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HomeMy WebLinkAboutGEO2012-00016 BLD2012-00157 - BLD Engineering / Geo-tech Reports - 6/22/2011 .� Mason County Review Checklist For a Geotechnical Report _ Instructions: This checklist is intended to assist Staff in the review of a Geotechnical Report. The Geotechnical Report is reviewed for completeness with respect to the Resource Ordinance. If an item is found to be not applicable, the Report should explain the basis for the conclusion. The Report is also reviewed for clarity and consistency. If the drawings, discussion, or recommendations are not understandable, they should be clarified. If they do not appear internally consistent or consistent with the application or observations on site, this needs to be corrected or explained. If resolution is not achieved with the author, staff should refer the case to the Planning Manager or Director. Applicant's Name: 0Wjo,--VVLS7 ZL06 Sc� d(e'Z3 Permit# Parcel# Date(s) of the ocum ntt(s)reviewed: f`��� (1) (a)A discyssion of general geologic conditions in the vicinity of the proposed development, OK?___�_Comment: (b) A di cVussion of specific soil types OK? Comment: _. (c) A dis ussion of ground.water conditions_ OK? Comment: - (d) A dj'scussion of the upslope geomorphology OK? Comment: (e) A di'; ussion of the location of upland waterbodies and wetlands OK? Comment: (f) A discussion of history of landslide activity in the activity in the.vicinity, as available in the referenced maps and records OK? f_ omment: (2) A site plan hich identifies the important development and geologic features. OK? Comment: (3) Locations nd logs of exploratory holes or probes. OK?Y Comment: (4) The area of the proposed development,the boundaries of the hazard, and associated buffers and setbackihall be delineated(top,both sides, and toe)on a geologic map of the site. OK?�_Comment: (5) A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which iororporates the details ofjyoposed gradp..chan es. OK? Y Comment: 171- 4 1.--16 cr (6) A descnptlon and results of slop&stability analyses l5erformed for both static and seismic loading conditions.Analysis should examine worst case failures. The analysis should include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum seismic suety factor is 1.1. and the quasi-static analysis coeffients should be a value of 0.15. OK? Comment: 'u-W-t )c (7) (a)Approppate restrictions on pla a ent of drainage features OK? o/ Comment: (b) Appr�p ate restrictions on placement of septic drain fields OK? Comment: (c) Appropriate restrictions on placement of compacted fills and footings OK? �-­6Comment: (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. Page 1 of 2 Form Effective June 2008 OK? Comment: (e) Recommended setbacks from the I ndslide hazard areas shoreline bluffs and the tops of ' othe_r,slopes on the property. OK? f/ Comment: (8) Recomm ndations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of egetation removal. OK? Comment: (9) Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope frory(erosion, landslides and harmful construction methods. OK? � Comment: (10) An analysis of both on-site and off-site impacts of the proposed development. OK? �/ Comment: (11) Specifications of final development conditions such as, vegetative management, drainage, erosion cgrStrol, and buffer widths. OK? t Comment: (12) Recommendations for the preparation of structural mitigation or details of other proposed mitigati9/_ UVW C'n'G4 OK? VV Comment: (13) A site map d wn to scale showing the property boundaries, scale, north arrow, and the location and nature f existing and proposed development on the site. OK? Comment: FZ4 y Are the Documents signed and stamped? V G/ ( X Type-and#of License: J16 1 If not approved, what is the next action/recommendation for further action? Reviewed by , on Time spent in review: SECOND REVIEW/UPDATE: Reviewed by , on Time spent in second review: THIRD REVIEW/UPDATE: Reviewed by , on Time spent in third review: Disclaimer: Mason County does not certify the quality of the work done in this Geological Assessment Page 2 of 2 Form Effective June 2008 ' ALL AMERICAN GEOTECHNICAL GEORGE W.ANDREWS P.O.Box 357 CENTRALIA,WA 98531 RE: ADDENDUM FOR MARCELL PROPERTY GRAPEVIEW,WA 98546 PARCEL 12108-50-01023 NOVEMBER 22,2011 Dear Mr. Andrews: As per your request, I have reviewed the geotechnical report for the above-named property dated February 4, 2008. The original report along with this addendum is expected to satisfy the requirements set forth by Mason County. We have provided three copies along with the updated site plans for your review and distribution. BACKGROUND A geotechnical report was prepared on February 4, 2008 for the above-mentioned parcel. The report indicated that the site is suitable for construction provided that all the recommendations are met. The client wishes to expand the drainfields to two at 22'X 38' each, located near the property entrance and above the proposed residence. SITE INVESTIGATION No additional site investigation was needed. SITE GEOLOGY See original report. The ridge at the entrance will not endanger the drainfields. SLOPE STABILITY ANALYSIS No alteration of these analyses is expected. IMPACTS No on or off-site impacts are expected pursuant to recommendations in the report, this addendum and the rules and requirements for Mason County. No site mitigation is required. AAGT11-021 8947 Buttonwood Lane NE,Olympia, WA 98516 1 Phone#: (360)491-5155 ALL AMEWAN GEOTECHNICAL CONCLUSIONS The proposed drainfields are in accordance with the results of the initial report. It is concluded that this expansion is acceptable. Respectfully submitted, ALL AMERICAN GEOTECHNICAL of Wash' r0 2 243 t o�oA\ Curtis D Cushman, L.G.,L.E.G. Sed Ge Curtis D Senior Engineering Geologist Dean Cushman AAGT11-021 8947 Buttonwood Lane NE,Olympia,WA 98516 2 Phone#: (360)491-5155 av 110 11 �01:28p p.8 Name Pacifico & EMth ntmnelo Date 10-12-2011 Tax # 12103-50-01023 DIMENSIONS ARE CRITICAL. DO NOT DEVIATE FROM DESIGN. <` USE EXTREME CARE IN SITE PREP. ej- 0 3: •;!D� 51 flr'a; �L7GENSEO ESIGN R EXPIRES SEA ALL ATTACHED CONSTRUCTION NO 5. 31ur,--r tine stall and pmp cn y- i4om-.e BD bcp acd I - r.15t-a t l tie taj,--. pn to hare being built. See the attach rrtes arra fctiic w tc> the lett ev. sEP�nc SYSTEM DESlar�or}urt KE� t]-re rtoaA---s aff the sb�ep pest THIS B.S.A.SUEUECT-TO orrHER cEf the slope- ACaBt�fCY'S APPFUDVAU lib [�LtC!]l3r tn'a- fir^ of arty ia.rrl .T1ItS IS MOT^$vr��i i is al ir:ad cn the drain f3pl.a ansa. `ID ]uni x- Cal the lain p png� 1rrarirn a tstic fielr3 area_ It:pe o£E drain field area, Fncv to s 2 o the Gao xetu- says stay back 35 arr3 dsung -Cn cif 1 r312_ I,7o cuts allewaJ belrw the drain _ fiPlri area. operaticra ai-d MaUl3e a is requLrec A visual and arifhlA alarm systr=n is - r-4ri-ed- D y rcr_'m rE d fzc peep curb installaticn ccf the rroai.ars_ This septic system Is n�fgnr must ba rck;f;ar3 Gt7ET1 + �i11 '�, designed for a peals is to be ire;led. N+ `� N flaw of 24o gals. per day. 'V Ito 5. Pxnpcsed 2 brx3- I I OX gal lei pmp tank r re Ffn2 t rid1 be built rn F�ilirr�- No fccting 1200 gallon Wit;c tank dra � ed. PLJTP line 0 0 _ o This slr pe stall not beo<tr� ` I It is to xtm3in in its nab=:al REMOVE NO TO.PS01i DURING SITE PRIER, 22' ZZ, I an'rh-ticn and sheipe- No cms OWNER TO PLANT GRASS OVER SYSTE �� I in the slop- are pa mittsd- AND MAINTAIN GROWTH. 'S z 1 0 ct-i rrr maple sb np.tx>loe s v o S I cg� dDL l to tare 9u0L i and •h tin root systars are to zsrain_ - { y I 'Ibe of a Iznjar Sl�Z / p ti9trt line is to be 1PYvpD9ed nrz to the ffit p<cp2rty 1-in dr-i� Gay F1 73t z"+ el 70± r _ G EOTECHNICAL REPORT 90 EAST BAHAMA DRIVE GRAPEVIEW, WASHINGTON PREPARED FOR CARTHUM & LIEDTKE, LLC BY GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON FEBRUARY 4, 2008 b� S GCOTECHNCCAE TESTING UBORATORY CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: 07-0644 CONTACT: CURTIS D.CUSHMAN ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 TELEPHONE: (360)754-4612 FACSIMILE: (360)754-4848 EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET CLIENT INFORMATION CLIENT: CARTHUM& LIEDTKE TELEPHONE: (360)280-3384 CELLULAR: (360)580-8360 BILLING ADDRESS: 728 PURKEY AVENUE ABERDEEN,WASHINGTON 98520 SITE ADDRESS: 90 EAST BAHAMA DRIVE GRAPEVIEW,WASHINGTON 98546 PARCEL: GPS LOCATION: N470 19.118'W1220 50.559' i #07-0613 10011 Blomberg Street SW,Olympia,WA 98512 2 Phone#:(360)754-4612 Fax#: (360)7544848 GE,OTECRNICAL TESTING LABORATORY SCOPE OF UNDERSTANDING ED LIEDTKE 728 PURKEY AVENUE ABERDEEN,WASHINGTON 98520 RE: GEOTECHNICAL REPORT LOT 23 BAHAMA DRIVE GRAPEVIEw,WASHINGTON 98546 PARCEL# 121085001023 N47° 19.118' W 122°50.559' Mr. Liedtke: As per your request,we have conducted a soils exploration, foundation evaluation, and slope stability analysis for the above-mentioned parcel. The results of this investigation,together with our recommendations, are to be found in the following report. We have provided three copies for your review and distribution. A representative soil sample was submitted for laboratory testing from the project site (SL-1). The data has been carefully analyzed to determine soils bearing capacities and footing embedment depths. The results of the exploration and analysis indicate that conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. Some variability was encountered in comparing the soil profiles of the site. Net allowable soil pressures, embedment depth, and total expected settlements have been presented for the site later in the report. We are also a full service laboratory that can meet all your building, testing(compaction, asphalt, concrete), and inspection needs. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at the phone number listed below. `e o�Was Respectfully Submitted, yt0 r EOTECHNICAL TESTING LABORATORY ng 2439 \� ed Gs° Curtis D.Cushman,L.G.,L.E.G. Senior Engineering Geologist URTIS DEAN CUSHMA EXPIRES SIGNED Z 2_1 *4 Y' #07-0613 10011 Blomberg Street SW,Olympia,WA 98512 3 Phone#:(360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY TABLE OF CONTENTS CONTACTINFORMATION..................................................................................................................2 SCOPEOF UNDERSTANDING............................................................................................................3 INTRODUCTION.....................................................................................................................................6 SITECONDITIONS.................................................................................................................................7 SURFACECONDITIONS...........................................................................................................................................7 GEOLOGICALLYHAZARDOUS AREAS..........................................................................................9 LANDSLIDEHAZARD CLASSIFICATION..................................................................................................................9 SEISMICHAZARD CLASSIFICATION................................................................................................................I.......9 EROSIONHAZARD CLASSIFICATION....................................................................................................................10 SITESOILS............................................................................................................................................................12 SUBSURFACEEXPLORATIONS..............................................................................................................................12 SUBSURFACECONDITIONS...................................................................................................................................12 RECOMMENDATIONS FOR SUITABILITY OF ONSITE SOILS AS FILL......................................................................13 TERZAGMEQUATION...........................................................................................................................................13 SLOPESTABILITY AND ANALYSIS........................................................................................................................14 RECOMMENDATIONS FOR BUILDING SETBACK....................................................................................................17 LIQUEFACTIONHAZARD......................................................................................................................................17 SEISMICHAZARD.................................................................................................................................................18 RECOMMENDATIONSFOR EROSION CONTROL..................................................................................................... 