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HomeMy WebLinkAbout976200609 Geotech Assessment.~, ~ Q ~, 1. Geologic Slope Stability Evaluation Tax Parcel No. 976200609 East Marrowstone Road Marrowstone Island Jefferson County, Washington April 16, 2007 SHANNON WILSON, INC. m X07 ~ 2b ~ At Shannon & Wilson, our mission is to be a progressive, well- managed professional consulting firm in the fields of engineering and applied earth sciences. Our goal is to perform our services with the highest degree of professionalism with due consideration to the best interests of the public, our clients, and our employees. Submitted To: Mr. Larry Howland P.O. Box 831 Port Hadlock, Washington 98339 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-20716-001 ' ~ 1 COLORADO ~'" SHANNON ~WLLSON, INC. Mss °RI GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS OREGON WASHINGTON ~~~ r~ ~l~ ~1 I , I f f~~~~ April 16 2007 ~~//~/ ~' .z Z~®~ Mr. Larry Howland ~~~"~~~ P.Q. Box 831 Port Hadlock, WA 98339 REi GEOLOGIC SLOPE STABILITY EVALUATION TAX PARCEL N0.976200609, EAST 1VIARROWSTONE ROAD,IVIARROWSTONE ISLAND, JEFFERSON COUNTY, WASHINGTON Dear Larry: This letter summarizes our observations, conclusions,' and recommendations regarding the stability and development of the property referenced above for asingle-family residence, including septic system. These conclusions and recommendations"are based on observations made during our visit to the site on March 29, 2007, and available published geologic, topographic, and soil maps of the area. Preliminary observations and conclusions were provided to you orally upon completion of the site visit. SITE DESCRIPTION The referenced property is located on Admiralty Inlet on the east side of Marrowstone Island, as shown in Figure 1. As indicated in Figure 2, the approximately 3-acre, irregular-shaped parcel is bisected into east and west portions by East Marrowstone Road. The subject property is identified in Figure 3 as Lot Four of the George Nordby Short Plat, as recorded in 1980 with Jefferson County. The western portion extends to about 292 feet west of East Marrowstone Road, and the eastern portion extends to Admiralty Inlet, about 268 feet east of the road. Topography across the site consists of the following (from east to west): - A beach. - A steep waterfront bluff (approximately 60 feet high) that slopes from the beach up to the west at about 50 degrees with near-vertical sections. - A relatively flat upland at the top of the bluff, sloping gently to the west. 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206.632.8020 FAX 206.695.6777 TDD: 1.800.833.6388 www.shannonwilson.com 21-1-20716-001 II M N ,~ Mr. Larry Howland April 16, 2007 Page 2 SHANNON F~WILSON. INC. The bluff consists of steeply sloping, sparsely vegetated sections with steeper, near-vertical sections on which little, if any,. vegetation exists. Where present, vegetation on the slope consists mostly. of grasses. The upland portion. of the property is cleared and vegetated mostly with grass and lesser thorn bushes, scotch broom, and. small deciduous and coniferous trees (including madrona and fir). Conceptual locations of the,proposed residence, septic/drainfield, and proposed water well for the property were not available to us at the time of our field visit. We were informed by you that you propose constructing asingle-family residence in the eastern portion of the site. The septic drain field_for the residence is proposed to be constructed in the southwestern part of the east.portion of the property. We understand that 7efferson County will not allow discharging surface water runoff from the property into the ditches .along East Marrowstone Road, but will allow discharging the water out over the bluff to the beach below. We understand that you are contemplating drilling a hole and introducing the surface water runoff into the lower geologic units at the site. During our site visit, we observed several corrugated plastic drainage pipes extending out over the bluff to the beach from properties north and south of the subject property. Increased slope erosion was observed at the locations of some of the pipes. We were informed by you that some of these pipes had not been secured and that tidal and wave action resulted in a disruption of the discharge from the piping, causing breakages that resulted in erosion of the slope face. GEOLOGIC CONDITIONS Published geologic maps of the area indicate that the site is underlain byPleistocene-age (13,500 to 