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Home My WebLink AboutGEO2021-00061 - GEO Geological Review - 6/25/2021Geotechnical Report Logging Tru North Investments LLC XXX E State Route 106, Belfair Parcel No. 22212-52-06001, 22212-53-12005, 22212-53-07012, & 22212-52-01037 et al. Mason County, Washington June 25, 2021 Project #21111 Prepared For: Tru North Investments LLC 10441 Case Road SW Olympia, WA 98382 Prepared By: Envirotech Engineering PO Box 984 Belfair, Washington 98528 Phone: 360-275-9374 MASON COUNTY COMMUNITY SERVICES IunIAWq, l i nninp I nmmnmt•ntnl I INllih, c nmmunlly I With Submittal Checklist Geotechnical Report Instructions: This checklist must be submitted with a Geotechnical Report and completed, signed, and stamped by the licensed professional(s) who prepared the Geotechnical Report for review by Mason County pursuant to the Mason County Resource Ordinance. If an item is found not applicable, the report should explain the basis for the conclusion. Note: Unless specifically documented, this report does not provide compliance to the International Residential Code Sections R403.1.7 for foundations on or adjacent to slopes, Section R403.1.8 for expansive soils or section 1808.7.1 of the International Building Code Section for Foundations on or adjacent to slopes. Applicant/Owner Tru North Investments LLC Parcel # 22212-52-06001 et al. Site Address XXX E State Route 106 (1) (a) A discussion of general geologic conditions in the vicinity of the proposed development, Located on page(s) 5 (b) A discussion of specific soil types, Located on page(s) 6 (c) A discussion of ground water conditions, Located on page(s) 7 (d) A discussion of the upslope geomorphology, Located on page(s) 3 (e) A discussion of the location of upland waterbodies and wetlands, Located on page(s) 3 A discussion of history of landslide activity in the vicinity, as available in the referenced maps and records. Located on page(s) 8 (2) A site plan which identifies the important development and geologic features. Located on Map(s) Site Plan — Appendix A (3) Locations and logs of exploratory holes or probes. Located on Map(s) Site Plan and Soil Logs (Appendix B) (4) The area of the proposed development, the boundaries of the hazard, and associated buffers and setbacks shall be delineated (top, both sides, and toe) on a geologic map of the site. Located on Map(s) Site Plan (5) A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed grade changes. Located on Map(s) Soil Profile (Appendix B) (6) A description and results of slope stability analyses performed for both static and seismic loading conditions. Analysis should examine worst case failures. The analysis should include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum seismic safety factor is 1.1, and the quasi -static analysis coefficients should be a value of 0.15. Located on page(s) 10 (f) Page 1 of 35 (7) (a) Appropriate restrictions on placement of drainage features, Located on page(s) 19 (b) Appropriate restrictions on placement of septic drain fields, Located on page(s) 20 Appropriate restrictions on placement of compacted fills and footings, Located on page(s) 17 (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes. Located on page(s) 19 (e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes. Located on page(s) 18 (8) Recommendations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of vegetation removal. Located on page(s) 17 Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope from erosion, landslides and harmful construction methods. Located on page(s) 12 (10) An analysis of both on -site and off -site impacts of the proposed development. Located on page(s) 13 (11) Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer widths. Located on page(s) 19 - 20 (12) Recommendations for the preparation of structural mitigation or details of other proposed mitigation. Located on page(s) 20 (13) A site map drawn to scale showing the property boundaries, scale, north arrow, and the location and nature of existing and proposed development on the site. Located on Map(s) Site Plan (c) (9) I, Michael Staten, hereby certify under penalty of perjury that I am a civil engineer licensed in the State of Washington with specialized knowledge of geotechnical/geological engineering or a geologist or engineering geologist licensed in the State of Washington with special knowledge of the local conditions. I also certify that the Geotechnical Disclaimer: Mason County does not certify the quality of the work done in this Geotechnical Report. Report, dated June 25, 2021 and entitled Logging for Tru North Investments LLC, meets all the requirements of the Mason County Resource Ordinance, Geologically Hazardous Areas Section, is complete and true, that the assessment demonstrates conclusively that the risks posed by the landslide hazard can be mitigated through the included geotechnical design recommendations, and that all hazards are mitigated in such a manner as to prevent harm to property and public health and safety. Page 2 of 2 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 2.2.1 Upslope Geomorphology 3 2.3 SURFACE DRAINAGE 3 2.3.1 Upslope Water Bodies 3 2.4 SLOPE AND EROSION OBSERVATIONS 4 3.0 SUBSURFACE INVESTIGATION 5 3.1 FIELD METHODS, SAMPLING AND FIELD TESTING 5 3.2 GENERAL GEOLOGIC CONDITIONS 5 3.3 SPECIFIC SUBSURFACE CONDITIONS 9 3.3.1 Groundwater 10 4.0 ENGINEERING ANALYSES AND CONCLUSIONS 11 4.1 SLOPE STABILITY 11 4.1.1 Slope Stability Analysis 12 4.2 EROSION 13 4.3 SEISMIC CONSIDERATIONS AND LIQUEFACTION 13 4.3.1 Liquefaction 13 4.4 LANDSLIDE, EROSION AND SEISMIC HAZARDS CONCLUSIONS 14 4.5 LATERAL EARTH PRESSURES 14 4.6 ON -SITE AND OFF -SITE IMPACTS 14 5.0 ENGINEERING RECOMMENDATIONS 15 5.1 BUILDING FOUNDATION RECOMMENDATIONS 15 5.2 EARTHWORK CONSTRUCTION RECOMMENDATIONS 15 5.2.1 Excavation 15 5.2.2 Placement and Compaction of Native Soils and Engineered Fill 15 5.3 BUILDING AND FOOTING SETBACKS 15 5.4 SURFACE AND SUBSURFACE DRAINAGE 16 5.5 VEGETATION BUFFER AND CONSIDERATIONS 16 5.6 TEMPORARY AND PERMANENT EROSION CONTROL 16 5.7 SEPTIC DRAINFIELDS 16 5.8 STRUCTURAL MITIGATION 17 5.9 TIMBER HARVESTING RECOMMENDATIONS 17 6.0 CLOSURE 18 Appendix A - Site Plan Appendix B - Soil Information Appendix C - Slope Stability 1.0 INTRODUCTION Envirotech Engineering (Envirotech) has completed a geotechnical investigation for planned tree harvesting for several properties located along E State Route 106, bounded by corner parcel numbers 22212-52-06001, 22212-53-12005, 22212-53-07012, and 22212-52-01037 in Mason County, Washington. See the vicinity map on the following page for a general depiction of the site location. An initial geotechnical evaluation of the project was conducted by Envirotech on December 15, 2020. It was determined that slopes in excess of 40% with a vertical relief of at least 10 feet were present within 300 feet of the planned site alteration. Based on this site characteristic, the proposed development will require a geotechnical report pursuant to Landslide Hazard Areas of Mason County Resource Ordinance (MCRO) 17.01.100. During the site visit by Envirotech, surface and subsurface conditions were assessed. After completion of the field work and applicable project research, Envirotech prepared this geotechnical report which, at a minimum, conforms to the applicable MCRO. 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; supporting documentation with relation to slope stability, erosion, and seismic considerations in the Engineering Analyses and Conclusions Section; and, recommendations in conjunction with the logging aspect in the Engineering Recommendations Section. 1.1 Project Information Information pertaining to the planned land modification was provided by the proponent of the property. The planned site modification includes harvesting several acres of land, and constructing drainage mitigation. Approximate site conditions are illustrated on the Site Map provided in Appendix A of this report. 1.2 Purpose of Investigation and Scope of Work The purpose of this geotechnical investigation is to assess geological hazards, and evaluate the project in order to provide geotechnical recommendations that should be implemented during development. The investigation included characterizing the general project surface and subsurface conditions, and evaluating the suitability of the soils to support the planned site activities. 