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HomeMy WebLinkAboutMLA08-00509 GEOTECH PRE DESIGN EVALUATION dr GEOTECHNICAL PRE-DESIGN EVALUATION Tala Point Development Port Ludlow Vicinity Jefferson County, Washington ZZA-Terracon Project No. B1085010 December 11, 2008 Prepared for: OPG PROPERTIES, LLC Poulsbo, Washington and R.W. THORPE & ASSOCIATES, INC. Seattle, Washington Prepared by: ZZAlierracon Bellevue,Washington ':. ITE December 11, 2008 ZZAlIerracon Consulting Engineers&Scientists 14405 SE 36th Street#210 Bellevue,WA 98006 (425)746-1889 ph (425)746-1296 fx www.terracon.com OPG Properties, LLC 19245 Tenth Avenue NE Poulsbo, Washington 98370 do R.W. Thorpe &Associates, Inc. 705 Second Avenue, Suite 710 Seattle, Washington 98104 Attention: Ms. Lindsay Diallo RE: GEOTECHNICAL PRE-DESIGN EVALUATION Tala Point Development Port Ludlow Vicinity Jefferson County,Washington Terracon Project No. B1085010 Dear Lindsay: ZZA-Terracon (ZZA) is pleased to submit this report describing the results of our geotechnical pre-design evaluation for the above-referenced project site. Our geotechnical services were outlined in our proposal letter dated November 6, 2007, and were formally authorized by OPG Properties, LLC on February 18, 2008. This report is an instrument of service that conforms to locally accepted geotechnical engineering practice. It has been prepared for the exclusive use of R.W. Thorpe & Associates, Inc., OPG Properties, LLC, and their other consultants, in specific association with the stated project. We appreciate the opportunity to be of service on this project and would be pleased to discuss the contents of our report or other aspects of the project with you at your convenience. Please call if you have any questions or need additional information. Respectfully Submitted, ZZAlierracon v /fersow Ja es M. Brisbine, P.E., L.G. A ociate Engineer Geotechnical Services Group Distribution: addressee(3 hardcopies+ 1 electronic copy) (9n �� t A ti ZZA1rerracon • TABLE OF CONTENTS PROJECT DESCRIPTION 1 PURPOSE AND SCOPE 1 SITE SETTING 2 Topographic Setting 2 Developmental Setting 2 Geologic Setting 3 Regulatory Setting 3 SITE CONDITIONS 4 Surface Conditions 4 Soil Conditions 4 Groundwater Conditions 6 CONCLUSIONS AND RECOMMENDATIONS 6 Regulatory Considerations - 6 Stormwater Discharge Considerations 7 Earthwork Considerations 8 Roadway and Utility Considerations 8 Culvert and Bridge Considerations 8 Building Setback Considerations 8 Foundation Considerations 9 Beachfront Lot Considerations 9 Design-Phase Studies 9 CLOSURE 9 LIST OF ATTACHMENTS Figure 1 — Site Location Map Figure 2 — Site &Exploration Plan Figure 3 — Site Cross-Section A—A' Appendix A — Field Exploration Procedures, General Notes, and Logs .d' s irazzAlrerracon GEOTECHNICAL PRE-DESIGN EVALUATION Tala Point Development Port Ludlow Vicinity Jefferson County, Washington ZZA-Terracon Project No. 81085010 December 11, 2008 PROJECT DESCRIPTION The project site comprises a large, undeveloped area on Tala Point, which is located between Port Ludlow Bay and Hood Canal in Jefferson County, Washington. As shown on the attached Site Location Map (Figure 1), this area is visually enclosed by existing residential neighbor- hoods on the north, by Ludlow Bay Road and tidewater on the west, by Tala Shore Drive on the east, and by Paradise Bay Road on the south. Our attached Site & Exploration Plan (Figure 2) illustrates the site boundaries and various adjacent features. The site has an irregular outline that generally forms an inverted 'U" shape. It measures about 3000 feet by 4500 feet overall and encompasses approximately 250 acres. A rectangular parcel contained within the "U" shape is currently owned by the Washington State Department of Natural Resources (DNR) and is not part of the project. Site development plans call for construction of roadways, utilities, water tanks, stormwater and septic systems, trails, parks, and other infrastructure items to support 54 new single-family residences. According to conceptual layout drawings prepared by R.W. Thorpe & Associates, these residential lots will be positioned mainly along the western and eastern edges of the upland crest, although two beachfront lots are planned for the northwestern shoreline. The existing East Ludlow Ridge Road will serve as the site's north—south spine roadway, from which one or more loop or spur roadways will extend westward. The southern end of this spine road will likely need to be realigned for safety reasons, and a new bridge might be required for the realignment. An area near the northern end of the upland crest is currently the preferred location for a possible community-scale septic drainfield; smaller drainfields are proposed for the southwestern corner of the site. Infiltration is currently preferred for stormwater disposal, but no specific locations have been identified. Most of the upland crest and sideslope areas are being reserved as undeveloped open space. PURPOSE AND SCOPE The purpose of our geotechnical evaluation was to characterize surface and subsurface site conditions such that we could derive preliminary geotechnical design parameters regarding the proposed development. This evaluation constitutes part of a multi-disciplinary site study, from which the property owners and their other project consultants can develop final layout plans. We performed these services in general accordance with our aforementioned agreement, except where modifications were warranted by project schedules, access constraints, or client requests. I (el , Lfs' t , Tale Point Development i ZZAllerracon Jefferson County,Washington B1085010 December 11,2008 It should be noted that our authorized scope of services did not include detailed quantitative geotechnical tasks, such as field infiltration testing, slope stability analyses, and bridge foundation design. Furthermore, our scope did not include a quantitative or qualitative assessment as to the potential presence of regulated environmental contaminants at the project site. We ultimately completed the following scope items: • Reviewed available topographic and geologic maps, municipal documents, previous ZZA reports, and conceptual development plans pertaining to the site and vicinity; • Performed a visual surface reconnaissance of the site, and field-staked the apparent top edge of all slopes having a significant size and steepness ; • Advanced nineteen exploratory test pits (designated TP-1 through TP-19) at strategic locations across the site, to depths ranging from about 8 to 10 feet below surface grades; • Advanced two exploratory borings (designated B-1 and B-2) at the southern and northern ends of the site, respectively, to depths of about 50 feet below surface grades; • Visually characterized soil samples recovered from our explorations; • Qualitatively analyzed the geotechnical engineering aspects of existing site conditions with respect to the proposed development features and prepared this written report. The locations of our on-site explorations are illustrated on Figure 2. Appendix A describes our field exploration procedures. SITE SETTING We evaluated the regional setting of the project site by means of published maps, municipal documents, aerial photos, and previous geotechnical reports. The following text sections summarize our findings and interpretations regarding the topographic, developmental, geologic, and regulatory setting of the site. Topographic Setting The site is situated on a north-pointing peninsula that features a relatively gentle upland crest with relatively steep sideslopes descending to the north, west, and east. The peninsula's western shore is relatively gentle, with a gradual transition upward into steep sideslopes. In contrast, the eastern shore has a very steep marine bluff topped by a fairly flat bench that transitions into moderately steep sideslopes above. A shallow