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HomeMy WebLinkAboutSoil Review - BLD Engineering / Geo-tech Reports - 9/10/2004 °N.STAr- MASON COUNTY Q' o A°u N PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER S N _ Y O Shelton,Washington 98584 ry N y 0 e64 DATE: September 10'', 2004 INTER-DEPARTMENTAL COMMUNICATIONS TO: Tammi Clark, DCD -Planner FROM: Alan A. Tahja, P/W- Co. Hydr. Engr. WO#PLG-04 SUBJ: Geo-Tech Soil Report Review NAME: WSP d,Dayton-Airport Facility COM2004-00151 Tammi, The geotechnical engineering evaluation prepared for the proposed Washington State Patrol (WSP)communication tower to be constructed at 631 West Dayton Airport Road,has been received and reviewed by Public Works. For the most part,the report contains information needed by the project's design engineer for determining the tower's anchorage needs, bearing capacity of the underlying soils, etc. I found the report interesting,and feel it contains the information the engineer will need to complete his design(s). The project engineer will need to determine for himself whether the report contains all the information he will need. My comment at this time is that the report appears to comply with current geotechnical standards applicable at this time and place, and I would recommend accepting the report without comment. In summary,the geotechnical assessment appears acceptable,but the project engineer should determine for him or herself the relevancy and accuracy of the report.. Please feel free to contact me at County extension 461 if you have any questions regarding these comments, or if you feel any features need further discussion or attention. ;71i1 J7_Tx4 Alan A. Tahja File: H: \WP\GEO\Assessments\WSP Tower.doc f t WORK ORDER - PUBLIC WORKS DEPT. 0) Dater- ,o 4 (E) Work Order PERMIT#: lNumber. /7 -� R��uie Lsted by: l C. L Authirized by. LIli kin I f4 Qate: W �TYp- f Work. CHARGE TO: NAME Wks h . S Irc[t Prc•�ru o AGENCY/COMPANY W ``•' c-0 BILLING ADDRESS o PHONE V, Ott PUIPWorks Person In Charge: , ► , (C) Project Time Line: from-to dates Project Start date. - Es&Wed FWsh Date: Apprw*We hour*: ESTIMATED TOTAL i'S: COST ESTIMATE (D) boy" H2= Ssl:iotal• Frinae% TOTAL$ !I� l3AIE TOTAL s*s EQUIPMENT USED: I MATERIAL USED: MR,, :,`�an... .:--4`y: .,��.:.�-�y� �;�.,vhmmQ. �.... - - .:;�•C;. .. .••.1.-£CS'R?RdF. MJ.4:-.;:..^^".'-"^^n y:.,.,'��--' .: iy,!M.�. • ::-ti`-`.t"'.` i. .. •--,k rx;;: nr4:..t- c;::-. s';. '�4>'tl.. 5+::;`�a+.::Cx,.,.::"L ,•,:.,,.-'fi.•:o-.`.J.'�v.:;�;,_.-:.. t36w°dth.Yc-a�ettio`e�tc��'ox y. o-..• v i�l'i4Ti.�VJi..Vlti:i� - ,�Fy� -.�:•n�-`-- ��`k '`�.n•)::�•.::P::C:.•r;•t•_z::-:+n. -•.USMo unXw:-xaw:xnavaxa::aa: •�-"•=-: ^bcNAbtarbwooc$eaY. (F) Actual Cost $ BARS: PROD#. DATE Employee WORKED NWM Hour Sub(oW FrIrm ( TOTAL$ EQUIPMENT USED: alZtE Stint Rate TOTAL SS MATERIAL USED: TOTAL ALL (G) BILLED DATE INV* PAID DATE REC./ CWM �/ lD"`�e LSI Adapt, Inc. 615 Eighth Avenue South Seattle,Washington 98104 Tel(206)654-7045 Fax(206)654-7048 www.isiadapt.com Adapt .+� - July 9,2004 Adapt Project No. WA04-11543-GEO Radian Communication Services,Inc. 22125 17'' Avenue Southeast, Suite 117 Bothell,Washington 98021. Attention: Mr. Lowrie Ruddell Subject: Geotechnical Engineering Evaluation Shelton WASP Academy Tower Site 631 West Dayton Airport Road Shelton,Washington 98584 Dear Mr. Ruddell: Pursuant to your request, LSI Adapt (Adapt) is pleased to submit this report describing our recent geotechnical engineering evaluation for the above-referenced site. The purpose of this study was to interpret general surface and subsurface site conditions, from which we could evaluate the feasibility of the project and formulate design recommendations concerning site preparation, equipment pad and tower foundations, structural fill, and other considerations. Our scope of services consisted of a surface reconnaissance, a subsurface exploration, geotechnical analyses, and report preparation. Authorization to proceed was given by Mr. Lowrie Ruddell of Radian Communication Services, Inc. (Radian), on behalf of Washington State Patrol(WASP) This report has been