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 project owner and/ or owner's representative; • Conduct a site visit to document the site conditions that may influence the land modification and performance 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 Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 1 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 references concerning slope stability, and review water well reports from existing wells near the project; • Collect bulk samples, as applicable, at various depths and locations; • Perform soils testing to determine selected index and/or 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 the plan project. Vicinity Map from Mason County Website Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 2 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 2.0 SURFACE CONDITIONS Information pertaining to the existing surface conditions for the project was gathered on December 15, 2020 by a representative with Envirotech. During the site visit, 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 Currently, the property is vacant. Vegetation on and near the project consists primarily of secondary growth firs, maples, and other trees and shrubbery common to this area of the Pacific Northwest. 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. See the Site Plan in Appendix A in this report for an illustration of general topography with respect to the planned development. Critical descending slopes, with grades exceeding 40% appear to be within 300 feet of the planned development. The maximum critical slope is approximately 66% with a vertical relief of about 80 feet. Ascending grades are generally located to the south of the planned development. These slopes are relatively minor within 300 feet of the project, with no apparent slope grades of at least 15%. 2.2.1 Upslope Geomorphology The upland area of the property and beyond is generally situated on a hillside of glacial origin. 2.3 Surface Drainage Runoff originating upslope of the development is mostly diverted into ravines in which one ravine traverses the middle third of the project. Excessive scour and erosion were noted within and near the stream convergence. 2.3.1 Upslope Water Bodies There are apparent water bodies and wetlands located upslope from the planned site alterations that would significantly influence the project. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 3 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 2.4 Slope and Erosion Observations The slope gradients near the project signal a potential landslide or erosion hazard area. Some indicators that may suggest past slope movements include: • Outwash of sediments near the bottom of the slope, • Fissures, tension cracks, hummocky ground or stepped land masses on the face or top of the slope, and parallel to the slope, • Fine, saturated subsurface soils, • Old landslide debris, • Significant bowing or leaning trees, or, • Slope sloughing or calving. Shallow landslides have been observed and mapped within the side walls of the ravine running through the property. Aerial Photo from Mason County Website Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 4 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 3.0 SUBSURFACE INVESTIGATION Information on subsurface conditions pertaining to the project was primarily gathered on December 15, 2020 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 subsoil cross- section(s), test pit log(s), and applicable water well report(s). Water well reports were utilized to estimate ground water levels, and if sufficient, were used in identifying subsoil types. Applicable test pit locations are depicted on the Site 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 and/ or nearby banks extending to depths of up to 5 feet below the natural ground surface. Information on subsurface conditions also included reviewing geological maps representing the general vicinity of the project, and water well reports originating from nearby properties. Soil samples were not obtained from this project. Envirotech measured the relative density of the near -surface in -situ soils by gauging the resistance of hand tools. Within testing locations, field testing results generally indicated loose to medium dense soils in the upper 48 inches, and very dense soils from 48 inches to the depth of terminus. 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. The "Interactive Geologic Map, 1:100,000 Quadrangle," as depicted by the Department of Natural Resources provides the following caption(s) for the project area: Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 5 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 Geologic Unit Symbol : Qp Geologic Unit Age : Holocene Geologic Unit Name : Peat Unit Description : Organic -matter -rich sediments deposited in closed depressions; in addition to peat; may contain silt and clay; commonly clogged with aquatic plants, abundant tree snags, stumps, and other woody debris in and adjacent to shallow or seasonal sloughs and ponds. Age-Lithology : Quaternary bog, marsh, swamp, or lake deposits Geologic Unit Symbol : Qa Geologic Unit Age : Holocene Geologic Unit Name : Alluvium Unit Description : Silt, sand, and gravel deposited by streams; may include some lacustrine deposits and organic materials, such as peat. Age-Lithology : Quaternary alluvium Geologic Unit Symbol : Qls Geologic Unit Age : Holocene and Pleistocene Geologic Unit Name : Landslide deposits Unit Description : Generally loose, jumbled, tan to gray, silty sandy gravel with few to no discernible sedimentary structures; surfaces of landslides are generally undulatory; some occur as large deep-seated slides and others as shallow surface failures or block falls. Almost all occur in Vashon advance outwash (unit Qga) and pre-Vashon sediments, undifferentiated (unit Qpu). Age-Lithology : Quaternary mass -wasting deposits Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 6 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 Geologic Unit Symbol : Qgic Geologic Unit Age : Pleistocene Geologic Unit Name : Vashon Stade glacial ice -contact deposits Unit Description : Sand, gravel, lodgment till, and flow till; minor silt and clay beds; tan to gray; variably sorted; loose to compact; massive to well stratified; locally includes over -steepened beds that typically reflect sub -ice flow, but their dip may, along with small-scale shears, also have developed as collapse features or due to glaciotectonic and tectonic deformation; formed in the presence of meltwater alongside ice, generally toward the end of the glaciation, and is thus commonly accompanied by stagnant -ice features, such as kettles and less -orderly hummocky topography. eskers (also separately mapped as subunit Qge), and subglacial or subaerial outwash channels. Deposits and morphologies that support conceptual association with both ice and meltwater are common in the map area and suggest that where unit Qgic is mapped in the presence of fluted topography, it is commonly only a few feet thick and locally could have been mapped as undifferentiated drift (unit Qgd). Elsewhere, the unit may be over 100 ft thick. Unit Qgic also includes poorly consolidated till commonly accompanied by underlying, angular sand and noted as "sub -glacially reworked till" by Laprade (2003) (see Geologic Setting), especially in fluted areas that lack dead -ice features. See unit Qgo and Fig. 4 for discussion of similarities between units Qgic and Qgo (and its subunits Qgos, Qgof, and Qgol). A discrepancy between this map and the Vaughn quadrangle to the south resulted where Logan and Walsh (2007) mapped undifferentiated Quaternary deposits (unit Qu) because they lacked field exposures and geomorphic signs of the dead -ice deposits that are apparent north of the boundary. Dead -ice topography north of the boundary also reveals a sandy deposit mapped as unit Qgos by Logan and Walsh (2007) to be a facies within unit Qgic. Age-Lithology : Pleistocene continental glacial drift Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 7 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 Geologic Unit Symbol : Qgt Geologic Unit Age : Pleistocene Unit Description : Unsorted, unstratified (but locally banded) mix of clay, silt, sand, and gravel; typically supported by a sandy matrix; mostly gray but locally ranging to tan, light brown, or orange; typically unweathered; lodgment till compact, with well -developed facies resembling concrete, but near the surface commonly hackly and (or) looser and covered by 1 to 6 ft of loose ablation till; deposited directly by glacial ice and commonly includes clasts or clumps plucked from underlying units. Clasts