valley feature traverses the base of the peninsula, separating it from the higher and rolling mainland area to the south. Developmental Setting Regional development in the site vicinity includes numerous residences along the shoreline and northern end of the peninsula. Additionally, several paved roadways traverse the upland crest and extend along part of the shoreline. We understand that extensive logging has occurred throughout this region in the past, leaving behind a large network of both abandoned and maintained primitive roads. � �W.t 2 tf , Tala Point Development liia17 ZZAllerracon Jefferson County,Washington B1085010 December 11,2008 Geologic Setting According to the 1976 Geologic Map of the Uneas—Port Ludlow Area, Jefferson County, Washington (U.S. Geological Survey publication 1-354), subsurface soil conditions in the site vicinity are dominated by Quaternary-age glacial deposits. The uppermost mapped unit comprises glacial till, which is described as a "non-sorted, non-stratified mixture of silt, sand, and gravel up to boulder size." Glacial till typically possesses a very high density, very high shear strength, and very low permeability. According to the map, this deposit covers the entire upland crest, extending downward to near elevation 200 feet on the western side and downward to near shoreline on the eastern side. Although weathered till and recessional outwash deposits are not mapped here, these soils often mantle a glacial till deposit. The glacial till deposit directly overlies a laterally extensive deposit of advance outwash, which is described as "moderately to well-sorted, well-stratified...gravel and sand and...silt and clay." Thicknesses can range from 10 feet to more than 100 feet. Advance outwash soils typically possess a high density, high shear strength, and moderate to high permeability, but the finer- grained varieties (clays and silts) have a very low permeability. Because it underlies the glacial till deposit, this soil unit is generally exposed only on sideslopes, in stream gullies, and at other such locations. The map specifically shows advance outwash daylighting on the western side of the peninsula from near shoreline upward to near elevation 200 feet. An older deposit of pre-Vashon sediments is shown at the northern tip of Tala Point. This deposit comprises stratified clays, silts, sands, and gravels. It is inferred to underlie a large part of the aforementioned advance outwash deposit. Regulatory Setting According to the Jefferson County Code (Chapter 18.15, Article VI-G, Section 18.15.270), various parts of the project site are classified as Geologically Hazardous Areas due to certain geologic conditions. Specifically, the county's maps show the presence of seismic hazards, erosion hazards, and landslide hazards. In addition, Jefferson County designates Critical Aquifer Recharge Areas to reduce the potential for contamination of a sole-source aquifer. These regulatory issues are discussed below. • Seismic Hazards: The Jefferson County Code defines seismic hazard areas as being subject to a severe risk of damage due to earthquake induced ground shaking, slope failure, settlement, soil liquefaction or surface faulting. Most of the Tala Point margins, as well as much of the northern upland, are classified as seismic hazard areas. The marginal areas appear to coincide with the mapped exposures of advance outwash soils. Presumably, this seismic hazard is associated with the potential for failure of the steep slopes, but it is not clear why the northern upland is considered a seismic hazard. • Erosion Hazards: Large zones of erosion hazard are shown on the western side of Tala Point and along the northern shoreline. These zones are primarily associated with steep gullies and adjacent steep slopes. In addition, the erosional zones extend a considerable distance beyond the head of each gully, and some reach as far as the upland crest, presumably due to the potential for long-term landward erosion. • Landslide Hazards: A band of"high" landslide hazard wraps around the northern end of Tala Point, and a separate band runs along the eastern shore. These "high" hazard 3 Tala Point Development i zzAlrerracon Jefferson County,Washington B1085010 December 11,2008 zones coincide with steep marine bluffs. A zone of "moderate" landslide hazard covers the gullies located on the western side of the peninsula. Zones of "slight" landslide hazard are shown on many sideslopes having relatively steep gradients. • Aquifer Recharge: According to the Jefferson County GIS Assessor website, the western portion of the Tala Point peninsula lies within a Critical Aquifer Recharge Area (CARA). Presumably, this CARA serves to protect drinking wells associated with the existing residences located along the western shore. SITE CONDITIONS ZZA representatives visited the project site during March, April, and May of 2008, to evaluate surface and subsurface conditions. We were accompanied at various times by Mr. Brandon Bird of OPG Properties, by Mr. Rick Olson of D.R. Strong Engineers, and by Mr. Dave Jensen of Jensen Engineering. Our geotechnical observations, measurements, findings, and interpreta- tions are described in the following text sections. Surface Conditions Local surface grades form a gentle upland crest in the center of the site, with steepening slopes descending to the west and east. The upland crest, which has a maximum elevation of about 315 feet, extends approximately the full north—south length of the site. On the western side of this crest, the slopes transition from moderate to steep, with maximum slope angles approaching 50 percent (27 degrees) and considerable gullying in the southern part. On the eastern side of the crest, the slopes remain fairly moderate, with maximum angles of about 30 percent (17 degrees). Figure 2 delineates the approximate top of any on-site slopes that have angles exceeding 30 percent and heights exceeding 10 feet, based on our field reconnaissance. The entire site is heavily forested with evergreen trees, along with groves of alder and maple trees in certain locations. Throughout the forest, there is a dense undergrowth of bushes, ferns, and other plants. We observed numerous gravel-surfaced roadways and pedestrian trails extending across the site, presumably representing previously constructed logging roads. Soil Conditions Our on-site exploratory test pits revealed subsurface conditions that generally conform to the published mapping designations and are also reasonably consistent across the area of exploration. All nineteen test pits encountered about 6 to 9 inches of organic duff and topsoil mantling the forest floor. This surficial layer was underlain by about 1/2 to 21/2 feet of very loose to medium dense, silty sands with some gravel and roots, which we interpret to be a recessional outwash deposit. Below these upper soils, our test pits disclosed about 1 to 2% feet of medium dense to dense, mottled, silty sand with some gravel, overlying dense to very dense, silty sand with gravel. We interpret these latter soils to represent a weathered till rind atop an unweathered glacial till deposit. The glacial till was encountered at depths ranging from about 2 to 5 feet below surface grades, and it extended to the termination depths of all test pits. Our two on-site borings were advanced near each end of the site to explore deeper soil conditions. Boring B-1, which was located near the southern end, revealed about 4 feet of - weathered till overlying about 24 feet of glacial till. Below a depth of 28 feet, this boring encountered layers of very dense sands and gravels with varying amounts of silt. At a depth of ( ( n 4 Tala Point Development i;G17 ZZAllerracon Jefferson County,Washington 81085010 December 11,2008 about 43 feet, we observed hard, sandy silt extending downward to the boring termination depth of 51% feet. We interpret