KPB Surveyor - Kenai Peninsula Borough

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The site is bordered to the south by the East End Road, and to the east by the Rainwater Laneright-ot-way.Voznesenka is located on the Southern <strong>Kenai</strong> Lowland and according to the USGS IProfessional Paper 443, Quaternary Geoloav of the <strong>Kenai</strong> lowland and Glacial History of theCook Inlet Reaion. Alaska, the soils in the area are part of the Caribou Hills Upland and relatedto "moraines of Naptowne glaciation, prominent and little modified. ..limit of Skilak advance. ..mantled by loess, generally 2-6 ft thick"The USDA Soil Survey of Homer-Ninilchik Alaska indicates that the soils are Kachemak siltloam, gently sloping.. These are "well-drained, shallow to moderately deep soils that occur onuplands and are nearly level to steep. These soils formed in volcanic ash mixed with silt blownfrom ~cently exposed glacial drift. Below the volcanic ash are layers of moderatelyconsolidated shale and sandstone. III..cThe soil strata encountered in the test holes are similar and tend to support these generalizedinterpretations of the soils and geology; however, little evidence of volcanic ash was noted.Available geological mapping of the area is at a small scale and matching map geological andsoils boundaries with actual field locations is difficult.3 FIELD INVESTIGATION AND FIELD AND LABORATORY TESTINGA field investigation was performed 27 Mar 2002 utilizing a Case 880C track-mounted backhoeTwo test pits (TH 1 and 2) were dug to depths of 12.0 and 8.5 feet. Test pits were field loggedby Mike Tauriainen. Approximate test hole locations are shown on the test hole location map.Test hole logs are presented in Appendix B.IPenetrometer tests were performed (using SoilTest Pocket Penetrometer CL-700) in selectedsidewall locations in TH 1 to provide an indication of unconfined compressive strength.Readings of about 0.5 -1.0 tsf at a depth of 2 -3' indicate soft to firm soils; readings of 3.5 tomore than 4.5 tsf at a depth of 3.5 -8' indicate stiff to hard soils. The soils in TH 2 were similar.Representative grab samples were obtained from undisturbed material in selected sidewalllocations. Each sample was visually characterized in the field. Laboratory gradations wereperformed to verify soil classifications and are presented in Appendix C.Mike Taunalnen, PE,Vaznesenka Water SystemConsulting Engineers, Inc 2 Tank Site Geotechnical ReportSoldotna Alaska May 2002
4SUBSURFACE SOIL, SURFACE- AND GROUND-WATER CONDITIONSSoils consisted predominantly of stiff to hard silts below about 3.5'. Sandy silt grading to siltysand was encounteredbelow about 9' in TH 1. Soils in both test pits were relatively uniform.Snow cover at the time of investigation was about four feet. Frost was encountered in both testpits from the surface to one foot. No surface water was observed on site at the time of theinvestigation, however, during a later visit (May 2) a small drainage and culvert under East EndRoad were noted. No ground water was encountered to the depths of exploration. I.J5SITE IMPROVEMENT RECOMMENDATIONS AND CONCLUSIONSA soil-supported tank with ring wall foundation, and a single-story building with conventionalslab on grade and spread footings are proposed for this facility. Site soil conditions are suitablefor this type of construction. All surface soils containing organic material, organic silt, frozensoil, or trash should be removed from areas to receive structural improvements such asfootings, slabs, pavements, or structural fill.The opinions and recommendations expressed with respect to bearing characteristics in~ludequalitative considerations of probable dynamic bearing characteristics of the foundation soils. Itis our opinion based on this data that ground response will be that associated with moderatelydense glacial deposits resulting in strong ground motion. A seismic evaluation is not within thescope of this investigation. .ISite ImprovementsOur recommendationsare based on the following proposed site improvements and our currentunderstanding of the project.1. Construction of a 24'-high water storage tank. j'f2. Construction of a one-story, wood-frame building with continuous footing~.3. Construction of gravel parking and driveway access.4. Installation of buried utilities: water, sewer. electric, and telephone service.Bearing CapacityA maximum allowable bearing capacity of 2500 psf is recommended for the stiff to hard siltsbelow three feet provided any loose soils are adequately compacted or removed. Any soilsthat do not respond to compactive efforts should be replaced. The allowable bearing capacityshould be proportionately reduced for footings less than 18" wide, to 2000 psf for 12" widefootings.
Page 1 and 2: 35186 Spur Hwy Soldotna, AK 99669 (
Page 3 and 4: VOZNESENKA,ALASKACOMMUNITY WATER SY
Page 5 and 6: VOZNESENKA WATER SYSTEMWA TER STORA
Page 7 and 8: from structures to promote drainage
Page 9 and 10: APPENDIXATEST HOLE LOCATION MAP
Page 11 and 12: APPENDIX BTEST HOLE LOGS
Page 13 and 14: APPENDIXCLAB RESULTS
Page 15: 1 INTRODUCTION1.1 BackgroundThe Vil

KPB Surveyor - Kenai Peninsula Borough

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