18 EARTHWORK.......................................................................................................................................19 RECOMMENDATIONS FOR SITE PREPARATION.....................................................................................................19 RECOMMENDATIONS FOR STRUCTURAL FILL...................................................................................................... 19 RECOMMENDATIONS FOR CUT AND FILL SLOPES................................................................................................20 RECOMMENDATIONS FOR FOUNDATION SUPPORT..............................................................................................20 RECOMMENDATIONS FOR FLOOR SLAB SUPPORT................................................................................................20 RECOMMENDATIONS FOR RETAINING WALLS.....................................................................................................21 MASONCOUNTY PRESCRIBED WALL DESIGN.....................................................................................................22 RECOMMENDATIONS FOR RETAINING WALL ALTERNATIVES.............................................................................24 RECOMMENDATIONS FOR SITE DRAINAGE..........................................................................................................24 SEPTICIMPACT.....................................................................................................................................................24 CONCLUSIONS AND RECOMMENDATIONS................................................................................24 GENERAL..............................................................................................................................................................24 REPORT LIMITATIONS AND GUIDELINES FOR USE...............................................................25 REFERENCES........................................................................................................................................................26 APPENDIX..............................................................................................................................................28 LABORATORYRESULTS...................................................................................................................29 #07-0613 10011 Blomberg Street SW,Olympia,WA 98512 4 Phone#:(360)754-4612 Fax#: (360)754-4848 GE,OTECHNICAL TESTING LABORATORY BORINGLOG B-1.................................................................................................................................................29 SieveAnalysis—B-1, 5-Feet............................................................................................................................30 SieveAnalysis—B-1, 10-Feet..........................................................................................................................31 SieveAnalysis—B-1, 15-Feet..........................................................................................................................32 Atterberg Limits and Plasticity, B-1, 20 Feet..................................................................................................33 SieveAnalysis—B-1, 25-Feet..........................................................................................................................34 SieveAnalysis—B-1, 30-Feet..........................................................................................................................35 ShearResults...................................................................................................................................................36 NEIGHBORINGWELL LOGS..................................................................................................................................37 FIGURE1 VICINITY MAP......................................................................................................................................47 FIGURE2 SITE PLAN................................................................................................ATTACHED FIGURE 3 EROSION CONTROL NOTES .............................................................................ATTACHED FIGURE 4 CROSS-SECTION..........................................................................................ATTACHED #07-0613 10011 Blomberg Street SW, Olympia,WA 98512 5 Phone#:(360)754-4612 Fax#: (360) 754-4848 - +GEOTECHNI+CAL TESTING LABORATORY INTRODUCTION This report summarizes the results of our geotechnical consulting services for the proposed single-family residence. The single-family residence will be constructed on a partially cleared and undeveloped site. The report has been commissioned by Ed Liedtke. The site (0.31 acres) is located along the east-facing hillside overlooking Pirates Cove in Case Inlet. The site is approximately 1.3 miles south of Grapeview, Washington. The site will be accessed by the proposed driveway off Bahama Drive from East Treasure Lane. The GPS location of the site is shown relative to the surrounding area on the Vicinity Map, Figure 1 (at the end of this report). s5 -69 Our understanding of the project is based on our discussions with the client. We understand that the parcel is to be developed with a single-family residence. In general, grading will consist of the excavation of the foundation, footings,and septic drainfield. The approximate layout of the site is shown on the Site Plan. Figure 2. The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and hydrogeologic services for the project. Specifically,our scope of services for this project includes the following: l. A review of the available geologic, hydrogeological,and geotechnical data for the site area. 2. A geologic reconnaissance of the site area and surrounding vicinity. 3. Investigation and identification of shallow subsurface conditions at the site by characterizing the exposed soil and by reviewing published well logs. 4. Comparison of site to published geologic maps, previous field investigations, and open file reports. Inspection of aerial photographs to determine the geomorphology of the site. 5. Laboratory grain size and shear angle analysis for the soil samples collected from the site. 6. Evaluation of the landslide, erosion, and seismic hazards at the site per the Mason County Critical Areas Ordinance regulations(December 27, 2006). 7. Building setbacks determined from dynamic slope stability modeling. 8. Geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria (including hillside grading), temporary and permanent cut and fill slopes, drainage and typical erosion control measures(Figure 3). The steepest slope measured onsite was approximately 55 percent along the coastal bluff. Tliis slope will be located approximately 45 feet from the proposed building location. Therefore, Mason County requires that a geotechnical report be prepared in accordance with the Critical Areas Ordinance. #07-0613 10011 Blomberg Street SW,Olympia. WA 98512 6 Phone#:(360)754-4612 Fax 4: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY 17.01.100E5(1) -- A discussion of general geologic conditions, specific soil types, ground water conditions, the upslope geomorphology and location of upland waterbodies and wetlands, and history of landslide activity in the vicinity. SITE CONDITIONS SURFACE CONDITIONS The proposed building site is located in an area of moderate residential development along the inland (upland) ridgeline overlooking Pirates Cove of Case Inlet(see aerial photo below). AIR- site as kvtr USA Aerial Trri The site was inspected on January 31, 2008 by Blaise Jelinek under the direction of Curtis D. Cushman. An earlier site visit had been done in 2007 by the late Hal Parks. There was a final visit by C. Cushman and V.Chaudhary on January 5, 2008. The purpose of a site reconnaissance is to physically observe the property and adjacent properties to identify any recognized geologic conditions. Photographs and visual observations were At. documented. Site-specific features were mapped-, soil logs were recorded. By appearance, previous grading has occurred years ago before the current owner purchased the property. Grading has not occurred recently. A small amount of fill material was observed along Bahama Drive associated with the road construction. A drain line was observed along the southern property line. The top of the drain line is exposed in several locations. The drain line transfers storm water runoff The central portion of the site will be developed with the single-family o'le-family residence. The approved septic system has been designed in the northwestern portion of the site. The eastern sloping portion of the site is well vegetated. The site has a predominant eastern exposure. Site elevations range from approximately 0 to 80 feet. The general topography of the site area indicates that drainage flows toward the eastern slope from the proposed building location. The site plan is included as Figure 2. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 7 Phone#: (360) 754-4612 Fax#: (360)754-4848 G EOTECHNICAL TESTING LABORATORY No evidence of active surface erosion was observed. No surface water flow was observed onsite. No ponding of water was observed throughout the site. Slumping and sloughing was not observed throughout the site. No evidence of deep-seated slope instability was observed onsite. No seeps or springs were observed onsite. Onsite r trees were observed to be straight and vertical. To the west of the site, a ridge top is approximately 300 feet from the site. No upland water bodies or wetland features were observed during the site reconnaissance or through the inspection of aerial photographs. The maximum slope is approximately 55 percent along the eastern slope: the northern portion of the site ranges from approximately 5 to 20 percent. The selected building location has a slope of approximately 20 to 25 percent. The proposed septic drainfield has a slope of approximately 5 percent. All slope angles were measured using a Brunton inclinometer. The sloped portion of the site is protected with vegetation common to the Northwest, see photo below. The vegetation includes fir and cedar trees as well as Scot's broom, bracken fern,blackberry,and grasses. ^:5�1 ;p Vegetated 17.01.100E5(2) -- A site plan which identifieWte important development and geologic features. A site plan is attached as Figure 2 Site Plan at the end of this report. 17.01.100E5(13) A site map drawn to scale showing the property boundaries, scale, north arrow, and the location and nature of existing and proposed development on the site. A site plan is attached as Figure 2 Site Plan at the end of this report. 17.01.100E5(3) -- Locations and logs of exploratory holes or probes. Locations of the exploratory holes or probes are labeled on Figure 2 Site Plan at the end of this report. S'S #07-0613 10011 Blomberg Street SW.Olympia, WA 98512 8 Phone#:(360) 754-4612 Fax#: (360) 754-4848 GROTLCHNICAL TESTING LABORATORY 17.01.100ES(4) -- The area of the proposed development, the boundaries of the hazard, and associated buffers and setbacks shall be delineated (top, both sides, and toe) on a geologic map of the site. The area of the proposed development, boundaries of the landslide hazard area, and associated buffers and setbacks are demarcated on Figure 2 Site Plan at the end of this report. Appropriate geology is labeled on Figure 2 Site Plan. 17.01.100ES(S) -- A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed grade changes. A cross-section is attached to this report as Figure 4 Cross-section. Minor grading may occur after the publication of this report,is therefore not known at this time,and thus cannot be detailed on the cross-section. GEOLOGICALLY HAZARDOUS AREAS LANDSLIDE HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.100A1)defines a landslide hazard area as: The following shall be classified as Landslide Hazard Areas: a. Areas with any indications of earth movement such as debris slides, earthflows, slumps and rockfalls (see figure F.100). b.Areas with artificial oversteepened or unengineered slopes, i.e. cuts or fills. c.Areas with slopes containing soft or potentially liquefiable soils. d. Areas oversteepened or otherwise unstable as a result of stream incision, stream bank erosion, and undercutting by wave action. e. Slopes greater than 1 S% (8.5 degrees)and having the following: i. Hillsides intersecting geologic contacts with a relatively permeable sediment overlying a relatively impermeable sediment or bedrock(e.g. sand overlying clay);and ii. Springs or groundwater seepage. f. Any area with a slope of forty percent or steeper and with a vertical relief of ten or more feet except areas composed of consolidated rock. A slope is delineated by establishing its toe and top and measured by averaging the inclination over at least ten feet of vertical relief. The subject site meets the qualification of a landslide hazard area due to the adjacent slopes(northeastern)that are greater than 40 percent and more than 10 feet in vertical height (17.01.100A1f). This slope will be over 45 feet from the proposed building location. SEISMIC HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.102A)defines a seismic hazard area as: 1. Areas susceptible to ground failure including the following: i a. Areas with mapped geologic faults until proven inactive; b. Deep road fills and areas of poorly compacted art f cial fill; c.Areas with artificially steepened slopes (i.e. old gravel pits); d. Postglacial stream, lake or beach sediments; e. River deltas; #07-0613 10011 Blomberg Street SW,Olympia,WA 98512 9 Phone#:(360) 754-4612 Fax#: (360)754-4848 «VAMmi;i+0 GEOTECHNICAL TESTING LABORATORY .t . f. Areas designated as potential Landslide Hazard Areas; g. Bluff areas; and h. Areas underlain by potentially liquefiable soils 2. The following criteria may be used as a guide by the County to indicate areas that have a higher likelihood of meeting the classification criteria above: " a. Areas identified on the Coastal Zone Atlas of Washington, Volume 9, Mason County as AT Qal, Qa2, Qvc, y Qls, Qos and Qp. b.Areas identified on the Mason County Soil Survey Map as having slopes greater than I5 percent. c. Faults identified on "Map Showing Known or Suspected Faults With Quaternary Displacement in the Pacific Northwest", A.M. Rogers, T.J, Walsh, W.J. Kockelmon and G.K Priest, US Geologic Survey, 1996; or described in "Active Faulting Investigations an the Canyon River Fault, Southern Olvmpic Range. r: Washington", T.J. Walsh and KG. Neal, US. Geologic Survey, 1997. d. Areas underlain by potentially liquefiable soils as shown "Liquefaction Susceptibility Map of Mason County, Washington" by Stephen P.Palmer, Sammantha L. Magsino,James L. Poelstra, Eric L, Bilderback, Derek S. Folger, and Rebecca A. Niggemann, September 2004 This site does qualify as a seismic hazard area because the site is categorized as, "l.f. Areas designated as potential Landslide Hazard Areas." EROSION HAZARD CLASSIFICATION The purpose of the Erosion Hazard Section (I7.01.104A) is to identify areas that present potential dangers to public health and safety,to