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HomeMy WebLinkAboutGEO-Tech Evaluation - BLD Engineering / Geo-tech Reports - 7/28/2003 J, LSI Adapt 800 Maynard Avenue South, Suite 403 NG Seattle,Washington 98134 134 Tel(206)654-7045 Fax(206)654-7048 p t TM www.isiadapt.com Ada July 28,2003 LSI Adapt Project No. WA03-9696-GEO `\Cingular Wireless \ 2445 140'h Avenue NE Suite 202 Bellevue,Washington 98005 Attention: Mr.Peter Gonzales Subj ect: Geotechnical Engineering Evaluation Hoodsport WA-742-02 NE Northshore Road&NE Dewatto Road Hoodsport,Washington Dear W. Gonzales: Pursuant to your request, LSI-Adapt Inc. (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, review of subsurface conditions disclosed in a test boring at the site, geotechnical engineering analyses, and report preparation. Authorization to proceed with our study was given by W. Peter Gonzales of Cingular Wireless. This .geotechnical engineering evaluation has been conducted in accordance with generally accepted geotechnical engineering practices. This report has been prepared for the exclusive use of WFI, Cingular Wireless and their agents for specific application to the project site. Use or reliance upon this report by a- third 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. ' LSI Adapt Adapt appreciates the opportunity to be of service to you on this project. Should you have an questions Y P J Y Y concerningthis report,or if we can assist you further, lease contact us at 206 654-7045. II Y P ( ) Respectfully submitted, LSI Adapt,Inc. t Thomas S. Doran Geotechnical Representative K. V. Lew,P. Eng. Senior Geotechnical Engineer u `� fr 9- -Kurt W. Groesch,P.E. 7, 2R Senior Geotechnical Engineer Senior Reviewer Attachments: Figure 1 Location/Topographic Map Figure 2 Site Plan Appendix Boring Log B-1 TSD/tsd Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 2 LSI Adapt 800 Maynard Avenue South,Suite 403 Seattle,Washington 98134 Tel(206)654-7045 Adapt Fax(206)654-7048 www.Isiadapt.com I CINGULAR WIRELESS �I Geotechnical Engineering Evaluation �I Hoodsport WA-742-02 Hoodsport, Washington WA03-9696 July, 2003 ` LS/Adapt I PROJECT DESCRIPTION The host parcel is located on the northeast side of a gravel/dirt road which can be accessed off of Burma Road via a locked gate. More specifically, the proposed lease area is located in a heavily wooded area off of a Forest Service road. The proposed Cingular Wireless compound site is an approximate 50-foot by 50-foot parcel. The site topography at the lease area is relatively level. Grasses, native vegetation and a heavy tree cover were present at the proposed tower site. Site access is provided by the gravel/dirt road, which traverses throughout the property. However, this road will likely need to be upgraded in order for construction machinery to gain access to the proposed lease area and for long term maintenance. We understand that site development would include the construction of a communications tower and associated cellular support equipment pp buildingor cabinets. The project site and surrounding area are P J g shown on the attached site vicinity map (Location/Topographic Map, Figure 1). The attached Site and Exploration Plan (Figure 2) shows the approximate location of the proposed cellular tower lease area in relation to other site features. �I 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 information supplied to us b Cingular Wireless. Consequently, if an chap es are made to the project,PP Y � Y g P J 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 on July 23, 2003. Our surface exploration consisted of a visual site reconnaissance. Our subsurface exploration consisted of advancing one soil test boring to a depth of approximately 30.0-feet below the existing site grade. The location of the boring, designated as B-1, is shown on the attached Site Plan(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 location of the boring and other features shown on Figure 2 were obtained by hand taping from existing site features. As such, the exploration location shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. Boring Methods Boring B-1 was advanced on July 23, 2003 using a truck mounted drill rig; operated by an independent company working under subcontract to Adapt. A geotechnical representative from our firm continuously observed the boring, obtained representative soil samples, and logged the subsurface conditions. After the boring was completed, the borehole was backfilled with a mixture of soil cuttings and bentonite chips. Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 1 LSI Adapt During drilling, soil samples were obtained on 5-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. The boring log appended to this report describes the various types of soils encountered in the boring, based primarily on visual interpretations made in the field. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Where a change in soil type occurred between sampling intervals, we inferred the depth of contact. In addition, the log indicates the depth of any groundwater observed in the boring; the Standard Penetration i Resistance at each sample location, and any laboratory tests performed on the soil samples. 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 host parcel is located on the northeast side of a gravel/dirt road which can be accessed off of Burma Road via a locked gate. More specifically, the proposed lease area is located in a heavily wooded area off of a Forest Service road. The proposed Cingular Wireless compound site is an approximate 50-foot by 50-foot parcel. The site topography at the lease area is relatively level. Grasses, native vegetation and a heavy tree cover were present at the proposed tower site. Site access is provided by the gravel/dirt road, which traverses throughout the property. However, this road will likely need to be upgraded in order for construction machinery to gain access to the proposed lease area and for long term maintenance. We understand that site development would include the construction of a communications tower and associated cellular support equipment building or cabinets. The project site and surrounding area are shown on the attached site vicinity map (Location/Topographic Map, Figure 1). The attached Site and Exploration Plan (Figure 2) shows the approximate location of the proposed cellular tower lease area in relation to other site features. 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 Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 2 LS/Adapt information supplied to us by Cingular Wireless. 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. Subsurface Conditions On July 22, 2003, an exploratory test boring was drilled to a depth of approximately 30.0-feet below the existing ground surface. The location of the boring, designated as B-1, is shown on Figure 2. Surficial soils encountered at the boring location consisted of heavy vegetation overlaying loose, moist, brown, medium to coarse sand with gravel and oversize materials. The native soils encountered at 3.5-feet bgs were logged as dense, moist, brown, medium to coarse sand with gravel grading to very dense, moist, gray, sand with gravel and oversize materials at 8.5-feet bgs. The very dense, medium to coarse sand with gravel and oversize materials extended to the full explored depth, approximately 30-feet bgs Groundwater was encountered at about 18.0-feet bgs at the time of the geotechnical exploration. However, groundwater levels could fluctuate due to factors such as seasonal variations in precipitation, changes in site utilization,or other factors. i Seismic Conditions i According to the Seismic Zone Map of the United States contained in Figure 16-2 of the 1997 Uniform Building Code (UBC), the project site lies within Seismic Risk Zone 3. Based on our subsurface exploration, we interpret the site conditions to correspond to a seismic Soil Profile type SD, as defined by Table 16-J of the 1997 Uniform Building Code. This soil profile is characterized by dense soil with an average SPT blowcount in the range of 15 to 50 blows per foot within the upper 100 feet bgs. For the purposes of our seismic classification we have discounted the SPT blow counts recorded at depthsomewhat due to the presence of gravels and oversize materials. 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): For purposes of seismic site characterization, the observed soil conditions were extrapolated below the boring termination depth, based on a review of geologic maps and our knowledge of regional geology. CONCLUSIONS AND RECOMMENDATIONS i Current development plans call for the construction of a steel monopole and associated equipment building or cabinets in the proposed lease area. Based on the subsurface conditions encountered in our boring, and in order to limit site disturbance, as a construction expedient we recommend the proposed tower be supported on a drilled pier foundation. Design criteria for compressive,uplift and lateral support of drilled pier foundations are presented below. From a geotechnical standpoint, mat foundation support Ili Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 3 LSI Adapt P for the proposed tower would be feasible, but would likely result in greater site disturbance. If Cingular elects to use a mat at this site, Adapt should be contacted to provide mat foundation design criteria. Our specific recommendations concerning site preparation, equipment vault, pole foundation alternatives, access driveway and structural fill are presented in the following report sections. The