are commonly striated and faceted, with angular or rounded edges. Boulders are generally sparse within the till but large (erratic) boulders of plutonic or metamorphic rock are common on till surfaces. Some exposures include interbands and lenses of sand and gravel, locally with shears and joints. Till forms a locally patchy and seemingly randomly distributed cover up to a several tens of feet thick, with a thickness of 5 to 20 ft most common. It typically dominates, but is also locally discontinuous on, fluted surfaces, with individual drumlins measuring 0.1 to 0.3 mi wide by 0.8 to 1.3 mi long and the long axis aligned with the direction of ice flow. Till typically is in sharp, unconformable contact with underlying units, most commonly advance outwash (unit Qga and subunit). Unit Qgt lies stratigraphically below unit Qgo. It may include unrecognized exposures of older till. A map boundary mismatch between unit Qgt on this map and unit Qgos on the Vaughn quadrangle to the south (Logan and Walsh, 2007) may have resulted from a map -production error in the northwest corner of the Vaughn map (Josh Logan, Wash. Divn. of Geology and Earth Resources, oral commun., 2009). Age-Lithology : Pleistocene continental glacial till Geologic Unit Symbol : Qpu Geologic Unit Age : Pleistocene Geologic Unit Name : Undifferentiated sediment older than Vashon Stade till Unit Description : Gravel, sand, fines, and diamicton older than Vashon till; compact; may include any pre-Vashon unit and units Qga and Qgas where those could not be differentiated from pre-Vashon outwash. A map boundary mismatch with the Vaughn quadrangle to the south resulted where Logan and Walsh (2007) included narrow exposures of pre-Vashon deposits along steep valley walls with Vashon till (unit Qgt). Age-Lithology : Pleistocene glacial and nonglacial deposits Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 8 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 24k Surface Geology Geologic Units 24K Quaternary bog, marsh, swamp, or lake deposits Quaternary alluvium Quaternary mass -wasting deposits Pleistocene continental glacial drift Pleistocene continental glacial till Pleistocene glacial and nonglacial deposits Geological Map Department of Natural Resources Washington State 3.3 Specific Subsurface Conditions 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. The project is currently composed of native soils without indications of fill. Within test pit locations, soils within the upper 5 feet of natural ground were generally observed to be moist, brown silty sand with gravel (SM). Soils below the upper 5 feet layer were observed to be mostly grey, low moisture, silty sand with gravel (SM), locally known as hardpan. The hardpan may extend to depths greater than 50 feet. This is based on nearby well 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. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 9 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 According to the "Soil Survey of Mason County," by the United States Department of Agriculture, Soil Conservation Service, the site soils are described as Alderwood gravelly sandy loam, Ab and Ac, with 8% - 30% slopes, and Bellingham silt loam, Bd, with 8% - 30% slopes. The soil designations are depicted in the aerial photograph below, and descriptions are provided in Appendix B of this report. Soil Survey From USDA Natural Resources Conservation Service 3.3.1 Groundwater From the water well report(s) and knowledge of the general area, permanent groundwater is at least 100 feet directly below the property at the building pad location. Surface seepage or perched groundwater at shallow depths was not observed on -site, nor indicated on the well reports. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 10 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 4.0 ENGINEERING ANALYSES AND CONCLUSIONS The following section includes slope stability, erosion, seismic considerations, and impacts to both on -site and off -site properties. 4.1 Slope Stability Landslides are natural geologic processes, and structures near slopes possess an inherent risk of adverse settlement, sliding or structural damage due to these processes. Geotechnical engineering cannot eliminate these risks for any site with sloping grades because gravity is constantly inducing strain on the sloping soil mass. Excessive wet weather and/ or earthquakes will exacerbate these strains. Geotechnical engineering considers excessive wet weather and `design' earthquakes in order to provide an acceptable factor of safety for developing on or near sloping terrain with relation to current engineering protocol. These factors of safeties are based on engineering standards such as defining engineering properties of the soil, topography, water conditions, seismic acceleration and surcharges. Surface sloughing or other types of surficial slope movements usually do not affect the deep-seated structural capability of the slope. However, repeated surficial slope movements, if not repaired, may present a threat to the structural integrity of the slope. If any slope movement arises, the slope should be inspected by an engineer. Subsequently, maintenance may be required in order to prevent the possibility of further surficial or deep seated slope movements that may be damaging to life and property. According to the Coastal Zone Atlas of Mason County, Washington, the project is within and near terrain labeled `Stable', `Intermediate', and `Unstable' regarding potential landslide activity. Descriptions of these mapping units may be found in the aforesaid Atlas. A Stability Map from the Coastal Zone Atlas for the general area of this project is provided below: Geologic Hazard Layers Slope Stability - DOE Coastal Zone Atlas ▪ Unstable•recent slide Unstable•old slide ▪ Unstable slope Stable slope • Modified • Intermediate slope ▪ Interior Map from Mason County Website Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 11 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 According to the Resource Map from the Washington State Department of Natural Resources (DNR), the project is not within terrain labeled `highly unstable' relating to soils. DNR labeled portions of this project as medium and high slope instability with relation to slopes. A Resource Map from the DNR Forest Practices Application Review System is provided below: f. Puget Sound et Beach i$ vereaux L ate SO®- Hydrie Soils 4Q✓ y ; Soils - Highly Unstable Soils 1C. / Solis - Highly Erodible Soils i 1 x.. (1D + J / Westside Slope Stability Model (FP) Moderate Slope Instability 0'4mi , - a t 1 p High Slope Instability Resource Map from Washington State Department of Natural Resources Website 4.1.1 Slope Stability Analysis The Simplified Bishop Method, utilizing `STABLE' software, was used to analyze the static stability of the site slopes. Seismic conditions were estimated utilizing worst case scenario values from the static analysis, a quasi -static analysis coefficient of at least 0.15, and applying the applicable values to STABLE software. Various radii and center points of the circle were automatically selected, and produced factor of safeties in a graphical and tabular format. Worst case scenario values were used in the slope stability analysis in regard to topography, surcharges, water content, internal friction and cohesion of the site soils. STABLE software has been repeatedly checked with manual calculations, and consistently proved to be a very conservative program. The following soil properties were used in the analysis, and are based on observed conditions, known geology, and/or published parameters: Upper 5 feet soil depth Soil unit weight: Angle of internal friction: Cohesion: 132 pcf 30 degrees 200 psf Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 12 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 Soils below 5 feet in depth Soil unit weight: Angle of internal friction: Cohesion: 140 pcf 40 degrees 400 psf Based on the slope stability analysis, unacceptable factors of safety could be present on and near the critical slope, but do not reflect conditions where development is expected to occur. For this project, at the location of the proposed development, minimum factor of safeties for static and dynamic conditions were estimated to be at least 1.5 and 1.1, respectively. See the slope stability information in Appendix C for a depiction of minimum factors of safety away from the project. 