prepared for the exclusive use of Radian, WASP and their agents, for specific application to this project in accordance with general accepted geotechnical engineering practice. Use or reliance upon this report by a third party is at their own risk. Adapt does not make any representation or warranty. express or implied,to such other parties as to the accuracy or completeness of this report or the suitability of its use by such other parties for any purpose whatever,known or unknown,to Adapt. E LSI Adapt, Inc. We appreciate the opportunity to be of service to you. If you have any questions, or if we can be of further assistance to you,please contact us at(206)654-7045. Respectfully submitted, LSI Adapt,Inc. Thomas S.Doran Project Manager iM. �O ,Q 31760 Rolf B. .Iyllseth,P.E.,L.G. ohs L NAL E Senior Geotechnical Engineer _ EXPIRES `' S� I� K.N.Le ,P.Eng. Senior Geotechnical Engineer Senior Reviewer TSD/rbh Attachments: Figure 1-Location Map Figure 2-Site&Exploration.Plan Boring Log B-1 Radian Communication Services,Inc. July 9,2004 LSI Adapt Project No.WA04-11543-GEO Page 2 LSI Adapt, Inc. 615 Eighth Avenue South ZealSeattle,Washington 98104 Tel(206)654-7045 T. Fax(206)654-7048 ap Awww.ls-iadapt.com Radian Communication Services, Inc. Geotechnical Engineering Evaluation Shelton. WASP Academy Shelton, Washington WA04-11543-GEO July 2004 LSI Adapt, Inc. PROJECT DESCRIPTION The host-parcel is located at 631 West Dayton Airport.Road'i Shelton, Washington, as shown on the Location/Topographic Map(Figure 1). The proposed lease area is"located on a relatively Ievel area of the host parcel. We understand that current development plans call for-construction of a lattice communication tower. The project site and surrounding area are shown on the attached Site & Exploration Plan(Figure 2). It should be emphasized that the conclusions and recommendations contained.in this report are based-on our understanding of the currently proposed utilization.of the project site, as derived from written and verbal information supplied to us by Radian. Consequently, if any changes are made.to the project, we recommend that we review the changes and modify our recommendations, if appropriate, to reflect those changes. EXPLORATORY METHODS We explored surface and subsurface conditions at the project site during a site visit on July 1, 2004. Our surface exploration.consisted of a visual site reconnaissance. Our subsurface exploration consisted of advancing one boring (designated B-1) to a maximum depth of approximately 30.0-feet below existing ground surface (bgs) within an accessible area in the vicinity,of the proposed location of the tower site. The procedures used for soil exploration are presented in the following report sections. The boring was completed using a truck-mounted,hollow-stem auger drill rig, which was operated by an independent company working under subcontract to Adapt. A geotechnical representative of Adapt was on-site to observe the boring,obtain representative soil samples,and log the subsurface conditions. After the boring was completed,the borehole was backfilled with a mixture of soil.cuttings and benton.ite chips. The location of the boring advanced for this study is shown on the attached Figure 2. The specific location and depth of the exploration performed was selected in relation to the proposed site features, under the constraints of budget and site access. The boring location and other features shown on Figure 2 were obtained by hand taping from existing site features; as such, the exploration location shown should be considered accurate only to the degree implied by the measuring methods used. During drilling, soil samples were obtained at 2.5 to 5.0-foot depth intervals using the Standard Penetration Test(SPT) procedure(ASTM: D 1586). This test and sampling method consists of driving a standard 2-inch.