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HomeMy WebLinkAboutFPA Stormwater Review for FPA2007-00023 - FPA Reports - 6/30/2008 MASON COUNTY PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER Shelton, Washington 98584 DATE: June 30, 2008 INTER-DEPARTMENTAL COMMUNICATIONS TO: Michael MacSems PARCEL# 12216-21-00001 FROM: John Sliva, Programs Engineer-PW PERMIT NUMBER: FPA2007-00023 SUBJECT: FPA Stormwater Review NAME: Werdall Jeff Michael, The Drainage, Erosion & Pollution Prevention Report for Werdall Logging and Single Family Residence near Allyn has been received and reviewed by Public Works. The plan included two drawings. A review of the drainage report indicates the project is within moderate to steep sloping terrain. Steep descending slopes of approximately 60%are located to the southeast portion of the property. These slopes will not be harvested and slope away from the moderate slopes. Harvesting will take place in the moderately sloped area of about 27 percent slopes. The harvesting is 50 feet beyond the top of the 60 % slope. The area will be harvested for a new residence and shop and driveway. The drainage report addresses Temporary Erosion and Sediment Control (TESC). Best Management Practices such as Silt Fences, stabilized construction entrances, and additional measures are mentioned. Permanent stormwater features are addressed including a proposed interceptor ditch that will infiltrate runoff and a 320-vegetation buffer for sheet flow off the new driveway. Stumps and vegetated areas will remain with denuded areas re-vegetated. A check of the already approved Geotechnical Report notes trees on the 60% slopes down to the creek shall not be harvested. Trees in the 50-foot strip will be left that has abreast diameter of less than 4 inches. Trees greater than 20 inches in diameter will also be left in place and undisturbed. Vegetation and stumps will be left in place. Trees not included in these two areas will be harvested leaving trees with less than 4 inch breast height, underbrush, stumps from harvested trees,ground and roots minimally disturbed. The Geotechnical Report notes from a geotechnical position, offsite impacts due to the expected development of this Project are not anticipated if recommendations in this report are adhered to. Sedimentation control should be adequate when utilizing the erosion control recommendations as presented herein together with implementing appropriate erosion controls with the degree of care as expected from a licensed contractor. I Based on the information provided in the Drainage Report and Geotechnical Report,the harvesting stormwater site plan is considered adequate. Comments and recommendations contained in the reports should be incorporated into the site harvest plan and made conditions for permit issuance. Adequate erosion and sediment control features need to be implemented during land disturbing activities to protect neighboring properties and State waters from adverse stormwater runoff impacts. The migration or release of silty water or mud from the applicant's property will be considered a violation of County and State water quality protection regulations. Please feel free to contact me at 724 if you have any questions regarding these comments. Sincerely, John S iva rograms Engineer (6/9/2008) Michael Mac ems- Werdall Harvesting SR 302 m. ._ Page 1 From: John Sliva To: Severson, Dale <seversd@WSDOT.WA.GOV> Date: 6/9/2008 4:29 PM Subject: Werdall Harvesting SR 302 Attachments: FW: Werdall Site Plan CC: jeffwerdall@wavecable.com; MacSems, Michael Mr. Severson,PE I work under Bill Tabor at Mason County Public Works reviewing stormwater applications. Bill wanted me to contact you when there were stormwater projects or harvesting proposals along State Highways. Mr.Jeff Werdahll is proposing selective harvesting on Parcel 12216-21-00001 which is in the 2500 block of SR 302. His plans are to harvest and then build a residence. He has submitted a stormwater plan for his project. Slopes in the area to be harvested are 27%+/-. Mr.Werdahll has contacted Neil Caudill from WSDOT in an effort to work with your Department. You can see their correspondence attached. I received a letter RE: 2008 County Wide Coordination Meeting Stormwater Disharges to a State Highway. The letter requests that your department have the opportunity to review and comment on all projects that discharge any stormwater onto state highway right-of-way prior to project approval. I would like to know how we can be of help in this being the first Forest Practice since you request. John Sliva Programs Engineer Mason County Public Works 360 427-9670 x 724 3 i : r: I I f r r t f Jeff & Pam WerdallRE CE IV A P.O. Box2517 Belfair, WA 98528 MAY t^ 6 t 360-277-0470 M{� -f', r P:if,h. %.,'iq May 6, 2008 Michael MacSems Mason County Community Development, Planning P.O. Box 279 Shelton, WA 98584 RE: Stormwater Management Plan, Parcel Number 12216-21-00001. Dear Mr. MacSems: Enclosed please find a copy of the stormwater management plan for our property. We are sending a copy to Mr. Sliva in Public Works as well. Please let us know if we can provide more information. Sincerely Pamela Werdall I Feb 05 08 05:42p Pamela Werdall 360-277-0470 p.2 74 NE Hurd Road, Belfair, WA 98528 February 1,2008 Jeff and Pam Werdali PO Box 2517 Belfair,Washington 98528 RE: Ceotechnical Letter for parcel Number 12221,62100001, 2501 State Route 302 Mason County,Washington Envirotech Engineering (Envirotech) completed a geobechnical report titled, " motechnical Report for Werdall Logging and Single Family Residence," dated October 18,2007. This report recommended selective harvesting for much of the property. -- and recommended to create two snag trees for potential nesting and roosting habitat in the intermediate selective harvesting area. Converting two mature trees wto snags as recommended by the Wetland Corps wid not be sign cantly dual to the stability of on-site slopes. Specifically, it is my opinion that creating two snag trees in the locations delineated by the Wetland Corps will not create additional hazards to the proposed residence or off-site residences. This is based on the adherence of the renudning i recommendations outlined in the geotechnical report. I please contact Michael Staten at 360-275-9374 if you have any questions or require additional information. Sincerely, Ew motech Engineering c�CLYD�s 4G�2+Qf c� k 'O 43045 kr� R`rs70MAL ti�G �PIRES JAN 10,2DD9 Michael Staten,P.E. Geotechnical Engineer OFFICE: 360-275-9374 CELL:360-689-6045 FAX: 360-275-4789 EMAIL: envirotechPgeotechnicatinfo.com MASON COUNTY PUBLIC WORKS WORK ORDER RECEIVED Permit#: 2w7 - a G G?-3 NOV 0 6 2007 Date: r/ / s �/� MASN 000NWPUBUC WORKS Requested by: V1 tn.✓tc Authorized by: 'Y1n. V1n S Type of Work: Public Works employee in charge: J��y1 Vc*\ CHARGE TO: Name: �L Billing Address: j Phone: off' S1 WORK PERFORMED: Employee: `7DhA, Date: 6 o Hours: 3 Hourly Rate: Total: / D ' ACCOUNTS RECEIVABLE INFO: Billed Date: Invoice#: Amount Billed: Receipt# Date: Amount Paid: i Geotechnical Report for Werdall Logging and Single Family Residence Iz3.162 / 0aIwo Parcel Number I= 62100001 2501 State Route 302 Mason County, Washington i October 18, 2007 Project#0727 Prepared For: Jeff and Pam Werdall PO Box 2517 Belfair, Washington 98528Prepared By: 'A �y cLYD� Envirotech Engineering 74 NE Hurd Road �0 4 Belfair, Washington 98528 ���rRG Phone: 360-275-9374 l�NA Fax: 360-275-4789 s 0 Z p j TABLE OF CONTENTS Page 1.0 INTRODUCTION I 1.1 Project Description 1 1.2 Purpose of Investigation 2 1.3 Scope of Work 2 2.0 SURFACE CONDITIONS 3 2.1 General Observations 3 2.2 Topography 3 2.2.1 Upslope Geomorphology 3 2.3 Drainage 4 2.4 Slope and Erosion Observations 4 3.0 SUBSURFACE INVESTIGATION 5 3.1 Field Methods 5 3.2 Field Sampling 5 3.3 Field Testing 5 3.4 Subsurface Conditions 6 3.4.1 Groundwater 7 3.5 Soils Testing 7 3.5.1 Visual Classification 7 4.0 CONCLUSIONS 8 5.0 ENGINEERING ANALYSIS AND RECOMMENDATIONS 9 5.1 Building Foundation Recommendations 9 5.1.1 Bearing Capacity ` 9 5.1.2 Settlement 10 5.2 Lateral Earth Pressures 10 5.3 Earthwork Construction Recommendations 11 5.3.1 Excavations 11 5.3.2 Placement and Compaction of Native Soils and Engineered.Fill 11 5.3.3 Retaining Wall Backfill 12 5.3.4 Wet Weather Considerations 13 5.4 Slope Stability and Erosion Control 13 5.4.1 Septic Drainfield Impacts 14 5.4.2 Building and Footing Setbacks 15 5.4.3 Erosion Control 15 5.4.4 Surface and Subsurface Drainage 16 5.4.5 Vegetation Considerations 1.7 5.5 Earthquakes and Liquefaction Potential 17 5.6 Driveway Considerations 18 5.7 Timber Harvesting Recommendations 20 6.0 LUMHATIONS 22 f APPENDIX l Appendix A- Site Plan Appendix B - Soil Information Soil Cross-Section Soil Logs Well Reports General Stability Map Appendix C-Erosion Control Appendix D-Drainage Details Appendix E- Slope Stability Appendix F - Geological Map Appendix G-Vicinity Map Appendix H-Driveway Details j t j i • 1.0 INTRODUCTION Envirotech Engineering (Envirotech) has completed a geotechnical investigation for a vacant property identified as parcel number 1221-62-100001 located in Mason County, Washington (Project). 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 soils descriptions in the Subsurface Investigation Section; and, recommendations for foundation, settlement, earthwork, lateral earth pressures, slope stability and erosion control in the Engineering Analysis and Recommendations Section. Where necessary, this report also incorporates special provisions due to the anticipated deforesting. An initial geotechnical evaluation of the Project was conducted by Envirotech with the property owners, Jeff and Pam Werdall, on June 9, 2007. It was determined that slopes in excess of 40%were present within 300 feet of the property, and subsequently will require a geotechnical report pursuant to landslide hazard areas of the Mason County Resource Ordinance. In addition, recommendations pertaining to feasibility and extents of deforesting is required. During the evaluation and site visits by Envirotech, surface and subsurface conditions were assessed. After completion of the field work and applicable Project research,Envirotech prepared this geotechnical report. 