4.2 Erosion Based on the USCS description of the project soils, the surface soils are considered moderately erodible. According to the Resource Map from the Washington State DNR, as provided above, the project is not within terrain labeled `highly erodible.' This project is within an erosion hazard area as defined by the MCRO. Erosion hazard areas are those with USDA SCS designations of River Wash (Ra), Coastal Beaches (Cg), Alderwood Gravelly Sandy Loam on slopes 15% or greater (Ac and Ad), Cloquallum Silt Loam on slopes 15% or greater (Cd), Harstine Gravelly Sandy Loam on slopes 15% or greater (Hb), and Kitsap Silt Loam on slopes 15% or greater (Kc). The Temporary and Permanent Erosion Control Section (Section 5.6) of this report consist of specific erosion controls to be implemented. Additional erosion control information and specifications may be found in the latest addition of the "Stormwater Management Manual for Western Washington," prepared by the Washington State Department of Ecology Water Quality Program. 4.3 Seismic Considerations and Liquefaction There are no known faults beneath this project. The nearest Class 'A' or Class B' fault to this property is the Tacoma Fault Zone, which is approximately 0.1 miles to the north of this project. This information is based on the USGS Quaternary Fault and Fold Database for the United States. Potential landslides due to seismic hazards have been considered, and are addressed in the Slope Stability Analysis Section provided earlier in this report. 4.3.1 Liquefaction The potential for liquefaction is believed to be low for this project. This is based, in part, on the subsurface conditions such as soil characteristics and the lack of a permanent shallow water table. Subgrade characteristics that particularly contribute to problems caused from liquefaction include submerged, confined, poorly -graded granular soils (i.e. gravel, sand, silt). Although gravel- and silt -sized soil particles could be problematic, fine and medium grained sands are typically subjected to these types of seismic hazards. No significant saturated sand stratifications are anticipated to be within the upper 50 feet of the subsoil for this project. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 13 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 4.4 Landslide, Erosion and Seismic Hazards Conclusions DNR indicated historic landslide activity near the project. Mapped slope conditions, as delineated by the Departments of Ecology and/ or Natural Resources, were considered in our slope stability assessment. Based on the proximity and severity of mapped delineations with respect to the proposed development, results of the aforesaid slope stability analysis, observed surface conditions, and other pertinent information, it is our opinion that the proposed land modification may occur in accordance with the recommendations in this geotechnical report. 4.5 Lateral Earth Pressures Retaining walls are not expected to be utilized for this project. 4.6 On -Site and Off -Site Impacts From a geotechnical position, it is Envirotech's opinion that the subject property and adjacent properties to the proposed development should not be significantly impacted if all recommendations in this report are followed. This opinion is based on the expected site development, existing topography, existing nearby development, land cover, and adhering to the recommendations presented in this report. Future development or land disturbing activities on neighboring properties or properties beyond adjacent parcels that are upslope and/or downslope from the subject property could cause problems to the subject property. For this reason, future development or land disturbance near the subject property should be evaluated by a geotechnical engineer. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 14 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 5.0 ENGINEERING RECOMMENDATIONS The following sections present engineering recommendations for the proposed project. These recommendations have been made available based on the planned modifications as outlined in the Introduction Section of this report; general observations including drainage and topography as recapitulated in the Surface Conditions Section; soil/ geologic conditions that were identified from the geotechnical investigation that is summarized in the Subsurface Investigation Section; and, project research, analyses and conclusions as determined in the Engineering Analysis and Conclusions Section. Recommendations for the project that is provided herein, includes pertinent information for building foundations, earthwork construction, building and/ or footing setbacks, drainage, vegetation considerations, and erosion control. 5.1 Building Foundation Recommendations Buildings are not anticipated at this time on any of the properties. Future land development will require additional geotechnical studies. 5.2 Earthwork Construction Recommendations Earthwork may be needed for logging roads and landings. It is our understanding that the use of an existing road located on the west portion of the site will be used for logging. Additional roads and landings will also be needed. The following recommendations include parameters for earth cuts and fills. 5.2.1 Excavation Excavation may be required for road cuts, and it is recommended to remove any excessive organic content or other deleterious material, if present, near the ground surface. Excavations for road cuts and landings should be limited to a slope of 1:1, and not more than 4 feet in height. If roads are planned to be used for a permanent basis in the future, excavated slopes should be 2:1 in order to avoid future earthwork. 5.2.2 Placement and Compaction of Native Soils and Engineered Fill For disturbed native soils or engineered fill beneath road foundations, the fill should be compacted to a firm, unyielding condition. Fill heights should be limited to 4 feet, and fill slopes should be not steeper than 2:1. Temporary earth cuts and temporary fill slopes exceeding 4 feet in height should be limited to a slope of 2:1 (horizontal:vertical). 5.3 Building and Footing Setbacks Since permanent structures are not an element of this project, setbacks for buildings or other structures do not apply. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 15 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 5.4 Surface and Subsurface Drainage Sormwater management plans are required to be engineered for this project, and will be prepared by Envirotech under a different cover. For this project, we recommend that infiltration is avoided within the buffers in order to maintain slope stability, and sheet flow or dispersion is acceptable within buffers. 5.5 Vegetation Buffer and Considerations For this project, we believe that a detailed clearing and grading plan is warranted, and is provided under a separate cover. Vegetation Buffer — Vegetation shall not be removed from the face of the critical slope (40% or greater) or within a distance of 50 feet beyond the top of the slope except as provided herein. Since the slopes generally descend away from the ravine slope on the west side of the property, it is our opinion that selective harvesting may be completed within the 50 foot buffer of the west portion of the property. We recommend that only trees with a breast -height diameter greater than 8 inches may be harvested. All brush and trees with an 8-inch diameter or less should remain undisturbed. All stumps shall remain in place within the aforesaid buffer. Any disturbed soil shall be graded and re -compacted in order to restore the terrain similar to preexisting conditions and drainage patterns. See the Site Plan in Appendix A of this report for a depiction of the vegetation buffer. 5.6 Temporary and Permanent Erosion Control Erosion control measures during construction may include stockpiling cleared vegetation, silt fencing, intercepting swales, berms, straw bales, plastic cover or other standard controls. Although other controls may be used, if adequate, silt fencing is presented in this report as the first choice for temporary erosion control. 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 is 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. 5.7 Septic Drainfields Septic drainfields will not be constructed at this time, and therefore not an element of this project. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 16 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 5.8 Structural Mitigation With respect to landslide alleviation or slope improvements, structural mitigation is not necessary for this project. This determination is based on the anticipated improvements of the project, engineering conclusions, and compliance with all recommendations provided in this report. 