these deep sands, gravels, and silts to be advance outwash sediments. Boring B-2, which was located near the northern end of the site, revealed about 13%feet of very loose to loose, sands and silty sands immediately below ground surface. This surficial soil was underlain by about 5 feet of dense sand and about 3%feet of very stiff, sandy silt. We interpret these layers to possibly be recessional outwash deposits. At a depth of about 22 feet below ground surface, our boring encountered glacial till extending to its termination depth of 50%feet. Table 1 summarizes the stratigraphic data obtained from our on-site exploratory test pits and borings, and Figure 2 shows the relative field locations of these explorations. Figure 3 illustrates our interpretation of subsurface geology. Appendix A presents our stratigraphic logs. TABLE 1 SUMMARY OF STRATIGRAPHIC SITE DATA Thickness of Thickness of Thickness of Depth of Forest Duff Very Loose to Medium Dense Dense to Exploration &Topsoil Medium Dense to Dense Very Dense (feet) ' Upper Soil Weathered Till Glacial Till (feet) (feet) (feet) B-1 0 0 4 4 B-2 0 13' 0 • 13% TP-1 '/ 21/2 2 5 TP-2 3/ 11/4 2 4 TP-3 '/ 1 2'/ 4 TP-4 3/4 1% 1% 4 TP-5 3/4 1% 1% 4 TP-6 % 1% 2 4 TP-7 3/ 1% 2 4 TP-8 3/ 1 2% 4 TP-9 % % 1 2 TP-10 % 2% 1% 4 TP-11 % 11/2 21/2 4'/ TP-12 % 11/2 2 4 TP-13 % 1 2 31,4 TP-14 % 1% 2% 4 TP-15 '/ 1% 2% 4 TP-16 % 1'/ 2% 4 TP-17 % 1 2% 4 TP-18 '/ 1% 2% 4 TP-19 '/ 1% 2% 4 Note: All stratigraphic measurements are based on interpretation of gradual or undulating soil contacts and should be regarded as only approximate or average values. t `4 5 Tale Point Development zzAl1erracon Jefferson County,Washington B1085010 December 11,2008 Groundwater Conditions At the time of exploration (April 2008), none of our on-site test pits encountered groundwater within their respective termination depths of 8 to 10 feet below existing grades. All of the soil samples collected from our test pits appeared to be merely moist rather than wet or saturated. Our boring B-2, which was located at the northern end of the site, encountered groundwater at a depth of about 15 feet. This water appeared to be perched atop a sandy silt horizon at about 181/2 feet deep. No other groundwater was observed in either on-site boring. It should be noted, however, that groundwater conditions will likely fluctuate throughout the year due to seasonal precipitation patterns, on-site or off-site land use changes, irrigation schedules, and other factors. CONCLUSIONS AND RECOMMENDATIONS Based on the information obtained from our surface and subsurface exploration program, the proposed residential development appears feasible from a geotechnical standpoint, contingent on proper design and construction practices. The following paragraphs present our general geotechnical conclusions, recommendations, and comments regarding important development issues. Regulatory Considerations Our research disclosed that various portions of the subject site lie within certain environmentally sensitive areas. These include seismic, erosion, and landslide hazard areas, as well as aquifer protection zones. Each topic is discussed separately below. • Seismic Hazards: A small zone in the northern part of the proposed development area is mapped as a seismic hazard area. This area appears to encompass approximately ten of the northernmost proposed residential lots. However, our test pits TP-1, TP-2, TP-3, and TP-19 revealed weathered till at depths of only about 1'/to 3 feet in this zone, with dense to very dense glacial till several feet deeper. None of these soils are significantly prone to sliding, rupture, or liquefaction, in our opinion, nor do they possess any greater seismic risk than any other part of the site. Although our boring B-2 disclosed about 131/2 feet of surficial, loose to medium dense sands and silty sands, these soils were several feet above the observed groundwater level and therefore not subject to a significant seismic risk. We conclude that none of the proposed development zone is subject to a significantly greater seismic risk than any other part of the region. • Erosion Hazards: The gullies located on the western side of the site are mapped as erosion hazard areas, with several erosion lobes extending landward onto the northwestern portion of the proposed development zone. This area appears to encroach on several lots within the northwestern cluster designated as Lots 1 through 30. We generally concur with the mapping because it reflects the possible extent of long-term headward erosion of each existing gully. However, these mapped erosion lobes do not appear to consistently follow the boundary of existing gullies; some lie entirely within gullies, whereas others extend far beyond the gullies. Given the possibility of long-term headward erosion, we feel that areas located within about 25 feet of these steep slopes be regarded as having a significant erosion hazard for purposes of future development. ftp L(5' 6 Tala Point Development ZZAlrerracon Jefferson County,Washington B1085010 December 11,2008 • Landslide Hazards: Small parts of the proposed development zone on the western side of the site (approximately encompassing Lots 2 through 16) lie within mapped areas of "slight" landslide hazard. These areas appear to be associated with existing gullies. We generally concur with this mapping for purposes of future development. • Aquifer Protection: The western portion of the site lies within a mapped Critical Aquifer Recharge Area (CARA). Given the exposures of relatively permeable advance outwash soils on the western sideslopes, we infer that shallow-aquifer contamination is a valid concern here. In contrast, the central and eastern portions of the site are not mapped as CARAs and are significantly protected by a near-surface cap of relatively impermeable glacial till. Our scope of services for this pre-design study did not include an evaluation of deep aquifers below the site, but such an evaluation should be performed during the next stage of design. Stormwater Discharge Considerations Our test pits consistently revealed several feet of very loose to medium dense sands and silty sands (inferred to be recessional outwash) between the surficial duff/topsoil layer and the deeper glacial till soils. Although moderately permeable, this recessional outwash layer does not appear sufficiently thick to receive large quantities of stormwater. However, we anticipate that it will accept small quantities of stormwater, such as from a single house or a short segment of roadway. Stormwater runoff from each house or roadway segment could likely be routed via tightline pipe to individual "level spreader" systems, which would slowly disperse stormwater over a relatively large area. A typical level spreader consists of a horizontal perforated pipe embedded in a gravel-filled trench having a length on the order of 25 to 50 feet. We tentatively recommend that level spreaders be set back at least 50 feet from any steep slopes. An effective percolation rate on the order of 1 inch per hour could be assumed for preliminary estimating purposes. The medium dense to very dense weathered and unweathered glacial till soils underlying the site would not provide sufficient permeability for new stormwater infiltration ponds, in our opinion. Below the southern part of the site, however, the glacial till is underlain by a relatively permeable advance outwash deposit at a depth of about 28 feet. Although the depth of this deposit renders it impractical to use for infiltrating stormwater from ponds or other conventional systems, it might be practical to use deep injection wells for stormwater discharge. Deep injection is probably feasible at the site only if the stormwater can be sufficiently dispersed in multiple wells spaced throughout the interior portion of the site, such that there would be minimal risk of excessive