1.1 Project Description Information pertaining to the Project was provided by the owner of the Project. The property consists of approximately 6.3 acres of land, and will minimally consist of developing a single family residence, smaller shop/dwelling unit, septic system, driveway, and other ancillary features. Prior to development, selective deforesting of approximately 4.7 acres of the property is proposed for this Project. Currently, the land is vacant with a network of existing decommissioned 10 feet to 20 feet wide logging roads. This road begins at State Highway 302 near the northwest corner of the parcel, and extends in a south by southeast direction before switching back to a northerly direction. Another road branches off just beyond the switch-back. A septic system or water well have not yet been designed or approved by the prevailing government office. The house is anticipated to be two-story, predominantly wood frame with concrete stem walls. The final design may consist of a daylight basement. Building footprints and deforesting limits with relation to site features are illustrated in the Site Map in Appendix A Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 1 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County. Washington 1.2 Purpose of Investigation The purpose of this geotechnical investigation was to evaluate the Project in order to provide geotechnical recommendations relating to the construction of the planned single family residence and deforesting activities. The investigation included characterizing the general Project surface and subsurface conditions, and evaluating the suitability of the soils to support the planned site development. 1.3 Scope of Work In order to fiilfill the purpose of investigation, the geotechnical program completed for the proposed improvements of the Project include: • Review project information provided by the Project owner/developer; • Conduct a site visit to document and photograph the site conditions that may influence the construction and performance of the proposed improvements; • Define the general subsurface conditions of the site by observing an existing cut along the driveway/ decommissioned logging road located within the Project, probing below the surface near the planned building footprints, and review well logs from existing wells near the Project; • Collect bulk samples at various depths and locations; • Perform soils testing to determine selected index properties of the soils that includes 6 visual classifications; • Complete an engineering analysis supported by planned site alterations, and the surface and subsurface conditions that were identified by the field investigation and soil testing; and, • Establish conclusions based on findings, and make recommendations for foundations, slope stability, erosion control, earthwork construction requirements, limits of deforesting and other considerations. Em irotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 2 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington f 2.0 SURFACE CONDITIONS Information pertaining to the existing surface conditions for the Project was gathered on June 9, June 16, and October 4, 2007 by Michael Staten, geotechnical engineer with Envirotech. During the site visits, the type of geotechnical investigation was assessed, photographs were taken of the surface and surrounding areas, site features were documented that may influence construction, soil samples were collected from selected locations, and near-surface soils were visually classified. This Surface Conditions Section provides information on general observations, topography, vegetation, and drainage for the Project and surrounding areas that may impact the Project. 2.1 General Observations The Project is currently undeveloped vacant land with an existing decommissioned logging road as previously discussed in the Introduction Section. No recent clearing of vegetation was apparent on the property. The Project consisted of moderate to highly dense vegetation, including cedars, firs, alders, ferns, grasses, blackberries, and other trees and shrubbery common to the Northwest. Beyond the property lines, vacant land exists immediately to the east, with sparse development to the north and south. The State Highway 302 right-of-way (ROW) with associated drainage and paved roadway exists adjacent to the west, with single family development beyond. Observations of surface conditions, other than what is presented in this section, can be found in the Slope Stability and Erosion Control Section of this report. 2.2 Topography The Project is situated within moderate to steep sloping terrain. Site grades are moderately sloped at 27% where development and the majority of logging is expected to take place. Steep descending slopes of up to approximately 60% are located on the southeast portion of property, with a vertical relief of approximately 56 feet. See the Site Map in Appendix A for an illustration of the general topography with respect to the planned development. 2.2.1 Upslope Geomorphology Ascending slopes near the northeast property corner are approximately 15%. There are no water bodies or apparent wetlands located upslope from the proposed development. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 3 of 22 ParceI No. 1221-62-100001 Fax: 360-275-4789 Mason County. Washington 2.3 Drainage Stormwater runoff ongmating upslope from anticipated building locations are expected to be moderate due to the existing topography. Drainage within most of the property limits appears to sheet flow in a westerly direction, with an exception near the descending W/o slope. Watershed from this slope basically sheet flows in a southeast direction to the bottom of an adjacent ravine. All stormwater originating from this property is expected to be intercepted by the above mentioned ravine or drainage facilities in the State ROW. Ultimately, excess water from this property is conveyed less than '/2 mile to the west before emptying into North Bay of the Case Inlet. During the site visit, running surface waxer was not present within 300 feet of the planned building locations. Excessive scour, erosion or other indications of past drainage problems were not observed at or near the Project. Overall, the earth near the Project surface consists of moderate permeable soils that is an engineering property relating to average groundwater drainage. 2.4 Slope and Erosion Observations Steep and moderate slopes that exist on-site signal a potential landslide or erosion hazard area. Indications of past landslides, current unstable slopes, deep-seated slope problems, or surficial slope failures were not observed. Some of the indicators may include: • Outwash of sediments near the bottom of the slope, l • Fissures, tension cracks or naturally 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. 9 i Emrirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 4 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington • 3.0 SUBSURFACE INVESTIGATION Information on subsurface conditions pertaining to the Project was gathered on June 9, and June 16, and October 4, 2007 by Michael Staten, geotechnical engineer with Envirotech. Specific information on field methods, sampling, field testing, subsurface conditions, and results from soil testing are presented in this section of the report. 3.1 Field Methods Information on subsurface conditions for the Project was accomplished by observing an excavated cut adjacent to the existing road/ driveway extending to depths of up to approximately 6 feet below the existing ground surface. Additional information on subsurface conditions was collected by field testing, shallow probing to depths of up to 3.5 feet below ground surface near the expected building pad area, reviewing well logs originating from the subject property and/ or nearby properties, and general slope stability maps* published for the surrounding areas of the Project. Appendix B has pertinent information on subsurface conditions for the Project that includes two test pit logs, two well logs, and a conservative soil cross-section representing relative soil conditions based on the accumulation of subsurface information. 3.2 Field Sampling One bulk sample was collected at the Project site at approximately 3.5 feet below the existing ground surface near anticipated building locations. The soil sample collected was secured and transported for possible laboratory testing. 3.3 Field Testing Relative density of the in-situ soils were acquired by recording the resistance from driving a '/2" steel bar into the site soils. These results generally indicated loose to medium dense soils in the upper 3-foot stratification. Medium dense soils were tested at 3 feet below the ground surface near the planned building location. Dense to very dense soils and weathered rock were identified at depths of approximately 6 feet below the existing ground surface near the west end of the Project. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 5 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington 3.4 Subsurface Conditions The following subsurface conditions is a general description of the Project subgrade utilizing specific information from the depth of penetration at all testing, sampling, observed and researched locations. The Project is composed of native soils, with no indications of borrowed fill. For engineering purposes, these native soils consist of distinguishable layers, as presented below. 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 Lower Tertiary (Oligocene- Paleocene), IT.. Lower tertiary are generally sedimentary rocks, 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. Soils within the upper 12 inches contain root structures with significant organic composition and soil mixture. The soils below the upper organic/ soil mixture to depths ranging from 4 feet to approximately 6 feet below the existing ground surface was ' observed to consist primarily of a brown silty sand with gravel(SM). Gravels are primarily fine and sub angular near the roadway, and well-graded near the proposed building footprint. The sand content is mostly well-graded, and the fines content is primarily a silt with none to very low plasticity. These soils were observed and tested to be loose to medium dense. These soils exhibited very low moisture near planned building'footprints, and very moist to wet near west property line. i The soils below the aforementioned silty sand with gravel layer consisted mostly of a medium dense to dense, brown, very moist silty sand(SNO with few gravels. This layer of soils was observed to be approximately 3 feet thick near the west property line. The sand was primarily well-graded, and fines are a silt with low plasticity. Some small pockets of silty clay with low to medium plasticity, sand/gravel and grey fines were also observed. Dense to very dense silty sand and gravel (SM/GM) soils were observed beginning at depths of 7 feet below the existing ground surface. From water well reports, these soils are expected to extend to depths over 100 feet below the ground surface. Em irotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 6 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington 3.4.1 Groundwater From the water well reports, permanent groundwater is expected to be approximately 40 feet below the ground surface at the lowest elevation of the property. Water content at shallow depths may be substantially increased during prolonged wet weather and/or post-development activities including on-site septic usage and infiltration facilities. Overall, the shallow subsurface soils consist of a high to moderate permeable stratification due to the soil classification and relative density. Permeability is an engineering property relating to groundwater drainage, and is estimated to have a coefficient at or greater than 2.5 x 10 centimeters per second for this project. 