-outside diameter (OD) split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer, free-falling a distance of 30 inches. The number of blows required to,drive the sampler through each of-the three, 6-inch intervals is noted. The total number of blows struck during the final 12 inches of penetration is considered the Standard Penetration Resistance,or"blow count". If 50 or more blows are struck within one 6-inch interval, the driving is ceased and the blow count is recorded as 50 blows for the actual number of inches�of penetration. The resulting Standard Penetration Resistance values provide a measure of the relative density of granular soils.or the relative consistency of cohesive soils. Radian Communication Services, Inc. July 9,20Q4 LSI Adapt Project No.WA04-11543-GEO Page 4 LSI Adapt, Inc. The exploration log attached to this report indicate the .vertical sequence of .soils and materials encountered in each exploration, based primarily on our field classifications and supported by our subsequent laboratory examination and testing, if applicable. Where a soil contact was observed to be gradational or undulating, our logs indicate the average.contact depth. Our'boring log also graphically indicate the SPT blow count, sample type, sample number, and approximate depth of each soil sample obtained from the exploration. If any groundwater was encountered in an exploration, the approximate groundwater depth is depicted.on the exploration logs. It should be realized that the explorations performed for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. i�' J Furthermore, the nature and extent of any local variations would not become evident until. additional explorations are performed or until construction activities have commenced If significant variations are observed at that time, we may need to modify our conclusions and. recommendations contained in this report to reflect the actual site conditions. SITE CONDITIONS The following sections describe our observations, measurements, and interpretations concerning surface, soil,groundwater,and seismic conditions at the project site. Surface Conditions The proposed lease area is located on a relatively level area of the host parcel. Surface conditions consist of a gravel parking area, Subsurface Conditions At the boring location, near-surface soil conditions consisted of about 6 to 12-inches of gravel mantling loose, fine to coarse sand with gravel and cobbles. Below these surfici.al soils at a depth of roughly 3.5- feet bgs, our boring .encountered medium dense,.grading to dense, fine to coarse-sand with gravel and cobbles, which extended the full depth explored of approximately 30.0-feet bgs.. Groundwater was not encountered at the. time of drilling. Throughout the year; groundwater levels would likely fluctuate in response to changing precipitation.patterns,off-site construction activities,and changes in site utilization. Seismic Conditions Based on our analysis of subsurface exploration-logs and our review of published geologic maps, we interpret the on-site soil conditions to correspond to seismic soil profile type Sp, as defined by Table,16-J of the .1.997 Uniform Building Code and Table 1.61.5.1.1. of the 2000 International Building..Code. This .soil profile is characterized by stiff-soil profile with an average SPT blowcount ranging-from 15 to 50 blows per foot within the upper 100 feet bgs. -Current(1996)National Seismic.Hazard Maps prepared by the U.S. Geological Survey indicate that a peak bedrock site acceleration coefficient of about 0.30 is appropriate for an earthquake having a 10-percent probability of exceedance in 50 years(corresponding to a return interval of 475 years). According to Figure 16-2 of the 1997 Uniform Building Code,the site lies Radian Communication Services, Inc. July 9,2004 LSI Adapt Project No.WA04-11543-GEO Page 5 LSI Adapt, Inc. within Seismic Risk Zone 3. For purposes of seismic site characterization, the observed soil conditions were extrapolated below the exploration termination depth, based on a review of geologic maps and our knowledge of regional geology. CONCLUSIONS AND RECOMMENDATIONS Current development plans call for the construction of a lattice communication tower within the proposed lease area. Based on the subsurface conditions revealed by our exploration, we recommend that the proposed