5.9 Timber Harvesting Recommendations It is understood that timber harvesting shall be completed prior to any other site development activities, and residential development will not be completed at this time. The Site Plan in Appendix A indicates a 50-foot vegetation buffer from the critical slope exceeding 40%. Vegetation should remain on the slope and within this buffer except as allowed in Section 5.5 of this report. Envirotech also recommends drainage accommodations for this project due to the planned logging. Envirotech completed this and is provided under a separate cover. Envirotech walked the entire existing access road on the west half of the site. Although this road traversed slopes exceeding 15%, we believe that this road is acceptable for use with the logging operations after clearing. Additional logging roads and landings shall follow the Earthwork Recommendations provided in Section 5.2 of this report. Conventional equipment such as skidders and crawlers may be used for this project. Logs should be elevated on one end when dragging across the site, although dragging should be minimized as much as possible. Recommendations in this report are provided as a cost efficient way to alleviate erosion problems that may arise from this disturbance. Permanent erosion control is required for all denuded areas per Section 5.6 of this report. Young trees that are planted or existing should be monitored and protected from competing vegetation. Permanent erosion control, drainage facilities and slopes shall be immediately maintained, if necessary. Some conditions that may need immediate attention includes excessive erosion, scour, sloughing, significant changes to drainage patterns, new springs, new seepages or isolated areas of ground saturation. Maintenance may include curtain drains, swales, other drainage facilities, or slope remediation such as reinforcement, retaining structures or surface protection. Envirotech should be notified if unforeseen conditions arise. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 17 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 6.0 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. 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. Any and all content of this geotechnical report is only valid in conjunction with the compliance of all recommendations provided in this report. Semantics throughout this report such as `shall,' `should' and `recommended' imply that the correlating design and/or specifications must be adhered to in order to potentially protect life and/ or property. Semantics such as `suggested' or `optional' refer that the associated design or specification may or may not be performed, but is provided for optimal performance. The recommendations provided in this report are valid for the proposed development at the issuance date of this report. Changes to the site other than the expected development, changes to neighboring properties, changes to ordinances or regulatory codes, or broadening of accepted geotechnical standards may affect the long-term conclusions and recommendations of this report. The services described in this report were prepared under the responsible charge of Michael 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 Jessica Smith, M.S. Staff Geologist S Michael Staten, P.E. Geotechnical Engineer Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 18 Geotechnical Report Parcel 22212-52-06001 et al. Mason County, Washington April 26, 2021 APPENDIX A SITE PLAN O0c 0 4,4 av Z _ a� zs '\ +\ a o z f- aW9a ,�� ;n F- 2 y K \ • � �\ 1P Y 4al W W N N �"�,.. r U -w x ce e. a 0 02 //' N — a fn / ,-M-• • L6 CO '082 -082 092 0, 022 002 - 'O8I Ut [ `O2t •001 08 Zt 044 -094 APPENDIX B SOIL INFORMATION EXISTING STREAM EXISTING GRADE PROJECT/ OWNER/ LOCATION! Map Unit Description: Alderwood gravelly sandy loam, 15 to 30 percent slopes —Mason County, Washington Mason County, Washington Ac—Alderwood gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting National map unit symbol: 2t627 Elevation: 0 to 1,000 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 160 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Aldenvood and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting Landform: Ridges, hills Landfonn position (two-dimensional): Backslope Landform position (three-dimensional): Side slope, nose slope, taif Down -slope shape: Linear, convex Across -slope shape: Convex Parent material: Glacial drift and/or glacial outwash over dense glaciomarine deposits Typical profile A - 0 to 7 inches: gravelly sandy loam Bw1 - 7 to 21 inches: very gravelly sandy loam Bw2 - 21 to 30 inches: very gravelly sandy loam Bg - 30 to 35 inches: very gravelly sandy loam 2Cd1 - 35 to 43 inches: very gravelly sandy loam 2Cd2 - 43 to 59 inches: very gravelly sandy loam Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: 20 to 39 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B USDA Natural Resources Web Soil Survey 12110/2018 1111111 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Alderwood gravelly sandy loam, 15 to 30 percent slopes —Mason County, Washington Forage suitability group: Limited Depth Soils (G002XS301 WA), Limited Depth Soils (G002XF303WA), Limited Depth Soils (G002XN302WA) Hydric soil rating: No Minor Components Everett Percent of map unit: 5 percent Landform: Kames, eskers, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating: No Indianola Percent of map unit: 5 percent Landform: Eskers, kames, terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Hydric soil rating: No Shalcar Percent of map unit: 3 percent Landform: Depressions Landform position (three-dimensional): Dip Down -slope shape: Concave Across -slope shape: Concave Hydric soil rating: Yes Norma Percent of map unit: 2 percent Landform: Depressions, drainageways Landform position (three-dimensional): Dip Down -slope shape: Concave, linear Across -slope shape: Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: Mason County, Washington Survey Area Data: Version 14, Sep 10, 2018 USDA Natural Resources Web Soil Survey 12/10/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description: Bellingham silt loam, 0 to 3 percent slopes —Mason County, Washington Mason County, Washington Bd—Bellingham silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2hjj Elevation: 0 to 490 feet Mean annual precipitation: 35 to 60 inches Mean annual air temperature: 50 degrees F Frost -free period: 150 to 210 days Farmland classification Prime farmland if drained Map Unit Composition Bellingham and similar soils: 100 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Bellingham Setting Landform: Depressions Parent material: Alluvium, lacustrine deposits and loess Typical profile Hi - 0 to 8 inches: silt loam H2 - 8 to 60 inches: clay Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very high (about 12.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Forage suitability group: Wet Soils (G002XN102WA) Other vegetative classification: Wet Soils (G002XN 102WA) Hydric soil rating: Yes Data Source Information Soil Survey Area. Mason County, Washington Survey Area Data: Version 16, Jun 4, 2020 t sin Natural Resources Web Soil Survey 4/25/2021 mitts Conservation Service National Cooperative Soil Survey Page 1 of I PiaChrig aveA Ma OM tit . MP** o) Ulm wilt-�.lr' 2a'4 C209 WATER WELL RomT'• i'AiN OF witsawrows AI2 wafer Mehl Permit No Fbeal CMS Flo (1) OWNER: Noo,e_jlan1L0'Sullivan Address 4Cedar40.3e1fair WA 9R5931 (2) LOC LL: county-i$asnn _ SW u �E r son '12 T 22 R 1W wM. (2n REET ADDDRESS OF 1Y n ore nddreao)_.i _13 0 C AR,8 rli—Yi'tC�Lacl�' 9652 c (3) PROPOSED I5E: oomestie Industrial 0 Municipal 0 ❑ ItrigntIon ❑ DDWeter Teol Well 0 Other ❑ (10) WELL LOG or ABANDONMENT PROCEDURE DESCRIPTION Formnllon• Describe by color, character. also of material and structure, and show Thickness of oqullara end the kind and noturo of Iho menthol In noels stratum penetralnd, with et least one oohs loroech chen00 of information. (4) TYPE OF WORK: Owner's number otwoll (Ilmorolhenono) Abandoned 0 New wall I18 Method: Dug 1] Bored 0 Dooponad 0 Coble:❑ Driven ❑ Reconditioned 0 Rotary 0 dolled 0 MATERIAL FROM 10 I Brown conAlomorate 0 t 10 (5) DIMENSIONS: Diemotprofwell 6 inches Drilled 38 foot Depth of completed well 38 tt. Sand &' water 10 ! 