17,000 years old) Vachon Lodgment Till underlain by Vashon Advance Outwash. Vashon Advance Outwash typically consists of sand with lesser amounts of silt and gravel, which was deposited on the pre-existing land surface in front of the continental. Vashon Stade ice sheet that advanced from Canada across the Puget Sound region approximately 17,000 years ago. Lodgment till is typically an unsorted mixture of clay, silt, sand, and gravel with occasional cobbles and boulders that was deposited directly beneath the ice sheet as the glacier advanced over the area. The Vashon Lodgment Till was deposited directly beneath the Vashon Stade ice sheet that covered this area approximately 13,500 to 17,000 years before present. The ice sheet that overrode the till and the underlying soils (including the advance outwash) is 21-1-20716-00 ] -Ll.doc/wp/LKD 21-1-20716-001 ~ f ~' ~., L Mr. Larry Howland April 16, 2007 Page 3 SHANNON WILSON, INC. estimated to have been up to 4,000 feet thick irr this area. Consequently, the till and the underlying advance. outwash have been compacted to,a very dense or hard. state. Since the retreat of the glaciers, the upper few feet of the very dense/hard soil-has loosened and weathered, and topsoil and/or colluvium has developed at the ground surface, as illustrated in Figure 3.' Colluviurn is weathered material that has reached its present location due to the forces of water and gravity and is typically found on and at the base-of steep slopes. Subsurface explorations were not performed at this .site for this evaluation; however,. soils exposed on the non-vegetated.portions of the bluff confirm the presence. of the till and advance outwash. ;The till was observed in approximately the upper fourth (about 12 to 15 feet) of the bluff and appeared to be very dense, gray, silty SAND. Advance outwash was observed in approximately the lower three-quarters (about 45 feet) of the`bluff and appeared to be dense to very dense, cross-bedded, fine yto medium SAND with a (race of fine gravel Discontinuous SILT lenses were observed within _the cross-bedded sand units. At about 10 feet above the beach elevation, we observed a relatively flat,: continuous,: approximately 2-foot-thick layer of laminated SILT that dipped slightly to the south. Minor grqundwater was observed seeping out over the laminated SILT layer. The laminated SILT unit was underlain by silty, fine SAND. In addition, the vegetated and lower portion of the bluff appeared to be covered with a relatively thin mantle (i.e., no more than a few feet thick) of colluvium. CONCLUSIONS AND RECOMMENDATIONS Slope Stability Geologic hazard maps of the area classify the bluff as unstable with recent slope movement. Typical high bluff slopes like those found at the subject property slowly but continually erode over time and regress inland. In addition to the slow erosion of the slope, there are rapid, sporadic events where localized sections of the slope regress more quickly as the result of relatively shallow block failures. These sporadic events are commonly found where steeply sloping dense till units outcrop along the upper part of the bluff. Roots from trees growing at the crest of the bluff wedge into the overlying till materials, allowing water to migrate into the cracks. Over time, the cracks widen as the roots grow. At the same time, wave action and slope erosio a uic 1 r d tlunderlying sand unit, resulting in undermining of the till ,~~~~ ; ~ ~~ ~~ `~ ~ ~ ~y~k ~~ ii~l 21-1-20716-001-Ll.doc/wp/LKD~ ~' ~, ~ '~" 21-1-2716-0~1 Mr. Larry Howland April 16, 2007 Page 4 N SHANNON F~WILSON. INC. layer. When a till block has been sufficiently undermined by erosion of the sand unit, and the stresses on the till block become too great, the block separates from the bluff face and falls to the beach below. The resultant slope face becomes cupped or serrated. The lack of vegetation on the bluff slope at the subject property indicates that movement occurs frequently enough to preclude the growth of most vegetation other than grasses. If slope movements were relatively infrequent, we would anticipate more vegetation, including trees, to be present on the slope. This is confirmed by a comparison of shoreline photos taken during the summer of 1994 and the spring of 2006 by the Department of Ecology, and our observations of the recent site conditions. Based on our observations of the site, it appears that the unstable soils are primarily the topsoil and colluvium on the slope and that the risk ofdeep-seated