKWAY PATf / / ti LOW CONCL,8iV1lALL ' ROOF �\REA (SMQIIVN �� . ;t- ,, ?'-r'"; . � �• �� HATCH'EDoil ) If I.1 - '-F-_. ` \ %. ` _ sue•. 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Z,;5 1 20' G?' _r. ill• _ �u- • 5j, i��_�:.�� ,h �� ���� ����.-__•__—__. .. .. � ,fir ��' ��°;�i. •S�'ryy �. tt 4. �{ '�+�''', - aul_aielio a t ` _ rchitect., LIP: C` Ulf ;V: �+ i ` S ict , IVFS �J \ / INC v ��^ PROJECT AN � F ELY I , \ Ex. i✓� HOUSE Lt1 i F \ \ G !� v EX.'WETLAND 'l \XN X ZOO V) N -- - _ -- - - - - - LLI \ z 'P 25_WETIAN12---------- SUFFER _TYP.) �,---�tJ711f2£•-[SEVE-L6�F'MENT____----__\�'---------- 3 _ �` _-' ' �\ ��� � RE-SEA 20, i /' �/ _- - ------- � 'y�l \ ice\ --- �\ \\ \ \ \ I \ \�• \ // (�l ----- , e• %/89e$fD'Sg E 442.9(:5'<MEAS.) - ' �� \\ AU 0 O \\ ROL.F TOgERER JAMS N RIGHT RAUL FLEM ING _\ a I \ j EE/\-- F 149843 Ica/v T T �ti c� \ p 22 / Sq 0 z I �\ tis\ �� "�O R�� ✓�� �� PROJECT r @° \ ' �p�o , ra IN N-1 IN N \ r \ r \ Ex MOUSE X LL, — � 2 Uj ,�'/ �// � \ ETC fZEM`,A', N ` � E?4�WETC.AND L w L 74_ - - lz V) C14 t, = �G- In -`-�- _--' _ _------------`-- p � �G z '%p 275 ` `iIN \'JO , IN ---- r e. Neq°5�'sg"E •• 442.9O�'(MEa$.) \ � U` r bj \ / �443. 00' M-LAT) ``gyp \ _.. ti o m \ \ 4 JAMES EN RIGI-IT X a FZOLF TOBERER / PAUL FLEMIWG \\ \ v \ J m \ \ N' \jV E S T i\il O Jul -T' V J r W D 1 V. 0 Na S N 0 mN om ww z z 480.00' (PLAT) N8q•50' 58"E 479.Gq'<MEAS.) - 16 4• T H STREET S.W. VICINITY MAP SCALE: 1" : 4z MILE ZONING: RS - 20 POTENTIAL FUTURE RESIDENTIAL DEVELOPMENT RESERVE TRACT "THE APPLICANT FOR THIS SHORT PLAT PROPOSES AND VOLUNTARILY AGREES TO THE ESTABLISHMENT OF A POTENTIAL FUTURE RESIDENTIAL DEVELOPMENT TRACT. THE POTENTIAL FUTURE RESIDENTIAL DEVELOPMENT RESERVE TRACT IS PARCEL TO BE LEFT SUBSTANTIALLY IN A NATURAL CONDITION AS A TEMPORARY OPEN SPACE TRACT. NO CLEARING, GRADING OR FILLING IS PERMITTED, EXCEPT FOR THE REMOVAL OF DEAD, DISEASED OR HAZARDOUS TREES DURING THE PERIOD THAT THE PARCEL SERVES AS A TEMPORARY OPEN SPACE TRACT. THE CITY OF EDMONDS MAY IN THE FUTURE, UPON APPLICATION BY THE LAND OWNER, ALLOW THE TERMINATION OF TEMPORARY OPEN SPACE STATUS FOR DEVELOPMENT OF A SINGLE FAMILY RESIDENCE ON THE PROPERTY, IF THE CITY DETERMINES THAT PLANS FOR DEVELOPMENT OF ACCESS WITHIN THE UNOPENED RIGHT-OF-WAY OF 72ND AVENUE WEST OR ACCESS OVER ADJOINING PROPERTY IS PROVIDED FOR THE SUBJECT PROPERTY AND ADJACENT PROPERTIES TO THE WEST IS IN THE PUBLIC INTEREST. ANY APPLICATION FOR FUTURE RESIDENTIAL DEVELOPMENT OF THE TRACT SHALL INCLUDE, AT A MINIMUM, A GEOTECHNICAL REPORT EVALUATING THE SITE, SLOPE STABILITY AND PROPOSED RESIDENTIAL DEVELOPMENT, AND A DETAILED RESIDENTIAL SITE PLAN, INCLUDING GRADING, CLEARING, DRAINAGE AND VISUAL IMPACT CONTROLS. UNLESS THE CITY APPROVES ACCESS AND DEVELOPMENT OF THE TRACT, THE TEMPORARY OPEN SPACE STATUS OF THIS PARCEL SHALL CONTINUE." PRELIMINARY SHORT SUBDIVISION FOR GREG S. GASPER IN SW %4 ,SECTION 5 ,T. 27N.,R.4 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON