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GeoTech Report Review for BLD2005-01985 - BLD Engineering / Geo-tech Reports - 2/22/2006
�,"srAxo MASON COUNTY n u PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER N Shelton, Washington 98584 DATE: February 22, 2006 ` Ile' l INTER-DEPARTMENTAL COMMUNICATIONS TO: Chuck McCoy PARCEL # 12331-10-0071 FROM: Alan Berbisco, Project Engineer-PW BUILDING PERMIT NUMBER: B1d2005-01985 SUBJECT: Geotech. Report Review NAME: Mike Boltz Chuck, The Geotechnical Report prepared for the proposed single family residence located at 261 Jolly Roger Lane NE Belfair,has been received and reviewed by Public Works. From the results of slope stability analysis and site evaluation,the author concluded that the slope is stable and the proposed development has no significant impact onsite or offsite. The author does not recommend the removal of vegetations along the roadway berm of Jolly Roger Lane and west of existing driveway. Areas of bare soil should be re-vegetated as soon as possible. I recommend accepting the report as satisfying the county's requirement(s)for stability investigation and geotechnical reporting. Stormwater management features should be incorporated to site development plans. Adequate Erosion and Sediment(E&S)control features need to be implemented during land disturbing activities to protect neighboring properties and State waters from adverse stormwater runoff impacts. It shall be the responsibility of the property owner and the permittee to ensure that accelerated erosion does not occur during and after the project construction. The migration or release of silty water or mud from the applicant's property will be considered a violation of County and State water quality protection regulations. Please feel free to contact me at 461 if you have any questions regarding these comments, or if you feel any features need further discussion or attention. Sin erel an er is`'�� Project Engineer WORK ORDER •'PUBLIC WORKS DEPT, . µj. Do: 2 ro ob M work Order - PERMIT� uz -o�ggs- ' N m rr A . axed bys IRate: type ar work; t :r- . ,. CHARGE Tas NAMB AGENCY/OOMPANY BIUAG ADDRE88 PHONE M es M-lada es . TO • prapot�! • • E�nda>F�h OMB. hou�k Ef11 il.=UWAL i MALf EQVRPME�IT USA.- . MATERIALVSM MOM tcopmENT USED: g� ' �I....Irr.r•rrr" r .I....Mi.rr�..�.r...i..r�i• • rw�rr..•., M.wr..rwwrl r..r.rrrrr wwAA...wrw.ir. r�T>aaur..usraD� � . TOTAL Aid. "•'••' ,)' WED DATE..,...,,.._....,lNY1� PAID•DATfl�,,,r.._..,.,.. Ago$.-.,.....,,,,,.,bKN..,...�.....� FEE-09-2006 THU 12-39 PM E3RA - TACOMA FAX No. 2535379401 P. 002 GEOTECB NXCAL REPORT PARCEL# 12331100071 261 JOLLY ROGER LANE NE BELF.A►IR,WASUINGTON Submitted to: Mr. Mike Bolts 11315 Crescent Valley Drive Gig Harbor, WA 98332 1 Submitted by; E3RA,, Iue. PO Box 44890 Tacoma, OVA 98444 February 9, 2006 T05385D ti� a} T Bw KEPT IN THE PARCEL ZOO z SSV HOV91HOR AIINilNK03 TOSS CSR VSZ TVd OJT:ST i1HI 90OZ/60/ZO i FEE-09-2006 THU 12: 40 PM E3RA - TACOW FAX No. 2535379401 P. 'U PO Box 44090 Tecuma WA 96444 253-537-9400 253-537-9401 fax E3RA February 9, 2006 T05385B Alike Boltz It 3 15 Crescent Valley DTIVe Gig Harbor, Washington 98332 Subject; Geotechnical Report Parcel # 1233.1100071 261 Jolly Roger Lane NB Belfair, Washington Dear Mike: E3R.A. is pleased to submit this Geological,deport for your residential lot at 261 Jolly Roger Lane NE in Belfair,Washington- The purpose of oar evaluation is to address rime 17 of Mason County Critical Areas Ordinances as they relate to landslide hazards on the site. Plans CO the construction of a single-family residence on the south part of the site. Our scope of work is limited to surface observations, engineering evaluation, geotecbnical,research, and Letter preparation. This report has been prepared for the exclusive use of Mike Boltz and his consultants, for specific application to this project, in accordance with gcnorally accepted geotechnical practice_ 1.0 SITE AND PROJECT DESCRIPTION Tlie project site is an irregularly-shaped parcel that rueasures 40 feet on the west boundary at Jolly Roger Lane NB, 120 feet on the cast boutxdary, and extends 134 to 157 feet east from Jolly Roger Lane NE. It is located in the Lynch Cove area west of Bolfair,Washington. Plans call for the construction of a residence oat tho central part of the parcel. A septic system bas already been imtalled. 2.0 E"LORATOR`.k''.lV]E'THOAS Avc ovaluated surface conditions on,the site on December 29, 2005 and explored subsurface conditions at the project site an January 30, 2006. Our exploration prograw comprised the following elemejuts: ,A,surface reconnaissance of the site and the geology of nearby road cuts; • Three]rand borings(designated IM-1 tbTough HB-3)across the site; and A review of published geologic and scismologic maps and literature. Table I,sununarizes tile approximate fuuctionat;locations amd terraitxation depths of the band boring eXptorations, acid Figure 2 depicts their approximate relative locations. C00 in SSV HOVDINOR UINtlHN00 TOSS M CSZ XV3 9T:ST 11Hl 900Z/60/90 FEE-09-2008 THU 12: 40 PM E3RA - TACOMA FAX No, 2535319401 P. 004 February 9, 2006 E3RA, Inc. TD5385B I Boltz Geotechnical Report TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EX PLOXtAUONS Termination Depth Exploration Fuactional Location (feet) M-1 In area of planned msidextce q SIB-2 Louver slope west of planned msidence 3 I-M-3 I Upper slaps west of planned residence 3r/2 k,levation datum:Unavailable We estimated the relative location of each cxploratioa. Consequently,the data listed in Table 1 and the locatioris depicted ou Figure 2 should be considered accurate only to the degree pennitted by our data sources Md.implied by our measuring inethode. It stiould be realized that the explorations observed for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vaxy_ ,Fui-thernwre, the nature- and cxtk;mt of any such variations would not become evident until additional explorations are perfonned or until construction activities have begun. If significant variations are observed at that there, we may need to modify our conclusions and recouLmie tdati,ons contained in this report to reflect the actual site conditions, Z-1 Hand Excavated Borings Our bated-excavated boring were advanced to relatively shallow depths using a shovel, post hole digger, and 3-inch diameter brand auger. An engineering geologist from our firms excavated and logged the subsurface conditions. The enclosed Hand Boring Logs describe the vertical sequence of soil Aaaterials encountered at each bore ig location, based ou our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability o£thV boring sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the explorations. 