slope movement (i.e., failure through the very dense glacial soils beneath the site) is relatively low, in our opinion. Signs of deep-seated slope movements (e.g., topographic bowls, step-downs, or a serrated bluff crest) were not observed along the slope at the property during our site visit. However, evidence of these sporadic slope failures. can be seen on sections of the bluff slope to the north and south of the site. The very dense, glacially overridden soils that underlie the bluff have a relatively high strength and would be stable beneath relatively steep slopes (e.g., 50 degrees or more). However, the relatively loose topsoil and colluvium that weather from these soils are not as strong and are susceptible to slope movements on slopes on which the underlying glacially overridden soils are relatively stable. With enough time, movement of colluvium and topsoil toward the base of the bluff and continued weathering and erosion of the glacially overridden soil upslope would result in a flatter, more stable slope. However, wave erosion at the toe of the bluff does not allow the colluvium and topsoil to accumulate at the toe of the slope and maintains the slope in an oversteepened condition. Consequently, continued movement of topsoil and colluvium on the bluff should be expected in the future. Please note that there is some risk of future instability (shallow or deep-seated) present on all hillsides, which the owner must be prepared to accept. Such instability could occur because of future water line breaks/leaks, uncontrolled drainage, unwise development in adjacent areas, or other actions or events on a slope that may cause sliding. The following provides further 21-I-20716-001-Ll.doc/wp/LKD 21-1-20716-001 ,~~•e ~~ ..i~1v ,.:.' ,~. ;.. SHANNON.F~WILSON-.INC. Mr., Larry Howland;.. . , April 16, 2007 Page 5 ~. ~: discussion of risk reduction measures that maybe effective at this site. Provided that the risk reduction measures discussed in this letter are implemented, it is our opinion that the proposed ..development will not adversely impact the stability of the adjacent properties. :.Measures to Reduce the Risk Posed by Slope Movement In general, the risk of soil movement on a slope can be reduced by not oversteepening the slope ~''r= ' (e.g.; do not excavate. the toe of the slope), not increasing the weight on the slope (e.g , do not ~;~ place.. yard debris. or fill at the crest of the slope), maintaining the slope as dry as possible (e.g., locate septic drainfields away from the bank, route roof downspouts and yard drains to beyond the base of the slope or storm drain system, and niinimi~e he amount of surface,water that could flow down the face of the slope), and maintain avegetative cover orr the slope.' In addition, measures that can be taken to :reduce or minimize the rate of wave erasion at the toe of the slope (e.g., construction of a~ seawall and-not removing large wood debris or driftwood near'the top of the beach) will decrease the rate at which the slope erodes: Septic Drainfield and Building Setback The measures discussed above may reduce the risk of sail movement on a slope. One ~`•~ of the most cost-effective measures to reduce the potential and impact of slope movement is to ~' provide an adequate septic drainfield and building setback. An appropriate setback is a function of the rate of slope regressesion the design life of the structure, the amount of water the drainfield may discharge into the soils, and the risk the owner of the structure is willing to o, assume. The regression rate for this specific slope is unknown; however, based on regression ~~" rates measured-elsewhere in the Puget Sound area, the regression rate'could be on-the order of a ~~- few inches to 1 foot per year. The presence of effluent in the soils near the edge of the bluff may increase the regression rate. In our opinion, a minimum septic drainfield and building setback equal to the height of the slope (i.e., approximately 60 feet) would be adequate for this site. Greater risk reduction can be achieved with longer setbacks. Components of the septic system that do not discharge water into the soils at the site (e.g., sand filters, septic tanks) could be located closer than 60 feet to the crest of the bank, provided the owner is willing to accept a greater risk of slope movement affecting these components. We recommend that a minimum setback of 30 feet be used for these components. The actual rate of slope regression will likely vary from year to year (e.g., some