prevent the acceleration of natural geological hazards, and to neutralize the risk to the property owner from development activities. Areas in Mason County underlain by soil which are subject to severe erosion when - disturbed. Such soils include, but are not limited to, those for which potential for erosion is identified in the Soil Survey of Mason County, USDA Soil Conservation Service, 1960, or any subsequent revisions or additions to this source. These soils include, but are not limited to, any occurrence of River Wash ("Ra") or Coastal Beaches ("Cg") and the following when they occur on slopes 15%or steeper: a. Alderwood gravelly sandy loam ("Ac"and"Ad) b. Cloquallum silt loam("Cd') c. Harstine gravelly sandy loam("Hb') d. Kitsap silt loam ("Kc') The soils at the site are mapped as Rough Broken Land (Rb). This site does meet the technical criteria of an erasion hazard area. The following photo illustrates the proposed building and septic drainfield location. � r w #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 10 } Phone#:(360)754-4612 Fax#: (360)754-4848 GEOTECHNiCAL TESTING LABORATORY SITE GEOLOGY The site is generally situated within the Puget Sound glacial upland. Multiple glacial advances deposited the onsite material. The near surface material was deposited during the most recent Vashon stade(stage)of the Fraser glaciation that occurred between about 9,000 and 11,000 years ago. Weathering and erosion has occurred since. The figure (right) is a LiDAR image at a 6-feet resolution. In the local vicinity, erosion has i ,+ created a north to south ridgeline. The soils are composed of � , sandy gravel with silt underlain by well cemented - x; glacial till material _ (gravelly sand). A . s � . =, r description of the onsite � soils is included in the , i4 "Soil Logs" section of this E , report. This is derived from the Vashon Till(Qgt). The site as shown on the above LiDAR and as mapped on the Geological Map of the Vaughn 7.5 Minute Quadrangle (Logan and Walsh, September 2007) is part of a large landslide that extends somewhat to the south and well to the north This unit is mapped throughout the developed area nearest the water as Qls,Quaternary Landslide Deposits. This identification prompted our final site visit on January 5,2007. The landslide is seen to be a classic "step-down" structure, which detached from the west, and dropped down a series of sub-parallel scarps down to the east. These scarps are visible throughout as is the "hummocky terrain" characteristic of such a slide. The age of the slide is not known,but it appears to be inactive and very likely has been for a substantial amount of time. Although there has been no establishment of drainages into the slide area, there is such a large amount of development,that these may be obscured or channeled away. Trees throughout are straight,with abundant mature deciduous and evergreen trees. The scarp edges are soft and well vegetated. There is no evidence that there is activity on this landslide. It is our opinion it collapsed to completion and has been stable since. 407-0613 10011 Blomberg Street SW,Olympia,WA 98512 1 1 Phone#:(360) 754-4612 Fax#: (360) 754-4848 xn GEOTECHNICAL TESTING LABORATORY SITE SOILS The Soil Survey of Mason County, Washington, USDA Soil Conservation Service(1960)has mapped the site soils as Rough broken land(Rb). The rough broken land soils are described as, This land type consists of escarpments and steep slopes along entrenched stream channels, beach bluffs, and other steep, broken areas. The soil where it has been formed, is shallow, gravelly, and variable, but it has some characteristics of the dominant upland soil in the vicinity. The vegetation is variable, and its composition depends on aspect, seepage, and the depth of soil. This mapping unit has no agriculture value and should be left in its natural cover to prevent erosion. SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by observing and logging the exposed building site soil, probing, and reviewing available well logs. No seeps, seepage, or springs were observed along the eastern slope or throughout the site. Groundwater was not encountered at the proposed building location and is beyond the scope of this report(9 to 130 feet below ground surface). See the provided well logs in the Appendix. Drinking water will be provided by a community well located offsite. Therefore,no well exists onsite and no well is proposed. Soil logs were field logged (visually) using the Unified Soil Classification System (USCS). The soil logs were recorded by Blaise Jelinek on January 31, 2008. Soil colors were visually determined using the Munsell Soil Color Charts, revised 1992. Due to the onsite cohesionless soils, the Soil Penetrometer (H4200) by Humboldt Manufacturing Company and the E-285 Pocket Vane Shear Tester by Geotest Instrument Corporation were not employed. A grab sample was collected by means of shovel and pick from the exposed slope face. The samples were sealed in Ziploc bags, labeled,and transported to our soils laboratory. Soil gradations were determined by laboratory test method ASTM D-2487 that utilizes the Unified Soil Classification System. The soils laboratory has the following certifications,accreditations,or qualifications: AASHTO American Association of State highway and Transportation Officials AMRL AASHTO Materials Reference Laboratory CCRL Cement and Concrete Reference Laboratory A2LA American Association for Laboratory Accreditation ICC International Code Council Army Corp.of Engineers SUBSURFACE CONDITIONS In general, stiff to dense gravelly sandy loam (sandy silty gravel)was observed throughout the site. Vashon Stade glacial till material(sandy gravel with silt)was observed below the Rough Broken Ground material. Specific soils information is contained in the following "Soil Logs" section of the report. Depth to competent soil is approximately 4 to 16 inches throughout the proposed building location. Groundwater was not observed or encountered in test pits or along slope faces. Groundwater seepage or springs were not observed along site slopes. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 12 Phone#: (360)754-4612 Fax#: (360)7544848 I GEOTECHNICAE TESTING LABORATORY Soil Log 1 (SL-1)—Building Location 0"—6" Light brown, silty sandy gravel, dry, roots, well graded, firm to dense, massive, sub-round to rounded gravels up to 3/4 inches 6"— 16" Light brown, sandy gravel with minor silt, dry, roots, well graded, very dense, weakly cemented, massive,sub-round to rounded gravels up to 2 inches. 16"—30" Light brownish gray (2.5Y6/2), sandy gravel with minor silt, dry, minor roots, well graded, very dense, moderately cemented,massive, sub-round to rounded gravels up to 2 inches. RECOMMENDATIONS FOR SUITABILITY OF ONSITE SOILS AS FILL A collected grab sample was tested to determine gradation. Onsite soils may be considered for use as structural fill if industry standards are satisfied. Fill material requirements are found on page 9-31 of the WSDOT Standard Specifications 2006. In general,the native soils(sand, silt,and gravel)encountered on the site must have less than 10 percent fines (material passing the US No. 200 sieve) to be suitable for use as structural fill. Laboratory analysis of the onsite material indicates that the onsite material sampled may be used as structural fill (gravel base). See the laboratory results in the Appendix. TERZAGHI EQUATION Based on our laboratory testing conducted on the sample of material collected from subject site, we have calculated the theoretical ultimate bearing capacity. The following Terzaghi formula calculates the ultimate bearing capacity. Using the Figure 6.3, page 173 by Prakash,the bearing capacity factors are determined from the shear angle. Using a factor of safety of three (3), the theoretical maximum bearing capacity is equal to 5646 psf using a shear angle of 39-+. See the following spreadsheet calculation. The IBC (Table 1804.2) lists the allowable foundation pressure as 1500 psf for sandy silt(ML). Terzaghi Equation is given by the following formula: Qd=B (cNc+ yDfNq+ 1/z yBNy) c Nc Y Df Nq 0.5 Y B Ny 1 65 118 1 68 0.5 118 2 75 Ultimate Bearing Capacity is: 16939 Using a Factor of Safety of 3 55646 c=unit cohesion 1 Y= soil density 118 B=footng width 2 D(f)=depth of footing 1 N (c)=bearing capacity factor 65 N (q)= bearing capacity factor 68 N(Y)= bearing capacity factor 75 #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 13 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABoRAT®RY SLOPE STABILITY AND ANALYSIS In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand and gravel with minor silt. These soil materials are in a dense and cemented condition except where they have been disturbed by weathering activity. No evidence of significant erosion was observed onsite at the time of our investigation. Instability of this nature is typically confined to the upper weathered or disturbed zone, which has been disturbed and has a lower strength. Raveling and sloughing were not observed along the northeastern slope. As previously discussed, weathering, erosion, and the resultant surficial sloughing and landsliding are natural processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation,root penetration,wet/dry cycles and freeze/thaw cycles. Over excavation may be necessary to ensure the removal of deleterious material. These processes can be managed and the risk reduced through proper construction of the residence. Erosion control recommendations in the slope and buffer areas are provided in the "Building Setback"and"Erosion Control"sections of this report. Excavation and back filling will occur based on appropriate engineering and earthwork recommendations found in the following"Earthwork" section. Grading in the building portion of the site should be conducted in accordance with geotechnical recommendations provided herein. i Our findings were compared with the slope stability resources pertaining to the subject site. The Relative Slope j Stability of the Southern Hood Canal Area, by R.J. Carson (1977) classifies the proposed building site area as Class 2. Class 2 is described as, Areas believed to be stable under normal conditions, but may become unstable if disturbed by man's activities, if slope is oversteepened by erosion, or if subjected to strong seismic shaking. Slopes generally steeper than 15 percent, but may be less in some areas of weak geologic materials. Includes areas underlain by: well-drained sand and gravel, mostly on valley sides that lack known slope failures;glacial till with steep slopes; and bedrock. The Coastal Zone Atlas, Volume 9, Mason County (MA-13) maps the site as Vashon Advance Outwash (Qva). Although the nomenclature is not current,we feel that their foundation stability description as"excellent" is valid. Seismic stability is described as "good." The slope stability is described as "stable" at the proposed building location. Run off is described as "low." Infiltration is moderate on natural surfaces and high on newly cut surfaces. Resources by Rogers and Walsh detailing faults in the Puget Sound were reviewed. No known faults are mapped near the subject site. #07-0613 10011 Blomberg Street SW,Olympia,WA 98512 14 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECIINICAL TESTING LABORATORY 17.01.100E5(6) --A description and results of slope stability analyses performed for both static and seismic loading conditions. Analysis should examine worst-case failures. The analysis should include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum seismic safety factor is 1.1. and the quasi-static analysis coeffients should be a value of 0.15. Slope stability was modeled using the GeoStudio 2004 program (version 6.20) in both static and dynamic conditions (c,, = 0.15). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods. The site was modeled using layers of silty sand and sand with gravel (see Figure 4 Cross-section). Previously collected and tested material from the neighboring site was used to determine shear and cohesion values. The following values were utilized in the slope model: unit weight of 118 pcf, cohesion of 180 psf, and a shear angle ((-) of 39- for silty sand and unit weight of 127 pcf, cohesion of 200 psf, and a shear angle ((--) of 36-+ for sand with gravel (see Appendix for shear test results). Groundwater table has been used in the model based on the available well logs. The footings will be founded on undisturbed and unyielding native material; hence,the surficial material and existing fill material was not used in the slope model. Under static conditions,the slope remained stable to deep-seated and shallow failure. See Figure 4 for the cross- section. The static factor of safety is equal to 1.97 for section "A." Under dynamic loading, the 3328 computations demonstrated that the slope is not susceptible to surficial raveling or large deep-seated failure. The following figure illustrates the moment factor of safety for section "A"under the existing conditions. The critical slip surface factor of safety is equal to 1.45 for section "A." Mason County code requires a dynamic factor of safety to be at least 1.1 at the proposed building location. There is a contact shown based on the drilling record. This reflects somewhat softer material overlying(possibly along a slide surface)harder material. Please note no water was encountered in 30 feet of drilling. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 15 Phone#:(360)754-4612 Fax#:(360) 754-4848 P GEOTECI•INIC,AL ''TESTING LABORATORY K .. Bahama Drive Slope A Static Model FoS 1 .97 i 700 Description:Silty Sand >>)1 y ? 5 � t •,\, 1 {. 60 Cohesion: ISO ' Phi:39 ` - o as N30 W 20 10 O 250 O 50 100 150 200 Distance (ft) Bahama Drive Slope A Dynamic Model F oS 1.45 •7 -i i• 41 �. "AA �� I Description: Silty Sand Wt: 60 Cohesion: 180 ' � ��",� ,' {• c so Phi:39 _ ! o m a-'CSe'sci30 TpdH"p 6 R 20 Cotlesion:20'D . . ` . 