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Home My WebLink AboutGeoTech Report Update - PLN General - 11/21/2020 E�� PLANNING RE� 4�p MAR D5 ?021 615 V! A/der Street Geotechnical Report Update North Mason Regional Fire Authority 490 NE Old Belfair Highway Parcels 12329-11-90060 & 12329-11-00030 Belfair, Washington November 21, 2020 Project#1970 Prepared For: NMRFA PO Box 227 Belfair, Washington 98528 Prepared By: Envirotech Engineering, PLLC PO Box 984 Belfair, Washington 98528 Phone: 360-275-9374 CLYDe ST r 4- �G kE 43045 p", G/STF.R �r SS/o1VALE�� 11/21/20 i TABLE OF CONTENTS 1.0 INTRODUCTION.................................................................................................................................1 1.1 PROJECT INFORMATION.................................................................................................................... 1 1.2 PURPOSE OF INVESTIGATION AND SCOPE OF WORK........................................................................ 1 2.0 SURFACE CONDITIONS....................................................................................................................3 2.1 GENERAL OBSERVATIONS..................................................................................................................3 2.2 TOPOGRAPHY.....................................................................................................................................3 2.3 SURFACE DRAINAGE..........................................................................................................................3 2.4 SLOPE AND EROSION OBSERVATIONS...............................................................................................3 3.0 SUBSURFACE INVESTIGATION.....................................................................................................5 3.1 FIELD METHODS,SAMPLING AND FIELD TESTING........................................................................... 5 3.2 GENERAL GEOLOGIC CONDITIONS...................................................................................................5 3.3 SOIL PROFILE.....................................................................................................................................5 3.3.1 Groundwater............................................................................................................................... 7 3.3.2 Infiltration Rates........................................................................................................................ 7 4.0 ENGINEERING CONCLUSIONS&RECOMMENDATIONS......................................................8 4.1 SLOPE STABILITY...............................................................................................................................8 4.2 SEISMIC CONSIDERATIONS AND LIQUEFACTION...............................................................................8 4.3 EROSION.............................................................................................................................................9 4.4 BUILDING FOUNDATION RECOMMENDATIONS..................................................................................9 4.4.1 Settlement..................................................................................................................................10 4.4.2 Concrete Slabs-on-Grade..........................................................................................................11 4.5 EARTHWORK CONSTRUCTION RECOMMENDATIONS.......................................................................11 4.5.1 Excavation.................................................................................................................................11 4.5.2 Placement and Compaction of Native Soils and Engineered Fill...........................................11 4.6 RETAINING WALLS AND LATERAL EARTH PRESSURES...................................................................13 4.7 SURFACE AND SUBSURFACE DRAINAGE...........................................................................................14 4.7 PARKING AND PAVEMENT ANALYSIS...............................................................................................14 5.0 CLOSURE.............................................................................................................................................17 Appendix A—Soil Test Location Plan Appendix B-Soil Information Appendix C-Nomograph 1.0 INTRODUCTION Envirotech Engineering,PLLC (Envirotech)has completed an updated geotechnical investigation for the North Mason Regional Fire Authority (NMRFA) located at 490 NE Old Belfair Highway, identified as parcel numbers 12329-11-90060 and 12329-11-00030,Belfair,Washington. See the vicinity map on the following page for a general depiction of the site location. An initial geotechnical evaluation and subsequent report for the project was conducted by Envirotech with the report dated May 4, 2019. This report includes additional soils information, conclusions and recommendations considering the expanded development onto parcel 12329-11- 90060. At a minimum, this report conforms to the requirements outlined in the International Building Code(IBC)Sections 1603.1.6 and 1803.6. As presented herein, this report includes information pertaining to the project in this Introduction Section; observations of the property and surrounding terrain in the Surface Conditions Section; field methods and soil descriptions in the Subsurface Investigation Section; and, supporting documentation with relation to the aforesaid IBC sections in the Engineering Conclusions and Recommendations Section. 1.1 Project Information Information pertaining to the planned development of the project was provided by the proponent of the property.The planned development consists of a new 2-story fire station,parking,drainage facilities,and other ancillary features. Approximate building footprint and other proposed features with relation to existing site conditions and soil testing locations are illustrated on the Soil Test Location Plan provided in Appendix A of this report. 