seepage daylighting along the steep sideslopes. Because our scope of work did not include field infiltration testing, it is extremely difficult to derive an appropriate infiltration rate for preliminary design of an injection well system. Even when the textural properties of a soil have been determined through grain-size analyses, the inferred permeability range of that soil can span two or three orders of magnitude. Nonetheless, we estimate that an allowable infiltration rate of about 20 inches per hour could be tentatively used as a reasonably conservative value for a well having approximate dimensions of 10 feet deep by 2 feet diameter. This value should be used only for conceptual planning purposes; field testing should be performed in the actual receptor soils prior to final design. T 7 Tala Point Development IZZA llerracon Jefferson County,Washington 81085010 December 11,2008 Ultimately, the selection of a stormwater discharge system may hinge on a cost comparison between (1) numerous small-scale systems located on each individual lot and beside each roadway segment, and (2) several deep injection wells situated on the southern part of the site. A possible alternative or supplement to these infiltration systems might involve discharging stormwater into Port Ludlow Bay and/or Hood Canal via tightline pipes extending down to the respective shore. Earthwork Considerations Our test pits generally revealed about 6 to 12 inches of forest duff and topsoil mantling several feet of very loose to medium dense, silty sands (recessional outwash), over medium dense to very dense glacial soils. The upper soils could be readily stripped or excavated, whereas the deeper deposit of very dense glacial till soils would require relatively large earthwork equipment for excavation and grading purposes. The recessional outwash, weathered till, and glacial till deposits would likely provide a reasonable source of structural fill material for reuse during the summer months, but they would be somewhat difficult to reuse during the wet season. Granular portions of the advance outwash soils underlying the glacial till would likely be favorable for reuse during wet conditions, but the depth of this deposit was found to be about 28 feet in boring B-1. There does not appear to be a shallow source of all-weather sand and gravel fill on the upland part of the site. Roadway and Utility Considerations To the greatest extent possible, permanent roadways and associated underground utilities should follow the alignment of existing roadways. If any. new roadway alignments must be created, they should be planned for relatively flat or gently sloping terrain. The currently proposed roadway alignments appear to comply with this recommendation. For all new roadways, we tentatively infer that conventional asphaltic pavement sections can be used due to the generally favorable soil conditions. It also appears that new underground utility trenches can be largely backfilled with non-organic on-site soils, contingent on a suitable moisture content at the time of placement. Culvert and Bridge Considerations We understand that the southern end of East Ludlow Ridge Road might be realigned toward the east to reduce the existing curvatures. This new alignment crosses a small ravine, thereby necessitating either a culvert or a bridge. We anticipate that either option could be employed, and the use of spread footings or short drilled piers appears feasible for both options. Our test pit TP-14,which was located near the ravine, disclosed very dense glacial till at a depth of about 4 feet. Regardless of type, all foundations for the new culvert or bridge should extend sufficiently deep into this glacial till deposit to provide protection from creek scour and hillslope erosion. Building Setback Considerations To reduce the risk of erosion, landsliding, drainage, or permitting problems, future residential structures should be located on the naturally flattest and most inherently stable portions of the upland. We specifically recommend that development be restricted to the gentle ridge crest and 1c 8 Tala Point Development • M ZZA l ferracon Jefferson County,Washington 81085010 December 11,2008 to natural benches on the southeastern hillslope. Development should be avoided on any sideslopes or stream channels having a gradient of 40 percent or steeper. We preliminarily recommend that all new houses, garages, and other significant buildings maintain a horizontal setback of at least 75 feet from the brink of natural steep slopes.. Foundation Considerations The typically high density and high shear strength of glacial till render it very favorable for supporting conventional shallow foundations. We recommend that foundations for new structures either bear directly on firm glacial soils or on structural fill placed over firm glacial soils. In many areas, it will likely be necessary to overexcavate up to several feet of loose recessional outwash soils in order to expose the glacial till, thereby resulting in the need to backfill the overexcavations with structural fill. Bearing capacities in the range of 2000 to 5000 psf appear feasible, depending on the particular subgrade material. Beachfront Lot Considerations Because the two beachfront lots were added to the proposed development after we completed our fieldwork, it is not currently possible to provide site-specific conclusions and recom- mendations for these lots. Nonetheless, we tentatively infer that residential construction is feasible on both lots if the primary structures are positioned on the relatively flat portions. A building setback on the order of 50 to 75 feet from front and rear hillslopes would likely be appropriate. Wherever possible, driveways crossing the rear hillslope should be designed with maximum cut depths and fill heights of about 4 feet, as this reduces the complexity of design and construction issues; if deeper cuts and/or higher fills are necessary due to the terrain, we can provide appropriate criteria for permanent slopes or retaining walls. Stormwater infiltration might be feasible on the lots if suitable soils can be reached and adequate setbacks can be provided; however, the most cost-effective means of stormwater discharge would likely involve tightline pipes extending down to the beach. Design-Phase Studies Site-specific geotechnical explorations and analyses will be needed to derive design-phase geotechnical recommendations concerning new development features, once their locations and configurations are more firmly established. These features should include roadways, water tanks, stormwater detention/infiltration facilities, houses, culverts, and bridges. Our recommendations would encompass topics such as site preparation, grading, excavations, building setbacks, foundations, drainage systems, stormwater infiltration, seismic factors, pavements, and structural fill. In addition, an evaluation of deep aquifers below the site should be performed before or during the final design stage. CLOSURE The preliminary conclusions and recommendations presented in this report are based, in part, on the subsurface explorations accomplished for the project. It should be remembered that the number, locations, and depths of these explorations were completed within the constraints of budget, schedule, and site access. We wish to further emphasize that our explorations reveal subsurface conditions only at discrete locations across the site; subsurface conditions in other areas could vary considerably, but the nature and extent of any such variations would likely not become evident until additional explorations are performed or construction activities have 19 e Tala Point Development .ZZA llerracon Jefferson County,Washington B1085010 December 11,2008 begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations to reflect the actual conditions. We appreciate the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. Please call if you have any questions or need additional information. Sincerely, ZZAl1erracon ani,s 'As t� i tor' , ,,_(44_,._(2 ..1' *Ike ,aures M. 