3.0 SITE CONDMONS The following sections of text present our observations, measurements, futdings, and interpretations regarding, surface, soil, groundwater, seismic, and liquefaction conditions. Surfuee t d't' ns �o a ► ro During our reconnaissance of the site and nearby axcas on Deeenabcr 29, 2005, and January 30, 2006, we observed site grades have been modified somewhat ne largest Wodification is the roadway fill berm conscructcd to support Jolly Roger Lane NE on the north part of the site. There the engineered berm descends from the roadway about 12 feet at grades ckf about 45 percent, The other wodit5cation is a small cut made on the gently-sloping south part Of the site to provide a level building area for the planned t'00 in SSv HOV9 HOH AII\110M TO8S ESS �SZ Xhd 9T:�T i1H,I. 90OZ/60/ZO FEE-09-2000 THU 12: 40 PM E3RA - TACOMA FAX No. 2535379401 P• 005 February 9, 2006 EORA, Inc. T05365B/Boltz Geotechnlcal Report residence. The cut is a to 6 feet deep and was mostly made in area where original slopes appoar to have measured less than 15 percent. Original slopes onsite.appear to have been about 25 percent on the west half of the site and 15 percent or less on the east half of the sit-,whtre eonstruetiolt is to occur. An asphalt driveway extends down from the engineered berm of Jolly Roger Lane NE, crosses the west Part of the site,and continues to the adjacent parcel to the,south. No groundwater was observed in, an onsite septic excavation or in nearby excavations offsite. No suifaec expressions of groundwater, such as scups or springs,were observed onsite or tiearby ott'site. No stroams, streambeds,or other hydrologic features indicating surface flow were observed. lie did not observe indications of ancient, recent, or mcipient slope instability, such need hunuaoclgy terrain, scarps,landslide blocks,tension cracks,or any other features indicating unstable slopes on rile site or nearby offsite. The Coastal Zone Atlas maps slopes ott the south two thirds of the site as S Stable. The same reference neaps the north third of the site as either 1,Tratrmediate or as S. Stable. Initermediate slopes ar©generally steeper i11au 15 pt=ent, bave no known slope failures, aced include slopes of sand end gravel, till, or thin soils over bedrock-. Much of the site has beerx cleared during preparation for construction. Vegetation currently consists of weeds and sparse grass. 3_2 Soil Conditions Soils otlsite are exposed in an excavation for the septic system north of the house site and in cuts west of the house site_ Soils are also exposed in cuts on the site adjacent to the north. In all of the exposures, we observed medium dens©gravelly sand or sandy gravel with few fines. Tn hand boring HB-1, conducted in the west part of the planned building; area, we observed 4 feet of medium dense or densor, gravelly sand with few fines. In hand boring FIB-2, excavated below the driveway ott the tourer part of the moderately sloped west part of the site, we observed 1 foot of loose, gravelly sand with some fmcs overlying,to the telYylil(lation of the cxploration at a depth of 3 feat,medium dense gravelly sated with fow fines. In hand boring,I-M-3, located above the driveway on the moderately sloped west part of the site, we observed 1 ;foot of duff'and sandy topsoil overlying 2 feet of loose to medium dense gravelly sand with soome fines. At a depth of 3 feet,to the termination of the exploration at a depth of 3 '12 feet, we observed medium dense to donse gravelly sand with few fines. In our opinion, the upper 3 feet of soil observed ill hand baring BB-3 is fill associated with the construction of dolly Roger Lx)e, or fill associated with buried utilities in,the vicinity. The observed native soils are, in our opinion, glacial outwash deposited during the Vashon Stade of the Frascr Glaciation, which ended approximately 13,000 years ago. The enclosed exploration logs provide a description of the soil encountex-ed in our hand boring cxplorntions, and our Geologic Cross Section (Figure 3), depicts our interpretation of shallow soil conditions. 200 SSA' a9V9JH0K 11IhA1 NOD TOSS �S8 �SZ Yv3 LT:ST iM, 90OZi60/ZO FEP-09-2003 THU 12; 41 PM E3RA - TACOMA FAX No. 2535379401 P• 006 February 9, 2006 E3RA, Inc, T053850/BOitz Geotochnical Report 3_3 Groundwater Conditions At the times of our two site reconnaissance and explorations (December 29, 2005 and January 30, 2006), we did not observe groundwater in existing excavations or in our hand borings. We did not observe stir-bee expressions of ground water, such as seeps or springs, on the sutface of the site or in the excavated cuts onsite or nearby offsite. 3.4 Seismic Conditions Based o» our analysis of substuface exploration logs and our review of published geologic r1tap5, we interpret the on-site soil conditions to correspond with a seismic site class Sp, as defined by Fable 1615.1,5 of the 2003 International Building Code (JBQ. According to the IBC, the situ is Seismic region 3. 3--5 Liquefaction potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Rcsezvch has shown that saturated, loose sands with a fines (silt and clay) content less the About 25 percent are most susceptible to liquefaction. Our subsurface explorations and our observation of soils nearby the site did not reveal saturated(or potentially saturated), loose, silty sand layers or lenses. 3.6— Slope Stability Analysis Zn order to establish an appropriate building setback from the slope at the project site, we analyzed the slope stability under selected conditions_ The following sections desenbe our method of Rnalysis and present our results. Method of Analysis Slope stability analyses typically involve fives basic slope parameters: (l) location and shape o£ the Potential failure' aurfacc, (2) internal friction angle of the various soils, (3) cohesion of the various soils, (4) density of the various soils, and. (5) location of the piexomehic groundwater surface. These Parameters were estimated based ort our visual observations, field testing and experience with sinaiLi r soil types. Once all five parameters have been established, tbte critical slap surface and associated safety factor of a givers slopr cats be calculated. A critical slip surface is&fmcd as the most likely surface along which a soil tnZss will slide, and a safety factor is defined as the ratio of the sum of all moments resisting slope movement versus the sworn of all rttortronts tending to cause slope movement. Consequently, a slope that Possesses a safety factor of 1.0 is on the verge of slidiug,whereas a slope with a safety factor grcater than 1.0 has some resistance to sliding. According to standard geoteehnical engineering practice, a static safety factor of 1.5 and a seismic safety factor of 1.1 are considered the desirable minfinum values for most slopes, but 1.25 and 1.01, respectively, are often regarded as acceptable values, Our analysis yielded a static safety factor of 2.0 and a seismic safety factor of 1.3. Slope stability eojiditions for the project site wore analyzed by means of Bishop Circular Aklalysis. All calculations were perfprmed by means of the computer program WLNSTABLE, This program utilizes topographic, soil, and groundwater uufor,mation input by the user to determino tho most critical slip surface. 9000 SSH 39VD HON AlIN:114I1i00 T085 C58 CSZ TF3 LT:ST 11HI 9009i60/Z0 FEE-09-2000' THU 12 : 41 PM E3RA - TACOMA FAX No. 2535379401 P• 007 February 9, 2006 OR& Inc. T05385B/Boltz Geotechnical Repoit Our estimated values of internal friction.angle, cobcsion, and density for each soil layer are listed in Table 2. Our analysis yielded a static safety factor of 2.3 and a seismic safety factor of 1.4_ TABLE 2 UST04ATED PROM-M RS OF OAT-SITE SOILS FOR STA BDATY ANAYSI.S Soil Type Density Cohesion limternal Friction Angie (Pef) Psf) (degrees) Roadway Fill 125 0 32 Glacial outwash 125 0 38 4.0 CONCLUSIONS AND RECOMMENDATIONS Development plans call.for the construction of a single t'amily residence on gently to moderately sloping Tetraui an the central pact of tlae site. We otfcr the following geueral geotechnical conclusions and recommendations concerning this project. Feasibility: Based ou our Meld explorations, research, and analyses, the proposed construction appears feasible from a georcchnical standpoint, provided that the recommendations in Section 4 are followed, Landslide Razards. Our site recounaissattce did not reveal recent or ancient slido activity onsite aid no landslide ixtdicator8 were obsetved onsite or on nearby offsite.The Constal Tone Atlas does not ide itify unstable slopes or landslide areas onsite or nearby offsitc. Our slope stability analysis indicates that 2w ample factor of safety exists for the planned development. hi our opinion, the site does not currently present a landslide hazard and will not present a landslide ha=d due to site development, provided our recommendations are followed. Setbacks and Buffed: We do not recommend the removal of vegetation along tho roadway berm of Jolly Roger Lane and west of the existing driveway. Based on, our engineering evaluations and stability analysis, the proposed house setback from the toe of the roadway fill slope is sufficient in our opinion. ,Erosion aMrds: Areas of bare soils should be re-vegetated as soon as possible to permanently control site erosion. • 12evelopment ,[mpact: Based on our slope analysis and site observations, the proposed development should not have significant impact onsite or offsite if our rccommeadatiuns are followed_ • 1=oundation Options: Foundations sb.ould bear on subgrades consistaig of orgsuic-free, medium dense or denscr native soils, or on properly compacted structural fill. Recommendations for spread footings and slabs are,provided in Section 4. L00[j SSF 3aVa, HON 1i,LMIIRN1NI00 TOSS CSS V2Z TVA ST:ST AHJ, 90OZ/60/90 FEE-09-2006 THU 12: 41 PM PRA - TACOMA FAX No. 253531940' P. 003 February 9, 2006 E3RA, Inc. T05385B/Boltz Geotechnical Report Clearing and Gradigp: Clearing and grading for the planned bas already occurred ollsite. Bate soils should be re-vegetated as soon as possible after construction is complete. 4.) Site Preparation Preparation of the project site should involve temporary drainage,and subgrade compaction. Temporary-Drainage; We recommend intercepting and diverting any potential sources of surface or near-surface water within the conAruetion zones. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction srgt eaace, and contractor's methods,final decisions regarding drainage systems are best trade in the field at the time of construction. Based on our currant understanding of the construction plaus, surface and subsur&ce conditions, we anticipate that curbs, berms, or ditches placed atouud the work areas will adequately intercept surface water runoff. Dewaterin,,,g: We did riot encoutiter groundwater in our subsurface explorations on the site, and we do not anticipatc that groundwater will be, encountered during site excavations. . However, if groundwater is encountered, we anticipate that an internal syswru of ditches, sutnpholes, and pumps will be. adequate to temporarily dewater excavations. Teru2orary Cut Slopes- All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should bn no steeper than l V4 H.IV, and should conform to WISHA regulations. tiubgrada Compaction: Exposed subgrades for footbags, slabs, and,floors should be compacted to a firm, unyielding slate before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the sruTounding soils_ in coartrast, any organic, soffit, or pumping soils observed withitr a subgrade should be overexcavated and replaced with a suitable structural fill traterisl. Site Fillira�: Our conclusious regarding the reuse of on-site soils and our comments regarding Wet- weathor filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Strucec,ral ,Fill section of this report. Specifically, building pad fill soil ghould be compacted to a uniform density of at least 95 percent (based on ASTM D-1557)_ OR-Site Soils: We offer the following evaluation of these on-site soils in relation to potential use as structural fall. • Grlaci utwash: The glaei d outivash that overlies the site is relatively insen.shive to to moisture content vwiatioaz surd can be reused during most weather conditions. Perm.aae Sims: All permanent cut slopes and fall slopes should be adequately ancliued to reduce long- term raveling,sloughing,and erosion. We generally recommend that no permauont slopes be steeper than 2H:1V, For all soil types, the use of.flatter slopes (9uoh as 2!/2K:1'v) would fu-tbor reduce to"a-term erosion and facilitate revegetAtion. 800 SSV 3JVDIHON AIINANNO0 TOSS CSfi CSZ ZVd 6T:9T alll 9000 /60/ZO FEB-09-2006 THU 12: 42 PM F3RA - TACOMA FAX No. 2535379401 P. 009 February 9, 2006 E31RA, Inc. T05385B /Boltz Geotechnical Report Slope Protection: We mcom-kmend that a permanent bean, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. .Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetie erosion mat. 44 Spread Footino fn our opinion, conventional spread footings will provide adequate support for proposed residence if the subgrades are properly prepared. Footing Qepths and r dths: For :frost and erosion protection, the bases of all exterior footings should bear at least IS iuolws below adjacent outside grades, whereas the bases of interior footings need bear oialy 1.2 inches bolow the surrounding slab surface loves. To reduce !post-construction settlements, continuous(will)and isolated(column)footings should be at least 19 and 24 iaicbes wide,respectively. Bearing Subu_rades: F'ooti�gs should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils, or ou properly compacted structural fill which bears on undisturbed native soils which have been. stripped of surficial organic soils. In general, bofoxe fvotizig concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a fine, unyielding cozldition, and any localized zones of soft, organic, or debris-laden soils should be overexcavated and replaced with suitable structural fill, Subgrade Observation; All footing Subgrades should consist of firm,unyielding,native soils or structural lilt materials compacted to a density of at least 95 percent (based on ASTMO-1557). Footings should never be.cast atop loose, soft, or frozen soil, slough, debris, existing ancontrolled fill, or suzfaces covcred by standing water. Bearine Pressures; In our opinion,, for static loading, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure of 2,Sb0 pounds per square foot(psf. A, one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. footinn_SettlDnmts; We estitgsto that tot'.i) post-construction settlements of properly designed footings bcarnig on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. f ootixtz Dackfill. To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cited. Either imported structural fill or non-organic on-site soils can be uscd for this purposc, conttugent on suitable moisture content at the time of placement_ Regardless of'soil type,all footing backfill soil should be compacted to a density of at least 90 percent(based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral moverin ent;9 by mean of passive earth pressure and bast friction. We recommend using an allowable passive earth pressure of 250 pcf in and an allowable base friction coefficient of 0.15 for site soils. 4.3 Slab-On-Grade l+7oorR In our opinion, a soil-supported slatrolt-grade floor can be used in Ile proposed structure if the subgrades Lire properly iprcparcd. We otter the following cOMMents and recol(n1J mdatioris concerning the Slab-on- 600[n SSF aDV9 HON AJAINIKKOD TOSS E98 E9Z ZFd OZ:ST .1H.L 900Z/60/90 FEE-09-2006 THU 12: 42 PM E3RA - TACOMA FAX No, 2535379401 P• 010 February 9, 2006 ORA, Inc. T053858 / Boltz Geotechnical Report grade floors. Floor Subbase: Structural fill subbases do not appear to be needed under soil-supported slab-on-grade floors at the site. However, the final decision regarding the need for subbases should be based on actual subgtade conditions observed at the time of construction. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent(based on ASTM D-1557). Cqpi(Lary Break and Vapor JIMa To retard the upward wicking of water beneath the floor slab, we recommend that a capillary break be placed over trio subgrade. ,Ideally, this capillary break would consist Of a 6-inclx tb.ick layer of pea gravel or other clean, uniform, well-rownded gravel, such as "Gravel Backfill for Drains"per WSDOT Standard Specification 9-03.12(4), but clean,angular gravel can be used if it adequately prevents capillary Lvieking. In addition, a layer of plastic shce4Rg (such as CtoSstuff, Visqut-ten, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the cautractor should exercise care to avoid puncturing this vapor brarrier. .44 DrAinaae Sygtepgg In our opitzio.rt, the proposed shucture should be provided with permanent drainage systems to reduce the risk of moisture problems. We offer the following rewrnmendations and comments for drainage design and construction purposes. Perimeter Drains; We recommend that the building be eticircled with a perimeter,drain system to collect seepage water. This drain should consist of a 4-inuh-diameter perl;orated pipe within an envelope of pca gravel or washed rock, exteuding at least 6 inches on al] sides of the pipe, and the gravel onvelope should be wrapped with filter fabric to reduce the migration of(Canes from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. SubflogK Drains: Based on the groundwater conditions observed in our site explorations, we do not infer a need for subfloor drains, ]7ischaree Considerations: If possible, all periwQter drains should discbarge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system,to prevent sewage backflow into the drain system. off_jKater: Roof-runoff and surface-runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate bghtliae pipes and be routed away from the building to a storm drain or other appropriate location, Grading and�ing; Final site grades should slope downward away from the buildWgs so that runoff water will flow by gravity to suitable collection points,rather than pondiug near the building. Ideally,the area surround thebuilding tag Would be capped with concrete, asphalt, or low-permeability (silty) soils to ininimize or preclude surface-water infiltratiou, 4_5 Structural Fill The term -structural :Fill' refers to any placed under foundations, retaining walls, slab-oxt-grade ,floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structuml fill are presented in the following paragraphs, OTO fA SSY 39VD HOIt UIN-WINO TOSS MR C5Z Zvi TZ:ST 11H.L 9009/60/ZO FEB19-2006 THU 12: 42 FM E3RA - TACOMA FAX No, 2635319401 February 9, 2006 ORA, Inc, T053858/Boltz Geotechnical Report Rterials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well-graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit-run"), and misceliaineous mixtures of Sall, sand, and gravel. Recyelerl asphalt, colncrcte, and glass, wbicb are derived from. pulverizixig the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic wafter or debris,nor any in ividual particles greater than about 6 inches is diameter. The glacial outwaslt otnsim should provide a good source of structural fill. pill Placement. Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lif b not exceeding 8 inches in loose thek ness, and each lift should be thoroughly compacted with a mecbanical compactor. Compaction Critoria: Using the Modred Proctor test(ASTA4 D-1557)as a standard, we x-ecommvnd that structural fill used for various ou-site applications be compacted to the following mmimum densities: -Fill Application N inimum Compaction Footing subgtade and be ritag pad 95,percent Foundation and subgrade wall backfll 90 percent Slab-on-grade floor subgtade and subbase 95 Percent Submade Observation and ComFaction Testing: Regardless of material or location, all structural fill should be placed over frtn, unyielding subgrades prepared ink accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geoteclmical personnel before filling or constniction begins. Also, fill soil compactiorn should be verified by teams of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain-size distribution and moisture content when they are placed. As 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) eantiot be consistently compacted to a firm, unyielding condition wh= the moisture content is more than 2 .percentage points above or below optimum,. For fill placement during wet-weather Site work, we recommend using"clean" fill, tulnieh refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S.No_4 Sieve, 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depemd largely o1R proper site Preparation, drainage, fill placement, and construction procedures,monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that E3R.A be retained to provide the,following post-report services: Review all corxstructiorl plans and specifications to 'verify that our design criteria Presented hi this report have been properly integrated into the design; TTO[a SSF H9VDIHOK AIIN11NK00 TOSS C5S CSZ ZFd 9Z:5T i1Hl 90OZ/60/ZO FEB-09-2006 THU 12 : 43 PM E3RA - TACOMA FAX No. 2535379401 P 01 , February 9, 200E E3RA, Inc. T053850 /Boltz Geotechnical Report • Prepare a letter stunmarizing all review co,nments (if required by Mason County); • Check all completed subgmdes for footizW and slab-oA-grade floors before concrete is poured, in order to verify their bearing capacity; and Prepare a post-construction letter summarizing all field observe dons, inspections, and test results(if requited by Mason County). 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, -we may need to modify this report to reflect those changes. Also, because the future perfonnarice and inteV ity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, mouitaring and testing by experienced geotechnical persotwel should be eoxisidcred att tntegaal part of the construction proeass. E3RA is available to provide gcotechnical M0,Qit0 ring of soils throughout construction. We appreciate the opportixazty to be of nervica 011 this project. If you ,have any qucstious regarding this report or arty aspects of the project,please fee[free to contact our office. Sincerely, E3RA, Inc. C w le 04 CO 0P� `f �L dW EfV6wMp Cxvk�kt �� a�hkEQ oho fllot c/ Fred Ernest Rennebaum Fred E. Rennebaum,L.E.G. James E. Brigbam,P.E. Senior Geologist Principal Engineer bch: FF-R/IEB L-nolosures: )=igurc I — Location Map Figure 2 Site&Explaration,Flan Figure 2 — Cross Section A.-,A.' Hand Boring Logs TSB-1 through HB-3 ZTO in SSH 39`d51HON d.LIN.II NOD TOSS CS9 CSZ ZH3 CZ:ST RHI 90OZ/60/ZO FEE-09-2006 THU 12: 43 PM F3RA - TACOMA FAX No. 2535319401 P. 013 February 9, 2006 ORA, Inc. T05365B/Boltz Geotechnical Report ILAND RORXqG LOGS Depth (feet) Material Description Rand soring U04 Location: In area of planned residamee Approximate,ground surface elevation.:Uz�lrnowm 0.0—0.0 3 to 4 tidies Duff and Topsoil. 