10 Phi;38: X� 0 -- .. -._. �Sn 'Ors ' 250 Distance (ft) #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 16 Phone#: (360) 754-4612 Fax#: (360) 754-4848 x 17.01.100E5(7) -- Appropriate restrictions on placement of drainage features, septic drain fields and compacted fills and footings, including recommended buffers and setbacks from the landslide hazard areas. The previous figure exhibits the need for a building setback of 35-feet from the crest of the steep slopes. All foundation elements shall be constructed on native material or engineered fill material. 17.01.100E5(11) -- Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer widths. RECOMMENDATIONS FOR BUILDING SETBACK The building setback may be measured from the bottom of the footing to the face of the steep slope in accordance with the International Building Code (1805.3.1),see figure to right. As previously discussed, weathering, erosion and the resultant surficial sloughing and shallow landsliding are natural processes that affect slope Setback areas. Slumping and sloughing were not observed along the northeastern slope. To manage and reduce the potential for these natural processes, we recommend the following: No drainage of concentrated surface water or significant sheet flow onto the sloped areas. No filling within the setback zone. Maintain a 20-foot vegetative buffer from the landslide hazard area. See"Erosion Control"section. " LIQUEFACTION HAZARD The surrounding undisturbed slopes are well vegetated. The absence of springs and seeps along the slope faces -" and the lack of groundwater encountered during drilling signifies that groundwater is at least 30 feet below the ground surface. With the local well logs available, we conclude groundwater depth is roughly as modeled above, ' and is outside any further consideration in this report. Lacking shallow groundwater, the mixed material (gravels, sands, and silts) is well graded and cemented and is not a likely candidate for liquefaction concerns. Grain-size analyses are found in the Appendix. Based on our review of the subsurface conditions, we conclude that the site soils are not susceptible to liquefaction. The Liquefaction Susceptibility Map of Mason Counry, Washington by Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann(September 2004)maps the site area as having a low liquefaction potential. The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004)maps the site area as site class C to D. Site class C is a very stiff soil or soft rock, and site class D is a stiff soil. 407-0613 10011 Blomberg Street SW,Olympia, WA 98512 17 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY SEISMIC HAZARD According to the Seismic Zone Map of the United States contained in the 2006 International Building Code(IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). Based on the subsurface conditions observed at the site, we interpret the site conditions to correspond to a seismic Soil Profile Type D, for Stiff Soil, as defined by Table 1613.5.2 (IBC). This is based on probing with a '/-inch diameter steel probe rod. The shallow soil conditions were assumed representative for the site conditions beyond the depths explored. 17.01.100E5(9) Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope from erosion, landslides and harmful construction methods. _. RECOMMENDATIONS FOR EROSION CONTROL Active surface erosion was not observed on or surrounding the subject site. Evidence of ponding was not observed onsite. It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development. Removal of natural vegetation should be minimized and limited to the active construction areas. Yard landscaping around the home is permissible, but understory growth on the slopes should be encouraged as much as possible as a deterrent to erosion. Hazard trees located on steep slopes may be removed only if the stumps remain to deter erosion. We recommend a 20-foot vegetative buffer(minimum)of undisturbed vegetation surrounding the landslide hazard area. The smaller vegetative buffer will allow this project to succeed. A 20-foot buffer will create an adequate separation between any tree roots and the proposed septic tank location. If a 50-foot vegetative buffer is enforced, the proposed septic location will not meet minimum Washington State requirements for setbacks (Chapter 246- 272A-0210 of the Washington Administrative Code). Temporary and permanent erosion control measures should be implemented and maintained during construction and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential receiving waters. Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground cover/protection in exposed areas. Typical erosion control notes and a silt fence detail are included on Figure 2 Site Plan. Any re-contouring of the site will create a need for erosion control measures as recommended above. 17.01.100E5(8) -- Recommendations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of vegetation removal. 17.01.100E5(12) -- Recommendations for the preparation of structural mitigation or details of other proposed mitigation. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 18 Phone#:(360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY EARTHWORK RECOMMENDATIONS FOR SITE PREPARATION All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff, and vegetation. Based on our observations, we estimate that additional stripping on the order of 4 to 12 inches will be necessary to remove the root zone and surficial soils containing organics. Areas with deeper, unsuitable organics should be expected near depressions or heavy vegetation. Stripping depths of up to 3 feet may occur in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Surficial material that cannot be used for landscaping or erosion control should be removed from the project site. No foundation elements shall be constructed on "untested" fill material. Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and unyielding surface prior to placement of any fill. We recommend that trees be removed with the roots, unless located on a slope. Excavations for tree stump removal in any building area should be backfilled with structural fill, compacted to the density requirements described in the"Structural Fill" section of this report. If structural fill is needed, we recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed. Any soft, loose or otherwise unsuitable areas delineated during foundation preparation or probing should be compacted, if practical, or over-excavated and replaced with structural fill, based on the recommendations of our report. RECOMMENDATIONS FOR STRUCTURAL FILL All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557) to within 2 feet of " subgrade and 95 percent MDD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend the use of well-graded sand and gravel with less than 9 percent (by weight) passing the No. 200 sieve based on that fraction passing the 1/4-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a somewhat higher(up to 10 percent)fines content will be acceptable. Material placed for structural fill should be free of debris, organic matter,trash, and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 19 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY RECOMMENDATIONS FOR CUT AND FILL SLOPES All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will possibly be needed during grading operations. As a general guide,temporary slopes of 1.5 to 1 (horizontal to vertical) or flatter, may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of I to I or flatter may be used in the unweathered dense to very dense sands and gravel. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face (due to recent rain events). Flatter cut slopes will be necessary where significant raveling or seepage occurs. Surface drainage should be directed away from all slope faces. Straw, hay, or jute matting shall be used to cover w the exposed soils until permanent vegetation is established. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. RECOMMENDATIONS FOR FOUNDATION SUPPORT Where foundation elements are located near slopes between 5 and 30 percent, the footings should be located a minimum of 2 times the footing width from the slope face (horizontally), and founded in medium dense or denser native soils or properly prepared structural fill. We recommend a minimum width for isolated and continuous wall footings to meet IBC 2006. Footings founded " as described above can be designed using an allowable soil bearing capacity of 1,500 psf(pounds per square foot) for combined dead and long-term live loads in areas of medium dense to dense soils. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent fluid density of 150 pcf(pounds per cubic foot). We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of % inch or less. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. RECOMMENDATIONS FOR FLOOR SLAB SUPPORT Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as described in the "Structural Fill" section of this report. We recommend that floor slabs be directly underlain by a synthetic vapor barrier. Below the synthetic vapor barrier, we recommend a minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The drainage material should be placed and compacted to an unyielding condition. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 20 Phone#: (360)754-4612 Fax#: (360) 754-4848 , GEO TECHNICAL TESTING LABORATORY A synthetic vapor barrier must be used for the control of moisture migration through the slab, particularly where adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier could result in wet spots on the slab, particularly in storage areas. RECOMMENDATIONS FOR RETAINING WALLS Retaining walls may be utilized on the sloping portion of the site to retain fill material. The lateral pressures acting on the subgrade and retaining walls will depend upon the nature and density of the soil behind the wall. It is also dependent upon the presence or absence of hydrostatic pressure. If the adjacent exterior wall space is backfilled with clean granular, well-drained soil (washed rock), the design active pressure may be determined using an active pressure coefficient equal to 0.25 (Ka = 0.25). This design value assumes a level back slope and drained conditions as described below. Retaining walls located on or near the toe of a slope that extends up behind the wall should be designed for a lateral pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although not expected at this site,the following data is provided for planning purposes. For an irregular or composite slope, the equivalent slope angle may be determined by extending a line upward from the toe of the wall at an angle of I to l (Horizontal to Vertical)to a point where the line intersects the ground surface. The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the percentage given in the following table: SLOPE INCLINATION:EQUIVALENT FLUID PRESSURE Slope Angle Percent Increase Equivalent Fluid Pressure Horizontal 0% 35 pcf 3H:1 V 25% 44 pcf 2H:1 V 50% 53 pcf I H:1 V 75% 61 pcf If the walls are greater than 4 feet in height, exclusive of the footing, additional design considerations should be w applied. Walls greater than 4 feet in height must be designed by a Professional Engineer. Positive drainage, which controls the development of hydrostatic pressure, can be accomplished by placing a zone of coarse sand and gravel behind the walls. The granular drainage material should contain less than 5 percent fines. The drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The drainage zone should be compacted to approximately 90 percent of the MDD. Over compaction should be avoided as this can lead to excessive lateral pressures. A perforated PVC pipe with a minimum diameter of 4 inches should be placed in the drainage zone along the base of the wall to direct accumulated water to an appropriate discharge location. We recommend that a non-woven geotextile filter fabric be placed between the drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone,with time,can reduce the permeability of the granular material. The filter fabric should be placed in such a way that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 21 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY Lateral loads may be resisted by friction on the bases of footings and as passive pressure on the sides of footings and the buried portions of the wall. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined by using a passive pressure coefficient equal to 4 (Kp=4). Mason County has provided a prescribed retaining wall design that may be used for non-bulkhead retaining walls less than 4 feet in height. MASON COUNTY PRESCRIBED WALL DESIGN MASON COUNTY DEPARTMENT OF COMMUN"DEVELOPMENT Mason County Bldg.111.420 West G'edsw Street PO BOA 180,She;'+ton,WA 98584 Ynr,tk.e7V.tN13w1.e><tsUS MC)d27-9870 Belfw(38i1)27!,407 Ek"{300)182-6ng ► CONCRETE 1 1 DESIGN STANDARDS DO NOT APPLY TO SHOREUME EROSION CONTROL BULKHEADS -— Sbpe less than or equal to 1:1 4 -------------- � 1 fRia APE�LiCC' ( 1 I 1 I 1 AGGNE-0 rocK 1 1 1 I I AT Ic•Q.C. I 1 1 I 1 I I I F1ter rabrk - 'iFrJ.INJ C PWICI,iBO PIPO .1 1 1 1 1 }�, 1 1 1 1 I 1 I I 12'min. -i I �}^-' A7311 jl I 1 1 1 I I 1 I 6• IEq Wcam l 1 1 I 1 I I I I .. °�� -- er roeloP -i ilr' r �-? 7TI I J - 1 1 ��'.'� '�wE. 'r:��v —_...__._� Imo____________-_-,'___ - nnn won Icr T•• f 8.. ]'I:?I+.•ry 7$-•BC:!'IG {i S-Peps {:. .lCt.i hS 'r N' — ?•r -Cr 31.7 S 3.1' 1z T.