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'-1:-,;11% 54 l 1 �J• t i f TN's MN ,— �—_, 1 MiLE I/ `,( 18° IDJO EEI SCIS METERS 1� I---i. +--• i ��. Fes. s--� !�� a—y reated with TOPO!®©2003 National Geographic(www.nationalgeagraphic.cornitapa) Project Mr''' JMB Protect No. B1085010 SITE LOCATION MAP FIG. No. Drawn By: Scale: ZZA 1lerracon JD NTS TI Ta Point Development Checked By: Plle No. Consulting Engineers and Scientists JMB FIG1.DWG Jefferson County, WA Approved By: Date: 18905 33rd Ave West,Ste.117 LVNNWOOD,WA 98036 Pre a red for: OPG JMB May,2008 PH.(425)771.3304 FAX.(425) 1-3549 p }3 i. r- 1 "0 A r �� - ,0: . -' Aiii0;01(111s , 1.....,- ,16,0,i 40,4/ '-N 'Low l'irrifgr------z---$.1 ,,, Al jy, = erf., :., f. „,,,_ il. :__....7 ;1�����'��►�'' 0j;�♦�,-......,-- lilkk, r•44N4�,�► '�`®®®coq !. - ! Da v- ,,..W.r.,0,4., - ,. 7 . ; \ -, a... -,,4kI, V4ede#.,*.---...--‘ • ' '411t, ' El„*.I.,4111M ' '------- '' ZT:---4I i' li `><>--'1/-;'-'-'---(••"*"1/'4/))'C'3.''41-`----? 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Ill .....;i111:ng■�i m■ m • :i.: Li T Ti r Q _ �. iV-� it � '�� ■� el■X x■R■■■I■x6 UI •�'Y.r` � inigi-7::i -""FiWo.,,7_,&„ imaih'- I aPliolirty080.,,,, 1 '� : p MYYN�geies as■■tlP■X 1_,.:), - IIIL M'YSYi�■Rb 6 ■■R■SR •��pl I — "C. ° \ �� L,,'�, I 'Il; a ein�ica aex eiex ��bd �I �C.INNI■tla _ ® EAST LUDLOW RIDGE ROAD ii 'Zs.. �. zweaduipum_ _ MI- n .._ N LA S{ fl`i „_/�_ '^-`'I ,♦_ f n h l t , s ti ����� -. ,. ,�� ' �� ,A ifi � .. y rte, -.-- _ : ; 0 : � 1 I v r` tr �'... .. DRIVE w'^` 1� W SHORE � ~ ".� '' , �i �� �'- ..- ; ,..-71:7.:ili141.\!..,ilii ik .4-,,.', ,. ,: k . , it . ' i. i � __0'---;,,,r1„ ;Qom' ~�, ._ - -- tpp -)...r. . co (C Cf r' N . I m ` m co ii R 'm PJ m 1 a a m P ' n C CU Cn CD3 v 0 0 rm il o D � -,J1• D CD ci) CT Ii mmi o r u) z0 O z m O om O = Oz m o PPPJ z jjIi x c0 Dm m CO M Zr- mW ' X o a , - 1- z x 70 73 y cnz 5z 5o s r a p G n z O0 O Z , w -i 0 m z z rn o -1-I 2 m X 1w 0 O O m Z m m N z 0 r -I I I '��' I qN I 00 m o U1 .. -o m m 73H -ID 00 � - � m H m -0 ZO mx m GZ) mmcm m C pm�m W r O J 0pm co = mmx Ixcn -D Z - D —IG) 2 c 7 I 0 c ELEVATION (IN FEET) m -. -. N N w 0 o 0 0 0 0 0 0 O I m D CD PORT LUDLOW BAY -1 - o D O v \ Ko — N mK \ m m -1O \ n0 jD N \ X Z r o� zo „ o o �� H \J tI \ � \ W cn o \ in \ \ \,,\ TP-13 f 2 N N \ \ \N TP-11 \� N NN WW 03 O o mm •') U) U)" \N w m o w - ' N m O D -1 z \ -1 O _ a 0 -1 - < N0 1 FD o n H > > z OZ z / n I v N = o D c) 0 m o / D I TP-12 0 0 0 =I J = m / / a 0 z o — 0 —I Z "� D p Fp > / i // Z r o Ad N m m .,, /-I I /i1N / co 1 3.m N Z 0 // 0 / / N p. -n co cn / •d EAST LUDLOW y m o / I // TP-18 RIDGE ROAD . M -1 / i / / -1 m " / ,6 +V g = n S / Np / / E � = / / / / / 9° O 0 � � v m73m // � � � �' mOO / / Z7m10 0mo_ p 0 / V H O F// FD/ / r CD m Z �S ` / o m C7 -I / -10o 07 Ad m X m rn — / 00) m = � Cj HOZ / I LI) 0 N -0 m X •• DC N� < / omO 'DvCD C7 ZZm 7 � DOS C O c x) m 0 HOOD CANAL co .-_ z co m 0 m D � m0 I I I I I (I) D = z Cil O U1 - - N N W —I - m -1 o 0 0 0 0 0 0 Z ELEVATION (IN FEET) m en m Opp rn 0ooz -‹ O 70z � m Ro Z Mil o APPENDIX A FIELD EXPLORATION PROCEDURES, GENERAL NOTES, AND LOGS 1 ( B1085010 l7 qc FIELD EXPLORATION PROCEDURES The following paragraphs describe our procedures associated with the on-site subsurface explorations and field tests that we conducted for this project. Interpretive stratigraphic logs of our explorations are enclosed in this appendix. Test Pit Procedures Our exploratory test pits were advanced with a track-mounted excavator (trackhoe) operated by an independent excavating firm (Seton Construction) working under subcontract to our client. A geotechnical specialist from our firm continuously observed the test pit excavations, logged the subsurface conditions, and obtained representative soil samples. All samples were stored in watertight containers and later transported to our laboratory for further visual examination and testing. After we logged each test pit, the hoe operator backfilled it with excavated soils and tamped the surface. The enclosed Test Pit Logs indicate the vertical sequence of soils and other materials encountered in each test pit, based primarily on our field classifications and supported by our subsequent laboratory examination and/or testing. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits, as well as all sample numbers and sampling locations. Auger Boring Procedures Our exploratory borings were advanced with a hollow-stem auger, using a truck-mounted drill rig operated by an independent drilling firm (Gregory Drilling) working under subcontract to ZZA. A geotechnical specialist from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. All samples were stored in watertight containers and later transported to our laboratory for further visual examination and/or testing. After each boring was completed, the borehole was backfilled with a mixture of bentonite chips and soil cuttings, and the surface was patched with asphalt or concrete (where appropriate). Throughout the drilling operation, soil samples were obtained at 2'/- or 5-foot depth intervals by means of the Standard Penetration Test (SPT) per ASTM: D-1586. This testing and sampling procedure consists of driving a standard 2-inch-diameter steel split-spoon sampler 18 inches into the soil with a 140-pound hammer free-falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance (often called the "SPT blow count" or "N value"). If a total of 50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. Each enclosed Boring Log describes the vertical sequence of soils and other materials encountered in the respective borehole, based primarily on our field classifications and supported by our subsequent laboratory examination and/or testing. Where a soil contact was observed to be gradational within the sampler, our logs indicate the average contact depth; where a soil type changed between two sample intervals, we show an inferred contact depth. B1085010 6 'C Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. Ce B1085010 ` l 15 . GENERAL NOTES DRILLING&SAMPLING SYMBOLS: SS: Split Spoon-1-3/8"1.0.,2"O.D.,unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube-T O.D.,unless otherwise noted PA: Power RS: Ring Sampler-2.42"I.D.,3"O.D.,unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring-4',N,B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-Inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-Inch penetration with a 140-pound hammer failing 30 inches is considered the`Standard Penetration'or`N value`. WATER LEVEL MEASUREMENT SYMBOLS: WL Water Level WS: While Sampling N/E: Not Encountered WC#: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: - Before Casing Removal AB: Atter Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the limes indicated.Groundwater levels at other times and other locations across the site could vary. In pervious soils,the indicated levels may reflect the location of groundwater_ In low permeability soils,the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION:Soil classification is based on the Unified Classification System.Coarse Grained Soils have more than 50% of their dry weight retained on a#200 sieve; their principal descriptors are:boulders,cobbles,gravel or sand_Fine Grained Soils have less than 50%of their dry weight retained on a#200 sieve;they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic_ Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation,coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Standard Unconfined Penetration or Standard Penetration Compressive N-value(SS) or N-value(SS) Strength,Qu.psf Blows/Ft. Blows/Ft. Consistency Relative Density <500 <2 Very Soft 0—3 Very Loose 500 — 1.000 2-3 Soft 4—9 Loose 1,001 — 2,000 4-6 Medium Stiff 10—29 Medium Dense 2,001 — 4,000 7-12 Stiff 30—49 Dense 4,001 — 6,000 13-26 Very Stiff 50+ Very Dense 8,000+ 26+ Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term(s)of other Percent of Malor Component constituents Dry Weight of Sample Particle Size Trace < 15 Boulders Over 12 In.