telecommunication tower be supported on drilled pier foundations. Design criteria for compressive, uplift and lateral support of a drilled pier are presented below. Our specific recommendations concerning site preparation, tower foundations, access driveway, and structural fill are presented in the following sections: Site Preparation Preparation of the tower lease area for construction should involve clearing, grubbing, stripping, cutting, filling, dewatering, and subgrade preparation. The following comments and recommendations apply to site preparation: Clearing and Stripping: After surface and near-surface water sources have been controlled, the construction areas should be cleared and stripped of all surface organics and debris, if present. Our exploration and visual site observations indicate that an average thickness of about 6-inches of gravel will be encountered across the tower lease area, but significant variations could exist. It should also be realized that if the stripping operation proceeds during wet weather, a generally greater stripping depth might be necessary to remove disturbed, surficial, moisture-sensitive soils; therefore, stripping is best performed during a period of dry weather. Backfill materials, where required, should be placed and compacted according to the recommendations presented in the Structural Fill section of this report. Subgrade Preparation: Exposed subgrades for shallow footings, mat foundations, slabs-on-grade, roadway sections and other structures should be compacted to a firm, unyielding state, if required to achieve adequate density and warranted by soil moisture conditions. Any localized zones of loose, granular soils observed within a subgrade area should be compacted to a density commensurate with the surrounding soils. In contrast, any uncontrolled fill material or organic, soil, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. It should be noted that the near-surface bearing soils at this site are anticipated to consist of medium dense, fine to coarse sand with gravel, which are generally considered to exhibit relatively low moisture sensitivity to minimize disturbance and subsequent need for recompaction. We nevertheless, generally recommend that all bearing subgrade areas be excavated with a smooth-edged bucket. Frozen Subgrrades: If earthwork takes place during freezing conditions, we recommend that all exposed subgrades be allowed to thaw and be recompacted prior to placing subsequent lifts of structural fill. Radian Communication Services,Inc. July 9,2004 LSI Adapt Project No,WA04-11543-GEO Page 6 LSI Ada t Inc. Access Driveway Based on our site reconnaissance visit, it does not appear to be necessary to construct a new access road to the proposed lease area. However, if needed, we recommend that the subgrade for any access roadway be prepared in accordance with the Site Preparation section of this report. For planning purposes, we anticipate that 6 to 12-inches of"clean" sand and gravel subbase material and a minimum 3-inches of crushed rock surfacing will be required to create a stable gravel roadway surface at this site. Adapt can provide additional subgrade stabilization or gravel road section recommendations based on observed field conditions at the time of construction. Where cuts and fills are required,they should be accomplished in accordance with the reconunendations provided in the Site Preparation and Structural Fill sections of this report. Tower Drilled Pier Foundations Based upon the subsurface soil and groundwater conditions observed in our test boring, we recommend that the proposed tower be supported on drilled pier foundations. The following recommendations and comments are provided for purposes of drilled pier design and construction: End Bearing Capacities: We recommend that the drilled pier penetrate at least 15-feet below the ground surface. For vertical compressive soil bearing capacity, we recommend using the unit end bearing capacity presented in Table 1 below. This allowable end bearing capacity includes a minimum safety factor of 1.5. Table 1 Allowable End Bearing