0.0—3.0 Medium dense,Lgbtbrowu,silty, Sandy GRAVEL with some cobbles(Weathered Glacial Till)(GMJ. 3.0—4.0 Vory dense,moist,gray,silty,sandy GRAVEL with some cobbles(Glacial Till)(GM). Test pit tertminazcd at approximately 4 feet No caving observed No groundwater encountered Rznd Boring AB-2 Location; Lower slope west of planned residence Approximate,ground surface elevation:Unlmown 0.0—0.0 3 to 4 inches Duff and Topsoil, 0.0—3.5 Medium dense,light brown,silty,sandy GRAVEL with somQ cobbles(Weathered Glacial Till)(GM), 3.5—4.0 Very dense,moist,gray, silty,sandy GRAVEL vrith some cobbles(Glacial Till)(GM). Test pit terminated at approximately 4 feet No caving observed No groundwater encountered Hand Boring H$-3 Location_ Upper slope west of planned residence Approximate ground surface elevation:Unknown 0,0—0.0 3 to 4 inches lDut:f and Topsoil. 0.0—3.S Medium dense,light brown, silty,sandy GRAVIRL with some cobbles(Weathered.Glacial Till)(QM)_ 3.5—4.0 Very dense,moist,gray,silty,sandy GRAVEL with some cobbles(Glacial.Till)(GK. Tcst pit terminated at approximately 4 Beet No caving observed No groundwater encountered Logged by: FER on 1/30/06 CTO Z SSV H0V`)JHOTK A.I.IN3KNiOD TOSS ESS ESZ IVd PZ:ST :1111 90OZ/60/ZO �■� .L' 1 '1 � 1 1� 1■ 1 11'1 11 111 111 111 1 111 V,4a r,�+If , �4:�.��tgj_'�I�.}r'•,�J1`Tar 1,J; ' ' ''� Wl wild � it i+ ••�„:� rola 111 ow-al r .�lJ ■■� � .�L����� .� 't�\ii�:"AI�,'O"�a�d�i:li•'� ��/J I61T "'•-' 'J�''F' f p'..y�j �l� � � ,�Sr��A��i� ,a;;l�>'I`-;�i��;:i:• sri.,.:>-.i�f��n;�;'1:., ,1 eh � w, '- s. i•. r a�'n°r''as f '�s"�'y� � l 1 � v� ��\.° .i'�r•Y'h'7•''!��1;.'I ,v�.��,ti,:tii�"�/:i,.. 4 1^Tti'a. 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'',; ��. � �. i.�ty�X 4,, �'�-,-t: ,tit���l i:r•...la.: ,i`:r.:a.•.3y:�a i,y,''i;;4t�1: ��' ��� ,''v ��+ �A' •..t'.,1:}.1 a•x;.,k}..i'�::yi 5'.a I G�'�:o:i'F:I>.o,�,.4, .:r'ilr r:f '� [(/����:_A 111 lil 111 :• 1 111 i Ali t •ii ul M TOPOGRAPHIC . ■ LOCATION MAP • t ' ll it 1 FEE-09-2006 THU 12: 44 PM E3RA - TACOMA FAX No. 2535379401 P• 015 t A 130 490 HIR--2 ' % �OQa 1 � f HB'-1 r QOS qo CLIENT: f Mike Boltz 11315 Crescent Valley Dr. Gig Horbor, WA 98332 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO E3RA AND 013SERVA110NS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY E3RA. 5T01n SSV aDVOINOR AII1111KKOD T085 C98 CSZ XVd 9Z:5T alll 90OZ/60/ZO FEE-09-2006 THU 12: 44 PM E3RA - TACOMA FAX No. 2535379401 P. 016 11 HERED GLACIAL TI L T FILL A' HB HB— H GLACIA TILL iZQ 140 160 ISO 200 220 240 �60 I V 20 0 20 40 E3RAPROJECT: Boltz Residence Inc. P.O.BOX.44890 TITLE- SITE AND EXPLORATION PLAN TACOMA, WA 98444 253-537-9400 off 253-537-9401 fax DESIGNER: CRL FIGURE- 2 DRAWN BY: CRL SCALE: 1 20' www.e3ra.com CHECKED BY; JEB SHEET: 1 DATE: 1/9/Ca FILE:T05365 9TO[j SSV HDVDIHON UINIIKKOD TOSS C99 CSZ XV3 LZ:9T 11HZ 90OZ/60/ZO 1 _ o THU 2 � 44 PM E3RA TACOMA FAX No. 2�G 3537�401 P, O11 , , 1 , r 1 ; ; • ; 1 1 1 1 1 I , 1 , 1 1 , • I 1 I I , I o I I 1 1 I 1 I I I I 1 , .r...ti - 1--- -. ....�Ir-,•�-'-r--..1�..-•I.'•.-!-'- V/ N ' r I I • r I I I I r r 1 1 1 I I 1 1 1 1 I I I 1 I ' I I 1 1 -. r I - , , � .,..•_ --�«._ .I.�....I_„ _l.__,d_.,.1�.� �L.._._I.-___I +u..L.w f`'-,I I 1 1 1 ' I 1 • 1 1 l 1 1 1 1 . 1 Iw.- 1 1 I 1 1 1 1 • I 1 I N I • , 1 r I 1 1 I I ; ; � i 1 ; ' 1 � I I , •�'•,»1.�r r --r--�......Iw .._r--�-...��. .p..- 1 - - ! 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I ..i'.-1 �' ' I 1 I:v, "I. ,I,pl, ,, :e::yr`�.}r. .l�s� 'i;'J':�:.v,r+•'v9 6 "N XVd nHl 900z-60-83d FEE-0�-2006 THU 12: 46 PM E3RA - TACOMA FAX No. 2535379401 P. 020 result.0ut PC5TABL6 '� b 1 Purdue University - slope stability Analysis-- Simplified Janbu, simplified Bishop or spencer's Method of slices Run Date; Time of Run: Run By: rnput Data Filename: run.in Output Filename: result.out Unit: ENGLISH Plotted Output Filename; result.plt PROBLEM DESCRTPTXON 601'tZ Residence static BOUNDARY COORDINATES 7 'rop Boundaries 8 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below end 1 100.00 104.00 110.00 105.00 1 2 110.00 105.00 165.00 105.00 1 3 165.00 105.00 190.00 114.00 1 a 190.00 114.00 206.00 115.00 1 6 215.00 117.5.50 228.00 122.00 2 8 215.00 117.50 250.00 122.50 1 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit wt. unit wt. Intercept Angle Pressure Constant Surface No. (W) (pcf) (psf) (deg) Daram. Cpsf) No. 1 125.0 125.0 0.0 38.0 0.00 O.a 0 z 2 -125.0 1Z5-0 0.0 32.0 0.00 0.0 0 Page I OZO SSY H9V91HOR AIIN11MOD TOSS £58 £5Z %Vd 6Z:5T alll 90OZ/60/ZO FEB-0VO-2006 THU 12:45 PM E3RA - TACOMA FAX No, 2535379401 P. 021 BOUNDARY LOAD(S) re-sult.aut I ioad(s) specified Load X-Left x-Right Xntensity deflection No. (ft) (ft) (psf) (deg) 1 190.00 205.00 250.0 0.0 NOTE - Intensity Is specified As A uniformly Distributed 2 Force Acting On A Horizontally Projected Surface. Critical Technique For lGenerating CCircular7Surfaces, Has ng Method, 7Beg en specified. 750 Trial surfaces Have seen Generated. 25 surfaces Initiate From Each of 30 Points Equally spaced Along The Ground Surface Between x = 101.00 ft. and X = 260.00 ft. Each surface Terminates Between X = 170.DO ft, and x = 249.00 ft. Unless Further Limitations were Imposed, The Minimum elevation At which A surface Extends is Y q 5.00 ft. 5.00 'fit. Line segments Define Each Trial Failure surface. Restrictions Nave Been Imposed upon The Angle of Initiation. The Angle Has Been Restricted Between The Angles of -25.0 And 20.0 deg. i Following Are Displayed The Ten Most critical Of The Trial Failure surfaces Examined. They Are ordered - Most Critical First. safety Factors Are calculated By The Modified Bishop Method Failure surface Specified By 6 coordinate Points Point X-surf Y-surf No. (ft) (ft) 1 160.00 105.00 Page 2 TZOIj SSV HDVDINOJN AIINIU MOD TOSS E58 VSZ XK3 0C:ST IIHL 90OZ/60/ZO FEB-09-2G00 THU 12:45 PSI NRA - TACOMA FAX No. 2535379401 P• 022 result.out 2 165.00 104.99 3 169.93 105.84 4 174.63 107.53 5 178.98 110.00 6 1.79.06 110.06 Circle Center At X 162.5 ; Y = 133.8 and Radius, 28.9 2,251 s 'Individual data on the 5 slices Water water Earthquake Force Force Force Force Force Surcharge Slice Width weight Top Sot Norm Tan Hvr Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (7bs) (lbs) (lbs) 1 5.0 2.3 0,0 0.0 0.0 0.0 0.0 0.0 0.0 2 4.9 288.