(300mm) With 15—29 Cobbles 12 in.to 3 in.(300mm to 75 mm) Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75 mm) Sand #4 to#200 sieve(4.75mm to 0.075mm) RELATIVE PROPORTIONS OF FINES Silt or Clay Passing#200 Sieve(0.075mm) Descriptive Termist of other Percent of PLASTICITY DESCRIPTION constituents Dry Weight Term Plasticity Index Trace <5 Non-plastic 0 With 5—12 Low 1-10 Modifiers > 12 Medium '11-30 High 30+ Ilerracon B1085010 l (0 C� �C S LOG OF BORING NO. B-1 Page 1 of 3 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS o o o o O DESCRIPTION z w Z p D Z F C u)m U Eta DO) SILTY GRAVELLY SAND, brown-gray, medium dense, moist 4 SILTY GRAVELLY SAND,brown-gray, dense,moist(Glacial Till) 5 S-1 SS 8 45 9 SILTY SAND,with gravel and sand interbeds,gray,very dense,moist(Glacial Till) 10 S-2 SS 15 82 12.5 SILTY GRAVELLY SAND,gray,very _ dense,moist(Glacial Till) — 15 S-3 SS 5 5012" U, c� z a — 20 z Continued Next Page o The stratification lines represent the approximate boundary lines m between soil and rock types: in-situ,the transition may be gradual. w w WATER LEVEL OBSERVATIONS,ft <r BORING STARTED 4-28-08 o• WL ZZA ferracon BORING COMPLETED 4-28-08 WL Y 18905 33rd Ave W#117 RIG CME 75 CO.Gregory Drilling Lynnwood,WA 98036 WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B10850100 Cp 4 i LOG OF BORING NO. B-1 Page 2 of 3 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS (9 p C DESCRIPTION CO z Lu T 0) m z� U z Oz a Co cL0} }-0QU z zrt C7 D z I- o co m `` ER D O) SILTY GRAVELLY SAND,gray,very — S-4 SS 12 50/6" dense, moist(Glacial Till) 23 SILTY SAND,with gravel,gray,very dense, moist(Glacial Till) 25 S-5 SS 6 5015" 28 SILTY SANDY GRAVEL,brown-gray, very dense,moist 30 8-6 SS 12 5014" 33 FINE TO MEDIUM SAND,with coarse sand and silt,trace gravel,brown-gray,very _ dense,moist 35 S-7 SS 12 50/6" 'c c) 0 0 w grades to with fine sandy silt interbeds(9 — 40 Z Continued Next Page F) The stratification tines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. ur W WATER LEVEL OBSERVATIONS,ftp= ZZ w�[^��,r�C®� BORING STARTED 4-28-08 WL 1 /'1 f BORING COMPLETED 4-28-08 6 WL Y 18905 33rd Ave W#117 RIG CME 75 CO.Gregory Drilling Lynnwood,WA 98036 �`WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010� LOG OF BORING NO. B-1 Page 3 of 3 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA _ Tala Point Development SAMPLES TESTS 0 0 Go LU t1 p DESCRIPTION -F- d F=- m w > CO Z WW = OOw a. rA b 0 O° ¢O z� d z O tntm �U Oa ZLtl) FINE TO MEDIUM SAND,with coarse S-8 SS 12 50/6" sand and silt,trace gravel and fine sandy silt interbeds,brown-gray,very dense, moist 43 SANDY SILT, brown-gray, hard,moist 45 S-9 SS 18 52 -7 50 5-1C SS 15 59 51.5 Boring completed at 51.5 feet on 4/28/08 No groundwater observed at time of drilling W F- 0 U 0 0 W F 0 (7 2 The stratification lines represent the approximate boundary Eines between soil and rock types: in-situ,the transition may be gradual. W $ WATER LEVEL OBSERVATIONS,ft , y BORING STARTED 4-28-08 E WL SZ 1 ZZAlrerrac®n BORING COMPLETED 4-28-08 WL Y 18905 33rd Ave W#117 RIG CME 75 CO.Gregory Drilling Lynnwood,WA 98036 WLT:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010 • , 1r '1 a3 �� I 1 LOG OF BORING NO. B-2 Page 1 of 3 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS J DESCRIPTION _z 9-- >- r cc W � Z t= WC7 w > cn tr w z y D U ZZ Et 1L-,J, H >- O SILTY SAND,with gravel,tan-brown,very _ loose to loose,moist 4 SAND,with silt,trace gravel,brown-gray, very loose to loose,moist 5 S-1 SS 14 4 • grades to medium dense 1 S-2 SS 14 15 13.5 SAND,with silt interbeds,brown-gray, dense, wet 15 S-3 SS 15 38 o _ I- 0 Z 00 g 18.5 SANDY SILT,brown-gray,very stiff, moist c7 _ 20— Continued Next Page o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. ° WATER LEVEL OBSERVATIONS,ft p BORING STARTED 4-28-08 WL 15.0 Perched 1 ��„ "��r���®n BORING COMPLETED 4-28-08 6 WL 18905 33rd Ave W#117 RIG CME 75 CO.Gregory Drilling W L Lynnwood,WA 98036 Perchet W 15'ATD T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, (/ I LOG OF BORING NO. B-2 Page 2 of 3 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS J c ❑ 0 03 DESCRIPTION F I_ 0) m �, o z w0 o 1.1] ao > zce U r Z K Nm �iO ❑o. ❑u) SANDY SILT,brown-gray,very stiff,moist S-4 SS 15 24 22 SILTY GRAVELLY SAND,brown-gray, very dense, moist to wet(Glacial Till) 25 S-5 SS 13 76 grades to with fine sandy silt interbeds 30 S-6 SS 9 50/5" 33 SILTY GRAVELLY SAND,brown-gray, very dense, moist(Glacial Till) _ 35 S-7 SS 6 50/4" o — 0 z - 0 r a 40 a Continued Next Page z EThe stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. W WATER LEVEL OBSERVATIONS,ft E,=._ BORING STARTED 4-28-08 WL Q 15.0 Perched 1 zzAlferrac®n BORING COMPLETED 4-28-08 FI WL 18905 33rd Ave W#117 RIG CME 75 CO.Gregory Drilling Lynnwood,WA 98036 WL (..Piorched GW 15'ATD T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010� as ((c LOG OF BORING NO. B-2 Page3of3 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS O p o n DESCRIPTION r w z 1 z a. c-- w w > z 0 � Ouul }} QO 0E K u°i m U rr O n r~fi SILTY GRAVELLY SAND, brown-gray, _ S-8 SS 6 50/5" very dense, moist(Glacial Till) 45 S-9 SS 6 50/5" 50 5-1C SS 8 50/2" 50.7 Boring completed at 50.7 feet on 4/28/08 Perched groundwater at—15'at time of drilling 0 0 z O QU w F 0 C7 N 0 o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS,ftE ==µ BORING STARTED 4-28-08 WL S? 15.0 Perched 1 ZZA1rerrac0n BORING COMPLETED 4-28-08 WL 18905 33rd Ave W#117 RIG CME 75 CO.Gregory Drilling LWL Pete GW 15'ATD T:425-771 330 F:425-771-3549 LOGGED CRT JOB# B1085010J M , • LOG OF TEST PIT NO. TP-1 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS 0 DESCRIPTION } z F- I F U = � m w O w z � o Q > 0 c (9 Q CO Z O N>n O O n 7 CI) 0.4 FOREST DUFF,TOPSOIL,dark brown, 1 GR \very loose,moist / — SILTY SAND. ,trace gravel,roots, 2 GR 1.5 tan-brown,loose,moist SILTY SAND,trace gravel,brown-gray, medium dense, moist — 3 SILTY SAND,with gravel, mottled brown-gray, medium dense to dense, moist — 3 GR (Weathered Glacial Till) — ,5 5 SILTY SAND,with gravel, brown-gray to gray,dense to very dense, moist(Glacial — Till) — 4 GR 8 — BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1.5',scattered to 3'. 8 Z 0 v of The stratification lines represent the approximate boundary lines between soil and rock types: In-situ,the transition may be gradual. = WATER LEVEL OBSERVATIONS,ft r-preq f TEST PIT STARTED 4-22-08 2 WL SZ 1 'ZZA1 ferrac®n TEST PIT COMPLETED 4-22-08 WL Y 18905 33rd Ave W#117 RIG Excavator CO. Seton WL In Lynnwood,WA 98036 V� T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010� 1 LOG OF TEST PIT NO. TP-2 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS O - ❑ n DESCRIPTION g a x Z rz F - Y = w > Ci) �z Zz t Z >. O Q w o rOsm 8 O o. DCA FOREST DUFF,TOPSOIL,dark brown, 1 GR 0.7 very loose,moist — SILTY SAND. ,with gravel, roots,tan — brown, loose to medium dense,moist 2 GR 2 SILTY SAND,with gravel, mottled brown-gray, medium dense to dense,moist — 3 GR (Weathered Glacial Till) 3.8 SILTY SAND,with gravel, gray,dense to — very dense,moist(Glacial Till) — 4 GR 5 10 5 GR BOTTOM OF TEST PIT 10 No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. I- 0 z 0 0 Ca LU W Cl th The stratification lines represent the approxdmate boundary lines - between soil and rock types: in-situ,the transition may be gradual. Ui J ° WATER LEVEL OBSERVATIONS,ft /� �" TEST PIT STARTED 4-22-08 WL Q Z ZZAlrerraC®n TEST PIT COMPLETED 4-22-08 WL v 18905 33rd Aye W WA 98#117 RIG Excavator CO. Seton WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, r , • LOG OF TEST PIT NO. TP-3 