1.2 Purpose of Investigation and Scope of Work The purpose of this geotechnical investigation is to minimally address the reporting requirements outlined in the IBC, and further evaluate the project as necessary with respect to geotechnical constraints in order to provide recommendations that should be implemented during development. In order to fulfill the purpose of investigation, the geotechnical program completed for the proposed improvements of the project include: • Review project information provided by the proponent of the project; • Conduct a site visit to document the site conditions that may influence the construction and performance of the proposed improvements of the project; • Define general subsurface conditions of the site by observing subsoils within test pits and/ or cut banks, review geological maps for the general area, research published references concerning slope stability, and review any other pertinent documents near the project. For the geotechnical update, Envirotech observed soils within 4 additional test holes; • Collect bulk samples as necessary,at various depths and locations; • Perform soils field and/or laboratory testing to determine selected index and/or Envirotech Engineering Geotechnical Report PO Box 984 page 1 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 engineering properties of the site soils; • Complete an engineering analysis supported by the planned site alterations, and the surface and subsurface conditions that were identified by the field investigation, soil testing,and applicable project research;and, • Establish conclusions based on findings, and make recommendations for foundations, drainage, slope stability, erosion control, earthwork construction requirements, and other considerations as outlined in this report. iow search results for 12329•... yct ,,,' Orth M FB7e01(1 V Yl b s r !j P Z G --------------------------------- L 7 Beifair 1 i �wn3 ! Vicinity Map from Mason County Website Envirotech Engineering Geotechnical Report PO Box 984 page 2 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 2.0 SURFACE CONDITIONS Information pertaining to the existing surface conditions for the project was gathered on April 22, 2019 and November 17, 2021 by representatives with Envirotech. During the site visits, the type of geotechnical investigation was assessed, site features were documented that may influence construction, and site features were examined that may be influenced by construction. This Surface Conditions Section provides information on general observations, vegetation, topography, drainage and observed slope/ erosion conditions for the project and surrounding areas that may impact the project. 2.1 General Observations The area of the planned development is vacant,cleared, and consists primarily of dense lawn. An aerial photo of the project and immediate vicinity is provided on the following page. 2.2 Topography The topographic information provided in this section was extrapolated from a public lidar source, and incorporated observations and field measurements. Where necessary, slope verification included measuring slope lengths and inclinations with a cloth tape and inclinometer. The property has varying mild grades,generally descending to the south.The vertical relief of the property is approximately 5 feet where development is expected. Critical slopes were not observed on the property or within 300 feet of the planned project location. Critical slopes are defined as grades exceeding 15%with a vertical relief of at least 10 feet. 2.3 Surface Drainage Runoff originating upslope of the development is mostly diverted away from the property by upslope development and accommodating topography. Roadside drainage ditches are located within the right-of-way. Excessive scour, erosion or other indications of past drainage problems were not observed within the immediate vicinity of the planned development. 2.4 Slope and Erosion Observations Slope or erosion instability was not observed during our site visit. In conclusion, indications of past landslides, current unstable slopes, deep-seated slope problems, surficial slope failures, or excessive soil erosion were not observed during the site visit. Envirotech Engineering Geotechnical Report PO Box 984 page 3 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 53, �, D BE .AI _ 7 �' Project BEL A ` E D SELF,I u Aerial Photo from Mason County Website Envirotech Engineering Geotechnical Report PO Box 984 page 4 Parcel 1 2329-1 1-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 3.0 SUBSURFACE INVESTIGATION Information on subsurface conditions pertaining to the project was primarily gathered on April 22,2019 by a representative with Envirotech.Applicable information on field methods, sampling, field testing, general geologic conditions, specific subsurface conditions, and results from soil testing are presented in this section of the report. Appendix B of this report includes pertinent information on subsurface conditions for the project, such as test pit log(s), and other applicable soil information. Applicable test pit locations are depicted on the Soil Test Location Plan provided in the appendix of this report. 3.1 Field Methods,Sampling and Field Testing Information on subsurface conditions for the project was accomplished by examining soils within test pits extending to depths of up to 10 feet below the natural ground surface. Information on subsurface conditions also included reviewing soil and geological maps representing the general vicinity of the project. Soil samples were obtained from this project and utilized for laboratory testing as necessary. Envirotech measured the relative density of the near-surface in-situ soils by gauging the resistance with a dynamic cone penetrometer. Within testing locations, field testing results generally indicated loose/soft soils in the upper 40 to 60 inches,and medium dense soils below. 3.2 General Geologic Conditions In general, soils at the project are composed of materials from glacial advances. The geologic conditions as presented in the "Geologic Map of Washington," compiled by J. Eric Schuster, 2002 indicates Quaternary sediments, Qg. Quaternary sediments are generally unconsolidated deposits, and dominantly deposited from glacial drift,including alluvium deposits.This project is located within the Puget Lowland. Typically, "lower tertiary sedimentary rocks unconformably overlie the Crescent Formation." as revealed in the Geologic Map. Initial sedimentary rocks were formed from shales, sandstones and coal deposits from rivers. During the Quaternary period, the Puget Lowland was covered by numerous ice sheets,with the most recent being the Fraser glacier with a peak of approximately 14,000 years ago. Upon the glacial retreat, the landscape was formed by glacial erosion glacial drift deposits. According to the "Interactive Geologic Map, 1:100,000 Quadrangle,"as depicted by the Department of Natural Resources,this project consists mostly of recessional outwash with the following description: Geologic Unit Age:Pleistocene Geologic Unit Name: Vashon Stade recessional outwash fines Unit Description: Mostly silt,commonly ranges to fine sand or locally clay; may contain dropstones,but very few were observed