Capacity Depth(feet Allowableeat"ing Capacity(tsf} Llitmhrig point Resistance 15-30 2 D/B 5 Frictional Capacities: For frictional resistance along the shaft of the drilled piers, acting both downward and in uplift, we recommend using the allowable skin friction value listed in Table 2. We recommend that frictional resistance be neglected in the uppermost 2 feet below the ground surface. The allowable skin friction values presented includes a minimum safety factor of 1.5. Radian Communication Services, Inc. July 9,2004 LSI Adapt Project No.WA04-11543-GEO Page 7 L I LSI Adapt, Inc. Table 2 Allowable Skin Friction Capacities Depth(feet) Allowable Skin Friction (tsf) 0-2 0.0 2-5 0.05 5-12 0.10 12-30 0.20 Lateral Capacities: Drilled pier foundations for communication monopole towers are typically rigid and act as a pole, which rotates around a fixed point at depth. Although more complex and detailed analysis are available, either the simplified.passive earth pressure method or the subgrade reaction method is typically used to determine the pier diameter and depth required. to resist groundline reaction forces and moments.. These methods are described below. • Passive Earth Pressure Method: The passive earth pressure method.is a simplified approach that is generally used to estimate an allowable lateral load capacity based on soil wedge.failure theory. Although the lateral deflection associated with the soil wedge failure, may be estimated, design lateral deflections using the passive earth pressure method should be considered approximate, due to the simplified nature of the method. According to the NAVFAC Design Manual 7.02 (1986), a lateral deflection equal to about 0.001 times the pier length would be required to mobilize the allowable passive_ pressure presented below; higher deflections would mobilize higher passive pressures. Our recommended passive earth pressures for the soil layers encountered at this site are presented in Table 3 and incorporate a safety factor of at least 1.5, which is commonly applied to transient or seismic loading conditions. These values are expressed as an equivalent fluid unit weight to reflect the linear increase with depth and may be assumed to act over an area measuring two pier diameters wide by eight pier diameters deep: Table 3 Allowable Passive Pressures Depth(feet) Allowable PasAVC`Pressure (pet) 0-2 0 2-5 280 5-12 300 12-36 350 • Sub>;rade Reaction Method: The subgrade reaction method is typically used to compute lateral design loads based on allowable lateral deflections. Using this method, the soil Radian Communication Services,Inc. July 9,2004 LS1 Adapt Project No.WA04-11543-GEO Page 8 LSI Adapt, Inc. reaction pressure(p}on the face of the�pier is related to the lateral displacement(y)of the pier by the horizontal subgrade modulus(kh); this relationship is expressed as p=khy. Because soil modulus values are based on small scale, beam load test data, and are. usually reported as a vertical subgrade modulus(k„),they must be converted to horizontal subgrade modulus values representative for larger scale applications (such as large pier diameters) by means of various scaling.factors, as discussed below. In addition to the scaling and loading orientation, the soil'-pier.interaction governing kh is also affected by the soil type,as follows: • SAND and Soft CLAY: For cohesionless soils.(sand, non-plastic silt) and soft cohesive soils (clay, cohesive silt), the horizontal subgrade modulus (kh) increases linearly with depth (z). This relationship is expressed as kh=nhz(1/B), where nh is the coefficient of horizontal subgrade reaction and(1/B)is the scaling factor.* • Stiff or Hard CLAY: For stiff or hard cohesive soils (clay, cohesive silts), the horizontal subgrade modulus(kh)is essentially the same as the vertical subgrade modulus(k,)and is considered constant with depth. This relationship is expressed as kh=k,.[1(ft)/1.5B], where[1(ft)/1.5B]is the scaling factor(B is expressed in feet). Our recommended values for the coefficient of.horizontal subgrade reaction.