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS co J C >Z 2 ic2cr DESCRIPTION z E _ ; m }w 0 z3 wI ow 18 S Z F- L roan Q a 61,7) FOREST DUFF.TOPSOIL,dark brown, 0.6 \very loose,moist SILTY SAND. ,with gravel,roots,tan — 1 GR 1 s brown, loose to medium dense,moist _ SILTY SAND,with gravel, mottled brown-gray, medium dense to dense,moist (Weathered Glacial Till) — 2 GR 4 SILTY SAND,with gravel,gray,dense to very dense,moist(Glacial Till) 5 3 GR 9 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. S 0 e I- 0 z 0 UQ Ill F 0 vi The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS,ft w nF= TEST PIT STARTED 4-22-08 o WL �Ze�lrerracan TEST PIT COMPLETED 4-22-08 o WL Z Y 18905 33rd Ave W#117 RIG Excavator CO. Seton • Lynnwood,WA 98036 WL ( ^ T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# 81085010 • aq q 5� LOG OF TEST PIT NO. TP-4 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS DESCRIPTION $ z i U )- o w zz z0 kn w > cn e'w z a q �z I_ kn m o z wt- Ow (9 O 7 z i- catty Q O n 7 o FOREST DUFF,TOPSOIL,dark brown, 0.7 very loose, moist — SILTY SAND. ,with gravel,roots,tan — brown, loose to medium dense, moist 2.5 SILTY SAND,with gravel,mottled brown-gray,medium dense to dense, moist — (Weathered Glacial Till) _ 4 SILTY SAND,with gravel,gray,dense to very dense,moist(Glacial Till) — 5 1 GR 9 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1', scattered to 3'. U 0 0 4U LL] c� of EThe stratification lines represent the approximate boundary lines w between soil and rock types: in-situ,the transition may be gradual. o WATER LEVEL OBSERVATIONS,ft TEST PIT STARTED 4-22-08 m WL 1 , 3 ZZAI rerracon TEST PIT COMPLETED 4-22-08 5 WL 2 18905 33rd Ave W#117 RIG Excavator CO. Seton W L Lynnwood,WA 98036 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010� vl LOG OF TEST PIT NO. TP-5 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS -J DESCRIPTION m }w W n i >_ w z n. _ m w o z3 w zoua 0 Z - L com FOREST DUFF,TOPSOIL,dark brown, 0.7 very loose,moist SILTY SAND. ,with gravel,roots,tan _ brown, loose to medium dense,moist 2.5 SILTY SAND,with gravel,mottled brown-gray, medium dense to dense, moist — (Weathered Glacial Till) _ 4 SILTY SAND,with gravel,gray,dense to very dense,moist(Glacial Till) — 5— 1 GR 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. F- 6 K W r m • The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. w WATER LEVEL OBSERVATIONS,ft -`` j TEST PIT STARTED 4-22-08 WL .V i ZZJ-lrerracon TEST PIT COMPLETED 4-22-08 P WL V 18905 33rd Ave W#117 RIG Excavator CO. Seton Lynnwood,WA 98036 WL W T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, I 1 LOG OF TEST PIT NO. TP-6 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS C9 p c 0. c D a DESCRIPTION F 0 > ce w zLL v) °n ul O zz w OOW Q. 0z )- (3 0 S Z F u)m - O a DO) FOREST DUFF,TOPSOIL, dark brown, 0.7 ,very loose, moist — SILTY SAND, ,with gravel, roots,tan — brown,loose to medium dense,moist 2 SILTY SAND,with gravel,mottled brown-gray, medium dense to dense, moist (Weathered Glacial Till) — 3.8 SILTY SAND,with gravel,gray,dense to — very dense,moist(Glacial Till) 5 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. 0 0 0 aU U3 Pt. cci The stratification lines represent the approximate boundary lines w between soil and rock types: In-situ,the transition may be gradual. w WATER LEVEL OBSERVATIONS,ftA �e����®n TEST PIT STARTED 4-22-08 m WL Q ZZA TEST PIT COMPLETED 4-22-08 1-7 WL 3L 18905 33rd Ave W##117 RIG Excavator CO. Seton Lynnwood,WA 98036 WL j / T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010• , 3,9 (1s- , F LOG OF TEST PIT NO. TP-7 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS o DESCRIPTION m w= r (O w > co cc Z z o . (f) m ww o z wI- Ow O II 7 Z F- CC om SOU O a jCO FOREST DUFF,TOPSOIL,dark brown, 0.8 very loose,moist — SILTY SAND. ,with gravel,roots,tan — brown, loose to medium dense, moist 2 SILTY SAND,with gravel,mottled brown-gray, medium dense to dense,moist to wet(Weathered Glacial Till) _ 1 GR 4 SILTY SAND,with gravel,gray, dense to very dense,moist(Glacial Till) — 5 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Substantial roots to 2',scattered to 3'. 0 0 0 QU K a of The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual, WATER LEVEL OBSERVATIONS,ftTEST PIT STARTED 4-22-08 WL S? t '�a ZZA1ferracon TEST PIT COMPLETED 4-22-08 WL Y 18905 33rd Ave W#117 RIG Excavator CO. Seton WL Lynnwood,WA 98036 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B10850100 c0 33yc • , , LOG OF TEST PIT NO. TP-8 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS DESCRIPTION m >:2 _ 0 re W Z Z f I- 0 LU w0 Z� UJcy F Ouj Lal] o) 2 a} 0 d0 Q0 a ti z- 0 c S Z F a rnm `0 a s DU) FOREST DUFF,TOPSOIL,dark brown, 0.8 very loose, moist — SILTY SAND, ,with gravel,roots,tan — brown, loose to medium dense, moist 1.8 SILTY SAND,with gravel, mottled — brown-gray, medium dense to dense, moist (Weathered Glacial Till) 4 SILTY SAND ,with gravel,gray,dense to very dense, moist(Glacial Till) — 5 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. O Z O QO LL7 a a m The stratification lines represent the approximate boundary lines between soil and rock types: In-situ,the transition may be gradual. La WATER LEVEL OBSERVATIONS,ft E « ����rL'C��C®� TEST PIT STARTED 4-22-08 WL 1 TEST PIT COMPLETED 4-22-08 WL 18965 33rd Ave W#117 RIG Excavator CO. Seton W L Lynnwood,WA 98036 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB## B1085010� II 4 3c( ( 5— LOG OF TEST PIT NO. TP-9 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS DESCRIPTION m } z= ry I— (0 m w 0 ZuW_tZ Ow 0 } Q S Z F- 0: �m -g8 n. D 0.5 FOREST DUFF,TOPSOIL,dark brown, 1 GR . very loose, moist — 1 SILTY SAND, ,with gravel, roots,tan — 2 GR brown, loose to medium dense,moist II 2 SILTY SAND,with gravel, mottled 3 GR brown-gray, medium dense to dense, moist (Weathered Glacial Till) — SILTY SAND,with gravel,gray,dense to very dense,moist(Glacial Till) 4 GR 5— 85 5 GR BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Substantial roots to 1',scattered to 3'. 0 0 rr ur r- a' of The stratification fines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. c> WATER LEVEL OBSERVATIONS,fta TEST PIT STARTED 4-23-08 ca ®SZ ZZAlierracon TEST PIT COMPLETED 4-23-08 18905 33rd Ave W#117 RIG Excavator CO. Seton RI WL Lynnwood,WA 98036 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010' • • LOG OF TEST PIT NO. TP-10 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS 0 0 E o ❑ a- r DESCRIPTION m U y' Z z 0 _ _ W > Cl) a:w z o 1- co 2 aa.. 00 F0 H >- OL D Oct al❑ D Z a0 a zH CC cn m 0 ❑ n ❑to 0.5 FOREST DUFF,TOPSOIL,dark brown, every loose, moist � — FILL,SILTY SAND, ,with gravel, — organics,brown-gray, loose,moist 1 GR 2.5 as RELICT TOPSOIL SILTY SAND,with gravel, mottled —" brown-gray, medium dense,moist — 4 SILTY SAND ,with gravel, brown-gray to gray,dense to very dense, moist(Glacial — Till) 5 2 GR 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 2',scattered to 3.5'. 0 Z 0 0Q ' KK a_ 0 C7 ft The stratifioation lines represent the approximate boundary lines w between soil and rock types: in-situ,the transition may be gradual. J _ $ WATER LEVEL OBSERVATIONS,ft fr`vc ZZ�11TEST PIT STARTED 4-23-08 Lis WL 1 erracon TEST PIT COMPLETED 4-23-08 6 WL 18905 33rd Ave W#117 RIG Excavator CO. Seton `WL uLynnwood,WA 98036 T:425.771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010 5 c ' w LOG OF TEST PIT NO, TP-11 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS DESCRIPTION UZ N 0 _ co W > Cl) CCLZU Z ZZ } QZ >- Ui F- m }� O wI ow C0 O Cl) Z h K aim 8 on Do)) FOREST DUFF,TOPSOIL,dark brown, 0.6 \very loose, moist / SILTY SAND ,with gravel,roots,tan — brown, loose to medium dense,moist 2.1 — SILTY GRAVELLY SAND,brown-gray, medium dense to dense,moist(Weathered Glacial Till) 1 GR 4.5 SILTY GRAVELLY SAND,gray, dense to very dense, moist(Sandy Glacial Till) 5- 2 GR 10 10— BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1.5',scattered to 3'. 