during mapping; gray to brown; generally angular to subangular,well-sorted,and loose;may be locally stiff,but not usually compact(Fig.4); laminated to structureless;deposited in ice-dammed lakes near the end of the Fraser Glaciation; according to one well driller,may locally be more than 500 ft thick in the lower Union River valley(Mike Davis,oral commun.,2008).Map boundary mismatches with the Vaughn quadrangle to the south(Logan and Walsh,2007)resulted where Logan and Walsh mapped Envirotech Engineering Geotechnical Report PO Box 984 page 5 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 terrace segments as till(unit Qgt)because they lacked the landform images or field data that might have permitted them to recognize a broader terrace cover of unit Qgof. Age-Lithology:Pleistocene continental glacial drift 3.3 Soil Profile The following subsurface conditions are estimated descriptions of the project subgrade utilizing information from the depth of penetration at all testing, sampling, observed and investigated locations. Soils for this project were primarily described utilizing the Unified Soil Classification System(USCS)and the Soil Conservation Service(SCS)descriptions. Within test pit locations, soils within the upper 6 to 16 inches were generally observed to be organic laden topsoil. Fill soils were encountered within one of the test pits. Beneath the topsoil, native soils were observed to be silt and poorly graded sand (ML/ SP). This outwash material may extend to depths greater than 50 feet, and have various amounts of clay, silt and sand.This is based on nearby well/auger reports,site geology,and/or knowledge of the general area. The relative densities of the soil within selected test pits are provided above in Section 3.1. Expanded and specific subsurface descriptions, other than what is provided in this section, are provided in the soil logs located in Appendix B of this report. According to the "Soil Survey of Mason County," by the United States Department of Agriculture, Soil Conservation Service, the site soils are described as Saxon Silty Loam, Sa, with 5% - 15% slopes. The soil designations are depicted in the aerial photograph below, and descriptions are provided in Appendix B of this report. w.'4 j Soil Survey From USDA Natural Resources Conservation Service Envirotech Engineering Geotechnical Report PO Box 984 page 6 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 3.3.1 Groundwater From available mapping and/or knowledge of the general area,permanent groundwater is at least 80 feet directly below the property at the building pad location. However, seasonal or perched groundwater could be encountered at shallower depths. Groundwater or indications of seasonal perched water was not observed within any of our test holes at the time of our site visit. 3.3.2 Infiltration Rates Infiltration rates will be determined by Krazan and Associates utilizing the PIT method per the Stormwater Management Manual for Western Washington. Envirotech Engineering Geotechnical Report PO Box 984 page 7 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 4.0 ENGINEERING CONCLUSIONS &RECOMMENDATIONS The following section includes slope stability, seismic considerations, erosion, building foundations,earthwork,retaining walls,and drainage recommendations. 4.1 Slope Stability According to the "Interactive Geologic Map, 1:100,000 Quadrangle," as depicted by the Department of Natural Resources, this project does not have a mapped landslide or liquefaction hazard. Based on the mapped conditions, soil characteristics, minor sloping grades, observed surface conditions,and other pertinent information,it is our opinion that the proposed development is not subject to a landslide hazard, and the development may commence in accordance with the recommendations in this geotechnical report. 4.2 Seismic Considerations and Liquefaction The nearest Class `A' or Class `B' fault to this property is over 1 mile to the south. This information is based on the USGS Quaternary Fault and Fold Database for the United States with the following description: Fault Name: Sunset Beach scarp--Tacoma fault Fault System:Tacoma fault zone Geologic Age(Years): <15,000 Geologic Age Description:Holocene Fault Detection Method: lidar lineament Fault Visiblilty:visible fault trace Slip Rate(nun per year):-- Fault Description: fault USGS Fault ID:-- Fault Source Citation:Barnett,E.A.,U.S.Geological Survey,2008,written communication. Soils immediately below the expected foundation depth for this project may use the following seismic parameters: Seismic Site Class: Site class C Seismic Site Class Description: Average shear wave velocity in the upper 100 feet(30 meters)is>1200 to 2500 feet/second(360 to 760 meters/second) Seismic Design Category Code: D2 Seismic Design Category(SDC): Seismic design category D2 SDC Description: 0.83 <S(DS)<= 1.17,where S(DS)is the 5 percent damped design spectral response acceleration at short periods Envirotech Engineering Geotechnical Report PO Box 984 page 8 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 Based on observed and known subsurface conditions in the area, the potential for liquefaction is believed to be low for this project. According to the Interactive Geological Map of Washington, liquefaction hazards are very low within the vicinity of the property. 4.3 Erosion Based on the USCS description of the project soils,the surface soils are considered to have a high erodibility hazard. According to the Resource Map from the Washington State DNR, the project is not within terrain labeled `highly erodible.' It is our opinion that standard erosion control per the drainage engineer or agency requirements is sufficient for the development of this project. Extents of temporary erosion control will mostly depend on the timeliness of construction, moisture content of the soil, and amount of rainfall during construction. Soil erosion typical to the existing site conditions and planned disturbance of the project include wind-borne silts during dry weather, and sediment transport during prolonged wet weather. Sediment transport could be from stormwater runoff or tracking off-site with construction equipment. Erosion control measures during construction may include stockpiling cleared vegetation, silt fencing, intercepting swales, berms, straw bales, plastic cover or other standard controls. Any erosion control should be located down-slope and beyond the limits of construction and clearing of vegetation where surface water is expected to flow. If the loss of sediments appears to be greater than expected, or erosion control measures are not functioning as needed, additional measures must be implemented immediately. Permanent erosion control will also be necessary if substantial vegetation has not been established within disturbed areas upon completion of the project. Temporary erosion control should remain in place until permanent erosion control has been established. Permanent erosion control may include promoting the growth of vegetation within the exposed areas by mulching, seeding or an equivalent measure. Additional erosion control measures that should be performed include routine maintenance and replacement, when necessary, of permanent erosion control, vegetation,drainage structures and/or features. 