+ F /3 13 2.31) I.'T 17 TV• — IR' 17' Y-12' 11 3.1• 12' I3.1 F-C ID 2.I6 I.7 — 1.7 . a••r 13 3.I' 13' IPA E FC 12 Y•r E12' S'r s 5'-r I. nr 1Y 2AA #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 22 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY Prescriptive Concrete (detaining Wall Height,Maximum Eight Frey Upland concrete retaining walls installed in accordance with the ttrescriptive design shown on the reverse side need not be designed by an engineer unless the t,Aaaon County Building Dept.detem-roes special conditions exist_ Any retaining wall exceeding eight feet in height or varying from the prescriptive design requirsa an engineered design. Location of Retaining Watt Retaining walla must only be placed against stable slopes, consisting of firm, undisturbed soil. Drainage must be provided as shown with a 4'perforated drain pipe or 2'weep holes spaced not less than 12 feet " on center. No surcharge bad,such as a buiding or driveway, may be placed on the retaining wall or within a distance equal to the vertical height of the retaining wall unless an engineered design is prepared for the additional load. Ground Surface Above Retaining Wall The ground surface above the retaining waA shall be less than or equal to 1:1 (Le. 1-foot vertical to 1-foot • horizontal). Retaining Wall Placement The top of the footing for the retaining wall must be set a nnicr t of 12 inches below grade. The footing and wall dimermona shall not be less than outlined in the retaining wall chart. The footing shall be placed on firm,undisturbed earth. Drainage A minimum of 12 inches of washed granular drainage material shall be placed between the undisturbed soil and the retaining wall. The drainage materials must be composed of gravel with 1-inch particle sizes. Two-inch weep holes shall be located approxirrrately 6-inches above grade,below the granular drainage material,spaced not less than 12-feet on center. At the base of the wall,a perforated drain pipe,with at least a four-inch diameter,shall be installed witttin the drainage materials. The drain pipe must drain to a point of disd rge,approved by Mason County. tnspections Prior to the placement of concrete,the builder must schedule an inspection of the formwork and reinforcement placement for the retaining wall footing. During the first inspection,the inspector will verify the soil condition,footing dirnensions,footing reinforcement,and footing placement as well as the provisions for drainage. At the next inspection,the inspector shall verify the wall dmermions and reinforcement prior to the wall pour. A final inspection must be performed once all work is complete. " To schedule an inspection call the Mason County 24-hour recorded inspection request line at(360)427- 7262. Inspections can also be requested online at: www.co mason.wa.us or by fax at(360)427-7798. When requesting an inspection please provide the foifomng information: 1)Name on permit 2)type of inspection 3)Permit number 4)54te Address 5)Type of permit 6) Date inspection requested and 7)Name and phone number of caller. #07-0613 10011 Blomberg Street SW, Olympia, WA 98512 23 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY RECOMMENDATIONS FOR RETAINING WALL ALTERNATIVES Typically, block wall systems are more cost effective for long-term walls than the other options. Specific design criteria for these options can be provided at your request by the block manufacturers. RECOMMENDATIONS FOR SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined into the appropriate drainage facilities. We recommend that conventional roof drains be installed. Footing drains shall be installed for the proposed structure. The roof drain should not be connected to the footing drain. For footing drains, the drain invert should be below the bottom of the footing. Typical drainage control measures are included on Figure 3. Onsite irrigation to lawn areas shall be closely monitored. We recommend additional testing occur at the proposed infiltration location. Either a double ring infiltrometer or a grain-size calculation will determine the permeability of the onsite material. 17.01.100E5(10) An analysis of both on-site and off-site impacts of the proposed development. SEPTIC IMPACT The proposed septic drainfield will be located in the northwestern portion of the site and to the west of the proposed building location. Chapter 246-272A-0210 of the Washington Administrative Code requires a minimal horizontal separation between septic drain fields and various facilities including footing drains. The proposed drainfield will be located over 80 feet from the landslide hazard area. The proposed primary drainfield will be located over 20 feet from the proposed building location. We conclude the slope stability of the site will not be adversely impacted by the proposed septic drainfield and the proposed septic drainfield will not adversely impacted by the landslide hazard area. We also conclude proposed septic drainfield will not adversely impact the proposed structure. Water is provided by a community well, off-site. CONCLUSIONS AND RECOMMENDATIONS GENERAL _ Based on the results of our site reconnaissance, subsurface observations, and our experience in the area, it is our opinion that the site is suitable for the proposed project. The proposed building location is stable relative to deep- seated instability and will not be affected by the proposed structure. The proposed structure will not undermine adjacent slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. The hazards of the landslide area can be overcome in such a manner as to prevent harm to property and public health and safety,and the project will cause no significant environmental impact for the life of the project. If tested and confirmed, the onsite soils may suitable for use as structural fill material. Saturated soil conditions + may be associated with these soils during or following extended periods of rainfall. However, to reduce grading time and construction costs,we recommend that earthwork be undertaken during favorable weather conditions. #07-0613 10011 Blomberg Street SW, Olympia, WA 98512 74 Phone#:(360)754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. Conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. REPORT LIMITATIONS AND GUIDELINES FOR USE We have prepared this report for the exclusive use of Carthum & Liedtke LLC and their authorized agents for the proposed single-family residence in Mason County, Washington. Site inspections, research, and mapping have culminated in this report. This report is intended to meet the requirements of the Mason County Critical Areas Ordinance. This report does not specify setbacks for: line-of-sight setbacks, FWHCA setbacks, eagle tree setbacks, wetland setbacks, or property line setbacks. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to onsite personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. Geotechnical Testing Laboratory includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with Geotechnical Testing Laboratory if you are unclear how these "Report Limitations and Guidelines for Use"apply to your project or site. GEOTECHNICAL,GEOLOGIC,AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, geotechnical engineering or geologic reporting does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. #07-0613 10011 Blomberg Street SW, Olympia, WA 98512 25 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY REFERENCES MAPS DeLorme 3-D TopoQuads(2002), Source Data USGS,Yarmouth, Maine, Dragovich, Logan, Walsh, and Schasse(2002), Geological Map of Washington—Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. " Logan (2003), Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, (Open file report 2003-15), published by Washington State Department of Natural Resources. Logan and Walsh 22007), Geologic Map of the Vaughn 7.5 Minute Quadrangle, Washington, published by Washington State Department of Natural Resources. Noble and Molenaar (1970), Geologic Map of Southeastern Mason Countv, Washington, Water Supply Bulletin 29, Plate 1, Published by Washington State Department of Water Resources M Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004), The Liquefaction Susceptibility Map of w Mason County, Washington, published by Washington State Department of Natural Resources. Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004), The Site Class Map of Mason County, Washington,published by Washington State Department of Natural Resources. H Rogers, A. M., Walsh, T. J., Kockelman, W. J., and Priest, G. R. (1996), Map showing known or suspected faults with quaternary displacement in the Pacific Northwest, published by U.S, Geological Survey OFR 91-441-0, Plate 1, scale 1:2,000,000. Smith, Carson (1977), Relative Slope Stability of the Southern Hood Canal Area, Washington, prepared in cooperation with the Washington Department of Natural Resources Division of Geology and Earth Resources; and, Department of the Interior United States Geological Survey. Walsh (1997), The Canyon River fault, an active fault in the southern Olympic Range, Washington: Washington Geology, v. " 25,no.4,p.21-24,published by U.S.Geological Survey. Washington State Department of Ecology (1979), Coastal Zone Atlas of Washington, Volume 9, published by Washington State Department of Ecology. PUBLICATIONS Ambrose(1981),Simplified Design of Building Foundations,Table 2.5,pages 48-57,published by John Wiley& Sons, Inc. ASTM International(2005),Annual Book of Standards 2005, Section d, Volume 4.08,published by ASTM International, West Conshohocken, Pennsylvania. Bloom(1991),Geomorphology,published by Prentice-Hall, Inc.,Upper Saddle River,New Jersey. Gallagher, Patricia M. (October 27, 2000), Passive Site Remediation for Mitigation of Liquefaction Risk, Dissertation submitted to the Faculty of the Virginia Polytechnic Institute and State University, Virginia. International Code Council,Inc.(2004),20031nternational Building Code,published by International Code Council, Inc. #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 26 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY International Code Council, Inc.(2006),2006International Building Code,published by International Code Council, Inc. Kollmorgen Instruments Corporation (1994), Munsell Soil Color Charts (1994 Revised Edition), published by Macbeth Division of Kollmorgen Instruments Corporation,New Windsor,New York. McCarthy (1993), Essentials of Soil Mechanics and Foundations, published by Prentice-Hall, Inc., Upper Saddle River,New Jersey. Moffit(1992),Surveying 9`h Edition,published by Harper Collins,New York,New York. Ness, Fowler, Parvin (1960),The Soil Survey of Mason County, Washington, USDA Soil Conservation Service, in cooperation with the United States Department of Agriculture, and Washington Agricultural Experimental Station, and the Soils Conservation Service. Parks, Neal, Koloski, Laprade, Molinari, Butler, and Lorentson (November 2006), Guidelines for Preparing Engineering Geology Reports in Washington, published by Washington State Geologist Licensing Board,Olympia, Washington. Prakash(1981),Soil Dynamics,Figure 6.3,page 173,published by McGraw-Hill, Inc. Sowers (1979),Introductory Soil Mechanics and Foundations: Geotechnical Engineering,Table 10:4,page 472,published by Macmillan Publishing Co.,Inc. Washington State Department of Transportation (WSDOT) (2005), Standard Specifications for Road, Bridge, and Municipal Construction 2006 M41-10,prepared by WSDOT Engineering Publications, P.O. Box 47408,Olympia, Washington. WEBSITES Mason County Government Information Services (http://www.co.mason.wa.us) Mason County Codes,Ordinances,and Regulations (http://www.co.mason.wa.us/code) Puget Sound Lidar Consortium (http://pugetsoundlidar.ess.washington.edu/1 idardata/index.htin 1) Slope Stabilization Erosion Control Using Vegetation A Manual of Practice for Coastal Bluff (http://www.ecy.wa.gov/biblio/9330.html) Vegetation Management Guide for Puget Sound Bluff Property Owners (http://www.ecy.wa.gov/biblio/933 I.h tm I) United States Department of Agriculture Natural Resource Conservation Service (http://soi ldatamart.nres.usda.gov) Washington Administrative Code (http://apps.leg.wa.gov/waco Washington Department of Ecology • (http://apps.ecy.wa.gov/welllog) (https://fortress.wa.gov/ecy/coastalatlas/viewer.htm) #07-0613 10011 Blomberg Street SW, Olympia, WA 98512 27 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEDTECHNICAL TESTING LABORATORY APPENDIX 407-0613 10011 Blomberg Street SW, Olympia, WA 98512 28 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTE1CHNICAL TESTING LABORATORY LABORATORY RESULTS BORING LoG B-1 Date: 1:3 2008 File#: O i-06;4 Boris;Lag#: 1 90 East Bahama Drive Client: Carthum&Liedtke LLC Bo ' z Ti : Mow Siem Aum Depth DriAed: 30 feet Depth Labaratory Soil Chant .o M N, Q9 Q? V T.T. M , Percent Maus D iks C=MWts (P 0Desc iption itz Soils r: n: *200 ma 1.0 Topsml �.0 Light brown wtt silty und 3.0 1,0 ML,Silt with Smd 100.Vi 98,04 703% 6.0 7.0 9.0 19.0 IiL,Silty Sand 20 100.0% 98.9`•e 65.1% 11.0 12.0 r 13.0 15.0 Ski;Silty SMd 22 10tJ.0'e 100 0'o 48 Gray amt; 160 1'0 18.0 19.0 20.0 ML:Silt with Sand 20 100.M. 97.7 72.4% Gray clayey silt �t _.0 22.0 23.0 24.0�. :61 25.0 59 Comm brown silty and 6.0 with;wal 28.0 29.0 SP S'ti?ooriy galled 50 blows for 4 inches 30.0 Sand with Silt 50 90.5% 90.3% 103% \W Sand and Gmel Grotmawater NOT Enc=tered #07-0613 10011 Blomberg Street SW, Olympia, WA 98512 L9 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEO'TECHNIC,AL. "TESTING LABORATORY SIEVE ANALYSIS- B-1,5-FEET U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 20 6 4 3 1% % K ' #4 10 16 20 30 40 50 100 200 �% 100% 90% - - 0% - - ---- ------ -------------- 1 80% - - ---;-----. -------- --- ------------------------- _------------- 0%, 2 . f 70% 0% ------..-- �, 50% -- ------- - ---- 50% -------- r - - - i - -- - - - - W 40% -------------;-------------- -------------;--------------'------ -------;-------------- 60% c a 30% ---------------- --- ------------ - --- - -----T 70% � , 3Q 10% ----------------------------=------------------------------------------T- ----- 90% w 0% 100% 1000 100 10 1 0.1 0.01 0.001 s Grain Size in Millimeters Cobbles Gravels Ski Silts Clays Coarse Fine Coarse I Me; ; Fine Date : 01103M8 D . = 0.01 Classification %Gravel Sample#: 13 D . = 0.03 ML,Silt with Sand 1,41% Sample ID: Silt with Sand D . = 0.06 Specifications %Sand Source: H-1 C, = 1.50 No Specs 28.30% Project: Bahama Dr. C 6.00 %Moisture#DIWO! °%Silt&Clay Client: Liedtke&Capthum LLP Liquid Limit= 0.00 )ust Ratio= 70.29°% ASTM#: D 422 Plastic Limit= 0.00 Fineness Moaalus Sample Meets Specs Depth: 5' Plasticity Index= 0.00 0.17 Yes oa=e c t nterpo to rues c nte rpol o Section Cumulative iCumulative Section Cumulative!:Cumulative :.......