(nh) and.the vertical subgrade modulus (k„)for the soil.layers encountered at this site are presented in Table 4 below. These values do not include a factor of safety since they model the relationship between contact pressure and displacement. Therefore, the structural engineer or monopole manufacturer should select an appropriate allowable displacement for design,based on.the specific requirements of the communication equipment mounted on the tower. Table 4 Recommended Horizontal Subgrade Reaction Values Depth lnterYal, p nh kV (feet) 0-2 0 N/A 2-5 8 N/A 5-12 25 N/A 12-30 50 N/A Coefficient of Horizontal kh=nh(z/g) kh=k,/(1.5B) Subgrade Reaction(pei) (Sand-&Soft Clay) (Stiff Clay) Construction Considerations: Our exploration revealed the site soils to consist of loose to medium dense, sand with gravel and cobbles. Groundwater seepage was not encountered at the time of drilling. Radian Communication Services,Inc. - July 9,2004 LSI Adapt Project No.WA04-11543-GEO Page 9 LSI Adapt, Inc. Therefore, dewatering will not likely be required, depending on the actual depth and time of year of drilled pier construction. The.foundation-drilling contractor should be prepared to case the excavation to prevent caving and raveling of the pier shaft sidewall, if necessary due to unanticipated soil or excessive groundwater seepage conditions. Should unanticipated heavy groundwater inflow be encountered during drilling, it may be necessary to pump the accumulated groundwater prior to pier concrete placement. Alternatively,the use of bentonite slurry could be utilized to stabilize the drilled pier excavation. Drilled Pier Excavation Conditions: The drilling contractor should be prepared to clean out the bottom of the pier excavation if loose soil is observed or suspected, with or without the presence of slurry or groundwater. As a minimum,we recommend that the drilling.contractor have a cleanout bucket on site to remove loose soils and/or mud from the.bottom of the pier. If groundwater is present and abundant within the pier hole, we recommend that the foundation concrete be tremied from the bottom of the hole to displace the water and minimize the risk of contaminating•the concrete mix. The-Drilled Shaft Manual published by the Federal Highway Administration recommends that concrete be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. . Structural Fill The following comments, recommendations, and conclusions regarding structural fill are provided for design and construction purposes: Materials: Structural fill includes any fill materials placed under footings, pavements, driveways, and other such structures. Typical materials used for structural fill include: clean, well-graded sand and gravel (pit-run); clean sand; crushed rock; controlled-density fill (CDF); lean-mix concrete; and.various soil mixtures of silt, sand, and gravel. Recycled concrete, asphalt, and glass, derived from pulverized parent materials may also be used as structural fill. Placement and Compaction: Generally, CDF, and lean-mix concrete do not require special placement and compaction procedures. In contrast, pit-run, sand, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Using the modified Proctor maximum dry density (ASTM:D-1557) as a standard,we-recommend that structural fill used for various on-site applications be compacted to the following minimum densities: Fill Application Minimum Compaction Slab/Footing subgrade 90.percent Gravel drive subgrade(upper 1 foot) 95 percent Gravel drive subgrade(below I foot) 90 percent Subgrades and Testing: Regardless of location or material, all structural fill should be placed over firm, unyielding subgrade soils. We recommend that a representative from Adapt be retained"to observe the condition of subgrade soils before fill placement begins, and to perform a series of in-place density tests Radian Communication Services,Inc. July 9,2004 LSI Adapt Project No.WA04-11543-GEO Page 10 LSI Adapt, Inc. during soil fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses. Fines Content: Soils used for structural fill should not contain individual particles greater than about 6 inches in diameter and-should