4.4 Building Foundation Recommendations The recommended allowable bearing capacities and settlements as presented below, consider the probable type of construction as well as the field investigation results by implementing practical engineering judgment within published engineering standards. Evaluations include classifying site soils based on observed field conditions and soil testing for this project. After deriving conservative relative densities,unit weights and angles of internal friction of the in-situ soils,the Terzhagi ultimate bearing capacity equation was utilized for determining foundation width and depth. Foundation parameters provided herein account for typical structural pressures due to the planned type of development. A structural analysis is beyond the scope of a geotechnical report, and a structural engineer may be required to design specific foundations and other structural elements based on the soil investigation. Stepped foundations are acceptable, if warranted for this project. Continuous,isolated,or stepped foundations shall be horizontally level between the bottom of the foundation and the top of the Envirotech Engineering Geotechnical Report PO Box 984 page 9 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 bearing strata. The frost penetration depth is not expected to extend beyond 12 inches below the ground surface for this project under normal circumstances and anticipated design features. A modulus of subgrade reaction of no more than 100 pci should be used for the foundation system. Friction between the bottom of the foundation and soil may be utilized to resist lateral loads. A coefficient of friction of 0.4 may be used for this application, and should account for the vertical dead loads only. Existingin-situ soils for this project indicates that the structure can be established on shallow, P J continuous or isolated footings below the upper several inches of organic laden topsoil, and below any fill soils. A fill depth of up to 3 feet was encountered in one of our test pit, and fill could be located throughout the property due to past grading and leveling. Found ations shall be established on relatively undisturbed native soil that is competent and unyielding. Alternatively, foundations may be constructed on selective re-compacted native soil or compacted engineered fill as described in the Earthwork Construction Recommendations Section of this report. Due to the presence of soft native, undisturbed soils, optional foundation recommendations are provided. For a bearing capacity requirement of no more than 1000 psf, a minimum continuous footing width of 15 inches shall be placed at a minimum of 18 inches below the existing undisturbed ground surface atop prepared subgrade and unyielding soils. Fill soils shall be avoided(ie 18-inch excavation below bottom of fill)or removed prior to foundation excavation. For a bearing capacity requirement of no more than 1500 psf, a minimum continuous footing width of 15 inches shall be placed at a minimum of 36 inches below the existing ground surface atop prepared subgrade and unyielding soils. For a columnar load of no more than 3 tons, a circular or square isolated foundation diameter or width shall be at least 24 inches. Fill soils shall be avoided as previously mentioned. The foundation subgrade shall be prepared per the Earthwork Construction Recommendations provided later in this report. Foundation depth may be reduced if engineered fill is placed and compacted over the prepared subgrade as provided in the Earthwork Construction Recommendations. Foundation recommendations are made available based on adherence to the remaining recommendations that are provided in this report. Alterations to the aforementioned foundation recommendations may be completed upon a site inspection by a geotechnical engineer after the foundation excavation is completed. 4.4.1 Settlement Total and differential settlement that a structure will undergo depends primarily on the subsurface conditions, type of structure, amount and duration of pressure exerted by the structure,reduction of pore water pressure, and in some instances, the infiltration of free moisture. Based on the expected native soil conditions, anticipated development, and construction abides by the recommendations in this report, the assumed foundation system may undergo a maximum of 1.0 inch total settlement, and a maximum differential settlement of 0.75 inch. Envirotech Engineering Geotechnical Report PO Box 984 page 10 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 4.4.2 Concrete Slabs-on-Grade Interior building slabs used for standard facility operation should be supported on a minimum of 6 inches of compacted coarse,granular material(Retained on U.S. Sieve#10 or greater) that is placed over undisturbed, competent native subgrade or engineered fill per the Earthwork Recommendations Section below. Interior slabs for fire truck parking should be treated as pavement.Further discussion concerning pavements is provided later in this report. The recommendations for interior concrete slabs-on-grade as presented herein are only relevant for the geotechnical application of this project. Although beyond the scope of this report, concrete slabs should also be designed for structural integrity and environmental reliability. This includes vapor barriers or moisture control for mitigating excessive moisture in the building. 4.5 Earthwork Construction Recommendations Founding material for building foundations shall consist of undisturbed native soils to the specified foundation depths. Compacted engineered fill, or selective re-compacted native soils may be used to the extents provided in this Earthwork Construction Recommendations Section. The following recommendations include excavations, subgrade preparation, type of fill, and placement of fill for building foundations. 