years, no noticeable regression may occur while in other years the slope may regress by several feet . ~ '1 21-1-20716-001 21-1-20716-001-L l . doc/wp/ LKD ~ _ r. ~ti ~~~ Mr. Larry Howland SHANNON F~WILSON, INC. April 16, 2007 Page 6 due to slope movements). By implementing the measures outlined in this letter for reducing the risk of slope movement, the rate of slope regression may also be reduced. Drainage _ - In general, reducing the amount of water entering and discharging onto the slope can reduce the.;risk of slope movement: Drains should. be constructed and maintained to collect water from impermeable surfaces on the property (e.g.; roof, decks,: patios, and driveways) and direct it to. a suitable.. discharge. point. , In our opinion, the most advantageous method. of disposing of the water collected in the drainage systems would be to discharge it`to the road ditch. However, we understand that this will not be allowed by Jefferson County. We do not recommend drilling a hole and introducing the water to the underlying outwash sand unit at depth. The. water. introduced would likely emerge on the slope above the laminated SILT unit, resulting in erosion, slope instability and higher rates of slope regression. The less'desirable option for disposing of the site surface-water runoff would be to pipe the water in a tightlne out over the bluff to beyond the toe of the bluff slope. Significant erosion and regression of the slope can result if the piping is not secured and maintained. Based on our understanding of the limited, single-residence development of this property and the relatively well-drained nature of the soils that underlie the upland portion of the site, it is our opinion that the anticipated discharge of roof and footing drains as recommended above will not significantly affect the drainage conditions on the adjacent properties from pre-development conditions. However, wet lawn areas will be the result. Impermeable surfaces surrounding the residence (e.g., paved drives) should be minimized to reduce potential changes in the existing site drainage characteristics and impacts on adjacent sites. Vegetation Maintaining a healthy vegetative cover at the crest of the bluff can reduce erosion and the rate of slope regression. In general, native vegetation should be used on and near the bluff to eliminate the need for irrigation and wetting the soils on or near the slope. A professional landscaper, landscape architect, arborist, or other qualified professional should be consulted in assessing the h t~i o~~ ~~~~ the slope and vegetation that may be planted. JJ 21-1-20716-001-Ll.doc/wp/LKD~„1{t 1~ ~ LSI;~ 21-1-20716-001 ~~F~ni~4lc~~.~4 i~t~~~.~ 1 w Mr. Larry Howland April 16, 2007 Page 7 Erosion Hazard SHANNON WILSON, INC. We note that according to published U.S. Department of Agriculture (USDA) soil maps, surficial soils on the upland portion of the site are classified as Whidbey gravelly sandy loam C on 0 to 15 percent slopes.. The USDA maps indicate that these soils have only a slight to moderate erosion hazard. The soil maps do not classify the soils on the waterfront slope, and no indication of he erosion potential is provided on the maps. However, based on the apparent active nature of the slope movement on the bluff, it is our opinion that the erosion potential of the soils maybe relatively high. However,. it is anticipated that the development on the upland portion of the site will not significantly affect the erosion and associated hazard of the soils on the slope., provided the recommendations in this letter are followed and., pnzdent construction practices with respect to erosion are used. LIMITATIONS The conclusions in this letter axe based on site conditions visually observed during our site reconnaissance and inferred from published geologic, topographic, .and hazard maps and assume that observed site conditions are representative of the subsurface conditions throughout the site; i.e., the subsurface conditions axe not significantly different from those inferred from the site reconnaissance or indicated on geologic maps. If, during subsequent site activities (e.g., construction), subsurface conditions different from those inferred in this letter are observed or appear. to be present, we should be advised at once so that we can review those conditions and reconsider our conclusions where necessary. Within the limitations of scope, schedule, and budget, the recommendations and conclusions presented in this letter were prepared in