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HomeMy WebLinkAbout2003 - Easement - Ball Kenneth / Sisaiyaket et al - 20030715001863 Filed for record at request of: Lounny Sisaiyaket P0 Box 68324 Seattle, WA 98168 -0324 STATE OF WASHINGTON County of King Pubic States of Washington pton NATASHA A M ACOBA My Appointment Expires May 22. 2007 i L&tflU o £ %Ill' run our v t1.;u IQ,JUUL 20030715001863 KING COON tGl2 Easement Grantor: Kenneth R. Ball Grantee: Lounny Sisaiyaket and Phetthanou Sisaiyakct Abbreviated Legal Description: Esmt across Ptn Tr. A, Robbins View Tract Assessor's Property Tax Number: 736060 -0531 and 0271. THE GRANTOR Kenneth It Ball, a single man, grants to Lounny Sisaiyaket and Phetthanou Sisaiyaket, husband and wife, an easement for ingress, egress and utilities over, across and under the following described real estate. situtated in the County of King, State of Washington, as the servient tenenment: North 50 feet of the East 80 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; . for the use and benefit of the following described real estate, situated in the Coutuy of King, State of Washington, as the dominant tenement: The west 90.00 feet of the east 170.00 feet of Tract A of Robbins View Tract Addition to Riverton, according to Plat recorded in Volume 17 of Plats at page 90, in King County, Washington; EXCEPT the south 310 feet thereof, TOGETHER WITH easterly half of vacated 40th Ave. South; Said easement. together with any limitations or restrictions thereon and any other agreements on maintenance or use thereof. touches upon and runs with the land of both the dominant and servient tenements. ,7u1./ Dated imp // , 2003. Kenneth R. Ball On this day personally appeared before me Kenneth R. Ball to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that he signed the same as his tree and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal 3ine 19 , 2003. 1�!1 ±1 I111k a (Print name of Notary above.) Notary Publi an or the State of residing at W-4131511, yV ' My commission expire 6 1a310'7 z ~ Z • W O 0 y0 ui W I W O } g J � < I • W Z = H 1— O Z W U D O — O 1— W W H � - Z W _C..) = . O Z Sep 25 03 07:49a ROBERT M PRIDE INC Jarmry 19, 2003 Phetthanou & Lounny Sisaiyaket 921 Ferndale Circle NE Renton, WA 98056 425 814 5672 p.1 Re: Report on Geotechnuical Investigation Proposed Sisaiyaket Residence 1.3601 d Avenue South Tukwila, Washington 1tMP Project No. 02- 233 -01 Dear Mr. and Mrs. Sisaiyaket, This report presents the results of our geotechnical site evaluation on the vacant property located near Southgate Park in Tukwila. it is understood that the owners are planning to build a single family residence on the property identified as Parcel A covering approximately 0.17 acres. Access to this property is from 42nd Avenue via a driveway easement that crosses Parcel B on the east. A Boundary, Topographic and Utility Survey prepared by Harstad Consultants was used as a reference for this investigation. No plans have been prepared for this single family residence that we understand will be built on the westerly side of the property. The purpose of our geotechnical work was toll) obtain subsurface soil and groundwater information in the area of the proposed structure, 2) conduct geologic reconnaissance mapping of the slopes below the building pad, and 3) provide recommendations for the design and construction of the proposed residence. Site Conditions Parcel A is situated above 42td Avenue on the northeast and an unimproved road (Charles E. Adams Road No. 2) on the northwest. Existing slopes descend from the west and north sides of the property down to these two roadway alignments. Maximum height of these two slope areas is about 30 feet. At the northwest corner of the parcel, the top of slope encroaches into the flat portion of the site. This westerly- facing slope is about 20 feet high, and has an overall gradient of if laV. Most of the parcel is flat and ranges from elevation 192 to about 197 feet. A gentle slope on the south side of the parcel rises at a gradient of 31-1:1V to 4H:1V to the adjacent property to the south. An old concrete slab that is in poor condition exists at the Sep 25 03 07:49a ROBERT M PRIDE INC January 19, 2003 Mr. and Mrs. Sisaiyaket Page 2 Subsurface Conditions Geotechnic al Recommendations 425 814 5672 p. northeasterly corner of the property. A portion of this slab is partially buried as shown on Drawing No. i that shows our estimateed limits of the full slab. Rubble fill is exposed over much of the property including the west- facing slope. There is a telephone