38 (6) CONSTRUCTION DETAILS: Casing Installed: 6 ' plant. from 0 ft.to 28 n. 11 Welded KI ' Diem. from fl l0 Liner !intoned Thrnadod 'i• DIM. from ft. to Porloratiom: Y0o❑ NoLM Typo of podorotor egad 512E of perforations i0 by in porloralione from II to 11 - perforations from It to 1) pedorotiane from It to It Scr0Ons: Yes® No❑ MnnulacluroYe Name Johnson �— Typo Q -Ai nl IOS Model No C•t /y Morn L_Slotso0-10 from 28 /1 to 38 11. Diem Slot size from II l0 1t. Grovel packed: Yoe Li NoU 5l0e of arave1 Gravel placed from II to N ff��n i To whet depth? 1$ N Surface seal: voot No❑ Malarial°sod In soot RPtnni too Old any shale contain unusable water? Yes El No® Typo of water? Depth of strata -- Method al menu strata off - (7) PUMP: Monalacouror'aNemo (:rernrlfnS Typo. sub. H P' (8) WATER LEVELS: Lgnd•oudacaetereein abavo moon son tarot 11 I Slalia)ovel 7 le haloes top otwoll Delo Artesian prosauro Ibe per square loth pale Artesian water in controlled by (0.p• vwro. elm.)) I (9) WELL TESTS: Drowdown Is amount wafer knolls lowered bolow static teen' V/nn n pump lost made? Yon ❑ NoEl II Mae, by Whom? rkshined 9_L_,,9, Completed .T1111/ ,0.�1 WELL CONSTRUCTOR CERTIFICATION: I constructed and/or accept responsibility for construction of this wall, and tts compliance with all Washington well construction slanderds. Materials used and the information reported above are true to my best knowledge and belief. NAME navis nriTliDR Yield: gal /min with 1t drawdown niter hrs •• • ... •• Rocovory dole (limo taken ea zero when pump turned 010 (wnler level measured from well top la wain, love') rma Wetorlewt lima WAIerLer01 Tlmo . Wolof Leval IPER5ON. FIRM, On COAPORATION) (TYPE On PUNT) Address Belfair WA 98528 • _ Dale of toot hrs. hra �/�A�0 (Signed) ' - — V"D...�000I m nseNo. 0797 19_91 4 1 27 gager lost Oal/min. with It. dmwdown niter Almost gel /min with atom eat el If for WELL DRUM) Contractor's Reg_ttriJJi0,m__--I No.yQV51]. 1.LL100� Date_,1u.1_j/ Artesian now m Onto g p C Temporaluro ofwnter_ Wes chemical enelysi rondo? Yoe t_i NeeC� (USE ADDITIONAL SHEETS IF NFCFSSARVI Am 0T5050+2.0 110i07) •1009• " ^0 ti lel WATER WELL REPORT wavy rr O1 nat4 t' atar.I">el ?n'c n 'crow, 7~ OH" EGQ�GY !P '�, �,' �Y• onsinetirJn/Decommfssion rein chti L'etuls)rucilon Decom issjon ORIGINAL INSTALLA77ON '�( Noticc oflnteni'Number PROPOSIO USE: )] Domenic 0 Industrial ❑M,tniclpal 0 DoWeter 0 Inivatioe rD Test Well 0 Other TYPE OF WORK: Owners minter of well (if more than an:) ❑ New well ❑ Reconditioned Method: 0 Dug ❑Bored 0 Driven ❑ Deepened ❑K rank ❑Rotary 0 kited DIMENSIONS:D:mmeut of well 6 inches, dnlld 130 O. Depth ofcomicied wd 1IW n tetatssoth t..l (xiaaag.T1 ' DINO k«e it is.. -... t t.RR:?(Y,a al tb . tiyfaWg mittnxsrt illasighisanintmen 'g t 110.1,l<' i Itstaitalet Vasa `....�_, P.aaf:tt'aE LcxtA,,,,,_'--.`tFa_._...�. �. ixat l ariismt L: 2,.: kill Nis &gasMtvanvf asst _ ILMWA714ccifxols 14, et is SartueSovl ❑' Yes[] tdn To what dloold $$ it. Jdntoiel gaol seal WOntiO, Dhlavy Abdo gndJn,rcw4tevpia?' a Yap fli Na; ,Tptmnf>rs:et , ' Dtraldtmma * PUTIMe Pen-dbeersti9t avx. CW• :^•%.'n _ .e . • 7yFk ` eilt'l,. a TPSYNNERWE13c isseesAstittat Mnadess eon items eattA,d .,•wawa It Stall,. lot) PO it. helowtop of well - Dare Ane,ian pees,ere Ihs. per stpwc inch Data Artesian warm is aeormlled by (cep, roles, ete) WED -TESTS: ulnwdnwa it ard:aatr Wan 160 is insm,sil hare, aerie level Was a pimpled 0,aeas 0 Yes LJ tin tryes, by whom' Yield gd.tmin. with II. drawdown aner Ms. Yield - galJntin. with n. dtawdown MIN Ins , _ Yield. gel 4 in, with --- R. thrived.. a net "earl RetmeydntoProletokereds tern wryenFuuvp turned ott)(yuterlevel,mldomed from well rdPrdhHntlROW Time WaLr Lewd 'Yme WLW Loyd Vane Wper.tc,9d mtuaBTm , ®.m c �.. Maas _ig'f:.kageroSst, ussse„.__., .ii. Ms_ _In. Likopr *smris Y:,---.-:,-.--... tvca• sci».nRt� Melt* Eleaf ' El To A.1 . 'CURRENT Notice of Intent Nor W 2" Ip0 (Julep Ecology WORM 118No. ADP992 Water Right Permit No. Property Owner Name Jack Johnson Well Street Address E 20 Katydid O. City Bchfair County Mason Location Sip/4.1/45W I/4 Sec 12 Twn22 R 2 (s, r Still REQUIRED) t MS 1st Ms ieet Nemo 11.1 CMis 144A a91stiEtto Ave ❑ Check o` One wwM matarra,toas5l ite.m:rtmtzatweim,:'sEisffa. " T'� NN:e. t2:[5i C.t;ra=kstvaa:a: ice,.0,V, CtfigaadV.24 eMag ail, MI ill %E:adeed txranaet tnosaYi Et sesalssint scram* v153 mkatwsway basses ebatplt Oilexari3so, MC IY20CiTA u. .41,13V,R W WX4 ...Wit J�71 liaJx ,'.rt 0 1RdgLYa 71 , 1.1 .. Brown tit) 59 • 92 Sand* giant -with tiller 91 110 RECEIVED FE13 at NI 1 n�, 111/A Stim 6bi*arin4 Filaxt.0tl0014..._..T_„ Ag ., . I mraiiifii Jb tiidtM t ;iEMIIli5 3euiayskt9agmixstgstaktyi garstadlaOlga ietlfita srxryuaerasalt Milnaailtheraasas11 onastriseatio Nsctmieinenna9ma9sNw imseithseier-M *Di;pow trwtomyliMmt•usemllt na c4hw9. QOrillei0Engincer0Trainer Pnni) hfay I lcnningscn Drilling CoMpany Davis Drilling Driller/Engipecr/frainee Signature Address Address 340 NE Davis Farm Rd. Driller or trainee. License No. 307 _ T JF 7.531.1N111:.Didks'a i iafiitsoNe Thilesin Overton; City, Stele, Zip Del fair e ZAVISIDIZIWA 1was, i klmerraMilartairniatnarsaaaiiishroossilarartai, plowncsaM.t asannr„ta tatavossisOrant• ia.F;aa. rees?n .+vittr bed-Mfg:A 4d cad tall 741f)r 119vihbiglwt PeloVServiee.,fei.tnrk)c'i)tio.ritteob re!lr7ffy path i'dt7@.?14114;341: , WA • 98528 Elie Original and rent C.,py with . DermaWATER WELL REPORT tment of F.Nb*y Setond Copy --owner's copy Third Copy— Onller'a Copy =AMR OF WASHINOMON App4canon No. (1`t O tcwtpotlsC ,en ` 119...V1'. (2) LOCATION OF Vier 0.34,_.,€1,4 ea€t Estrin* sod distance from section or aubdivtdlon corner (3) PROPOSED USE: Domeeue Q Indutnna 0 muskies: 0 Irrigation 0 Tett Well 0 Otter 0 (4) ;ryes Op W'O : Omen's inns nisei/set of well _...«. _... ..» Tdsea Weil a ftt..fAad: Do.13 aadea o3 Tsa»pamtet 0 C'eh)e j " Dri.ea d Xienuttbttoned C] ttntnrp 9 40006 C U"BS r 1aa't8alealz,.... §'t..?' teem, tzmta —D.— tt,to .e.71. nuresNA besot. nest liCto EC" venue tet Mato. Pertoratlona; yes ❑ No 0 Type of perforator used._-_...__. ... ...... SIZE of perforations .._........._........• In. b; Screens: Yoa 11 No ❑ Manufact r' N.__..J.ablif..Qll.......:'....._......._.__.-..___..•_:... Fri siefniesgl row Mix(, ^wl.:x aloe ball iq'1 NC• (10) WELL LOG: Formation; Descrlbt by color. character, sire Mow thlcknus of aquifer, and the kind and etret4m penetrated, with at lead one rntrtl -lf nun £1c1k Hard pan of material and structure, and nature of Ow material 1n oath for each rhgnpe of formotkm. PROM DO a 7g Sand 'Sara Watixa. 1 5 4att+sisl racked: 1,3r4C No :mega snow, Ct.:;Svr! eirip ? itttfam, Rye ll:runia5 ate: owe._- 4'441).4.P.Of„?ef .—,. . iy19mi ;•.‘4116 grotem ;'dititat viva] tT' 'PAC A 'Crimi is xrat09.—..-,»...._...._.... neie,'..l Bask .5 at' tub:* "Lents x!.,._.......... .K.g0.136 blaisrasaeM4TO L Ketwe i x [ i t� .roe, .. . .. ��........ " p r e4 trt7'.,-T..,_ (K) WATER LEVELS:qa:rave mean Ni%vi"....._.......... .._..ee_.tt. Static level ..... J 63 .....-_.ft, below top of well Detw.ZULy.....LL1u• • ' Artesian preseure ..- ...._._._....lbeper square Inch Date ..............._._........ .. Arleaikn Waive la zrattrd)led ba'..._.._...."iL"ip: ra'tAp. etlik •..•.•••• (1) WEI,1, TESTS: °t'lg.raweted araw few) Wei a pomp test read.T Tea O No {ty u "au by whautt...:.....:.xs...._.» Yield: gal./min. with ft. drawdown etter hre. Recovery Aalo (lime Taken u uro r wleheeeryl1 . pump 'um" iv", - t.vd measured /ram well top to wate•. Time Water Level rime Water Level I Time Water Lead ltaatber tad.. P ...Kgldmtitt. vr12R... •.»de, tizi$d,Yra+ Ae9astaogare......................__--..,•l.Ip�. be.to..�._.__.._..._._....__.�.:.�. Tbill esalttbO es toner-- war a ebsissne Aim. •1a 1w_*"a7 'res 13 Ire p ECr 050 i.20 Wo.it alerae t 5= — IRE 1 Carset at.lt__ L L1 WELL DRILLER'S STATEMENT: This well was drilled under MY Jurisdiction and this report is true to the beat of my knowledge and belief, NAME 'Tyde Well Grilling Co 'Inc (Person, Arm. or corporation). (Type or print) Address 1' e0 . Bonn30 ( it l l y n y�J}., g (15 2 4 men � � ra s •? .»... Moose Kn..iL [ ..... lassie ,�°'�.Ct` itISE ADDITIONAL SI0E1tTS iT NZCb96ARY) sot. APPENDIX C SLOPE STABILITY P r o j c t T r u N o r t h D a t a i 1 c D y n a m i c Ana 1 y Analyst Bishop PrL_:j cct Tru N<_.2:th Datafi1. Static: Analysis Analysis Bis1-1. fib APPENDIX D EROSION CONTROL GEOTEXTILE FABRIC WRAP AROUND TRENCH TO AT LEAST ENTIRE BOTTOM OF TRENCH BEFORE PLACING GRAVEL 12' DEEP, 8' WIDE TRENCH FILLED WITH 3/4' TO 1 1/2' WASHED GRAVEL OR VEGETAT DIRECTION OF WATER FLOW 2"x2' WOOD POST (TYP) OR EQUIVALENT OR BETTER C 6 FT MAX. O.C. EXISTING GROUND SURFACE 2'x2'x5' WOOD POST OR EQUIVALENT OR BETTER EXISTING GROUND SURFACE SILT FENCE — CROSS SECTION N,T.S. GEOTEXTILE FABRIC AND WIRE MESH 6 FT VY A.AnnfY1AVmnyASASAYSSS1Si AnnYVAAVA VSVASYSVSMM ♦ ♦ ♦ usiaisoi of v v nnwAvS . 