�................ ....... Sieve $ize Percent Percent Specs opecs Sieve $ize Percent Percent Specs- s Specs US Metric ': Passing Passing Max Min US Metric Passing Passing Max Min 6.00" ! 150.00 t 100.0°% #4 4.750 98.6% 98.6y% 4.00" 100.00 ': 100.0°lo t$3 ? 2.360 98.5% 98.5% 3.00" 75.00 i 100.0°% 910 2.000 98.5% 98.5°% 2.50" 63.00 i 100.0°4 #16 i 1.180 97.9% a 2.00" 50.00 100.0% #20 0.850 97.7% 1.75" 45.00 i i 100.0% A30 0.600 97.5% 1-50" 37.50 100.0°% #40 0.425 97.4% 1.25" 31.50 i 100.0% #50 's 0.300 973% 97.3% 1 1.00" 25.00 100.0°% #60 0.250 96.3°% s 718" 22.40 4 100.0°% - €e0 0.180 94.8% •' 314" 19.00 100.0% 100.0°% #100 0.150 94.2% 94.2% s 52" 16.00 i 99.5°l. i #140 i 0.106 r 80 2°% 1.r2" 12.50 99.0°% 99.0% #170 0.090 75.1% 3/8" 9.50 's 98.8% 9&8% 9200 0,075 70.3% 70.3°% 114" 6.30 98.6% 9270 ` 0.053 :'• Copyright;Spoor.Engineering&Technical Service:PS,`1336-2004 407-0613 10011 Blomberg Street SW, Olympia, WA 98512 30 Phone#: (360) 754-4612 Fax#: (360) 754-4848 ,e GEOTECHNICAL TESTING LABORATORY SIEVE ANALYSIS-.B-I, 10-FEET U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results Z 20 6 4 3 1X 76 K ••i k4 10 16 20 30 40 so too 200 D% 100% 90% ---- - ------- - - - i 10% 80% -- ;-------------- ;-------------- ------ 20% 70% ;.- ---- -- -- - 0% 60% - . . ---- ----------- ... ..-------- ----------• - - - - 4096 Y' ar50% --------- --- ------------ ------------i-------------- ---- -- - ----------- 50% > C m 40% -------------- --r---------. -i- --------- ---- 60% d (D- i 30% -------------;--------------r------------- ---------------r•--------------------------- 70% ie 20% -------------- -- -------r------------- -- - - -- 80% 10% --------------;•------ ------r-------------;-----------------------------;-------------- 90% rva 0% 100% 1000 100 10 1 0.1 0.01 0.001 �^ Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium Fine Date : ODDM8 D = 0.01 Classification %Gravel " Sample#: 14 D . = 0.03 MIL,Sandy Silt 1.08% Sample ID: Sandy Silt D. = 0.07 Specifications V0 Sand Source: H-1 C. = 1.50 No Specs 33.78% Project: Bahama Dr, C 6.00 %Moi tun 22.6% %Silt&Clay Client: Liedtke&CaptImm LLP Liquid Limit= 0.00 but Ratio= 65.15% ASTM#: C-33 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs Depth: 10' Plasticity Index= 0.00 0.20 Yes oaxse Actual ilnterpolatedInes Actual jInterpolated Section Cumslative Curmlative Section Cunwlative�Cunr lative ..........- ......- Sieve Size Percent Percent Specs YSpecs Sieve Cize Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passing Max Min 6.00" i 150.00 100.0% i #4 4.750 9 .9% 98% 4.00" 100.00 "t 100.0% 't #8 2.360 98.7% t 98.7% i 3.00" 75.00 100.0% #10 2.000 98.7% 2.50" 63.00 100.0% i #16 s 1.180 98.6% i 98.6% i 2.00" 50.00 100.0% #20 0.850 98.4% 1.75" i 45.00 i 100.0% *30 0.600 98.3.4 i 98.3% 1.50" 37.50 € 100.0% #40 0.425 97.6% 1.25" 31.50 f s 100.0% #50 € 0300 97.0% 97.0% € 1.00" 25.00 s 100.0°% #60 0.250 94A% 7/8" 's 22.40 100.0°% #'80 i 0.180 90.8% t 3A" 19.00 € 100.0% 100.0% #100 0.150 89.2% 89.2% 5/8" 16.00 99.6% #140 0.106 75.1Y. 1 f2" 12.50 99.1°l° 99.1% #170 0.090 70.0°I° 318" 9.50 99.0% i #200 0.075 65.1% 65.1% 114" 6.30 99.0% #270 0.053 Copyright;Spears Engineering&Technical Seryiees PS,1936-2004 #07-0613 10011 Blomberg Street SW,Olympia, WA 9851' 31 Phone#: (360) 754-4612 Fax #: (360) 754-4848 •.+..';;swc.',e .,,;....wua+r-rsx-- a - ww ..ES:.,a� w.,.., � EOTECHNICAL YT'ES'TCN(; LABORATORY SIEVE ANALYSIS-B-1, 15-FEET U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 20 6 4 3 1k t '.: 724 10 1E 20 30 40 50 100 200 Owe 100% 90% -- ---- --------- ------- --------- -' --------- -----•-------- 10% 80% - - ------- -----' ------ 0% 70% ----- -- --------------------- -- 3030 60% -- -- --- ---- --------- - -------••---- y50% -------__------_______;__.________._,_____.___..___- --•_______- _.- -.-___ 0% r v, 40% -------------;• ------------ C 30% ------------ ----------- -------------- - "------ ------ 70% � T .,-.Y 20% ---_____..-_--l_______________ ......._.___ ... ________.;-_____________,_____ __- __- 80% 10% - - --------- - - 50% -- 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium Fine Date : 01/03M D;, = 0.02 Classification °%Gravel Sample#: 15 D = 0.05 SIVI,Silty Sand 0.00°% Sample ID: Silty Sand D . = 0.10 Specifications %Sand Source: H-1 C, = 1.48 No Specs 55.23°% Project: Bahama Dr. C. 6.09 %Moisture 27.9% °!o Silt&Clay Client: Liedtke&Capthum LLP Liquid Limit= 0.00 )art Ratio= 44.77°% ASTM#: C-33 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs Depth: 15' Plasticity Index= &00 0.19 Yea Coarse Actual linterpolatedFines Actual !Interpolated Section Curnulative iCumulative Section Cuzrnilative Currnalative - sieve Sipe Percent Percent ;...-.Specs Specs Siei Size Percent i Percent € Specs....... Specs US Metric € Passing Passing Max Min US Metric 's Passing Passing Max Min 6.00" 1 150.00 i 100.07* i #4 4.750 ! 100.0°% 4.00' 100.00 loo.o°i° 0 s 2.360 i 99.9°% i 99.9°% 3.00" 75.00 100.0°% 1 #10 2.000 99.8% 2.50" 63.00 100.0910 #16 1.180 99.5°% 99.5°% i 2.00" 50.00 100.0% #20 0.850 98.9% 1.75" 45.00 100.0% #30 0.600 i 98.4°% 98.40,o 1.50" 37.50 100.0% #40 0.425 97.1°% 1.25" 31.50 s 100.0% #50 0.300 96.2%, 96.2°% i 1.00" 25.00 100.0% #60 0.250 93.1X4 718" 22.40 100.0% t60 0.180 i 88.8% 3A 19.00 1 100.0% #100 0.150 87.0% 87.0% 518" 16.00 100.0% #140 0.106 62.2% 1t2" 12.50 100.0% #170 0.090 53.2% 3J8" 1 9.50 i loom/0 #200 1 0.075 44.8% 44.8% 1t4" 6.30 100.0% ##270 0.053 Copyright'Spc°r.^Enginccring 6 Technic°I Scryieci PS,1356-2004 #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 32 Phone#: (360) 754-4612 Fax 4: (360) 754-4848 G EO'TECHNIC'AL 'TESfi ING LABORATORY ATTERBERG LIMITS AND PLASTICITY,B-1,20 FEET Date Received: IrinO08 Project Bahama Dr. Sample f#: 16 Client: Liedtke&Capthum LLP Sample ID:Sand with Silt ASTM#. D-4318 Source: H-1 Depth:20' ASTM D-2487,Unified Soils Classification System No Data Provided Liquid Limit Determination - #1 #2 1#3 #4 #5 #6 Liquid Limit Weight of Wet Soils+Pan: 4595 4391 44.01 Weight of Dry Soils+Pan: 39.47 38.07 38.47 40% Weight of Pan: 21.46 21-51 2I 96 Weight of Dry Soils: 18.01 16.56 16.51 35% ~`►-� Weight of Moistures 6.48 5.84 5.54 %Moisture: 36.0°!e 35.3% 33.6% 30% N: 16 21 34 Va 25% p Liquid Limit c@3 25 Flows: 34-8% ^^a Plastic Limit: 23.8% �20% Plasticity Index,Ip: 10.9% e. 15% Plastic Limit Determination :ae #1 #2 #3 04 05 #6 10% Weight of Wet Soils+pan: 2429 24.99 28-0 Weight of Dry Soils+Pan: 2427 2420 27AI 5% Weight of Pan: 21.70 2132 2120 !r Weight of Dry Soils: 2.57 2.88 5.21 0% Weight of Moistum: 0.62 0.69 1.22 %Moisture: 24.1% 24.0% 23.4% 10 100 Number ,�.. uber of Blows, SJ so.o% Plasticity Chart :R /I 70-0% ie x 50.0% 40.0% ZCH or OH U f� e 30.0% � - ' MH or OH 20.0% !/ CL or OL 10.0% CL ML 0.0% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 110.0% Liquid Lana 407-0613 10011 Blomberg Street SW,Olympia, WA 98512 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SIEVE ANALYSIS- B-1, 25-FEET U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 20 6 d 3 1 G % x '4 84 10 16 20 30 40 50 100 200 0% 100% 90% - ;..- - - - `,------------- ....------- -------------- 10% - 80% - -- ---- ------- --------- -- _-' - - - .--------- - --- ----- 20% 1= 70% - - --- ------- - ---- --- ---- ------ - ----------------------- � 30% r - -- - - - 2) 60% -..--------- ----- -•----- ------------ ---- •------- - - 40% rn �0% , - r - - - - - ---- -;- 0% C Vja -- • - ; - --; - - - -30% ---------; 0% NC 20% ----------------------------------------------,------ --.----------------------------- - SO% 10% --------------- ------------ --= ------------- T-------------- 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in n4illimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium I Fine Date : 01)103E08 D . = 0.01 Classification ` Gravel Sample#: 17 D, = 0.03 ML,Silt with Sand 2 28% Sample ID: Sand with Silt D,., = 0.06 Specifications !o Sand Source: H-1 C. = 1.50 No Specs 25.31% Project: Bahama Dr. C. 6.00 %Moisturf 35.7% `/o Silt&Clay Client: Liedtke&Capth=LLP Liquid Limit= 0.00 but Ratio= 72.41% ASTM#: D-422 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs Depth: 20' Plasticity Index= 0,00 0.72 Yes : nterpoto c nterpo tooarse Actual Section Cunnilative:Cumulative Section Cu nnilative Cumulative .......... ieve tee.. Percent Percent pees pees >evz iae Percent Percent Specs $pees US Metric € Passing Passing Max Min US Metric i Passing Passing Max Min 6.00" 150.00 100.0% ( #4 4.750 9 . % 97.7% 4.00" 100.00 i 100.0% 2.360 95.0% 95.0yfo 3.00" 75.00 100,0% #10 2.000 93.8% 93.8% 2.50" 63.00 100.0°I #16 1.180 ': 89.1°J`o 2.00" 50.00 100.0°fo #20 0.850 87.2% 1.75" 45.00 i 100.0% 430 0.600 i 85.7% i 1.50" 37.50 100,0% #40 0.425 84.7i`o 1.25" 31.50 100.0% #50 0.300 84.0`l0 84.0°l0 1,00" 25.00 100.0% #60 0.250 81.6% 7/8 i 22.40 i 100.0% 11#30 0.180 78.2% 3/4" i 19.00 100.0% #100 0,150 76.7% 76.7% 518" 16.00 100.0% #140 0.106 74.2% lt2" 12.50 100.0% 100.00/. #170 0.090 73.3% 30' 9.50 99.8% 99.8% 9200 0.075 72.4% 72,4% 's 114" ' 6.30 98.40/. #270 0,053 Copyright;Sp"rs Engineering&Technical Scrt•iceo PS,1536.2004 907-0613 10011 Blomberg Street SW, Olympia, WA 98512 34 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SIEVE ANALYSIS-B-1,30-FEET U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 20 6 4 3 1% R 44 10 16 20 30 40 50 100 200 0% 100% 80% ------- ----- ---- .-..--------- ------------- 0% rf70% .. ____ _-- __-- ..--_-__-__ _--- .___- ._.._ _... ____-._ ___..__I ___.. .- 30 Ln LM 60% ---- - - - � .. . . - ----- ----- - - 40% cs1 50% -------- ----------------- ------------------- - - - - - -- ---. -- 50% 40% ------------1 ----......-------�-•---------------------- ---- ---------------- 60% � 30% -------------- ------------ ------------;-----------1 -------------; ------ 70% 20% - - - - - - - -; ;,--------------=--------- .---- 80% 10% -------------;-------------- ------------;-------- -------------;_- ----------- 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse I Fine Coarse 7M.dim Fine Date : O1/O3/08 D , = 0.07 Classification `!oGravel Sample#: 18 D = 0.14 SP-SM,Poorly graded Sand with Silt 9.70% Sample ID: Sand with Silt D- = 0.23 Specifications `/o Sand Source: H-1 C. = 1.18 No Specs 79.96% Project: Bahama Dr. C 3.15 `!p Moisture 21.9% `!p Silt&Clay Client: Liedtke&Capthum LLP Liquid Limit= 0.00 first Ratio= 10.30o ASTM#: C-33 Plastic Limit= 0.00 Fineness Mo&1w Sample Meets Specs Depth: 30' Plasticity Index= 0.00 1.43 Yes Coarse Actual jInterpolatedFines Actual [ nterpo to Section Cunnil.ativeiCunmlative Section Cunnrlative'Cunmlative Sieve Sipe y Percent Percent Specs......•.......Specs sieve 5'rae Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric "s Passing Passing Max Min 6.00" i 150.00 i 100.0% #4 4.750 90.3% 4.00" 100.00 100.0% #8 2,360 90.2`!0 90.2°% 3.00" 75.00 100.0`!0 #10 2.000 90.1`!o 2.50" i 63.DO 100.0% #16 i 1.180 89.7`!4 i 89.7`!0 " 2.00" 50.00 100.0`!0 #20 0.850 88.9% 1.75" 45.00 i 100.0`!0 #30 i 0,600 88.3`!a ; 88.3% i 1.50" 37.50 100.0% ; #40 0.425 ; 86.1`!0 1.25" i 31.50 i 100.0`!0 .`• 100.0`!0 450 0.300 84.4% 84.4`!0 I.00" 25.00 90.6`la 90.6`!4 #60 0.250 67.3% 7/8" 22.40 i 90.5`!N ke0 i 0,180 43.3% 3/4" 19,00 90.5`!e #100 0.150 33.0°% ; 33.0% «a 518" 16.00 90.5% i #140 0106 i 19.7`!0 I f2 1 12.50 90.5`!e #170 0.090 14.9% 3/8' 9.50 90.4°ro 90.4`/0 #200 0.075 10.3% 10.3% 114" 6.30 90.3% 02?0 0.053 Copyright;Spcwr Enginacring&Technical Seryicev PS,IS36-2004 407-0613 10011 Blomberg Street SW, Olympia, WA 98512 35 Phone#: (360) 754-4612 Fax #: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SHEAR RESULTS Peak Shear Stress vs. Normal Stress z60o 44 Shur=39° zoo E i5 ,41 °'1000 i —�-1/4 ton 600 1!2 ton �-1 ton =�as 0 0 600 ,000 150D 2000 2500 300D Normal Stress(pst) oK� :46 407-0613 10011 Blomberg Street SW,Olympia, WA 98512 36 Phone 9:(360) 754-4612 Fax#: (360) 754-4848 C E®TECHNICAL TESTING LABORATORY NEIGHBORING WELL LOGS Robert Battles �j sit or 1� �mtoa+ox\ Static Water Level =30 feet Completion Depth= 59 feet MIR N• Rk ijI ME 42 .� ti •yf_ar._.��r .•.Y�•Yrr•jyy'�Z,i-��.�'. �t ' -+ ..^•+��..wW • M it4��� 1dQ. Gi rll t� Ib� AFC!�.i1�FM lrlMaC/1 .: � -ice �..... ~ •� #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 37 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTEGHNICAL TESTING LABORATORY PC Higgins and Lorents ' r _ 5 � R..._•_ �_._.... „ • Static Water Level =67 feet Completion Depth = 142 feet7. +�a+cd - , ," biiS� �. 1 ^�n-'Y."�ais'... :._,,, :♦-- 'iatAriu�� �r rc,• tl4WIYf 9MirMnlF y _.. i art lI K QYtf��C��. dYlii 115im. dTMt J _ n. i • ,. !fir� d►.�(�•,- .C?-•'•P4:: -.�'t' t. - Y 'L _ 407-0613 10011 Blomberg Street SW,Olympia, WA 98512 38 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY Alan Dumont Static Water Level= 115.8 feet Completion Depth= 188 feet YATBR WILL REPORT Start Card No. V10il Unique Wei, I.D. # AaA143 SlAtt OF VUKINCTON Water Right Permit No. (i( OWNER; AMR DUNQN71 ALAN Address PO 801 4111 VAUGIN, VA 99391- �!j LOCATION Of WILL: C"rity MASON in 1/4 N ji4 Ste 17 T 21 N., R IV VW I&) StRUT ADDRESS OF 11SU (or neared address) VIATIRM DR, GRAPPIP j3j VIOPOSED USE: DQ*9STIC (101 VSLL LOG .. .................... ............. (4) TYPE OF WOKI, Owner's Rioalber or well I Formation: Des:rillir by color, charictvi, lite of sAttritl (if wort thin one) I 104 rueturet and thou L ekb s); of aquifers sod the kind lio a, CABLE - of the gulf h, e ANY WELL "i mature -rig each mach 5Lrl tgjenetr&Lci, liitli w z,t t it least one entry for ea, rhiioft it, for 10- inches ....................................... ................. it) 060S Ogg: Diameter of well I Drilled 116 Depth rit collpitted well ISO ft. I NATS91AL FAO TO I.................i pips TTICI-Up.................... I to) CO#STRVCTIOX WAILS, Mill TAP SOIL 3 call installed; I Die. free 0 it to 194.6 11, 1 KM IA CLAY STONES15 119DU oil. frog I'L to ft. am?IU SAND CLAY It 21 Dis. trot It. to It. I UP rim SAND vATU Ualm 11 = 41 CUY fill SAN SILT GRAY CUrACT96 SANDY CLAY 4, 7,6 ................... .............................