3.5 Soils Testing The soil samples obtained at the Project site during the field investigation were preserved and transported for possible laboratory testing. Visual classification of soils was performed in the field. The following soil tests were performed in accordance to the American Standards for Testing and Materials(ASTM): • 6 Visual Classifications(ASTM D2488) 3.5.1 Visual Classification The general results from the visual classification are presented in the aforementioned Subsurface Conditions Section from depths of up to 7 feet below the natural ground surface. Specifically, soils within the upper 4 to 6 feet consisted of approximately 15% gravel, 60% sand-sized soils, and 25% silt. Underlying soils were estimated to be 15% gravel, 40% sand and 45% silt. Minor variations observed during the visual classification of particle size content (i.e. gravel, sand, fines), or isolated pockets within the soil stratification were insignificant in relation to the overall engineering properties of the soil. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 7 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington 4.0 CONCLUSIONS 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: According to the Coastal Zone Atlas, Volume 9, of Mason County, Washington, the Project is within two zones regarding potential landslide activity. These zones are designated Stable and Intermediate. Stable slopes are generally not prone to landslides due to small grades and accommodating geology. Historically, intermediate terrains have no known landslides. However, these sites are considered inherently hazardous due to the steep grades. Upon a more detailed analysis as presented in the Engineering Analysis and Recommendations Section of this report, the slopes within and near the expected developed Project will need proper mitigation and possible maintenance in order to assure stability. This is based on observations during the surface investigation, and an engineering analysis of the slopes using expected subsurface conditions and anticipated site development as presented in this report. Mitigation and maintenance measures to be implemented are provided herein. 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. The soils on-site have high frost susceptible characteristics and should be used only to the extents provided in this report. The planned site development will be on moderate slopes, and near high sloping terrain coupled with timber harvesting. Proper drainage provisions shall be implemented where practical, including the recommendations provided in order to reduce the potential for damaging erosion or landslide activity. i From a geotechnical position, off-site impacts due to the expected development of this Project are not anticipated if the recommendations in this report are adhered to. Sedimentation control should be adequate when utilizing the erosion control recommendations as presented herein together with implementing appropriate erosion controls with the degree of care as expected from a licensed contractor. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 8 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County. Washington 5.0 ENGINEERING ANALYSIS AND RECONEVIENDATIONS The following sections present engineering analysis and recommendations for the proposed improvements of the Project. These recommendations have been made available based on the planned improvements as outlined in the Introduction Section of this report; general observations of drainage and topography as summarized in the Surface Conditions Section; and, soil conditions that were identified by the field investigation and soils testing in the Subsurface Investigation Section. Engineering analysis and recommendations for the Project that is provided herein, includes pertinent information for foundations, settlement, slope stability, earthwork construction, lateral earth pressures, footing setbacks, surface and subsurface drainage, and erosion control. 5.1 Building Foundation Recommendations Recommendations provided in this section account for the site development of a two- story, single family residential structure and other detached structures. Below the upper 12 inches of native soil within the Project, there is apparently two distinguishable layers of soil that will influence the bearing capacity and settlement of the structures. 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, and deriving probable relative densities, unit weights and angles of internal friction of the in-situ soils based on observed field conditions and soil testing for this Project. 