4.5.1 Excavation Excavation is recommended to remove any excessive organic content or other deleterious material, if present, beneath foundations and to achieve appropriate foundation depth. Additional sub-excavation will be required for this project if the soils below the required foundation depth are loose, saturated, not as described in this report, or otherwise incompetent due to inappropriate land disturbing, or excessive water trapped within foundation excavations prior to foundation construction.All soils below the bottom of the excavation shall be competent, and relatively undisturbed or properly compacted fill. If these soils are disturbed or deemed incompetent, re-compaction of these soils below the anticipated footing depth is necessary. Excavations shall be completely dewatered, compacted, and suitable before placement of additional native soil, engineered fill or structural concrete. Subgrades shall be prepared for ensuing foundations and slabs by proof rolling with a 10K steel drum roller or 5 passes with a hand-held jumping jack, extending at least 2 feet beyond the foundation footprint. 4.5.2 Placement and Compaction of Native Soils and Engineered Fill For engineered fill or disturbed native soils that will be utilized as fill material directly beneath foundations, observation and/ or geotechnical testing is required prior to foundation construction. The following placement and compaction requirements are necessary. For disturbed native soils or engineered fill beneath foundations, limits of compacted or re-compacted fill shall extend laterally from the bottom edge of the foundation at a rate of Envirotech Engineering Geotechnical Report PO Box 984 page 11 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 one horizontal foot for each foot of compacted or re-compacted fill depth beneath the foundation. See the illustration below. FOOTING COMPACTED NATIVE SOILS OR ENGINEERED I FILL 1 II I ' UNDISTURBED SUBGRADE Both engineered fill and native soils used as compacted fill should be free of roots and other organics, rocks over 6 inches in size, or any other deleterious matter. If import material is utilized as structural fill material for placement in building pad areas, we recommend that it meets the current Washington State Department of Transportation Standard Specification for Road, Bridge and Municipal Construction (WSDOT), Section 9-03(14), for Gravel Borrow. The material should be placed per the recommendation in section 2-06 of WSDOT for sub-grade. Material should be placed in 12 inch vertical lifts and compacted with a vibratory smooth drum roller to achieve 95% of the (ASTM D1557) modified proctor. Each lift surface should be adequately maintained during construction in order to achieve acceptable compaction and inter-lift bonding.Alternative materials may be imported for this project and used for foundation support per the geotechnical engineer. Temporary earth cuts and temporary fill slopes exceeding 4 feet in height should be limited to a slope of 2:1 (horizontal:vertical). Utility trenches or other confined excavations exceeding 4 feet should conform to OSHA safety regulations. Permanent cut and fill slopes shall be limited to a slope of 2:1, unless otherwise approved by an engineer. Sub rag de Improvement to Reduce Foundation Depth In order to achieve a bearing capacity of 1500 psf without foundations extended to a depth of 3 feet below current grade,we recommend excavating and removing the soils at a minimum of 24 inches below the current ground surface,and at least 12 inches laterally from both sides of all planned foundation footprints. If fill soils are encountered, then additional sub-excavation is required to remove all fill soils and underlying organic laden soils,if present. After subgrade preparation as described above, a geotextile fabric should line the excavation prior to the placement and compaction of suitable structural fill. The structural fill should be a compacted depth of at least 12 inches. Compaction shall achieve at least 95% relative to the modified Proctor. See the detail below for specifications: Envirotech Engineering Geotechnical Report PO Box 984 page 12 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 CONCRETE FOUNDATI❑N (VARIABLE WIDTHS) 12 IN (TYP) FINAL GROUND SURFACE 12 IN ❑RIGINAL BEARING DEPTH STRUCTURAL B OT CLASS A' GRAVEL BAC FILL FOR 12 IN FOUNDATI❑NS, PLACE AND COMPACT PER STANDARDS, ALTERNATIVE MATERIAL MAY BE USED PER GE❑TECHNICAL ENGINEER, MIRAFI 600X, OR EQUIVALENT, WRAPPED AROUND BOTH SIDES AND FOUNDATION WIDTH BOTTOM OF STRUCTURAL FILL. PLACE PLUS 24 IN. PER MANUFACTURERS SPECIFICATI❑NS, COMPETENT, UNDISTURBED SUBGRADE BEARING IMPR❑VEMENT DETAIL NTS Open excavations during prolonged wet weather may require additional sub-excavations and removal of saturated soils. Alternative structural fill may be a 5/8" minus crushed or other approved material by Envirotech. For a bearing capacity of 2000 psf,the structural fill may be extended to 18 inches below planned foundations and at least 18 inches laterally from the foundation edges. 4.6 Retaining Walls and Lateral Earth Pressures Retaining walls may be utilized for this project. The lateral earth pressures exerted through the backfill of a retaining wall are dependent upon several factors including height of retained soil behind the wall, type of soil that is retained, degree of backfill compaction, slope of backfill, surcharges,hydrostatic pressures,earthquake pressures,and the direction and distance that the top of the wall moves. A structural or geotechnical professional should design retaining walls based on specific conditions. Soil parameters for the structural design of retaining walls may be estimated as 134 pounds per cubic foot (pcf) and 130 pcf for engineered fill and native soils, respectively. The angle of internal friction may be estimated as 36 degrees and 20 degrees for engineered fill and native soils,respectively. These soil parameters are based on soil type and placement conforming to the Earthwork Construction Recommendations Section in this report. Envirotech Engineering Geotechnical Report PO Box 984 page 13 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 Native soils may be used as retaining wall backfill for this project if the total wall height is 4 feet or less and the recommendations below are followed.Native soils for retaining walls exceeding 4 feet in height must be approved by the local authority or evaluated by an engineer. Backfill may consist of engineered fill, as presented in this report, or borrow material approved by a geotechnical engineer. Compaction of these materials shall be achieved in compacted lifts of about 12 inches. Each lift should be uniformly compacted to at least 85%, and no more than 90% of the modified Proctor maximum dry density(ASTM D 1557). If pavement or building loads are planned to be located within retaining wall backfill,then 90%compaction is required.In addition, heavy construction equipment should be at a distance of at least '/2 the wall height. Over- compaction and limiting heavy construction equipment should be prevented to minimize the risk of excess lateral earth pressure on the retaining structure. Envirotech recommends that retaining wall backfill is compacted with light equipment such as a hand-held power tamper. If clean, coarse gravel soils are utilized as engineered fill, and surcharges will not influence the retaining wall, compaction may be achieved by reasonably densifying granular soils with construction equipment. 