*------ 6 rer orations: NO 01 Tir of perforator used GUY MAI 9 g of perforations in, 1 "M =PACTID SAND S, CLAY GRAVEL GUY CDNrACjU SAND i CLAY GLAY81, 118 Ferf'!,rstOog t. to I'L. BM MACIN SAND A CLAY GRAVEL 133 li�.rfor&Lionc ft, to rt.pertvira,tions frog It. to ft WIT 133 189 ............. IMN COKPACTRD NED[W SAND VITI FAIRS3 ---------------- VAM Italic 5ereens: NO ALntfaclurerli gist Type Nodel No. Dias, slot site from It, to ft Dial. gist site trot ft to ft: -------- .................. ---*............­*­..............'------Gravel picked; 00 site artfravel Gravel placed trot ft, to I I X .................................... Surface St. : YES To what depth? Is ft. littR61.1 Used in Sea[ Ur"ITS Did fin� Strait conL&lnus&1iit water? 10 Type o water', Depth of strata ft. Kethod of staling strataoff K&nuf&CL1rtr'r Nalit Type I.P. ............... ............... te) WATER LEVELS: Land-fitr1a," elevation sbove mean ots level ... It. ft. below top of well Date 0610010 Static ievrl 115.6 Artegitri fret;gvre lbs. per geluart inch Date Artesian Water csiiLrPlied by 115 C oapleLed 16?18j15 Work started 0113#1 W91,1, TIRSTS: Drawdown is amount water level is lowered below VUL COISTRUCTOR CERTIFICATION: static level. I coastrucLed indjor responsibility for con- Yas CeePL itk all It ye whosli strittion of this we and its enspliuce w 4 Palp tesL��df.' Nqjh n standards. rdi. Mo terials used 111.1ramdown after hrs UirhirilfLoig welt conWhIC06 yie d go /tin v and the lritormatlon reported alsovt art Irve to my kit knowledge and belief. Ree6very data gag NIcjOjSON DRILLING INC T i se Water Level Time Voter Level Time Voter Level (Person, firm, or eorporativn) (Type cr print) ADDUSS ?0 B01 113 Date of test hrs. License No. 0111. Bailer test 15 &Ijull. 1p It. drawdown after I Air test cll%n. VJ ilea set at It. for hri Artesian flow UP a. Date C.11tr clor's I a tioltration No. 1111100113104 Date 011112?15 TemperatureI water was a cievical isalysis "it? NO Le ZZ--- #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 39 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY Dave Froome Static Water Level= 120 feet Completion Depth= 181 feet WATER WELL REPORT CUMEW ',11f1,7'st`/d,`Y 6rypml i to wF7'ie•i•V.Ta aFy-a«.n.l"�P7-Ir+4. GoD�rtfctioolDbeoitiDiasiOi("s"!n circle) Notice of lat"t No.Wy aZ ® Construction 7 Unique Ecology Well ID Tag No.API 132 Docommitsion ONG/NAL INSTALLATION Water Right Peru-it No. Notice Gfrew Nvunber w P,�0~Now DlI1�.� MtOPOSti.D USE Oorttsaw ladietol 8 Mmdepu ❑awry O-tom O 7w w.a D ou.r Well Strut Addrax 3572 GAAPEVIEW LOOP TYPI of WORK: Oaarc nmMr of adt llf core dr o.e),_,-,_ City GRAPEIREVIf County MASON Nba weti 0 Raiadi MM Maftd.p Dw eaaa O ec ®c.b tknso Dl. D terse Location NEEI/4-1/4 =114 Seca TwnZ1N R? Duwir low DOIIrW of web Q WWhm doill dM ft. Ce,M p o, Deja of welt a. CONSTRUCIFON DCrA1LS Lt/Lmog .rwnr• Csuat 0 waded 4" Dlrn aos+1 it M 110 a. (s,t,r Sty Lal Deg _ Min_Sec Imraas ❑I.i.r wawkd_" Dlan bsm a to _a. REQUMD) Long Deg_ Min_ Sot: Ellkm.dad Dian.Fray`-ft p _a. CONbTRUMON on DI M uMraew: Yco it, F—w—:V.—b.try polar,dW.".sm d NHaid and sstaonr,ud be gird W• nw"of"ra.ria in cob WWt p"mmod,wnb d leer om every for aich AMP Typo of p&lwdw wed_ of b[rouioa(USE ADDITMAL Si0'.ETS IF NECE=ARY.) 313I of pr9 la by-,_ia and w.of psa_tia.—ft m e. MATERIAL. FROM I TO Sens.t 0 Yr 0 W M K-Pw Lam— CLAY A SAND BROWN 0 50 hmnuhalmbN.neAIOKWN CLAYBLUE 50 12S Type STANL Maid Ne._ CLAY 3 GRAVEL BLUE 125 170 MM QSIa stet]j tram JM ft m=n. GRAVEL H2O BLUE 170 181 Dive. Sla sla h- 110 R G.,dWUfr P@div*D Yes ®No sbs of ix—ift d_ - Muefws Praed Dan_R to ft Bade+art®Ym D No To wlm d-F6,2911 . raamid urd r veal Al ' Did-y snra wrdn Aaasabk an.7 ❑ Ya ®No Type d.rrn'1_� DapA of rrr._ ��/t^„r"� _ lal J[ Medd of moll.+am Off_ rutNP slrtAhprr's Hww CI 1pi�Co�liM F R.P. WATm LIYIL W Iand4wbm W wsaw.we ars a k-1_ft &.ft!mod jZ24 bebwwpofwee D=7-11-07 Anew+prm _f.a pr.Q.r.net D.te Ar=sw wNr it ewtrdkd by_c pP%*Fe.mc.) WILL TWM Orawdw—is.ero.m mw tact a tared bda+.abc lend Wm a Folp tat ro.dcl®Yet D Ne U yes,by abw? Yktd:lbw-tl .w+d22s.dr"do ahw!!bo. Yicid:_�,lhw,uric_R dlawde.t Aar_bn. Yield:�yl.Nea wridt�_fl.dnr+dowa ear_�I.a. Wrnrwry due rie+r artnrmino wnewP Gnr..dgt0(.mei 4.ul n.wreero....dt a>p w.se•t<.dJ Tme Wnr laxl r- ware taws Tim Waa lax! Daw oftmf tidy No 12 PIARM w 0h n'n*V-40-Ave lb- AWW 11111Asr.w"nM as u_n for-bm Ants"asw_J4pa.Daft- Start Date 5-15-07 CompleW Date -1 Tcw,,�a waw—ww*d. idm>Mi.mabt ❑Yes ®W Tait Patel No.121074190080 WELL COr 19MUCTION CERTIFICAT10N.t toasto tsd wAft acoopt MFPonf ility br Lvssatdian of itis-dL and its conplisace with in w0hu mn well wa rwoon ststdmds. Mortals used and the info n imon reported above ate trite to my bw gowiedge a w bdiec ®F7rMw 0 Enttineer D Trainee Dn'9a or(raises License No.2n3 Drilltas Canpary COOLW ATER DRALINGJNC. Name(rda teat nrr)KEISTRUP,0£OFF Addms 10921 HOLLY RD NW Drii dTla.— Si uure City Soft Zip BREMIItTON.WA,99312 IF TRA IM:Drili fit Lieeam NO: Cordueaor's DriRo's Si Rewstnuton N0.cgXX1Aa941QM !fie 7-23-07 #07-0613 10011 Blomberg Street SW, Olympia,WA 98512 40 Phone#: (360)754-4612 Fax#: (360) 754-4848 , CEO TL"CHNICIAL TESTING LABORATORY Richard Hall Static Water Level =9 feet Completion Depth=42 feet FM WATER WELL REPORT N ace tit I,tm.l �127232 Deparmltrll trl FcdbtN UNIOtAi WLLL l.n+(*R,1-0g.__,_,_... Second Copy-Owner's Cupy STATE OF WA9MINGTON Thkd Cagy-Onaa's Coot wall,Rt w Pamn No.,-,_,,,-,__._.-.. . .y (7) OWNER: Neme•„-.Rk1 Hall —-_ AEaen ? -rHlleV1 Ta76i1 Rd - =5� =— WA ~ Ctl LOCATION OF WELL:CWn7 MAsnn --M__IU CF 1H Sec 7 T-_....2.1-N.R__ytLwM + (2a) STRaET ADOMEM OF WELL:(or naarwM address) 3550 R GT pE3d p( Tmp RA_ C:rApM awe WA 98546 TA%PARCUL NO.: 12107-41_00040 (3) p011011 ao tlsa: 3 Dometak Cl Industrial ❑►r rticow (10) WELL Loa air OICOMMISIMONINQf PROCNAM Damon ^ CJ Irrlpstgn ❑Teat wet U Omer Forrrtadort:Doswiba ty colla.Glenda.,we of maenaf entl Nnuoram.and Cl DaWaler se kind and nWM of me rwatarlal it each Watum penetrated.wi01 d ewer .. (y TYPE OF WOIIK: OlvrMr'e rannber of wan(s rttwe man ore). orr ter"far each change of inb"Taii Indicate as weer stMovkared. %Now three Maltod: MATERIAL I FACM TO O Dsepaned M Dug U BOW 9 PwAndearad IY Cade U Dmen .. ._. __..._ .... 'I Vocam+wwn G howy U J~ Top soil .. 10 ulmowowg DemeMr of Wail_,. ... ,.... --wow -wow Draw Depth Of dampletad wW_,-,,..__. _A2_ k. (6) CONSTIUL'TION DETIMLs Cortina Intrteaad: A wekw __b_...." Dlarn.ftM-,0_..-JLto 3^0. L Liner Installed Dlam.born_ __ft.to—ft. 'e L'Threaded Diann.ruin n.to It. Pwfwa Ioha: L Yet M No 7M of perforator teed _. SIZE of perbraeaw .__._.. __ in.for M. oars+afi0 N from 1L aoreeru: W Yes f7 No m K-Pac Location S -+ Marefecturart Nam.__._-Cwk_- Type_Arainlesm wire �,p maw No. Diam. .--5-_$b1 sin 1$ twn-37 It.to_�.7 R 0ient. Thal Sim horn` a.10._. fL _ Un Mftr peered: O Yes M No ❑She of gnwWand Material paced from. - -K b --IL wt"MI: $1Yes ONO To whal dapM? 18 fL F?1�if 141 V P ff MaerW used kr eaal i Old any strata conwin uru" wwter7 Yre X)No ` Type of waeR Depth of w0efa Method of s■"ng mats on (7) PUMP:MantfM:Alref"a Name__.rot I I d8. _- Type: afih` KIP Ecology (6) WATER LlVELE: Uv*-surface alienation above mean sea Ie of h. Static Intel 9 t.below top of waa Dun work Santee,_.7/1 1(5(1-_-._. Compete!_ 43/00 ,• Artea,an preawre_ be,per square inch Date Arrester,water is controlled ty (Cap,valve,ant.) wnu CONSTRUCTION CERTIRCATX M: (tl 1 corzuuc ad aroro, for con oucow of mite wrel(and as WELL Tsars:Drawdown 4 awovs maw level w lowered babes start rvvl •�reapanebilly wu a puno teal Mate? L)Yae X No It yes,by~?—__ oanpt•r�ca weh ea wufrnpton tvel cdetnrcti0n irereardt Matrtak used YIMd: pdhnln will_-_---- _.k drawEown alter Irt, And de ntamatlon reported above ore rile to my bad W*w*cl"and balief. Yla d' peLhNn*a t drewmwn alter Me Type or Orin Nome_J Qn Kr1ann License Nc, I R94_ Yeld: gaUri will 0.drawdia alter nn, (Lwen"d Iar/Enpinean) w 17aW+'arY ties(tine taken as zero when pump tarred ofi Iremr kvN neaasad iron Trartae Name Litenae No retl top to rtdta bveq Dratn hauls Dull__3no__. Tine weer LevN Tine water LevM Trine Waver L4ve1 Q --�- lsgnad! Uorraa No 1AAL+ Address Rel fai r t WA 9 92R Dam of teat 9asr Mat ;wj., &, 16 -tt drwied n der_-,j__ hra Contractors Aktea ___Qdhnm.oft t.dmmcky-etrr as t7aQ'eva on Nof34VISbT11 Q to __Doll l�yt__. m_ Mesian Row Q.11M DW (USE ADDITIONAL SHEETS IF NECESSARY) Tempawune of water was a Cemicd an"muds? f7 You z No EcdoQY Is an Etital OppaMWy and AXamet,s Adbn erttpbYar.For special ECY 054t10{1tA16) a—wodsiert naelle,-"act tee Wetter Reeour Program at(Jaq)407- 6e00.The TOO re}11DM is MWI 4074W6. 907-0613 10011 Blomberg Street SW,Olympia, WA 98512 41 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNWALl 'T ES TtNG LABORATORY Stephen Johnson Static Water Level= 101 feet Completion Depth = 157 feet WATER WELL REPORT Nod Ni. w 127215 Orsgmal&Iacopy-Ew4y,2nd copy•ow eel,Jrd wpy-dni in CtftktireictitattlDe�mtmssson(" to r:rrtel Unique Ecology Well ID Tag NO AFP 1 57 / Q Coastrtictwn r/O//G/.26 Water RIgM Pemiat No / O Decommtsslim O&GINAL CONMUCITON Notice " of lnrew Number property owner Nurse .S tinpb= .■nhncnn OPl76ED U6►: Ikt.xenc 0=1 Mvmapa wen sweet Address li'1011lr[Z1418 Granela 1,OOz Rd. O Dcwmew ❑L-it. t1 ❑Tell Welf C301tur_ - G v OP WURJK. C}vaera cumber of wcJl pf mac dun aoe} -� - ulY- view County Mason [ Neil tVaU ❑fteeondmoued W ihud Q Dud ❑Bend ❑Driven LoCaban 1/4-i/4�11i1N 1,ec7 'rwa.21 Rom- M bile O DOep cd ED Ctblc ❑Koury O jetted Ilinnng Lw DCg tat Ntlsei ww M UIMLrNSTUN3 fAatireler of weu &..tocrus,anatd_-_1 57 R ic,t,r still Dtptk of coMPwcd wen 157 ft kI*VlR►f)) Long Deg Long MwSee CONS raw1 ONUk'kus Tax Pact]No 12107--41-00420 T CacNaa 'f1welded f,_ Dam from__ _ ()___ ft to,.,,1.52fi CEJNST'RUCTION Olt DCC-OMMISSION PRUCEMIE tiD ❑Llrier saralted 0110) Rom ft to ft Porrazh(n Destt)be by color.Lbaractet,aze of malerdl abd MVL1,,c,an6 ate t h■m ftnm ..,,R w _ _ R II afd❑amro of the nvtata:in Wh l rateim penprated,rnt►at Icaa oft ably for earb ebaagc of MFi)r)rauon kid)ute art water taounaed Paiaaa/rawa 0 Yet ®No USE ADDITIONAL SHEM IF NEMSSAR Y) Type of pmforxa used--- MATERIAL FROM TO SIZE of r rfs_m try_)n and oo of perfs_from R m R saeem•(0 Yes ON. ®K-Pac 1. -- 1 5l) Top soil Ms*ufaennerr Name—rhok Type ctannls _.,Model No Dim 5 stot se 25 from 1 52 n to 157 R DAam $ltxslm from ft to fl GrateVfikerp.rked ❑Yes (2No C)S0t4)f61­aveVZ❑d_ M❑t-aLc plitcod from__ h to ft starlact scat ®Ya ❑No To wbm depth+. 18 ft Fine gray zn Marcrmis used is tc31 Retianifio Dad aa)strata cunum ualuaNe watu° ❑Yes C33So Blue clay 104 140 'type of watef.,Depth of"1,a Method of zealinli strata off Sand & gravel with eater 140 157 PUMP ManuWcttncrs Nasa TA�t s9 f i _ _. Type_ oil]_ H P� WATER LEVELS l�rtd-rt¢fae devaboa zbmc mean sea level R starx level 101 ft below rtip of wctl DAM Artesia pressiae lbs per sgw=nth Date „a Artesian tearer e:eoolotled by W ELL TE M: ihanadown is atrinum watt'k,el is lowered below rattc Icxf W a a pump tat made,DYes ❑No If yet,by wban+ Yield_33-a brae with 16.5 ft drawdowa afla 1 _h s W YieldJraan wuk ft 6awdowo after ars Yield yilJmm wuaI _ _fl drawoown after 4 his Reca,rry data(tau rakm air zero when pomp wined iffX waicr/curl mrasured flow wrN mP ro ware k.d) Time WlIterLevei. Time Wake I,cvcJ T)ttx Waiter Level o ? mi n--I-�+-- Date of tat Baalor less mun'an wuh ft do wdowa after brs Atett eaDJnuo widt arm act at_ ft fat kra ,i Artaua flow g p m Date � Temperature of waser_W as a cbc W aoalysts made'�Yu 0No Star D to 12t 27/0() Cottt.rued D3te_IZ9 f 01 WELL CONSTRUCTION CERTIRCATION I consttw.rted Wd/w accept mespoost bibty for constricttoo of the well,and its costipinrce w'sth all Washington wcA consliwtion stattards Matenals used and the tnfornation reported above arc true to try best letowfedgc&,id belief Q DnI1a ❑Eeig,a QTramee Nitrate lPnnt n na rp Dnittjg Corvarfy rJa c yi Dri l l ln,g Dnlier/Fsgi seall'raonx S+gnaturr t>� Address 340 NE Day),; Fa.LSR R�• ., Do*r-Trance t�nse No C7ry,Statc,7lp BeZfair, WA 4$52$ CoriarIt tratum,Licensed dniter's Repjeps wratUirs Siptua�re twd Lsetase dn Nt�f1AVT�pT 11 me Dase--�R Ql �� Elviosy u as Equal Oppnrncny emparyer ECY aso-l-m(Rev 4M 1) 907-0613 10011 Blomberg Street SW,Olympia, WA 98512 42 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTtNG LABORATORY Bill Lockwood Static Water Level= I 10 feet Completion Depth= 156 feet R!;.0r=1o:nto�6t Copy With AM—tion 14. rl WATER WELL REPORT sevon" mewcZr"!-- I Cwy copyWrA22 OF WASSIMU"M FQ I P.Mia (1) OWNM Name Bill LockvoW .......... C*dhrg Brawrtoni, wA (2) LOCATION OF WELL Dounty _N10 !'. -M So 17 T., 21..It. I WJW. "Olt.(Shp dl&efIpA pr WbCYY, bO O.Itr (1) PROPOSEX) USE: nomeatic,6 ihitwwtat o xwvt,.i ri (16) WELL LOG: 21-01W-17D,___ Urillatton 0 Tort well 0 Mar 0 retnastlana;D*icribe by color, —d rtruchft.—d "W"a".4 each*.,v'..each at"X".4 chorl.1$1s aear of (4) TYPE OF WORK: 11—I",14mbirr of welt - III more than ano).... . .. New was 0 14*0.6d;Dug Bond Doevened 0 Gel!AWIorifto 0 llrbwn IlAnd-49rAM111 Flooaalwaibos 0 Roca" -Hrnigh rand gravel water — 23 25 (5) DINKN311 bimwf_d, �.6 (,ray nest. __rand to.sr 25 38 Of arlay SODA. 'and n1a _38 48 Cray ovirifly an&A ab& A#&Ur- -48 50 (s) coNsTsuCrION DETAUS: a, __ al __90 60 stiff �!Vs d 0 84 11cmaing insumecL.........6....016M,tjoe, _0 n.to .1-50.a. nix - Bivr and el" seams of Thlowd Diem.from. -n.to CL welded Dian,tIom.,..........ft. 9L 84 07, V11 IS& &lay 100 Perforations: yea 0 No MUM clay grAzal Type at P.,I-.Uw OMW Ian122 PoeffirriitlimiI..-....-.-.. .... in.by gram mand 9X awl__V&t§Lr. __Iza 125 atom IM - - _.. ft. -Bro2aL-hArd 125. - 127 tia"W&U."trot".......,. . ft.to.............. ft, Perfasotimas from it.to....................ft Breen hard PAZ1J scan.V&_--__ JlM&dLr__. -An- is Screens: T.� No 0 Arnwn *and and water _—ASAL 150 Isenat M ....-JAM9.9n ­......'­­­'L. 1. --I---- - . ........ ro DI . .............310t Ilea_!..........f. .. Spot*ft ..........ti-I A,III_ Val I totai 156 Gravel packed: yno NIII sir.oisr"ej; Ricer Pipe GMVfJ ploCoo bVM..............................ft,to 5 ft e. L Surface It&): Y.V No 0 To-hM -30"on-overall 2.f.