manhole near the northeast corner, and an existing side sewer extends offsite from the southwest corner of the site. Existing USGS mapping (Waldron — 1962) for this area of Tukwila was reviewed to establish the general geologic conditions underlying the property. Field reconnaissance mapping was also performed by an engineering geologist (Yonemitsu Geological Services) to observe existing soil outcrops and to identify areas of potential instability. Geologically the property is underlain by dense glacial deposits of fine- grained silt and sand mixtures, and dense sands and gravels. These undifferentiated deposits (Qu) extend from the upper building pad level down to the lower roadway areas on the northwest and northeast sides of the property. Thick deposits of sandy colluvial soils estimated to range up to J. to 3 feet in depth are present on the lower slopes, and there is debris fill located at the top of the westerly- facing slope. No shallow or deep - seated landslide features were observed during our geological reconnaissance mapping of these slopes. Seven test pits were excavated with a backhoc in the area of the proposed ho1LLe to confirm the nature of the bearing soils. These exploratory trenches encountered medium dense silt -sand mixtures containing broken concrete, brick, and miscellaneous construction debris throughout the site. Maximum depth of the rubble fill was found on the north and westerly sides of the site, and this fill ranged up to 6 to 7 feet as exposed in the test pits. Refusal to concrete rubble was met in TF -3 at the northwest corner where the depth of fill maybe as much as 8 or 9 feet. Below the rubble fill we encountered very stiff sandy silt classified as glacio- lacustrine deposits in five of the seven test pits. Groundwater seepage was not observed on the native slope area or in the three shallow exploratory holes drilled on the pad area. Perched groundwater conditions can develop on hard silt layers due to the higher permeability of the overlying sandy soils, although there was no evidence of instability or surface erosion related to perched water within the glacial deposits on the slope. Locations of the exploratory borings and are shown on Drawing No. 1 entitled "Site Plan," and the summary logs of borings are attached in Appendix A. On the basis of our geologic investigation the subsurface exploration work, the existing dense glacial soils encountered at depths ranging from 2 to 9 fet, will provide excellent z Z w 6 JU 00 0) 0 co ill J H Q a w 2 g Q = • d 1- w Z = zI- w • 0 O ▪ - O I— w W IL - I w z U= 0 z Sep 25 03 07 :50a ROBERT M PRIDE INC January 19, 2003 Mr. and Mrs. Sisaiyaket Page 3 425 814 5672 p.3 support for the proposed residence foundations. Based on slope stability analyses, the property is considered grossly stable with a factor of safety (FS) in excess of 1,5. Building and foundations setback recommendations were established on the results of these analyses, our geologic mapping, and on our experience with these glacial deposits. Control of surface drainage will be important in preventing storm water from running over the top of the existing slopes. Native vegetation and tree cover on the steep slopes below the property is well established, and will continue to provide excellent erosion. protection. We recommend that excavated onsite soils or miscellaneous debris not be thrown over the top of slope for disposal due to the slope steepness. Localized areas of erosion that exist near the base of the slope will not have any adverse impact on the stability of the overall slope or the proposed residence on the building pad area. Site Grading The presence of the nibble fill over most of the site will require that it be removed and replaced with a suitable compacted fill for support of the proposed residence. This rubble fill is not appropriate for structure support because of its variable density and strength characteristics. We recommend that all fill be excavated from the proposed building pad, and for a distance of ten feet beyond the perimeter foundation walls of the house. Existing rubble fill that extends over to the westerly slope area should also be removed_ All concrete, brick and construction debris should be hauled offsite and not be reused in the structural fills under the building pad area. Imported granular soil such as pit run sand and gravel should be used to replace the rubble fill. These soils should be placed in 9 inch lifts and compacted to at least 95% of their maximum dry density (ASTM 1)1557 test method). Field testing should be performed during the