following section presents geotechnical engineering criteria for this, or other type of temporary shoring system. Site Preparation Site preparation will involve removal of the heavy vegetation, near surface soils, limited grading, and preparing subgrades. The following comments and recommendations apply to site preparation: Clearing and Grubbing: We do not anticipate that grade changes will be required to achieve proposed site grades. At this location, site preparation will consist of the removal of the heavy vegetation, the removal of near surface soils, limited grading, followed by foundation preparation for the tower and equipment cabinet foundation. Backfill materials, where required, should be placed and compacted according to the recommendations presented in the Structural Fill section of this report Wet Conditions: Because of the limited fines content of the existing near surface sandy soils, these soils are moderately moisture-sensitive but will be prone to disturbance when excessively wet. The contractor should minimize traffic above the prepared subgrade areas to minimize disturbance and softening which would require removal of the unstable soils. During wet conditions, the use of a working surface of quarry spalls or clean sand and gravel may be required to protect the subgrade, especially from vehicular traffic. i Frozen Subgrades: 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. Equipment Building or Cabinet Foundation I It is our understanding that the foundation for the proposed equipment building or cabinets will consist of a poured in place concrete slab-on-grade with thickened edges. We anticipate that the pad bearing pressure will be relatively light. However, we recommend that the thickened slab edges be designed as spread footings. The following recommendations and comments are provided for purposes of footing design and construction: III Subgrade Conditions: We anticipate the subsoil encountered at the proposed foundation grade will likely consist of loose to medium dense sands and with gravel. To prepare the subgrade, the near soil should be stripped and excavated to a depth of at least 18-inches below the lowest adjacent grade. The material at that elevation should be compacted in place if the moisture content allows, resulting in a firm and unyielding subgrade condition. It is unlikely that overexcavation will be necessary to remove excessively i I Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 4 ' LS/Adapt soft or wet soils at the foundation design grade levels. However if soft or loose soils are encountered, they should be removed to a depth of no deeper than 2-feet below the thickened slab bearing elevation, in light of the light loads imposed by the equipment cabinets. The resulting excavation should be backfilled with granular structural fill. A layer of geotextile may be required to separate the structural fill soils from the underlying subgrade materials. Footings should never be cast atop soft, loose, organic, or frozen soils; nor atop subgrades covered by standing water. A representative from Adapt should be retained to observe the condition of footing subgrades before concrete is poured to verify that they have been adequately prepared. Footing Dimensions: We recommend that the thickened edge of the slab be designed as a spread footing and be constructed to have a minimum width of 12-nches. For frost protection, the footings should penetrate at least 18-inches below the lowest adjacent exterior grades. Footings may also be supported on structural fill placed on prepared soil subgrade. The horizontal limits of the fill pad below the building or cabinet foundation may be established by extending a line outward from the base of the thickened slab at an angle of 1 Horizontal: 1 Vertical (114: 1V)down to the upper surface of the bearing horizon. Bearing Pressure: A maximum allowable soil bearing pressure of 2,000 pounds per-square-foot can be used for static footing loads. This bearing pressure can be increased by one-third to accommodate transient wind or seismic loads. An allowable base friction coefficient of 0.38 and an allowable passive earth pressure of 300 pounds per cubic foot (pcf), expressed as an equivalent fluid unit weight, may be used for that portion of the foundation embedded more than 1 foot below finished exterior subgrade elevation. Settlements: We estimate that total post-construction settlements of properly designed footings bearing on properly prepared subgrades from static loads could approach 1-inch, with differential settlements approaching one-half of the total. Access Driveway Access to the proposed lease area can be gained via a gravel/dirt road network located on the property. Therefore, construction of a separate access driveway is not required at this site. However