4.7 Surface and Subsurface Drainage Positive drainage should be provided in the final design for all planned residential buildings. Drainage shall include sloping the ground surface, driveways and sidewalks away from the project structures. All constructed surface and subsurface drains should be adequately maintained during the life of the structure. If drainage problems occur during or after construction, additional engineered water mitigation will be required immediately. This may include a combination of swales,berms,drain pipes,infiltration facilities,or outlet protection in order to divert water away from the structures to an appropriate protected discharge area. Leakage of water pipes, both drainage and supply lines, shall be prevented at all times. Subsurface water intercepted in the footing perimeter drains, if any, and stormwater collected from roof drains shall be separately tight-lined to drainage facilities to a location at least 20 feet downslope of the structure. Roof and foundation drains may share a tightline if an above ground drainage outlet is allowable and a backflow preventer is installed within the pipe system in order to prevent roof water from entering the foundation area. If infiltration is utilized, depth is not a limiting factor for facilities with an infiltrative surface of 7 feet or less. 4.7 Parking and Pavement Analysis The pavement section design analysis was completed using AASHTO's Guide for Design of Pavement Structures. The AASHTO procedure utilizes a Structural Number (SN) which is used to determine thicknesses of pavement structural sections based on their corresponding structural coefficients. The structural number is determined from a nomograph utilizing Equivalent Single- Axle Loads (ESALs),Reliability(R%), Serviceability Loss (OPSI), Standard Deviation (SO), and Soil Resilient Modulus(MR)of the subgrade soil. Envirotech Engineering Geotechnical Report PO Box 984 page 14 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 ESALs =(ADT)(365 days/yr)(N)(DDF)(DLDF)(GR)(PT)(TF) ADT =2-way Average Daily Traffic Count =200(assumed) N =Pavement Design Life =20 years DDF =Direction Distribution Factor =50%(50-50 split each direction) DLDF =Design Lane Distribution Factor = 100%(one lane in one direction) GR =Growth Rate =0% PT =Percent Trucks =20% TF =Truck Factor = 1.7 (common default value) ESALs=(200)(365)(20)(0.5)(1.0)(.20)(1.7)=248,200 R% =80% (Reliability value for local access) APSI =2.0 (Serviceability Loss for local access) So =0.45 (Standard Deviation) MR = 1155+555(R Value)= 1155+555(10)=6,705 psf where R-Value is interpolated from soil results The flexible pavement nomograph presented in the AASHTO Guide, was used to calculate the structural number of 3.0. In conjunction with known or assumed pavement layer depths (d,, etc...), typical published structural coefficients (ai, etc...), and drainage coefficients (m,, etc...), as needed,the following formula was used to determine the pavement structural section. SN<_aid, +a2d21112+ ....+aidimi+ ... 3.0<_(0.42 x 2 in)+(0.14 x 2 in)+(0.14 x 14.0in) where a=0.42 for asphalt concrete(class B) a=0.14 for CSTS a=0.14 for CSBC Based on the result of the analysis provided above, Envirotech recommends that the following pavement elements be utilized at a minimum: Asphalt concrete 2.0 inches CSTC 2.0 inches CSBC 14.0 inches Envirotech recommends construction to occur during the dry season(May 1"to October 31")if at all possible.The upper organic laden soils should be removed beneath proposed roadway sections to a depth so that the necessary fill and/ or pavement structural section is atop the underlying Envirotech Engineering Geotechnical Report PO Box 984 page 15 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 undisturbed native soils. Sub-excavation is additionally required if fill soils or very soft soils are present upon the initial excavation. Upon excavation, the native subgrade should be proof rolled with construction equipment to a firm, unyielding condition. If necessary, engineered fill soils should be placed and compacted in order to achieve proper grade. Engineered fill soils should be approved by the geotechnical engineer,and compacted to at least 95%of the modified Proctor. Upon satisfactory completion of the subgrade preparation and necessary fill, the overlying 14.0 inches Crushed Surfacing Base Course (CSBC), 2.0 inches of Crushed Surfacing Top Course (CSTC)and 2.0 inches asphalt concrete layers may be constructed.New CSB/TC should meet the requirements of Class B foundation material from the Washington State Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction. Furthermore, the base materials shall be compacted per the (ASTM D1557) modified Proctor. Each lift surface throughout the project should be adequately maintained during construction in order to achieve acceptable compaction and inter-lift bonding. Both interior and exterior rigid pavement/slabs receiving truck traffic and parking should consist of the following section,for the conditions provided thereafter: Reinforced PCC 6.0 inches,over CSTC 2.0 inches,over CSBC 14.0 inches The above section allows for an assumed vehicular loading of 750 psf, when the subgrade below the slab section is prepared per the recommendations in this report, and the subgrade preparation is extended at least 2 feet beyond all rigid pavement and slab sections. Our assumed loadings should be confirmed by the owner and/or his structural engineer so we can revise our recommendations if necessary. Envirotech Engineering Geotechnical Report PO Box 984 page 16 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 5.0 CLOSURE Based on the project information provided by the owner, the proposed development, and site conditions as presented in this report, it is Envirotech's opinion that additional geotechnical studies are not required to further evaluate this project.If any of our assumptions are significantly different than expected conditions, Envirotech should be notified to re-evaluate our recommendations. Due