accordance with generally accepted geologic engineering principles and practices in this area at the time this letter was prepared. We make no other warranty, either express or implied. This letter was prepared for the use of Larry Howland in the evaluation of the stability of this site. With respect to possible future construction, it should be made available for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted from the site visit and discussion of geologic conditions included in this letter. Please note that the scope of our services did not include any environmental assessment or evaluation regardng,the presence or absence of wetlands or hazardous or toxic material in the 21-1-2071601-Ll.doc/wp/LKD 21-1-20716-001 i ~~ ~,~..~.t ,.. ~ .,.~~ I~ Mr. Larry Howland April 16, 2007 Page 8 SHANNON F,WILSON, INC. soil, surface water, groundwater, or air, on or below or around this site. We are able to provide these services and would be pleased to discuss these with you if the need arises. Shannon & Wilson has prepared the enclosed, "Important Information About Your Geotechnical Report," to assist you in understanding the use and limitations of our report. We appreciate the opportunity to provide geologic services to you, and are available to answer any questions regarding our observations and conclusions contained in this letter. Sincerely, ON, INC. David U"Malley, L.r,.li. Senior Geologist DPO:TMG/dpo Thomas M. Gurtowski, P.E. Vice President Enclosures: Figure 1-Vicinity Map Figure 2 -Tax Parcel Map Figure 3 -Short Plat Map Figure 4 -Shoreline Photo From 1994 Figure 5 -Shoreline Photo From 2001 Figure 6 -Site Photographs (4 pages) Important Information About Your Geotechnical Report „ ,, ~ ~ I~ : ,~ ~~; '~ ,~.,._, i , 21-1 ~2d'~16-001-Ll.doc/wp/LKD + 21-1-20716-001 t r U g N W 0 ~~ ~qq ~b s m E m ``}} ~, ,+ ', ~ i ~ . 1 i 1, .-, ': /4 ~l ! ~ ~ o ~~ i ~ • +, , ~• ,rye ~\, .,; \~m` ` ~ ~,. k~tf I `1 , i ~ tl ~+ - Z - _ , ~ . .4 ! ~~.~ ~, I;I My3l~.j. r® n~ .•- •'\6AST BEACF4 PARK Z ; ~~ ~;, ~ ` ~ ~ , ;'~-: PROJECT 4oir' ' '+ i ~ v A~ ~:' ~':'~~'~ ~~,~ LOCATION ~~ a-s ~ N~~;: ~ ', ~ ~=,'', ~ ~(~ I BM 152 j ~~. i ', ~ ,•'.t'` `t~• I ~ ~ ~~r' i V1~`` i ~ ~1 .t ~~, \ ,` I ~, ~ ~ ,, + , •~i ,o, ` '~ ,J .~ ~~ ~ J ~ 't • - :I• Nor land { ' ~'' >`~ ~ ~` ~ ., l ... \ I '' ~ li ' ~ , ~ ~ ii ~ ~ a1 ~ ~ + Rock', ` ' BTshopsl ! .; i 1~',1 f ~ o O ' ! ®.'~s,= ti ~ '.Y~ 1 ` ( ! 1` ~ ;~ound View Cemetery; (/.`.~.,\\ ` , ~/f I i~ I +\ \ ;~ .1 ~,' _' I % ~ `•... I +~=0q S ~ + h~ off. ,1, x ~ lam, ~ ~~1~ ~ ~'S'+..~~::~~ 1•`;~. I'1 EAbE'~ ~O~ q~~ii_~~: `~. ~,+,~, \ ~\~\: t7 ~it,~l I `~ ~1, ii r i ~.~ ''1 rC~\\, t. ,\~~•`..._ ~: v \ ._ .' _.. / f ~ ~\ ~~ 0 1/2 1 Scale in Miles +~yJ ~``"~'~~~ NOTE .,,, ` M Map adapted from 1:24,000 USGS topographic map of Nordland, WA quadrangle, dated 1953, photorevised 1973. Tax Parcel #976200609 Marrowstone Island, Washington VICINITY MAP April 2007 21-1-20716-001 SHANNON 8a WILSON, INC. FIG. ~ Oeoteohnlcal and F.nvironmentel Consultants ~~,i~'.. r`, . Ma {iL `"{~ I~ M 11 A~ N N ro D r Q0 c~ r O N r r ~; O r O Nr ~~ N i ~ r m E ro c m r BI.OGK 6 TOWNSITE aF NORDLAND SECTION 33 T. 3a N. R. I E. W.M. 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W.M., Jefferson County, WA prepared by George Nordby. SUBJECT PROPERTY G'w i~ i-;i '. `r'j, w Q0 cb r ~, n o N r QO ~' cD O NT C _~ '~; a .. •:`.; ,.' ~. F`' M ~ U, 5. ~~. April 2007 21-1 20716-001 SITE PHt~T~JGRAPHS FIG. 6 ~ fih~xrat 1 of Q sH~-NNar~ ~wi~so~u, ~r~c~ ©eotechnicel end Enviranmentel Consulkants Photo 1, Western part of property, looking northwest. Photo 2. Eastern part of property, looking northeast, r i `~ ;. ~; ~. .~. SHANNaN & WILSON, INC. Geotechnical and Environmental Consultants April 24x7 21 1.24716-001 ~' ~ ~ SITE PH~TtJGRA-PHS ~~, , ~~~ M ~~ FIG. fi ~ ,~~. ~~-~~ Sheet2of4 Photo 3, Bluff slope of property, looking west. Photo 4, View of bluff immediately north of property. '}~ ~` ~ , ~,.,, l r o H~ANiN4N ~` WILSpN~ ~~~ Envfronment~i Consultants 1 i n Q O ^J th ^d .'J ~J r~ Q ~U cL` r~ 0 ICJ7 'C7 (.D ~? t^' ~•. ~:J CJ ~~ Apri 1200~T 2~-~-~07~~-00~ SITE PH~TC~GRAPHS FIC. 6 ~nA~t3af4 Photo 5. View of bluff immediately south of property, r, .~~--~ ~, ~..:, f M 1 1 t .~ N i N d' C7 (~ "0 (Q CA r C~ cV 0 r SHANNON ,~ WILSON, INC, ~eotechnical and Environmental Consultants i ,, ,, Aprii 2a~? `'~ 2~ -~ -2716-~01 1 ~~,~ , ~ ~,~ ,~ ~~ ;~ ,,~ ~~ ~"` ~' ~ '~~~~'~~~ ~ SITE PHOTOGRAPHS ~,~ .;~ ~, ~ ~ ~,w~ iu ~,. F~GM ShAat4of4 Photo 7, Erosion of buff at drain pipe north of propert~r,