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 4.7 549.6 0.0 0-0 0.0 0.0 0.10 0.0 0.0 4 4.3 264.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0.1 0.2 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Failure surface specified j3y 9 coordinate Points Paint X^Surf Y-Surf No. (ft) (ft) 1 157.97 105.00 2 162.96 104.75 3 167.96 104.93 4 1.72.92 105.55 5 177.81 106.60 6 182.58 108,08 7 187.21 109.97 8 191.66 112.25 9 194.93 114.31 circle Center At X = 163.3 ; Y o 161..9 and Radius, 57.2 Yr is le 2.287 icir tr 1 railure Surface Specified ay 9 Coordinate Points Point X-Surf Y-Surf NO. (ft) (ft) 2 162.94 104.52 3 167.94 3.04.59 4 172.91 105.19 5 177.77 106.33 Page 3 ZZO n SSV HDVDIHON A11IHIII1 OD T085 use S5Z xVd OC:5T 11H1. 900Z/60/ZO FEB-09-2006 THU 12:46 PSI HRA TAC014A FAX No. 2535379401 P• 023 result.out 6 182.49 108.00 7 186.99 110.17 8 191.24 112.82 9 192.98 1.14.19 Circle Center At x = 164.9 ; Y = 150.4 and Radius. 45.9 2.302 �rw Failure surface specified By 9 Coordinate points Point X-surf Y-surf No. 00 (ft) 1 157.97 105.00 2 162.96 104, 72 3 267.96 104.87 4 172.92 105.47 5 177.81 106.49 6 182,60 107.95 7 187.24 109.82 8 191.69 212.08 9 195.29 114.33 Circle Center At x 163.7 ; Y = 161.6 and Radius, 56.9 i` 2.306 ** 1 Failure Surface Specified ay 9 Coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 157.97 105.00 2 162.94 104.47 3 167.94 1.04.47 4 172.91 105 .01 5 177.80 106.06 6 182.55 107.63 7 187.10 109.69 8 1.91.41 112.22 9 194.17 114.26 Circle Center At x = 165.4 ; Y - 151.5 and Radius, 47.1 railure Surface Specified ey 6 Coordinate Points Page 4 CZO SSy HDVDIHON 1i.LIIQilli OD T099 C99 CSZ XVa OC:5T IIHI 90OZ/60/ZO FEB-09-2000" THU 12: 46 PSI E3RA - TACOMA FAX No, 2535379401 P. 024 resin=.out Point X-Surf Y-Surf No. (ft) Cfz) 1 160.00 105.00 2 164.99 104.61 3 169.95 105.21 4 1.74.70 106.76 5 179.06 109.22 6 180.75 110.67 Circle cenrer At X = 164.5 ; Y ^ 129.4 and Radius, 24.9 2.459 * � 1 Failure surface specified 8y 10 coordinate Points Point X-Surf Y-Surf No. tft) (ft) 1 153.90 105.00 2 158.85 104.30 3 163.84 104.05 4 168.84 104.25 5 173.80 104.89 6 178.68 105.97 7 183.44 107.49 8 188.05 109.43 9 192.47 111.76 10 196.54 114.41 Circle Center At X = 154.1 ; Y = 159.9 and Radius, 55.8 **•R 2.500 n*n Failure surface specified By 10 Coord-inaze Points Point X-Surf Y-surf No. (ft) (ft) 1 155.93 105.00 2 160.78 103.79 3 165.75 103.22 4 170.75 103.30 5 175.70 104.03 6 180.50 105,40 7 185.09 107.39 8 189.34 109.96 9 193.30 113.06 10 194.49 114.28 Page 5 VZOIn SSV HOVDIHOW AZMMOD T09S C99 C5Z XV3 TC:5T 11HZ 90OZ/60/ZO FEB-09-20Li6 THU 12: 46 PM E3RA - TACOMA FAX No. 2535379401 P. 025 result.out circle Center At X = 167.6 ; Y = 141.2 and Radius, 38.1 *� 2.568 1 Failure surface specified By 10 coordinate points Point X-Surf Y-Surf No. (ft) (ft) 1 153.90 105.00 2 158. 79 103.95 3 163.76 103.45 4 168.76 103.51 5 173.72 104.12 6 178.59 105.29 7 183.29 106.97 8 187.78 109.18 9 191.99 111.87 10 195.02 214.31. Circle center At X = 165.7 ; y = 148.2 and Radius, 44.8 2.582 *** Failure surface specified By S coordinate Points Point X--Surf Y-Surf No. (ft) (ft) 1 160.00 105.00 2 1.64.81 103.63 3 169.79 103.19 4 1.74.76 103.70 5 179.5S 105.14 6 183.98 107.47 7 187.88 110.59 8 190.94 1.14.05 circle center At X = 169.6 ; Y = 1.29.4 and Radius, 26.2 2.640 ** 1 ' Y A x z s F T 0.00 31.25 62.50 93.75 225.00 156.25 Page 6 5Z0�j SSV HDVDIHON AlIM-INNOD T095 C99 £SZ %Vd T£:5T 11IU 90OZ/60/ZO FEB-09-2000" THU 12: 46 PM E3RA - TACOMA FAX No. 2535379401 P. 026 result.out X0.00 +---- ----+,--------+-------- +---------+---------+ 31.25 + 4 62.50 + x 93.75 + I 225.00 + 5 156.25 + . . .72 . . . .31 - . . .81. - . . . 52. 187,50 + . . . .82*/1 . . . . .22 - .7 F 218.75 + Y 250.00 + Page 7 gZ0 z SSV 30V!)IHoW AlIMIINNiOD T085 S98 £9Z XV3 TS:ST IM 90OZ/80/ZO FEB-09-20OB THU 12 46 PIS E3RA - TACOMA FAX No. 2535379401 P, 027 Lo ID CN OD I I I r I I I I t I I I I I I 1 r I r I I ' ' I 1 1 • ' l 1 ' ' 1 1 1 I , f I 1 I 1 1 , y V �11 I ' I I • I I 1 1 1 1 1 f 1 1 { I 1 1 1 , ` J o LL 1 Q 1 I 1 1 I I , • , , , , „ ' , W 1 I 1 I 1 r L' � i• , .i�.._L__J.., ,...L.. ._r...,.,.t,-. ..',r,,.,.L__1_ __J. __' ..-��_J-..J,�..L..-L__.1.,._.,1.,,. 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', 'ivjq�hs`'.: i1 f;i'. •11"S';•t O.:u'�ri;'1"''•' ,,{•,r'' r �. ,�•��1^/\) `I .1 11 :51 I'I.r1r.-r}i•°�I=xt I N :a. y v .�•r S' .O 11;a�I� 10'.sio4rl�. 10 a6O'U05:�a. �, 1 « .. ��:w.:::.��.rr:s_J'.�. , I,.IIII.Y. .. .. 1, I.,��i�11{,• . • , .��„{il '.I, 6ZOf�j SSV EDV91HOW UIMINWOD TOSS VSS VSZ XVd VC:ST alll 90OZ/60/ZO FEE-09-2006 THU 12: 47 PIS E3RA - TACOMA FAX No, 2585379401 P. 030 result.out �* PCSTABL6 ** b 1 Purdue Vniversity --Slope stability AnalySiS-- Simp71fied lanbu, simplified Bishop or Spencer's Method of Slices Run Date: Time of Run: Run BY: Input Data Filename: run,in output Filename: result.out unit: ENGLISH Plotted output Filename: result.plt PROBLEM DESCRIPTION Boltz Residence Seismic BOUNDARY COORDINATES 7 Top Boundaries 8 Total Boundaries boundary X-Left Y-Left X-Right Y-Right SOiI Type No. (ft) (ft) (ft) (ft) Below 8nd 1 100.00 104.00 110.00 105.00 1 2 110.00 105.00 165.00 105.00 1 3 165.00 1.05.00 190.00 114.00 1 4 190.00 114.00 206.00 115.00 1 5 206.00 115.00 ZIS.00 117.50 1 6 215.00 117.50 228.00 122.00 2 7 228.00 122.00 250.00 127.50 2 1 8 215.00 117.50 250.00 122.50 