to the inherent natural variations of the soil stratification and the nature of the geotechnical subsurface exploration, there is always a possibility that soil conditions encountered during construction are different than those described in this report. It is not recommended that a qualified engineer performs a site inspection during earthwork construction unless fill soils will influence the impending foundation. However, if native,undisturbed subsurface conditions found on-site are not as presented in this report,then a geotechnical engineer should be consulted. This report presents geotechnical design guidelines, and is intended only for the owner, or owners' representative, and location of project described herein.This report should not be used to dictate construction procedures or relieve the contractor of his responsibility. in this report were prepared under the responsible charge of Michael The services described p P P P Staten, a professional engineer with Envirotech. Michael Staten has appropriate education and experience in the field of geotechnical engineering in order to assess landslide hazards, earthquake hazards,and general soil mechanics. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Sincerely, Envirotech Engineering Michael Staten,P.E. Geotechnical Engineer Envirotech Engineering Geotechnical Report PO Box 984 page 17 Parcel 12329-11-00030 Belfair,Washington 98528 Belfair,Washington 360-275-9374 November 21,2020 APPENDIX A SITE PLAN SCALE. 1 IN CH 1DO FEET 0 25 50 100 ®TP6 PROPOSED RAINFIII.D AREA PARCEL 12329-I1-9OD60 ®TP7 PROPOSED ®TP8 18,704 SF BUILDING AND PAVED AREA ftFACrLITY EGRESS EXISTING DRIVEWAY z OS® FPROPOSED ® STORM POND IRE TP4STAT]ON TP3 TPITP9 PARCEL 12329-11-OW30 K PROPOSED ® PARKING TP2 EXISTING NMRFA FACILITY PROJECT/ OVNU/ LOCATION, NMRFA GEOTECHNICAL REPORT NMRFA 490 PE [LD BELFAIR HIGHWAY PARCELS 12329-11-90060 6 12329-11-00030 MASON Y A ENGINEER. ENVIR[ITECH ENGINEERING LEGEND Po WC 994 BELFAIR, WASHINGTON 98528 360-275-9374 TPIe TEST PIT SOIL TEST LOCATION PLAN APPENDIX B SOIL INFORMATION TEST PIT LOG TEST PIT NUMBER TP-1 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 4/22/2019 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION LL PI CURVE AND TEST DATA DEPTH N 10 30 50 0 . ....... .......................................... TOP- brown.Organic laden soils SOIL ................................. 1 _ MIL Medium brown,soft/loose SILT with SAND.Sand is mostly fine.Low plasticity. 2 3 i 4 5 - Increasing density.(Medium dense) 6 7- rr�' 7 y.J 8 -r; .:.::r 9 f 10 Excavation terminated at approximately 10 feet No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicitive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-2 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 4/22/2019 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A STANDARD PENETRATION TEST SOIL STRATA, DEPTH SAMPLERS USCS DESCRIPTION ILL PI CURVE AND TEST DATA DEPTH N 10 30 50 0 . ....... .......................................... TOP- brown,Organic laden soils SOIL - SP Grey,loose POORLY GRADED SAND 1 with SILT.Sand is mostly fine.Low plasticity. 2 3 r Increasing density.(Medium dense) 4 .... ..................I........ ............... ML Medium brown,soft/loose SILT with SAND.Sand is mostly fine.Low 5 plasticity. 6 7 8 9 10 Excavation terminated at approximately 10 feet No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicitive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-3 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 4/22/2019 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 1 2329-1 1-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION LL PI CURVE AND TEST DATA DEPTH IN 10 30 50 0 . ....... ..........................I............... TOP- brown,Organic laden soils SOIL ................................_.... 1 - SP Grey,loose POORLY GRADED SAND with SILT.Sand is mostly fine.Low plasticity. 2 3 Increasing density.(Medium dense) . .................................................. MIL Medium brown,soft/loose SILT with q ::.r' SAND.Sand Is mostly fine.Low plasticity. 5 ` 6 rr., 7 8 _ . 9 10 Excavation terminated at approximately 10 feet No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicitive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-4 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 4/22/2019 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION ILL PI CURVE AND TEST DATA DEPTH N 10 30 50 0 ............................................. TOP- brown,Organic laden soils SOIL .................................. - ML Medium brown,soft/loose SILT with 1 SAND.Sand is mostly fine.Low plasticity. 2 3 4 Increasing density.(Medium dense) 5 6 7 T: 8 9 - 10 Excavation terminated at approximately 10 feet No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicifive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-5 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 4/22/2019 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 1 2329-1 1-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION ILL PI CURVE AND TEST DATA DEPTH N 10 30 50 0 . ....... .......................................... TOP- brown,Organic laden solis SOIL ML Medium brown,soft/loose SILT with } SAND.Sand Is mostly fine.Low plasticity. 2 3 - 4 =1 5 Increasing density.(Medium dense) 6 = 7 .y.r 8 9 10 - Excavation terminated at approximately 10 feet No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicitive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-6 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 11/17/2020 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION ILL PI CURVE AND TEST DATA DEPTH N 0 30 50 0 TOP- brown,Organic laden soils SOIL CL-ML Dark brown,soft/loose SILTY CLAY with some sand.Sand Is mostly fine.Medium plasticity. 2 3 l 4 Increasing density.(Medium dense/stiff) 5 6 7 8 Excavation terminated at approximately 8 feet 9 110 No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicitive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-7 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 11/17/2020 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION LL PI CURVE AND TEST DATA DEPTH N 10 30 50 TOP- brown,Organic laden soils SOIL . ....... ......................................... 1 CL-ML Dark brown,soft/loose SILTY CLAY with some sand.Sand is mostly fine.Medium plasticity. .f: 2 3 4 :. Increasing density.(Medium dense/stiff) 5 7-6 8 Excavadon terminated at approximately 8 feet 9 10 No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotech nlcal Engineering interpreted as being indicative of the entire site. TEST PIT LOG TEST PIT NUMBER TP-8 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 11/17/2020 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION ILL PI CURVE AND TEST DATA DEPTH N 10 30 50 p FILL Unsuitable soils,unconsolidated fill 1 =i 2 CL-ML Medium brown and gray,soft/loose SILTY CLAY with some sand.Sand is mostly fine.Medium plasticity. 