an extension of this road will need to be constructed in order to gain permanent construction access to the site. Should it become necessary to locally grade or improve the existing driveway or parking lot access to provide access for heavy equipment, site preparation and structural fill placement should be accomplished as outlined in this report. Tower Drilled Pier Foundations The following recommendations and comments are provided for purposes.of drilled pier design and construction: Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 5 LS/Adapt Compressive Capacities: We recommend that the drilled pier penetrate at least 15-feet below the ground surface at the location of soil boring B-1. For vertical compressive soil bearing capacity, we recommend using the unit end bearing capacity presented in Table 1 below. The allowable end bearing capacity, presented in Table 1, includes a safety factor of 1.5 or more. We anticipate that adequate pier embedment for end bearing; uplift and lateral resistance can generally be obtained within the limits of our exploration of 25.0-feet bgs. Table 1 Allowable End Bearing Capacity Depth(feet) Allowable Bearing Capacity(tsf) Limiting Point Resistance(tsf) 15-30 6.0 D/B 30 TSF Notes: D=the embedment depth(in feet)into the bearing layer. B =pier diameter(feet). Frictional Capacities: For frictional resistance 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 value presented includes a safety factor of 1.5. The recommended friction resistance values for the soils above the bottom of the potentially liquefiable deposits have been fully discounted. Table 2 Allowable Skin Friction Capacities Depth (feet) Allowable Skin Friction (tsf) 0-2 0.0 2-8 0.35 8-30 0.65 Lateral Capacities: For design against lateral forces acting against the drilled pier, two methods are typically used. The parameter used to select the appropriate design method is the length to pier stiffness ratio L/T, where L is the pier length in inches, and T is the relative stiffness factor. The relative stiffness factor(T) should be computed by: EI o.z . T-(n i h Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 6 LS/Adapt where E=modulus of elasticity (psi) I=moment of inertia(in') nh=constant of horizontal subgrade reaction(pci) The factors E and I are governed by the internal material strength characteristics of the pier. A representative value of nh for the soil types encountered at this site is presented below in Table 5. Piers with a L/T ratio of less than 2 may be assumed to be relatively rigid and acting as a pole. The passive pressure approach may be used for this condition. For piers with a L/T ratio greater than 2, the modulus of subgrade reaction method is typically used. Both of these methods are discussed below: Passive Pressure Method: The passive pressure approach is conservative by neglecting the redistribution of vertical stresses and shear forces that develop near the bottom of the pier and contribute to resisting lateral loads. We recommend using the allowable passive earth pressure (expressed as equivalent fluid unit weights) listed in Table 3. Table 3 Allowable Passive Pressures Depth(feet) Allowable Passive Pressure (pcf) 0-2 0 2-8 300 8-18 350 18-30 200 The allowable passive earth pressure presented in Table 4 may be assumed to be acting over an area measuring 2 pier diameters in width by 8 pier diameters in depth, neglecting the uppermost 2 feet of embedment below the ground surface. According to the NAVFAC Design Manual 7.02 (1986), a lateral deflection equal to about 0.01 times the pier length would be required to mobilize the allowable passive pressure presented above. Higher deflections would mobilize higher passive pressures. When developing the allowable passive pressure listed in Table 4,we have incorporated a safety factor of at least 1.5,which is commonly applied to transient or seismic loading conditions. Modulus of Suberade Reaction Method: Using this method, the pier is designed to resist lateral loads based on acceptable lateral deflection limits. For granular soils, the coefficient of horizontal subgrade reaction (kh) is considered to be directly proportional to the depth along the pier. The formula to determine kh is kh= nhx, where x is the depth below the ground surface in inches. We recommend using the value for the constant of horizontal subgrade reaction(nh) for the various soil types presented in Table 4 below. Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 7 LS/Adapt Table 4 Constant of Horizontal Subgrade Reaction (nh) Depth feet ( ci) F (feet) nh P 0-2 0 2-8 15 8-18 45 18-30 25 Construction Considerations: At this site, the surface layer consists of loose to dense sands with gravel and oversize materials overlaying very dense, medium to coarse sand with gravel and oversize materials, which extended to the full explored depth, approximately 30-feet bgs. Groundwater was encountered at about 18.0-feet bgs at the time of drilling. The groundwater level should be expected to fluctuate due to factors such as seasonal variations in precipitation, changes in site utilization, or other factors. Based on the depth of pier penetration and the time that construction proceeds, dewatering of the drilled pier excavation may be required. The contractor should be prepared to case the excavation, and difficult I drilling conditions should be anticipated owing to the very dense soil and presence of oversize materials. If unanticipated volumes of ground water are encountered, bentonite slurry could be utilized to stabilize the sides of the drilled pier excavation, or dewatering may be necessary. 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 I 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. Cingular Wireless July 28 2003 Adapt Project No.WA03-9696 Page 8 LS/Adapt 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 1 foot) 90 percent I 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 during soil fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses. Fill 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 existing near surface soils consists of sand with gravel and oversize materials, and should be considered only moderately moisture sensitive. The sandy surficial soils are moisture sensitive. The use of"clean" soil is necessary for fill placement during wet-weather site work, or if the in-situ moisture content of the fine sand 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.No.3/4-inch Sieve. I 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 Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 9 I LSI Adapt 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. i I I i I I I I II I I I I Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Page 10 ✓ 7. I v.rc�t tnt` B f FJdon (� ;1 1 ( ' y I j 'o It 60 ' 'I - -sr � ' •�A — --rt :r '�'� ;i �1/' _ t *r` rrJ✓�` ;Jti tJ Ii oPl}(t�C `'•� -'1 ` r„yt, r ��7,.- � ,�'�'J t-ti;" "�'-^. '/�ri�I''lll�f^ ?i'-t L•1T-�`t j!��; ��It1 �T�•r •� �^—.Su. .p �� >>Sr" � � 1_' �. �lr�lll � � J��"t(,l fZ r �' ;%` ~ ��Lr�"�, '. `•) ,. �„t �> j�!// >>j r I�i - : 1 r-°t/r.'/ �-1•�4� 1,..+ 1 -_ _- 4 .•' 3 W u,•N J r/!. r r IA1.r r 1 :��,^^�^I)•fLt ! rt IY .F/J / /'r!!,r i �7 Al IJU r J f ,sti ) 4 PARK NY _VV VARICr'rr Vr .!-J;Y•a _~'� _.} F.ers ^ ( ;;Y. /I r`//�. ' ,a"YY• `i` YH t ,-`/,1 r t.r. S 113 j ti� iuk XV Nw iB1 *611 awwc — �� G ' - ` J �r r,�: la✓1J�u1l:_.T YL i� \ �' r�rJ r Sri J-. �4i. 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FIGURE 1 - Location/Topographic Map 800 Maynard Avenue S., Suite 403 Project :Hoodsport WA-742-02 Seattle, Washington 98134 Location :NE Northshore Road & NE Dwatto Road Dewatto, Washington 98588 Client Cingulor Wireless Ph : 206,654.7045 Fax : 206.654.7048 Date : 07/24/03 Job # S—WA-03-9696—GEO i _- i f- i TELEPHONE RISER #W6E5 TELEPHONE RISER-NO# i I i TELEPHONE N88_°0_8'44"W 1160.67' RISER#W6E4 � I I ` N77045'11"E 165.98' I I GATE I I ACCESS CENTERLINE I I I I I I I k - I t A C ) W O B-1 Z 1\\X I k I 1 0 10 20 SCALE IN FEET - _ LSI ADAPT FIGURE 2 - Site Plan 800 Maynard Avenue S., Suite 403 Project :Hoodsport WA-742-02 Seattle, Washington 98134 Location :NE Northshore Road & NE Dwatto Road Dewotto, Washington 98588 Client Cingular Wireless Ph : 206.654.7045 Fax : 206.654.7048 Date 07/24/03 Job # S—WA-03-9696—GEO I LSI Adapt �I I I I I i i APPENDIX A Boring Log Cingular Wireless July 28,2003 Adapt Project No.WA03-9696 Appendix A I _ LSI ADAPT BORING LOG 800 Maynard Avenue South,Suite 403 Seattle, Washington 98134 TEL:206.654.7045 FAX:206.654.7048 PROJECT : Hoodsport Job Number : WA03-9696-GEO Boring No. : B-1 LOCATION : NE Northshore Road & NE Dewatto Road WA-742-02 Dewatto, Washington 98588 Cin ular Wireless Elevation Reference: N/A Well Completed: WA AS-BUILT DESIGN TESTING Ground Surface Elevation: N/A Casing Elevation: N/A ¢ Z 0 wm �a � M" 01 W rani mQ O¢ 0 0 Heavy vegetation overlaying loose, moist, medium to coarse SAND with gravel and oversize materials Dense, moist, brown, medium to coarse SAND S-1 8 with gravel and oversize materials 19 5 Very dense, moist, brown, medium to coarse S-2 19 SAND with gravel and oversize materials 36 10 S-3 31 50/5 15 Water at 18.0 feet bgs S-4 16 5015 20 S-5 21 39 25 so/5 S-6 24 38 30 50/5 ! Boring terminated at 30.0 feet bgs LEGEND _ 2-inch 0.D.Split-Spoon Sample V static Water level at Drilling ® Grab Sample m DATE T V Geoprobs Static Water Lev el Type of Analytical Testing Used E DATE i Sample not Recovered �_ Perched Groundxater NR Ne Recovery Page ATD At Time of Drilling 1 01 1 LL Drilling Start Date: 07/23/03 Drilling Completion Date: 07/23/03 Logged By: T.S.D.