12' DEEP, 8' WIDE At��.;��t.}►��s��t•�4�It►.t it'l M. it4.: teA!..i}...! ?.. i; TRENCH FILLED WITH 1 '*Alq::::::: '•::-. 9::i:i:::e:�r. e::::{1:#.'• • • WASHED GRAVEL OR VEGET'TI', BOTTOM EXTENTS OF GEOTEXTILE FABRIC SILT FENCE — DETAIL N.T,S. 3/4 IN TO 1 1/2_ CRUSHED GRAVEL PLACED AT 6 IN MINIMUM DEPTH WELL -DRAINED SOILS -0.02 IN/MIN R=25 FT MIN 4 v PROVIDE FULL WIDTH PF INGRESS/EGRESS N2o Fr FULL LENGTH ACCESS ROAD STABILIZED CONSTRUCTION ENTRANCE N.T.S. 2 FT 1FT 0.5 FT 2.5 FT } 3ENERAL NOTES, SHOULD THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON TIESE PLANS PROVE TO BE INADEQUATE DURING CONSTRUCTION, THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL FACILITIES. 2, ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE INSPECTED DAILY AND IMMEDIATELY MAINTAINED, IF NECESSARY. 3. ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE LEFT IN 'LACE UNTIL THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED. 'EMPORARY EROSION CONTROL NOTES, "OR ALL AREAS WHICH HAVE BEEN STRIPPED OF VEGETATION DR EXPERIENCED LAND IISTURBING ACTIVITIES, AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A 'ER10D EXCEEDING THE LISTED CRITERIA BELOW, ALL DISTURBED AREAS MUST BE MMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING OR OTHER APPROVED EROSION CONTRA TREATMENT APPLICABLE TO THE TIME OF YEAR. GRASS SEEDING LONE WILL ONLY BE ACCEPTABLE DURING THE MONTHS OF APRIL THROUGH EPTEMBER. HOWEVER, SEEDING MAY PROCEED WHENEVER IT IS IN THE INTEREST OF FHE OWNER/CONTRACTOR, BUT MUST ALSO DE AUGMENTED WITH MULCHING, NETTING IR OTHER APPROVED TREATMENT. )RY SEASON (MAY 1 THRU SEPTEMBER 30) -- THE CLEARING OF LAND, INCLUDING THE REMOVAL OF EXISTING VEGETATION OR OTHER GROUND COVER. MUST BE LIMITED TO ONLY AS MUCH LAND AS CAN RECEIVE APPROPRIATE PROTECTIVE COVER OR BE OTHERWISE STABILIZED, AFTER HAVING BEEN CLEARED OR OTHERWISE DISTURBED , 3Y ND LATER THAN SEPTEMBER 30 OF A GIVEN YEAR. UNLESS IMMEDIATE iTABILIZATIEN IS SPECIFIED IN THE EROSION AND SEDIMENT CONTROL PLAN, ALL AREAS CLEARED OR OTHERWISE DISTURBED MUST BE APPROPRIATELY STABILIZED THROUGH THE USE OF MULCHING, NETTING, PLASTIC SHEETING, EROSION BLANKETS, FREE DRAINING MATERIAL, ETC., BY SEPTEMBER 30 OR SOONER PER THE APPROVED 'LAN OF ACTION, UNLESS OTHERWISE APPROVED BY THE COUNTY, SEEDING, 'ERTILIZING AND MULCHING OF CLEARED DR OTHERWISE DISTURBED AREAS SHALL BE 'ERFORMED DURING THE FOLLOWING PERIODS, MARCH 1 TO MAY 15, AND AUGUST 15 TO OCTOBER L SEEDING AFTER OCTOBER 1 WILL BE DONE WHEN PHYSICAL COMPLETION IF THE PROJECT IS IMMINENT AND THE ENVIRDMENTAL CONDITIONS ARE CONDUCIVE '0 SATISFACTORY GROWTH IN THE EVENT THAT PERANENT STABILIZATION IS NOT 'OSSIBLE, AN ALTERNATIVE METHOD OF GROUND COVER, SUCH AS MULCHING, NETTING, 'LASTIC SHEETING, EROSION BLANKETS, ETC., MUST BE INSTALLED BY NO LATER THAN ;EPTEMBER 30. N THE EVENT THAT CONSTRUCTION ACTIVITIES OR OTHER SITE DEVELOPMENT ACTIVITIES ARE DISCONTINUED FOR AT LEAST 4 CONSECUTIVE DAYS, THE OWNER/CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSPECTION OF ALL EROSION AND SEDIMENT CONTROL FACILITIES IMMEDIATELY AFTER STORM EVENTS, AND AT EAST ONCE EVERY WEEK. THE OWNER/ CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE AND REPAIR OF ALL EROSION AN SEDIMENT CONTROL FACILITIES, dET SEASON (OCTOBER 1 THRU APRIL 30) -- ON SITES WHERE UNINTERUPTED 0EMOVAL OF EXISTING VEGETATPROGRESS, ON ANDS OTHER CLEARING GCOVER SHALL BE LIMITED TO AS MUCH LAND AREA AS CAN BE COVERED OR STABILIZED WITHIN 24 HOURS IN THE EVENT A MAJOR STORM IS PREDICTED AND/ OR EROSION AND SEDIMENT TRANSPORT OFF -SITE IS OBSERVED, 4LL CLEARED OR DISTURBED AREAS SHALL RECEIVE APPROPRIATE PROTECTIVE .; NETTING, PLASTIC iHEETING, EROSION BLANKETS, FREE DRAINING MATERIAL, ETC„ WITHIN 5 DAYS AFTER RAVING BEEN CLEARED OR OTHERWISE DISTURBED IF NOT BEING ACTIVELY WORKED. LILT FENCING, SEDIMENT TRAPS, SEDIMENT PONDS, ETC„ WILL NOT BE VIEWED AS 4DEQUATE COVER IN AND OF THEMSELVES. IN THE EVENT THAT ANY LAND AREA NOT BEING ACTIVELY WORKED REMAINS UNPROTECTED OR HAS NOT BEEN APPROPRIATELY STABILIZED 5 DAYS AFTER HAVING BEEN CLEARED, ALL CONSTRUCTION ACTIVITY ON THE SITE, EXCEPT FOR APPROVED EROSION AND SEDIMENT CONTROL ACTIVITY, SHALL MMEDIATELY CEASE UNTIL SUCH A TIME AS AFOREMENTIONED LAND AREA HAS BEEN PPROPRIATELY PROTECTED OR STABILIZED, PERMANENT EROSION CONTROL NOTES. SEEDING FOR RAW SLOPES 1. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADERS AND SEDIMENT BASINS, 2. THE SEED BED SHALL BE FIRM WITH FAIRLY FINE SURFACE, FOLLOWING SURFACE ROUGHENING, PERFORM ALL OPERATIONS ACCROSS OR PERPENDICULAR TO THE SLOPE. 3. SEEDING RECOMMENDATIONS, AS SHOWN BELOW, AND SHOULD BE APPLIED AT THE RATE OF 120 POUNDS PER ACRE, 4, SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE. 5. SEED BEDS PLANTED BETWEEN NOVEMBER 1 AND APRIL 30, ARMORING OF THE SEED BED WILL BE NECESSARY, (ND., GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' RECOMMENDATIONS. AMOUNTS SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS. USE THE FOLLOWING RECOMMENDED SEED MIXTURE FOR EROSION CONTROL. DR A COUNTY APPROVED ALTERNATE SEED MIXTURE NAME PROPORTIONS PURITY GERMINATION BY WEIGHT(%) (R) <X) REDTOP (AGROSTIS ALBA) ANNUAL RYE (LOLIUM MULTIFLORUM) CHEWING FESUE (FESTUCA RUBRA COMMUTATA) (JAMESTOWN, BANNER. SHADOW, kOKET) WHITE DUTCH CLOVER (TRIFOLIUM REPENS) MULCHING 10 40 40 92 98 97 90 90 80 10 96 90 1, MATERIALS USED FOR MULCHING ARE RECOMMENDED TO BE WOOD FIBER CELLULOSE, AND SHOULD BE APPLIED AT A RATE OF 1000 POUNDS PER ACRE. 2. MULCH SHOULD BE APPLIED IN ALL AREAS WITH EXPOSED SLOPES GREATER THAN 2d (HORIZONTAL,VERTICAL). 3. MULCHING SHOULD BE USED IMMEDIATELY AFTER SEEDING OR IN AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON, ALL AREAS REQUIRING MULCH SHALL BE COVERED BY NOVEMBER 1. TOPSDB_ING L TOPSOIL SHOULD BE USED FOR THIS PROJECT DUE TO HIGHLY DENSE EXPOSED SOILS. 2. TOPSOIL SHOULD DE PLACED ON SLOPES NOT EXCEEDING 241, 3, STRIPPING AND STOCKPILING ON -SITE SOILS SHALL ONLY BE PERMITTED IF TOPSOIL IS FRIABLE AND LOAMY (LOAM, SANDY LOAM. SILT LOAM, SANDY CLAY LOAM, CLAY LOAM), 4, STRIPPING SHALL BE CONFINED TO THE IMMEDIATE CONSTRUCTION AREAS. A FOUR TO SIX INCH STRIPPING DEPTH 1S COMMON, BUT DEPTH MAY VARY DEPENDING ON THE PARTICULAR SOIL, ALL SURFACE RUNOFF CONTROL STRUCTURES SHALL BE IN PLACE BEFORE STRIPPING, STOCKPILE MANAGEMENT L STOCKPILE SMALL BE STABILIZED (WITH PLASTIC COVERING OR OTIER APPROVED DEVICE) DAILY BETWEEN NOVEMBER 1 AND MARCH 31. 2, 1N ANY SEASON, SEDIMENT LEACHING FROM STOCK PILES MUST BE PREVENTED. 3. TOPSOIL SHALL NOT BE PLACED WHOLE IN A FROZEN OR MUDDY CONDITION, WHEN THE SUBGRADE IS EXCESSIVELY WET, DR WFEN CONDITIONS EXIST THAT MAY OTHERWISE BE DETRIMENTAL TO PROPER GRADING OR PROPOSED SODDING OR SEEDING. GRADES 4, PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE TOPSOILED SHALL BE MAINTAINED ACCORDING TO THE APPROVED PLANS. STABILIZED CONSTRUCTION ENTRANCE L MATERIAL SHALL BE 4 INCH TO 8 INCH QUARRY SPALLS (4 TO 6 INCH FOR RESIDENTIAL SINGLE FAMILY LOTS) AND MAY BE TOP -DRESSED WITH 1 INCH TO 3 INCH ROCK. (STATE STANDARD SPECIFICATIONS, SECTION 8-15) 2. THE ROCK PAD SHALL BE AT LEAST 12 INCHES THICK AND 50 FEET LONG (20 FEET FOR SITES WITH LESS THAN 1 ACRE OF DISTURBED SOIL). WIDTH SHALL BE FULL WIDTH OF THE VEHICLE INGRESS AND EGRESS AREA. SMALLER PADS MAY BE APPROVED FOR SINGLE-FAMILY RESIDENTIAL AND SMALL COMMERCIAL SITES. 3, ADDITIONAL ROCK SHALL DE ADDED PERIODICALLY TO MAINTAIN PROPER FUNCTION OF THE PAD, 4, IF THE PAD DOES NOT ADEQUATELY REMOVE THE MUD FROM THE VEHICLE WHEELS, THE WHEELS SHALL BE HOSED OFF BEFORE THE VEHICLE ENTERS A PAVED STREET. THE WASHING SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK AND WASH WATER SHALL DRAIN TO A SEDIMENT RETENTION FACILITY DR THROUGH A SILT FENCE. SILT FENCE L GEOTEXTILE FILTER FABRIC TYPE SHALL BE PER SPECIFIED IN THE 'STI3RMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN,' OR APPLICABLE COUNTY STANDARDS 2, GEOTEXTILE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF EACH BARRIER TO AVOID USE OF JOINTS, IF )DINTS ARE NECESSARY, FILTER FABRIC SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST WITH A MINIMUM 6-INCH OVERLAP AND SECURELY FASTENED AT BOTH ENDS TO THE POST. 3. STANDARD FILTER FABRIC SHALL BE FASTENED USING 1' STAPLES OR TIE WIRES (HOG RINGS) B 4 IN SPACING, 4, POSTS SHALL BE SPACED AND PLACED AT DEPTHS INDICATED IN THE DETAILS ON THIS SHEET, AND DRIVEN SECURELY INTO THE GROUND, 5, WIRE MESH SHALL BE 2'X2'X14 GAUGE OR EQUIVILENT, THE WIRE MESH MAY BE ELIMINATED IF EXTRA -STRENGTH FILTER FABRIC (MONOFILAMENT), AND CLOSER POST SPACING IS USED. 6. A TRENCH SHALL BE EXCAVATED ACCORDING TO THE DETAILS ON THIS SHEET ALONG THE LINE OF THE POSTS AND UPSLOPE FROM THE SILT FENCE. 