placement and compaction of the imported fill to verify that it meets the specification requirements. Foundation Design Stability analyses show that the proposed io to 15 foot setback from the top of slope will be more than adequate to provide permanent protection to the residence foundations. We recommend that the buffer zone be reduced to to feet along the top of the steep slope, and that the recommended building setback line be used as a basis for siting the proposed residence. A factor of safety of at least 1.5 was obtained for a maximum 25 foot high slope exposing the dense glacial soils on or adjacent to this properly. All footings should be placed at a depth of 18 inches on properly compacted fill soils. Design should be based on an allowable soil bearing value of 2000 psf. Settlement of Sep 25 03 07:50a ROBERT M PRIDE INC January 19, 2003 Mr. and Mrs. Sisaiyaket Page 4 Site Drainage 425 814 5672 footings that bear on approved compacted fill is estimated to be on the order of 1 /4 of an , z inch. The recommended bearing value may be increased by 5096 to accommodate _ temporary wind or seismic forces acting on the structure. Retaining walls should be '~ w designed for an active earth pressure of 3o pcf, and a passive earth pressure of 250 pcf. 6 D J Resistance to temporary seismic or wind loads may be provided by passive earth o 0 cp pressure acting on the sides of the bearing wall footings in the residence. An allowable co to passive pressure of 250 pcf may be to ed for lateral load restraint. A friction factor of 0.4 N i_ may be used at the base of concrete footings placed on the dense compacted fill. co O w Concrete Slabs -on -Grade � Q Following removal of the concrete slab and fill debris, the subgrade soils on the graded co d building pad will consist. of dense imported fill that is suitable for direct slab support. It I-- i is recommended that a to mil plastic membrane be placed between the concrete slab z F- ind the underlying subgrade soils for . control of moisture vapor. All utility line , z O penetrations must be wrapped, and the edges scaled to minimize moisture migration � into the concrete slab. v o 0 All concrete slabs (interior and exterior) should have adequate reinforcement to o 1.- minimize shrinkage cracking during the curing process. Control joints should be spaced = w approximately 8 to to feet apart for crack control, or alternatively the concrete should be I- F= poured with a low slump to minimize shrinkage cracking if control joints arc not LL' O installed. All slab reinforcement must be maintained near the middle of the slab section v to provide the anticipated strength for crack control. z O z The property drains generally from south to north with an overall fall in elevation of about 5 feet. All roof down drains and yard area drains should be tightlined for discharge to the street or to the natural drainage area to the west. Surface water runoff must be prevented from running over the top of the slope, and it would be prudent to construct a low landscape berm near the edge of the slope. Perimeter footing drains should not be tied into the roof drains to avoid unncccssary saturation of the foundation soils. Summary Field construction services should be considered an extension of this initial geotechnical investigation, and are essential to the determination of compliance with the project drawings and specifications. Such activities would include site excavation and p Sep 25 03 07:50a ROBERT M PRIDE INC January ig, 2003 Mr. and Mrs. Sisaiyaket Page 5 permanent slope construction; foundation excavation and subgrade preparation for floor slabs; temporary erosion control measures; and subdrain installations. The conclusions and recommendations presented in this report are based on i) our interpretation and evaluation of soil conditions between and beyond exploration locations, 2) confirmation of the actual subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be provided during appropriate phases of the work. Our findings and recommendations of this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no warranty, either express or implied. Please call me if you have any questions, or you wish to discuss this report in greater, detail. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (3) Addressee encl: Drawing No. 1 Appendix A rmp: SisaiyaketRes2 425 814 5672 p.5 Sep 25 03 07:50a ROBERT M PRIDE INC 425 814 5672 Proposed Residence t36ot 42nd Avenue Sought i'ukwi a, Washington Robert M. Pride, Inc. SITE PLA N Bountdary,'fopo and Utility Surrey by Harstad Consultants dated Nov 2002