0 z 0 QU d C? ai - The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. 2 WATER LEVEL OBSERVATIONS,ft TEST PIT STARTED 4-23-08 m Wt.. 'MU TEST PIT COMPLETED 4-23-08 WL Y Y 18905 33rd Ave W#117 RIG Excavator CO. Seton W L Lynnwood,WA 98036 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, 3 7 A • � 1 LOG OF TEST PIT NO. TP-12 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS U' c o DESCRIPTION o z= cc U >- K CLl Z u- C9 Z D Z CC 7 ? 0 0 12.O <Q IIs. 71 FOREST DUFF,TOPSOIL,dark brown, 0.6 \very loose,moist SILTY SAND, ,with gravel, roots,tan 1 GR brown, loose to medium dense, moist 2 SILTY SAND,with gravel, mottled brown-gray,medium dense to dense, moist (Weathered Glacial Till) — 2 GR 3.8 SILTY SAND,with gravel,gray, dense to — very dense, moist(Glacial Till) 5 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1.5',scattered to 3'. 0 a n 0 2 0 aU w w H 0 oi m F The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. 2 WATER LEVEL OBSERVATIONS,ftr-f' P TEST PIT STARTED 4-23-08 WL Q ZZA1 rerracon TEST PIT COMPLETED 4-23-08 WL 18905 33rd Ave W#117 RIG Excavator CO. Seton WL Lynnwood,WA 98036 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, � • 1 I 1 LOG OF TEST PIT NO. TP-13 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tata Point Development SAMPLES TESTS - DESCRIPTION m r w= tL _ m > zo Www 0 Zw D z 2 for oo Q o. DV) 0.5 FOREST DUFF,TOPSOIL,dark brown, \very loose, moist /SILTY SAND. ,with gravel,roots,tan — 1.5 brown, loose to medium dense, moist SILTY GRAVELLY SAND,mottled brown-gray, medium dense to dense, moist (Weathered Glacial Till) 3.5 SILTY SAND,with gravel,gray,dense to very dense, moist(Glacial Till) — 5- 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. 0 0 0 z 0 aU W The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. $ WATER LEVEL OBSERVATIONS,ft -: :_ TEST PIT STARTED 4-23-08 ZZA.lrerracon WL i TEST PIT COMPLETED 4-23-08 WL 18905 33rd Ave W#117 RIG Excavator CO. Seton W L f ! Lynnwood,WA 98038 T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010� �' ((s M • LOG OF TEST PIT NO, TP-14 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA _ Tala Point Development SAMPLES TESTS C? Q pa o DESCRIPTION 2 U d = tn m > Z� wtw- D Ow i Z )- O c9 w : }Z F IY room 00 0a zco 0.5 FOREST DUFF,TOPSOIL,dark brown, \very loose, moist — SILTY SAND. ,with gravel, roots,tan — brown,loose, moist 1 GR 1.8 SILTY SAND,with gravel, mottled — brown-gray, medium dense,moist (Weathered Sandy Glacial Till) 2 GR 4 SILTY SAND,with gravel,brown-gray, dense to very dense,moist(Sandy Glacia[ — Till) 5— Grades to gray — 3 GR 9 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1.5',scattered to 3'. 0 Z 0 w F a m • The stratification lines represent the approximate boundary lines w ▪ between soil and rock types: in-situ,the transition may be gradual. $ WATER LEVEL OBSERVATIONS,ft TEST PIT STARTED 4-23-08 m WL Q sZZAlierracon TEST PIT COMPLETED 4-23-08 o WL 71 18905 33rd Ave W#117 RIG Excavator CO. Seton Lynnwood,WA 98036 WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010• , I (fro (-(S 4 " L 1 LOG OF TEST PIT NO. TP-15 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS DESCRIPTION FLi z i- ) m Q w > Z� wI D OW Z LA s Z can-65, OU o a D t~n 0.5 FOREST DUFF,TOPSOIL,dark brown, \very loose,moist / — SILTY SAND. ,with gravel, roots,tan — brown, loose to medium dense, moist 1.8 SILTY SAND,with gravel, mottled — brown-gray,medium dense to dense,moist (Weathered Glacial Till) 1 GR 3.8 SILTY SAND,with gravel,gray,dense to — very dense,moist(Glacial Till) 5- 8 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. 0 q Z 0 a0 tll U The stratification lines represent the approximate boundary lines • between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL.OBSERVATIONS,fts "is TEST PIT STARTED 4-23-08 WL �ZZAlrerracon TEST PIT COMPLETED 4-23-08 WL 18905 33rd Ave W#117 RIG Excavator CO. Seton Lynnwood,WA 98036 WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B10850100 l �� { s„ 1 LOG OF TEST PIT NO. TP-16 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS J DESCRIPTION m z U 0: w z ? z z �z 0 a 0 0 �O <p a o Z( 0.5 FOREST DUFF,TOPSOIL,dark brown, very loose,moist / — SILTY SAND. ,with gravel,roots,tan — brown, loose to medium dense, moist 1.7 SILTY SAND,with gravel,mottled — brown-gray, medium dense to dense, moist (Weathered Glacial Till) 3.8 SILTY SAND,with gravel,gray,dense to — very dense, moist(Glacial Till) 5 1 OR 8.5 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. O O Z 0 tl F- H a 0 0 a The stratification fines represent the approximate boundary lines ~ between soil and rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS,ft k a zy p �'" TEST PIT STARTED 4-23-08 WL lz i Z�A1fL�'r�C®� TEST PIT COMPLETED 4-23-08 ;' WL 7 18905 33rd Ave W#117 RIG Excavator CO. Seton W L Lynnwood,WA 98036 1` r T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# 61085010, tS • N nj { 1 I , LOG OF TEST PIT NO, TP-17 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tale Point Development SAMPLES TESTS J Q UDESCRIPTION >- O w —- zz LL 0 m }} z� wUJ Z ow 0 o Cl) Z f-- LCL' o m �oo o n �co U . 0.5 FOREST DUFF,TOPSOIL,dark brown, - \very loose,moist / SILTY SAND, ,with gravel, roots,tan - ,1.5 brown,loose, moist SILTY SAND ,with gravel and sandy silt interbeds,mottled brown-gray, medium - dense to dense,moist to wet(Weathered Glacial Till) 4 SILTY SAND,with gravel and sandy silt interbeds,brown-gray, dense to very - dense,moist(Glacial Till) 5— Grades to gray 1 GR 8.5 BOTTOM OF TEST PIT Slow groundwater seepage observed at 2 feet. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. 0 0 z U a The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. WWATER LEVEL OBSERVATIONS,ft TEST PIT STARTED 4-23-08 o WL 1r ZZAlrerrac®n TEST PIT COMPLETED 4-23-08 WL SL 18905 33rd Ave W#117 RIG Excavator CO. Seton Lynnwood,WA 98036 `WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, rt3 ys 41 II • • LOG OF TEST PIT NO. TP-I 8 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS J C o DESCRIPTION ce > w 2 = co m w 0 Z >Y w O w K fZ ) Ory O 0 S Z F- (0m �C O a ar~n FOREST DUFF,TOPSOIL,dark brown, 0.6 \very loose,moist , SILTY SAND, ,trace gravel,roots,tan — 1 GR brown,loose to medium dense,moist 1.8 SILTY SAND,with gravel, mottled brown-gray,medium dense to dense,moist _ (Weathered Sandy Glacial Till) 4 SAND,with silt,trace gravel,gray,dense to very dense,moist(Sandy Glacial Till) 5 2 GR 9 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. 8 z 0 C) ai The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,the transition may be gradual. Lu WATER LEVEL OBSERVATIONS,ft 1,s ':x p r TEST PIT STARTED 4-23-08 WL S? 1 ZZA-erracon TEST PIT COMPLETED 4-23-08 F WL Y 18905 33rd Ave W#117 RIG Excavator CO. Seton Lynnwood,WA 98036 WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, ICS qt( c(5 4*R. e LOG OF TEST PIT NO. TP-19 Page 1 of 1 CLIENT Olympic Property Group SITE PROJECT Jefferson County,WA Tala Point Development SAMPLES TESTS 0 DESCRIPTION a z= a r (I) m wo z�uJ p- o w z .- 2 FOREST DUFF,TOPSOIL,dark brown, 0.6 \ very loose, moist � SILTY SAND, ,with gravel,roots,tan brown, loose to medium dense,moist _ 1.8 SILTY SAND,with gravel,mottled brown-gray, medium dense to dense, moist (Weathered Sandy Glacial Till) 1 GR 4 SAND,with silt, trace gravel,gray,dense to very dense,moist(Sandy Glacial Till) — 5 2 GR 9 BOTTOM OF TEST PIT No groundwater observed at time of excavation. No caving observed at time of excavation. Moderate roots to 1',scattered to 3'. 8 0 UQ 0 The stratification lines represent the approximate boundary tines Ui between soil end rock types: in-situ,the transition may be gradual. WATER LEVEL OBSERVATIONS,ft �Z�lrerr,�c®tl TEST PIT STARTED 4-23-08 WL Q s TEST PIT COMPLETED 4-23-08 WL 18905 33rd Ave W#117 RIG Excavator CO. Seton Lynnwood,WA 98036 WL T:425-771-3304 F:425-771-3549 LOGGED CRT JOB# B1085010, s q