be free of organics, debris, and other deleterious materials. Given these prerequisites,the suitability of soils used for structural fill depends primarily on the grain-size distribution and moisture content of the soils when they are placed. When the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils.containing more than about 5 percent,fines (by weight) cannot be consistently compacted to a.firm,unyielding condition when the moisture content is more than about 2 percentage points above optimum. The near-surface and deepen sand with. gravel and cobbles may be considered relatively "clean" soil, exhibiting low moisture sensitivity. The use of"clean" soil is necessary for fill placement during wet-weather site work, or if the in-situ moisture content of the sandy site soils is too high to allow adequate compaction. Clean soils are defined as granular soils that have a fines content of less than 5 percent(by weight)based on the soil fraction passing the U.S. 3/4-inch Sieve. CLOSURE The conclusions and recommendations presented in this report are based, in part,on the explorations that we performed for this study. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. The future performance and integrity of the tower foundations will depend largely on proper initial site preparation, drainage, and construction procedures. Monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. We are available to provide geotechnical engineering services during the earthwork and. foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical recommendations,thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins,and to provide geotechnical inspection and testing services during construction. Radian Communication Services,Inc. July 9,2004 LSI Adapt Project No.WA04-11543-GEO Page 11 . _$ ,^4� •.-Yt �� M F�1 s �d -'`..tom!r,� �^ A.� �makAal� '�}!75r. � 11 W __ 146 t .. a.r r -4 Ic Af pit �. �.:• Aka"' .' R e 7",��<� �'°�7 w!�'t.ou» ,,�t. _ .._.. .. _., i i/•� i' � `d'� o., jti�.. �r ems. �✓ :f.��t�' � �. r ..J `AWN Aunt FI SICj- v If h ON.� q ,d1' �� •�qq � � 5 �r P t , t d M t • p,t z a l .-� � 'ti ttM� € ray-•-.� ik' •a' { i .* �.+r R w 7`�{'.• C,w .�W�"".�....".gyp ':T...,..L Ly..g....,.... 1 ..[...�...�i I PtiMtd.T_u 7GF�!4:OGEi tQct ora Gc._ap:c Hn3�r�a;eu*�:�ap_tam'; LSI ADAPT, INC. FIGURE 1 - Location/Topographic Map Project sey R Location F'i Client x date Job # . EXISTING EXISTING ROADWAY ROADWAY (TOWER - EXISTING B-1 EXISTING MAINTENANCE SHOP RADIO BUILDING EXISTING I EXISTING FUELTANK i TREE CLUSTER LEGEND: B-1 BORING NUMBER AND APPROXIMATE LOCATION NOT TO SCALE LSI ADAPT FIGURE 2 - Site Plan 615 8th Avenue South Project :Shelton WASP Academy Seattle, Washington 98104 Location :631 West Dayton Airport Road Shelton, Washington 98584 Client : Radian Communication Services, Inc. Ph : 206.654.7045 Fax : 206.654.7048 1 Date 07/09/04 Job # : S—WA-04-11543—GEO BORING LOG LSI ADAPT 615 81h Avenue South Seattle, Washington 98104 TEL 206.654.7045 FAX:206.654.7048 PROJECT : Shelton WASP Academy Job Number : WA04-1 1 543-GEO Boring No. : B-1 LOCATION : 631 West Dayton Airport Road Shelton, Washington 98584 Radian Communication Services, Inc. Ground Surface Elevation: N/A Elevation Reference: N/A age' 01 of Ot a SOIL DESCRIPTION s 8q COMMENTS ARviz .0 n.o: 0 Gravel parking lot r i S" 2 L-----_---------------- -----J 2 Loose, moist,brown-black,fine to coarse SAND 4 with gravel and cobbles ------------------- Becoming medium dense S-2 7 13 5 10 S3 4 8 10 8 --Becoming dense SA 11 Blowcount possibly overstated on 22 15 39 rock. S•5 4 13 20 16 5-6 11 16 25 18 Becoming medium dense S•7 10 13 30 to a Boring terminated at 30.0 feet bgs _Lj LEGEND 2•Inoh O.D.Split-spoon Sample Sample n ter riot Recovered State Wa Level at Drilling our Type of Analytical Tesarp PeAonned Orain Size Analysis m J T^ X DATE wro C%Mes shw ) 3114-Inch O.D.Dames i Moore Sarple V Stedo Www Leval xx oreb San"(So ouengs) DATE NR NoReoway 200 Wash z Shelby Tube Sample Z._ Pached Qroundwaler ATD At Time of Drilling Cly (°A lines slwwn) 4 Start Date: 07/01/04 Completion Date: 07/01/04 Logged By: T.S.D.