7, SILT FENCES SHALL BE LOCATED DOWNSLOPE FROM THE CLEARING LIMITS OF THE PROJECT. APPENDIX D DRAINAGE DETAILS 50 FT MIN VEGETATED FLOW PATH ROOF DOWNSPOUT SERVES UP TO 700 SF OF ROOF DOWNSPOUT EXTENSION HOUSE ROOF DOWNSPOUT AND SPLASH BLOCK DETAILS N,T,S. SeSEPA Z 1 ? to (check all that apply) on d Skokomish Tribal Nation, Nat. Res. Dept. ATTN: Julian Sammons N 541 Tribal Center Rd., Skokomish Nation, 98584 jsammons@skokomish.org dsarff@skokomish.org Skokomish Tribal Historic Preservation Officer ATTN: Kris Miller 80 N Tribal Center Rd, Skokomish Nation, 98584 shlanay1@skokomish.org Quinault Indian Nation ATTN: Mark Mobbs PO Box 189, Tahola, 98587 mmobbs@quinault.org Squaxin Tribal Nation, Natural Res. Dept. 2952 SE Old Olympic HWY, Shelton 98584 jdickison@squaxin.us emarbet@squaxin.us szaniewski@squaxin.us sdinubilo@squaxin.us The Confederated Tribe of the Chehalis ATTN: SEPA Reviewer- Glen Connelly 420 Howanut Rd., Oakville, 98568 gconnelly@chehalistribe.org WA DNR, South Puget Sound Region 950 Farman Avenue N, Enumclaw, 98022-9282 southpuget.region@dnr.wa.gov WA DNR, Aquatic Resources PO BOX 47027, Olympia, 98504-7027 and@dnr.wa.gov WA DNR, SEPA Center ATTN: External Coordinator PO BOX 47015, Olympia, 98504-7015 sepacenter@dnr.wa.gov Olympic Region Clean Air Agency ATTN: Lauren Whybrew 2940-B Limited Ln. NW, Olympia. 98502 i=(lauren.whybrew@orcaa.org Mason County Transit ATTN: Mike Ringgenberg 790 E Johns Prairie Rd, Shelton, 98584 m ri nggenberg@masontransit.org Mason County PUD #1 ATTN: Darin Hall N 21971 Hwy 101, Shelton, 98584 darinh@mason-pudl .org Mason County PUD #3 ATTN: Kristin French a( kristin.french@masonpud3.org WA Department of Ecology Environmental Review Section PO BOX 47703, Olympia, 98504-7703 separegister@ecy.wa.gov 0 Mason Cty P.W. ATTN: Mason Cty E.H. ATTN: Mason Cty Bldg ATTN: School District: 0 0 Ei{ 0 0 0 0 0 MASON COUNTY DCD SEPA Contact List 6 Z2/2j WA Department of Commerce reviewteam@commerce.wa.gov U.S. Army Corps of Engineers SEPA Reviewer- Samantha Stanford PO Box C-3755, Seattle, 98124 Samantha.M.Stanford@usace.army.mil WA Dept. of Fish and Wildlife SEPAdesk@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Chris Waldbillig 450 Port Orchard Blvd, Suite 290 Port Orchard, WA 98366 Chris.waldbillig@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Noll Steinweg - Habitat Biologist noll.steinweg@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Laura Street Iaura.street@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Allison Cook - Habitat Biologist allison.cook@dfw.wa.gov WA Dept, of Fish and Wildlife ATTN: Adam Brown - Habitat Biologist adam.brown@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Gwen Lentes Assistant Regional Habitat Program gwendolen.lentes@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Megan Tuttle Megan.Tuttle@dfw.wa.gov WA Dept. of Fish and Wildlife ATTN: Brittany Gordon brittany.gordon@dfw.wa.gov WA Dept. of Transportation ATTN: Andy Larson P.O. Box 47440, Olympia 98504-7440 OR-SEPA-REVIEW@wsdot.wa.gov City of Shelton ATTN: Jason Dose 525 West Cote St., Shelton 98584 jasond@ci.shelton.wa.us Port of Shelton ATTN: Brandon Palmer 21 West Sanderson Way, Shelton 98584 BrandonP@portofshelton.com Dep't of Archaeology & Historic Preservation P.O. Box 48343, Olympia, 98504-8343 SEPA@dahp.wa.gov Tacoma Public Utilities - Real Property Services ATTN: Dave Letterman 3628 S 35th St, Tacoma, 98409-3192 dletterm@cityoftacoma.org 0 WA Department of Health 'ATTN: Joe Laxson joe.laxson@doh.wa,gov Other: Agent: Applicant: Manager MC DCD last updated on 5/25/21 t MASON COUNTY DEPARTMENT OF COMMUNITY SERVICES DETERMINATION OF NONSIGNIFICANCE (WAC 197-11-340) SEP2021-00032 Description of Proposal: Proponent: Location of Proposal: Parcel Number: Legal Description: Directions to Site: This SEPA is associated with a Class IV General FPA to log about 53 acres in two units overlaying dozens of small lots in the old (1912) plats of Lakewood C and D. The units include flat and sloped areas and are bisected by a steep ravine which conveys a F-Stream to Hood Canal. A geotechnical report for the logging and improvements to existing access roads is currently under review. Cutting setbacks from the stream are 150' and setbacks from the ravine slopes are 50' (which supersedes the stream setback). Unit 1 (west) will be accessed from E Rasor Rd West, via E Kirby Dr (private) and a Green Diamond logging road. Unit 2 (east) will be accessed from E Olympic View St via E Cedar St. Envirotech Engineering has produced an engineered stormwater and erosion control plan for the project which is under review by Mason County Public Works. According to the owner, there are no immediate plans to develop the property. Tru North Investments Plat of Lakewood C & D, adjacent to SR 106. 22212-53-09001 (+ dozens more — see list) Port Lakewood C & D, in S12, T22N, R2W, WM. Access to Unit 1 from E Rasor Rd West, and access to Unit 2 adjacent to 390 E Olympic View St, Belfair. The Lead Agency for this proposal has determined that it does not have a probably significant adverse impact on the environment. An Environmental Impact Statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed Environmental Checklist and other information on file with the Lead Agency. This information is available to the public upon request. Please contact Michael MacSems at ext. 571, or mms@co.mason.wa.us with any questions. This DNS is issued under WAC 197-11-340(2). The Lead Agency will not act on this proposal for 14 days from the date shown below, when the determination is final. Comments must be submitted to Dept. of Community Development, 615 W Alder St, Shelton WA 98584 by 7/6/2021. Appeal of this determination must be filed within a 14-day period following this final determination date, per Mason County Code Chapter 15.11 Appeals. Date: 6/22/2021 Vat Kell Rowen, Mason County Planning Manager, Dept of Community Services CONDITIONS For FPA 2021-00011 1. ARCHAEOLOGICAL RESOURCES Archaeological or historical resources, such as ruins, sites, buildings, artifacts, fossils, or other objects of antiquity that may have significance from an historical or scientific standpoint, which may be encountered by the developer/contractor, shall not be further disturbed. If the developer/contractor encounters any such artifacts, he/she shall immediately stop work and notify Mason County and the Washington State Department of Archaeology and Historic Preservation. Failure to do so may result in civil penalties. 2. STORM WATER & EROSION CONTROL Escape of silty water or mud from this property shall be considered a violation of County and State storm water management regulations and could subject the applicant(s) to civil fines or penalties. The applicant shall follow the requirements, of the stormwater and erosion control plan written by Enviotech Engineering (Project # 2135). 3. HOURS OF OPERATION Noise associated with this application shall not exceed what is allowed under Mason County Code 9.36. Harvest operations shall start no earlier than 7:00 AM and shall end before 8:00 PM on a daily basis. 4. SLASH ABATEMENT This Forest Practice Application indicates that forest debris resulting from the proposed logging operation may create an extreme fire hazard under RCW 76.04.600 and WAC 332-24-650. An extreme fire hazard could be created if one or more of the conditions found in WAC 332-24-650 is located within 100 feet of the running surface of a public road; or is within 500 of an existing structure and/or designated public use area, which is not owned by the owner of the fire hazard area. The landowner is fully liable in the event of fire if he or she fails to appropriately abate the hazard. Extreme fire hazards shall be abated by removing the forest debris, or by other means approved by the Washington State Department of Natural Resources (DNR). 5. STREAM and STEEP SLOP SETBACKS The minimum setbacks from the F-Stream that bisects the site is 150'. In addition to the stream buffer, no vegetation shall be removed that is within 50' of the critical slope as described by Envirotech Engineering in their geotechnical report (Project # 21111). This buffer/setback has been flagged and shall be observed. 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