%a-.1/6. Material Uffd in M'J...aefttnrAtff in. 350 UMd a., olseLs ...%aia UMI&I W&1-17 Yee 0 me 0 Typo of waserp_................. Depth of atoned of-.UAK'teia (7) Pump: ............­........ ------------------ (9) WATER LEVELS. Stab,level 0 above II"a ­ 7TT— Were,top of—11 Mate ......0 Arb'V­P'= .. .'..'........lbf.per aq—Leh Data vraw3s octrollod bjv..... _0 (9) WELL TESTS: Mr—d...1.amount 1"..%.'le—i 1.I—rad below"be 11 Crnpi.im 1.19 84 Was a Pump sea made? Yes 0 NO 0 It yea by whom? *11h It drawd­Oft, hra. WELL DRHJ- RS STATEMENT. This well was drilled under my jurisdiction and this report is true to the best of my knowledge and belie(. Haeo,a"data ;Brno Iji�n ae urro Whim pump turned o1ri (Water level I—w. .p W water level! z Nickw1van Dr.Ullng Company. r e W.I L .1 t r i w at I L,-a J rime W w I Love I NAM cponaoffl�firm,or cornormucal (Type or Prui&I Box 12�. Fort Orchard WA 983f Ad&tn ..........,.... .............. ..........I... ...... ..... ........... Data,Is I cued)[SI ....... .... ......... . ................................ Z1.1ler teat_ .1.1meat. DAU-1 4MMLM fines.__.._.........._...___..........._.gym Ta_p"a,,s,a a, was a chemical onglyll,made?ym 0 No[3 LAcirsisc Ho_......q'5'?q­.................Oats..... #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 43 Phone#: (360)754-4612 Fax#: (360) 754-4848 1 GEOTECHNtCAL TESTtNC LABORATORY Bill Magowlin Static Water Level = 130 feet Completion Depth= 166 feet WATER WELL REPORT CURRENT °"lgin.l&t•oW-I—Mv.r'wr-ww,J!an-artwr Notice ofltateatNo. Coma uctiotilbetommissiou('k"in circle). Unique Ecology Well!D Tag No.Q4 _ 6 Construction Water Right Permit No. Decornmissjon ORIGINAL INSTALLATION Notice Prosy Owner Name I ti of Intent Number Well Street Address 4,111 PROPOSED USE: owmaie 0 bidtltaid O Muwigw ❑Drwm, O lMgatwn O Tan well O Dow City County dzkjm& Locations 1/4-1/4 V174 Sec,7 TwnZ R1 "u ard. tvrE OP WDRK: Owar's taarssr'Nndl(armredm aml � ..�i ,.. . Newwell n aaowdRowd "V~ O D"I ❑uwwd .. G Grim .L - - C3 Dooftall Cape O RarY .❑Jana at/Long :,t,r Lat[ Lai Min/Sec MANSIONS:owmtw dw u bta�.a.radled R. Still REQUIRED) f�oroaaplead-wl `R Long Deg LongMin/Sec DIFTAILS Tax Parcel No./X/p — V 9—/S1z;�-?z2 cwea I Waldo �6 _' Da tiaa n.m /GG n. Imull": Liew oalYled tMtn a oat n b A. CONMUCTION OR DECOMMISSION PROCEDURE 0 TAarlwl' " Dian Dora R m R Pcrfsnaad:�O Yap rb Fatah or Decrier by color,dLerscp pale" of aerersY noel amrcttss.ark ihr load noel rWas W da aeaaiY in aclr Ineneo penetased,wah a Iwl elm spay for ea:h ehrye of Type et pp6msr rnae. inPonntion, USEAMTIONAL SHEETS IFNECESSARY. SIZE or perf. a.by .and—Ofper —6— it to A MpTEtyy✓J. FROM TO 4 serurar 11 Va DIM x.Pw Laealon M.Winnater-e Namr Z Type a Wild No. Diarn to sin a /^6 b b_ ,(G_t. Oi.n sla am from R to A � D CnrarRber pecewf:Ovm No Osire afyavaVewd •e -Mnerise M�trawl R to A. Ssrfscs Sal: Ya .O No TO-ta dWM? R �. hMsrW in sad Did try stab anain amaeek wKKI O Y No Type of wsrn7 Depth Or med"of olio wires 1R PUMP: Na- TYK. I.I.P. MATTER LIVELtI:Land-eu6ce dersiort Abort am=lewd R Suoc W.6 4-?D n.I .top of wdl Otte �b Arsaido pmaue tbs.pa Marc inch D w A"9M whet is owerdlled by fcap,vairc ale. WILL I'MS!Dmwdaws is wwwd waterlevel is loww below sac imi .'" wn sP wwa craft?a Ya .XNo Iryu,by-howl+ Ysid W./raia nb n.dnwown erW lot Yieid: adJrrua-ddt R deaadown anew . Ma. Ywk d.mea with a*&-downefkr l a. Rrcc+rry daa Hoar rebrn W uro wMtn PwaP twnsrf�(worm lrw>I srsardradfow tell Tone Wa-r Level Timor Waea L-1 Tw- 'w—L-1 ti Rate Dacarrea ntlt Bnkr tew--ZO ad Iede"n, ['R.dasraew eta ITS Amcor gdJrrda wish acm at a A.for. hn. - AaeYmr now Rpm Ogre TtnWamae of wary_wu s d=wd aaah'4s emk? O Ya 0.Id0 . smno- drZ11t& CwrtDlNadDoe WELL t^ONSTRUCTiON CERTIFICATION: 1 constructed and/or accept re orisbility for cautruaim of this well,and its compliance with all Washin¢ion well construction standards. Materials used and /the information reported above are trve to my test knowk and belief. Lkr O E miter O Treimra Noe 'ut) Pr �G Zy� ��PP Dr u a8 Ca W'•r / pnikJlFitQneslltrrnee sLyWae �s're�../w/� -AAdR�ee .. Driller or mina Liutac No. * // coy.stem.Zip f LtNFE, - Coenren rk's a t:esual N.. Realmeoon No.�t. ✓/KlA—^��_Da°__ s Slattern E-kO is en Bow OPOereruh F'Vow #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 44 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TES TONG LABORATORY Pirates Cove Country Club Static Water Level = 119 feet Completion Depth=203feet / ! WATER WELL 12EPOI�T CURRENTNotke d bNOU No. N,51509 OnDaal&tst cM-Ecinky.Sod copy•owin.3rd ropy•delUa Unique Ebology Well ID Tag No. A E C 8 9 2 Calldtirg ed n a mePAW01WA n("a'w circle) )0 Co"Ductioh Wafer Right Pernut No. 7 2 5 7 O Deeomm-ixt ORIGINAL CONSTRUCTION Norice pirates Cove Country Club '4 //Qza' g of tarns Number - -- Property Owner Name Fam: 6D USE, ❑Domeaaa tadusbvl Atiegapal Well Slrea Add"= Off L o m b a i d-R o a V rf $�0 4 0 0 4 tWmu CltrnPoon OTemwell [3OdW— --- - -- ---.�-- City G r a g e v l e v County; Mason WORK Owoets numbs of well(if more flan ok,e). S N 8 2 1 N 1 NM r rtJr g ❑Recoarhovaed HOW ❑D4 O DOM ❑Dnveo ���-!/i I/4_ud See_ Twee..,, R,-� a ortr d.-__. -- -_ 3 Cable ❑I-ed song; WWM Duuxter of well. 8 oohs,dnlled 2 0 3 R (s,t,r onLat Des IJc MiNStx Deplb of mmpetad wall 2 0 3 It REQQrR") Long Deg Long Nbrit a Tax Parcel No. 1 2 1 08-5 0-04 004 COMMUCCfON DBTAr18 cigowt :Dwcw d _' Dmim ften +2 R io 7 7 X R CONSTRUCTION Olt DECONQlMON PROCEDURE Iftsolledi Leer sataaed Dtam firs _.fl b.-.,,,-...,R porma000 Ducnbe by color.chanew.tin of material sad svucwrtnd m,and nt• ❑Iended Dram Rom rt to _fl kind and saran of the material in rack,suanun peaenaled,wta at lea one nay for each chance of Wom,ataa.htdaste W water cecoumered ItrfeeaGoac: ❑Yes 43 No (USE ADOMIONAL SHEETS W NECESSARY) Type of perorator erred _ MATERIAL FROM TO IZB of perfr_,a by.- ni and oo of perb from_a to—h - Sworn Silty Clev, rev I 0 11 Seteera:M Yes ❑No ❑R•Pac Loa000 1 1 6 L i g h t brown send, silty 1 1 MmulaeAtnYs None SlGttetl clay, ravel -. Type Model No 7" 030 181 Brown silty sand, and I Dsam Slot Sue hom R w 1 9 6 fl dam Sloi S,a hrnLh no n 9 r a v e I 3 5 CravWPllter puked; ❑yea 0 No ❑Sin of eravcvsand Gray s i I t y s a n d, c l a y 35 90 Matenak plagbcd from h to rt G r a y g u m m y c l a y 9 0 1 4 0 w Sarfloe Seal: ©Yes ❑No To what deplb7 2 0 R G r a y gunny clay, rave 1 1 4 0 1 4 2 Maaetals a"in seal 6e ntoni to Coap a t,c1 ay; sand - 142 Did any W11111 ONMA uauuble waarr'❑Yes [3 No g r a v e l-w e t 1 6 4 Type of wrier Deptb of saes L a r g e 9 r a v e I sand-wet 1 64 1 6 6 Method of ctalidit sass off Grey hardpan 166 172 MMP: Manufaclurefs Name G r e y clay, 9 r a v e I ,wet r 1 7 2 1 8 0 Type. HP Grovel , sand,water 180 198 WATTR LEVELS: Land-surfaceelevatioa above man sea level It Grave[ , sand, brown 1 9 8 Stan level 1 1 9 Itt below top of well Date 1-1 6-0 2 Ancsiso Fc swue lbs per square tact Date clay, water 2 0 3 Artmao water is cooaotled by (Caegi.vAjvg,etc) WELL TESTS: Diewdown is amount water level is lowered below static levd Was a pump tat nude'❑Ya ❑No If yea,by whom' Ywid- &dJnuo with R drawdown afte fin. Y,.0 napalm w,tb h drawdowo a14r tees. Yeekt. nl Ins wab h drawdown after hrr Recovery darn(nave germ as taro whom pump earned oj/)(wwrrr lest/measwed frwn wall asp to water!well Time Wamr Level Time Water Level Tmu Wale Level Wa,.htnaton Sla e D urtment of Eco t1_w Daft of lest Bader tat 5 0 Sal/coo wmh 1 h dnwdowo aft--_hn Aeries& sal htoa rat►stern set at R fog firs Artewn flow a p in Due '^ Tenperama of waw_Was a cheaanl"ysu made'❑Yes ®No Stan Date t 2-2 6-0 1 Completed Date 1-1 6-0 a WELL CONSTRUCTTON CERTIFICATION: I consnixed and/or accept msponstbL9ty for construction of this well,and its complimn=with a)t Wastuogton well construction standards.Materials used and the mformaoon reported above are true to my best lirlowledge and belief. ©Dnlla 012atinea❑Tnunee Ed N e t o n Drilling Corl�any Arcadia D r i M i n g Inc. DrillerlFnginmi Trainee Sigruu ,� Address 1 7 0 SE Walker Dark R as d Dnller or Tlalaee License No. 1 8 8 6 City,State,2Sp $h 0 1 t o n Y A 9 8 5 84 UVingleodegir COnaaefOeS A.A C A D 0 1 0 9 S x 1 Si nitaL e,and lad nse no, Regittraoon No. pace SigsmIItre and License tta Ecology is as Fipa7 OppartunNy 11rtploye 5C1'OVA I-20(Rev 441) #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 45 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 GEOTECHNtCAL TESTtNO LABORATORY Roy Stougard Static Water Level =35 feet Completion Depth=57feet ts„wuh WATZk • P.r.Y Ile.....seem (I) AWDlt __._..-._—__-- o and it e.Y.:Roy . (2) LOCA"ON Off',W=At 0MIMI? l9ataea Maw._ ,tR >r. (3) PROPOSED US& o4mw''W raow:Q anuoet O LI WKL Lor'.s tnlrYa�i CF A+i wi O ..aMt rS rat �► � (4) TYPs OF wad.:. w 1 1Nw ww' 'iftowerDut' now L7 __.. _ p t�aivea.d� CL-."�.•. ..ssw;f Ad..w t3 �� �ss�cct�.� AaeiaeiNe�tae 9 Mwwr a a.ire Q nmta.a WIM~ad via----•�-- D �.._ ri d- Fr a• q tc C..mr�rlrll+is 6_._-�1�4�:.L=_'k:�r�_•� � .. .- �bl'�Oaattatdti: TON a I% i.. .... ._ .. �^ TYPO of POTAW"Or am 49 La. ' _.�_parawallir lie:'_fir:_..fir.M.._.:.:•� �aiasY�a tithe•.._ ._fL M Jt.. ... ... .... . ., _ tL o_ .4 SpeelMt Y.aa nor) CIL alt.waleaere aroma. ��✓11�V�1�tGr�.' Y .... maw.-w toot ww dwr_a i— w�-a Grarw foeini: $iStf1l>e esari Yat v no' }.•?8_ .. .•. . tttaatat toad fa. ." ,+�.+ - ..�^.� .,•i-� Dld a.J Acm Omuta r.4160i1.wtlRtIles- T"M at wager} -D1Y*i�a•7tt_.. _ _ _ �.. �� :�.. YaQ.aa N a--@ strafe aft —r•1 (7) Ptll�: It.aataatos.rti xawr t a T-' i . �. (9) WATER LEVEIA: bbM stark l...t.__35._ w». .t..It oa. , esllaa ara..t• . --_....n..' wrr.ra+.way (s) WM L TESTS: Dnwda wa• watal�"M Y.. b..�.wr.'.�e)arai• Ovals �a�'L.. u _ �� was a;.me twt aWat T"D NOW,It LY Ti.ta: PLOya.with tiLswaawa aiQ - w. 'Dffi+i. ')!3YATEi[Bt1'!b -.w - - ;Ihit ililf'iV.oLw*mgWj htrisdicUm and*U report Y tr ao to ti+�est'o i�lohoeM and Oeilct. aeco..rr hate ltloM to a a.r sp~4 en�i.aaTr-t�ai�'a'!i dirk aevYT` -'c::._;• ..: _:,.c.: •::-r.::.._-:... auaa.rad Lw..� .a1 rtaw w.t. LOW Lash IQAiW'..'_.; ._....a_.----•--.------..9-.__..._....----••---. .. {teieoe,tlr:,a•aa*petena.l liYia w/rtttt)....._.. P.O. Box 30 A21 n NA 98524 ................... - ._..._. .._... - .... _ _ aaa.r e.a��_.rnJsm.a t � laweaa `: �. *• ., _.. AtgMY MOM Tenveratam Of water—�._.wr a Maested anal7ra taaeit lIs Q ..Ro ._._......._Data_. #07-0613 10011 Blomberg Street SW, Olympia, WA 98512 46 Phone#: (360) 754-4612 Fax#: (360) 7 54-484 8 G EOTECHNICAL TESTING LABORATORY FIGURE 1 VICINITY MAP • 4 y f a �, / � t• • t + f■ :r�r a t oir i � •r -�? Nil143 if RIF •tie. i - 1,BTap6Qa*tVln*i P"I7dmw Ya wwh hIE 04" Smut.Ihw:USG1 7W ft SL*:1:l0,p0 flrwl Ill➢anna:R GS&i #07-0613 10011 Blomberg Street SW,Olympia, WA 98512 47 Phone#: (360)754-4612 Fax#: (360)7544848 r DANNFTM THESITE RAN RVCORPORATPD VApIW9TECIM1OlIP5 AND SOURCES mw• w•m•ma INCLDDMD,NB LULIAWMG Geotechnical TAPING AND PACMG,SLOPE MEASUREMENTS W M AN MLINOMMlNL ANGLES AND u BEARMOS USING A MUNLONO OBO TRANSIT,SITE LOCATIONS USING A GAIIAONRI HAND HELD UPS UNIT,TO�POOWILIC MAPS FROM DELORMES.MASON COUNTY G 13 WEBSTL$ Testing r. AND SURVEYS RECORDED AT THE MASON COUNTY ASSESSOR.GEOLOGIC SITE ` RECONNALSSANCE OCCURRED ON ANUARY 31.30011 BY DB.1NM `�1'2 Laboratory i um C �O n....�q� •"^`q""• • Geobechnical Services 1 USA, QNQC ,,� r.�.....�M��-�•^»^ •.,.. Testing Services W �+ qve.--.waM„gv.aq...•�w.....dM.�ww 10011 Bbntwg SL SW Olymph.WA 96512 Ph— ! Q1s (O\C QIS Iwo:owMw«.a•.q.u.a wuw. Fm:(380) 544US 2 C0 Y QIS C C t ..•. .omM...- ...,w..- DM.O wd by: 9�F DgRI0FgN by:RUSSEL.W d11- O 0 M.• By K B DIO ChKkad by:CUSHMA N,C.DO ' Dw0i:02-0146." 0. „FPS O QI O-51 Is �.. 5 f; US o m..-.qw�. � PROJECT NAME: c ECARTHUM 8 LIEDTKE,LLC 90 O I BO BANANA DR *„p ^•m„ .a..M. GRAPEVIEW,WASHINGTON OI ,,,,,q, m,,,-,-,,,.•.,,,,•, PARCEL 1210MI023 C r CONTACT ZONE - � - NORTH GENERAL NOTES: ct.•s SCALE .3a' LTHE VEGETATION BUFFER AREA TO BE RESTORED TO NATURAL VEGETATION AND THEN 0 1® - ••�- o••-q °N'�'•-� THE BUFFER IS TO REMAIN UNDISTURBED. USES AND ACTIVITIES IN EROSION HAZARD AREAS ARE SUBJECTED TO EROSION HAZARD DGM.x 1 R'NI•30fd AREA DEVELOPMENT STANDARDS INCLUDING THE SUBMITTAL OF A SOIL AND SEDIMENT CONTROL PLAN PREPARED BY A PROFESSIONAL ENGINEER. • ,'"""•-, •'°•m"mM"' ..�� FIGURE 2 SITE PLAN t 1/2 INCH MINIMUM DIAMETER STEEL ROD (STRAP)CLAMPED SECURELY TO PIPE CORRUGATED TIGHTLINE 4 INCH CpR M�lVitijU \ MINIMUM,6 INCH SUGGESTED t3 RV Sp M 1p R _ AC/NG FFT i _ a s S y}:ham. +r 'S: ✓ �.^s:^i.`.•�;:;..:.{ max:=='},.•• z:•. TIGHTLINE ANCHORED WITH TWO, 3 FOOT REBAR LENGTHS OR BOLTS. LFLARE END SECTION QUARRY SPALL OR ENERGY <....:.......::.,,. ;. 4 DISPERSION DEVICE F �, • ; ',�g��." ,.: GRASS-LINED SWALE SHOULD BE A MINIMUM ONE FOOT WIDE AT THE BOTTOM AND ONE FOOT DEEP WITH A MAXIMUM SLOPE OF 5 PERCENT. MINIMUM 4 FEET �\ LEVEL SECTION GEOTEXTILE FABRIC Geotechnical Testing Laboratory Geotechnical Services 10011 ewmosrg sr sw FIGURE 3 QZQC Services oN"w°•WA 98512 Pho- Testing Services F.:pool 7s.�sa Not to scale DRAINAGE DETAILS CROSS-SECTION A (NORTH EAST-SOUTHWEST) w z w 0 . . . . . . . . . . . . . . . . . 80 o w . . . . . w :L.L 70 .............................................................. ...... .................................... .................................................... .............................. 60 . . . . . . . . . . . . . . . . . . 2 Z PROPOSED4 Qls . . . . . . . .. . . . . . . . . .w BUILDING DING wLD 50 . . . . . . LOCA w . . . . . . . . . 0 . . . . . . . . . . 40 _to . (D w :w 30 . . .. . . . . . . . . . . . . . . . :> . . . . . . 0 Jow LL L.L w 20 ..... .. .......................................fO. ..................................................................................................... .................... ............ Is w QlS 10 0 w 0 i50 100 i 150 200 250 Geotechnical Testing Laboratory FIGURE 4 Geotechnical Services looll el-m st sw SCALE Olympia.WA 98512 -SECTIONS QAIQC Services Ph.—(360)754 4612 V=39 CROSS Testing Services Fax:(360)7644548