4 5 Increasing density.(Medium dense/stiff) 6 i. 7 8 Excavation terminated at approximately 8 feet 9 10 No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnical Engineering interpreted as being indicitive of the entire site. TEST PIT LOG TEST PIT NUMBER TP-9 PROJECT: NMRFA Geotechnical Report DATE OF LOG: 11/17/2020 PROJECT NO: 1970 LOGGED BY: RJM CLIENT: NMRFA EXCAVATOR: N/A LOCATION: Parcel 12329-11-00030 DRILL RIG: None Belfair,Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A SOIL STRATA, STANDARD PENETRATION TEST DEPTH SAMPLERS USCS DESCRIPTION LL PI CURVE AND TEST DATA DEPTH N t0 30 50 0 ................................................ ML Medium brown and gray,soft/loose SILT with SAND.Sand Is mostly fine.Low plasticity. 1 - r: 2 3 Excavation terminated at approximately 3 feet 4 5 6 7 8 9 10 No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and should not be Geotechnlcal Englneertng interpreted as being indicitive of the entire site. Map Unit Descnption.Saxon silt loam,5 to 15 percent slopes---Mason County,Washington Mason County, Washington Sa—Saxon silt loam, 5 to 15 percent slopes Map Unit Setting National map unit symbol: 2hmw Elevation: 0 to 200 feet It9ean annual precipitation: 70 inches Mean annual air temperature. 43 degrees F Frost-free period, 100 to 120 days Farmland classification: Farmland of statewide importance Map Unit Composition Saxon and similar soils: 100 percent Estimates are based on observations.descriptions,and transacts of the mapunit. Description of Saxon Setting Landform: Escarpments,terraces Parent material: Glaciolacustrine deposits with a mantle of volcanic ash Typical profile H1-0 to 3 inches: silt loam H2-3 to 9 inches: silt loam H3-9 to 60 inches, silt loam Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderatelywell drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high(0.20 to 0.57 in/hr) Depth to water table: About 18 to 23 inches Frequency of flooding: None Frequency of ponding. None Available water storage in profile: Very high(about 12.3 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated). 3e Hydrologic Soil Group. C/D Forage suitability group: Soils with Moderate Limitations (0002XN602WA) LSD,% Natural Resources Web Soil Survey 5/4/2019 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Saxon silt loam,5 to 15 percent slopes—Mason County,Washington Hydric soil rating: No Data Source Information Soil Survey Area: Mason County,Washington Survey Area Data: Version 14,Sep 10,2018 USDA Natural Resources Web Soil Survey 5/42019 �i Conservation Service National Cooperative Soil Survey Page 2 of 2 WATER WELL REPORT Eco�OGv "mats( copy-Ewlogy.2"oupy-owner,3'copy-drlNw CURRENT e" r Construction/Decommission(x'!n circle) Notice of Intent No.W 249639 Q Construction Unique Ecology Well ID Tag No.ALG 499 ❑ Decommission ORIGINAL INSTALLATION Water Right Permit No. Notice OfIntent Number PROPOSEDUSE: E Domestic ❑ Industnsl ❑Municipd Property Owner Name Clinton Shumaker ❑Daweter C1 Initiation Tea Well ❑o Well Street Address 531 NE Old Belfair Hwy. TYPE OF WORK:Ownees number of well(if mote than one) Bel fair ❑ ❑Dug ❑oared ❑Dnvm City County Mason ❑� New well ReconJmated Method: ❑Dec eel 0 C.bir ❑Rot legal Locationl�I/4-I/4NE im see 'rwn23 R tear 0 Check DIMENSIONS:Diameierofwell mchmdnllal 179 n (s,t,r Still REQUIRED) orDepth Oneof win ewd well wwM❑. CONSTRUCTION DETAILS Lat/Long Lat Deg Lac Min/Sec Casing welded 6 D: n from 174 fl l0 179 fl Installed:❑Lineriestaned DA from_ e t. R Long Deg Long Min/Sec ❑Threaded Dram From_fit to R Tax Parcel No.(Required) 12329-12-90M Perforations: ❑Yes • No CONSTRUCTION OR DECOMMISSION PROCEDURE Type of perfw;va used F.mialmn D—sibe by rotor,character,size of material and sm"O.",and the kind and SIZE of pe,fi--in by toacid oo of perfs_from a to fl nature of the matmal m ench stratum ponctmted,with at lea.one entry-fr eacb change sestets: QYes P"° i�K-Par L.ution 172 ofirif---t.n.(USE ADDITIONAL SHEETS IF NECESSARY) Manuractra m ee.Nae Johnson MATERIAL FROM 1 1)0 Type stainless Model No Top soil 0 12 Dorn S" Slot sure 18 Fran 174 it to 7�9 _R LSandy brown clay 2 8 Diem Sim am from ft.to A n clay 8 20 GravelfFitterpackink ❑ Yes I]No Sae of gravel/sand rat c1. 20 35 Matenals placed from Il to fl t brown fine sand&silts 35 RS Surfaceseal: 0 Yes ❑No Towhatdepth')3_R gray sand&silts with waler 8S 135 Matenaiusedmseal Betonite brown sand with water 135 165 Did my sirs"contain unusable water? ❑Yes Q No A gravel with water 165 179 .Type of..rer' Depth of sera", Metliad of sealing strata off PUMP.Mar.Noturees Name Type HP WATER LEVELS:Landsmrwc elevation above meanlses level'' (I Sun,ie,et 28 tt belaw wp of well Date Anman pressure Ibs per square inch Date Ane.an water is convolled by (cap,valve.de) WELL TESTS:Drawdown amun is ot water level is lowered below static I v J Was a pump te.made' ❑ Yes Q No If yes,by whom' Yield _gal inn.with _a drawdown after ND- Yield _ gal!ram with R drawdown after_his Yield gal/ram with _ft drawdown after_his Recovery data(time taken as zero when pump fumed olfl(wmer heel meosured Iron well top to caster Liver, Time Water Level Tine water Level Time Water Lwel Date.flesl NNA tape N noaerTe.32 gmtmm with 4 n arawdawn,nerl ten s G CIV Ainest gal hmn w,th Siam w at__ft for Ara of Ecdonv / Anesim flow g p in Date 'remperatvre.f wine) was a chm mal analysts utade' ❑Yes ❑p No Start Date 914/10 Completed Date 9/16110 WELL CONSTRUCTION CERTIFICAT106k 1 constructed andlor accept responsibility for construction of this well,and its compliance with all Washington well constmction standards Materials used and the information reported above are true to my best knowledge and belief' - - ODnllerOEngmeer❑Trainee-Name(pnm).Stan Davis. Drilling Company DaJis Drilling Driller/ Engineep'Trariee Signature Address P.O.Box 536 Driller or trainee Lisxnsc No. .967 - IF TRAINEE Driller's License No Ity,State,Zip •Belfair WA 99529 DnikrsStgiaturc Contractor's Registration No. DAVISD11100A pate Sept.2010 ECY 050./-?0(Rev Od✓08J/jyat Rnd thu der"rate"in an altenale Jormot.pleme call the Water Resources Pro;; W 360.�01-66n0. PeFJOW w/h heorug late can call 711 for Washington Relay Serve Persons with a speech duabrltry curt ovR 8707-66 0. APPENDIX C NOMOGRAPH Reliability.R(%) � $ e s I Via a a ��c't'lBlJpJI.3`0 -1 Estimm dal 18-kip ESALApplic W (rii tons) H Effective Roac Soil Resilient Modulus M.(I m_')x 103 0 0 w _ QU C s Q zw � y Z