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total saturated Cohesion Friction Pore Pressure Piez. TNPe unit wt. unit wt. intercept ,angle Pressure Constant surface (pcf) (Pcf) (psf) (deg) Param. (psf) No. 1 125.0 125.0 0.0 38.0 0.00 0.0 0 2 125.0 12S.0 0.0 32.0 0.00 0.0 Q 1 Page I 0C0in SSV HDVDIHON AIIRWOD TOSS CS9 C5Z XVd VC:9T 11H.L 90OZ/60/ZO FEE-09`2006 THU 12: 47 PM E3RA - TACOMA FAX No. 2535379401 P• 031 BOUNDARY LOAb(5) result.out I Load(s) specified Load X-Left x-night intensity beflection No. (ft) Cft) (psf) (deg) 1 190.00 205.00 250.0 0.0 NOTE - Xntensity is specified As A uniformly Distributed Force Acting On A Horizontally Projected surface. A Horizontal Earthquake Loading Coefficient of0.170 Has Been Assigned A verTical Earthquake Loading Coefficient of0.000 Has Been Assigned Cavitation Pressure .0.0 (psf) z A critical Failure Surface searching Method. Using A Random Technique For Generating Circular 5urfaces. Nas Been specified. 750 Trial surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 30 Points equally Spaced along The Ground Surface Between x = 1.01.00 ft. and x ; 160.00 ft. Each Surface Terminates Between X = 170.00 ft. and X = 249.00 ft. Unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends is Y = 5.00 ft. 5.00 ft. Line segments Define Each Trial Failure Surface. Restrictions Have Been Imposed upon The Angle of Initiation. The Angle Has Been Restricted Between The Angles of -25.0 And 20.0 deg. 1 Following Are Displayed The Ten Most critical Of The Trial Failure surfaces Examined. They Are ordered - Most critical First. * Safety Factors Are Calculated By The Modified Bishop Method Page 2 Tc0 ln SSV a0VDIHON AIINIM00 T095 CS9 CSZ XVd VC:ST IUU 90OZ/60/ZO FEB-09-2006 THU 12: 47 PM HRA - TACOMA FAX No. 2505319401 P. 032 result.out Failure surface Specified gy 6 coordinate Points Point X-surf Y-surf No. (ft) (ft) 1 160.00 105.00 2 165.00 104.99 3 169.93 105.84 4 174.63 107.53 5 178.98 110.00 6 179.06 220.06 Circle Center At X = 162.5 ; Y = 133.8 and Radius, 28.9 7y'If* 1.438 P** individual data on the 5 slices Water Water Earthquake Force Force Force Force Force Surcharge slice Width Weight Top Got Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Clbs) 1 5.0 2.3 0.0 0.0 0.0 0.0 0.4 0.0 0.0 2 4.9 299.6 0.0 0.0 0.0 0.0 49.1 0.0 0.0 3 4.7 549.E 0.0 0.0 0.0 0.0 93.4 0.0 0.0 4 4.3 264.5 0.0 0.0 0.0 0.0 45.0 010 0.0 5 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 157.97 105.00 2 162.94 104.52 3 167.94 104.58 4 172.91 105.19 5 177.77 106.33 6 182.49 108.00 7 186.99 110.17 s 191.24 112.82 9 192.98 114.19 circle center At X r- 164.9 ; Y W 150.4 and Radius, 45.9 1 Failure Surface Specified sy 9 Coordinate Points page 3 min SSV HOVOsxON AI MMoa TM CSS C9Z IVA ss:ST IIHI 900zi60izo FEE-09-2006 THU 12: 178 PM E3RA - TACOMA FAX No. 2535319401 P. 033 result.out Point X-surf Y-surf No. (ft) (ft) 1 157.97 105.00 2 162.96 104.75 3 167.96 104.93 4 172-92 105.S5 5 177.81 106,60 6 182.58 108.08 7 187.21 109.97 8 191.66 112.25 9 194.93 114.31 Circle Center At X 163.3 ; Y = 161.9 and Radius, 57.2 ** 1,532 Failure surface specified ay 9 ,Coordinate Points Point x-Surf Y-Surf No. (ft) (ft) 1 157.97 105.00 2 162.96 104.72 3 167.96 104.87 4 172.92 105.47 5 177.81 106.49 6 182.60 107.95 . 7 187.24 109.82 8 191.69 112.08 9 195.29 114.33 Circle Center At X = 163.7 ; Y 161.6 and Radius, 56.9 drxY: 1.543 ** 1 Failure Surface specified By 9 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 157.97 105.00 2 162.94 104.47 3 167.94 104.47 4 172.91 105,01 5 177.80 106.06 6 182.55 107.63 7 187.10 109.69 S 191.41 112.2z 9 194.17 114.26 rage 4 NCO SSV dOVDIHON AIINIIN40O T085 US ESZ XVd 5£:5T IIH.L 900Z/60/90 FEE-09-20H THU 12,48 PM P3RA - TACOMA FAX No, 2535379401 P. 034 result out Circle Center At X = 165.4 ; Y a 151.5 and Radius, 47.1 1.545 www Failure surface specified By 6 coordinate Points Point x-surf Y-Surf No. (ft) (ft) 1 160.00 105.00 Z 164.99 104.61 3 169.95 105.21 4 174.70 106.76 6 180.775 110.67 circle Center At X = 164.5 ; Y = 129.4 and Radius, 24.8 1.553 "** 1 Failure Surface specified By 10 Coordinate Points Point X-Surf Y-surf No. (ft) (ft) 1 153.90 105.00 Z 158.85 104.30 3 163.84 104.05 4 168.84 104.25 5 173.80 104.89 6 178.68 105.97 7 183.44 107.49 8 188.05 109.43 9 192.47 111.76 10 196.54 114.41 Circle Center At X - 164.1 ; Y = 159.9 and Radius, 55.8 ,4wyr 1.640 1e** Failure Surface Specified By 10 Coordinate Points eoin't x-surf Y-surf No. (ft) (-Ft) 1 153.90 105.00 Page 5 i C0 SSV 90VDIHOR UINaWWO3 T099 M C9Z XVd 9S:5T IIHI 90OZ/60/ZO FPE-O�-[006 THU 12: 48 PM E3RA - TACOMA FAX No. 2535379401 P. 035 2 158.79 resuir.out 3 163.76 103.95 4 168,76 1.03.45 5 1637z 103.51 6 178.59 104.1 7 183.29 105.�8 g 187.78 106.97 191.99 109.18 10 195.Oz 111.87 114.31 Circle center At X = 165. 7 ; Y = , 148.2 and Radius, 44.S 4�t 1.675 �r Z Failure Surface specified By 10 coordinate POints Point X-Surf Y-Surf No. (fz) Cft) Z 255.99 0 2 I 105. 0 60.78 10 .09 3 165.75 103,Z9 4 -170.75 103.Z2 5 175.70 104.03 730 I80•50 105.40 7 185.09 107.39 8 189.38 109196 10 193.30 113'.06 194.49 114.28 Circle Center At X = 167.6 ; Y = 141•2 and Radius, gg•1 ""** 1.676 7+Yf Ve Pai7ure Surface Specified By 8 coordinate points Point X-Surf Y-SUrf No. (ft) (ft) l 160.00 X05.00 164.81 103.63 3 269.79 103.19 4 174.76 103.70 S 179.55 ,I4 I05 6 183.98 7 187.88 107.475 14 10,59 $ 190.84 114.OS circle Center At X = 169,E ; Y - 129.4 and Radius, 26.2 ash 1,711 *w* Page 6 5£0In SSd d0vO, HOR AIIHIIFjjg0D T09S £58 £5Z YVd 9£:5T IlH,I, 9009/60/ZO FEE-09-42006 THU 12: 49 PM E3RA - TACOMA FAX No. 2535379401 P. 036 result.out 1 Y A x T S F T 0.00 31.2S 62.50 93.75 125.00 156.25 x0.00 ----------+---------+-- *---------+-- ----- 31.75 + A 62.50 + x 93.75 + - x r 125.00 + . . . . s 156.25 + . . . . . . .21 . . . ,2* - - .911 187. 50 . . . .52. . . . . .22 .v - w F 218.75 fi . . . . . T 250.00 + Page 7 9v0 ij ssV aDVDIHOW luim- MOD T085 ess csz XV3 W 5T lun 900Z/60/ZO