5.1.1 Bearing Capacity For the existing site conditions, bearing values should increase with depth. Existing in-situ soils at the Project site indicates that the structure can be established on shallow, continuous or isolated footings. Foundations shall be established on relatively undisturbed native soil. 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. Footing width and depth recommendations shall be adhered to, and are based on a 2000 pounds per square feet(psf)maximum structural bearing pressure. For a bearing capacity requirement of no more than 2000 psf, a minimum footing width of 15 inches shall be placed at a minimum of 4 feet below the existing ground surface. A qualified engineer shall assess the bearing strata prior to commencing foundation construction. Additional foundation depth may be required based on observed soil conditions during the foundation excavation. See Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 9 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason Counter,Washington the Earthwork Construction Recommendations below. These recommendations are made available based on adherence to the remaining recommendations that are provided in this report. 5.1.2 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, 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 ma�rimum differential settlement of 0.75 inch. 5.2 Lateral Earth Pressures Stem walls may be planned for structural lower levels, which in some degree, will function as retaining walls. 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. Lateral earth pressures are anticipated to be at-rest for the anticipated rigid concrete stem wall construction. Retaining walls should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of 55 pounds per cubic foot (pit) for backfill consisting of engineered fill. See the Earthwork Construction Recommendations Section for details concerning engineered fill and placement of backf ll. Lateral earth pressure recommendations are based on retaining structures retaining no more than 4 feet of soils, relatively flat or descending sloping backfill, and the backfill conforming to the recommendations outlined in the Earthwork Construction Recommendations Section of this report. For this Project, it may be necessary to retain more than 4 feet of soil. For this Project, additional design parameters must be accounted for in the retaining wall analysis for retention of greater than 4 feet of backfill. These recommendations should only be provided by a qualified engineer after the type of backfill is acquired, inclination of backfill slope is estimated, and the final wall height is determined. i I Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 10 of 22 Parcel No. 1221-62-100001 i Fax: 360-275-4789 Mason County, Washington 5.3 Earthwork Construction Recommendations Founding material for building foundations shall consist of compacted engineered fill over undisturbed native soils or re-compacted native soils. The following earthwork construction recommendations include excavations, subgrade preparation, type of fill, and placement of fill. The earthwork construction recommendations as presented herein, pertain to all planned buildings for this Project. 5.3.1 Excavation Excavation is recommended to achieve appropriate foundation depth, and to remove any excessive organic content or other deleterious material, if present, beneath foundations. Additional sub-excavation will be required for this Project if the soils below the recommended 4 feet are loose, saturated, or otherwise incompetent. The foundation excavation should be inspected for compliance by a geotechnical engineer or qualified professional. All soils below the bottom of the excavation shall be relatively undisturbed or properly compacted fill. If these soils are disturbed, 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. 5.3.2 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 or founding engineered fill, the following placement and compaction requirements are necessary. 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. Engineered fill should consist of at least 65% gravel-sized material, and less than 5%fines(particles passing#200 sieve)by weight. Compaction of these materials shall be achieved in compacted lifts not to exceed 6 inches and 12 inches for native soils and engineered fill, respectively. Each lift should be uniformly compacted to at least 95% of the modified Proctor maximum dry density(ASTM D 1557)and within 3%of optimum moisture content. Each lift surface should be adequately maintained during construction in order to achieve acceptable compaction and inter-lift bonding. For compacted or re-compacted fill beneath foundations, the limits of compacted fill should extend laterally from the bottom edge of the foundation at a rate of one foot for each foot of compacted or re-compacted fill beneath the foundation. See EnArotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 11 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County. Washington the illustration below. FOOTING COMPACTED NATIVE SOILS OR ENGINEERED 1 FILL 1 U�BISTURBED SUBGRAlIP 5.3.3 Retaining Wall Backrdl Native soils should not be used as backfill material for this site. Backfill should consist of engineered fill or borrow materials approved by a geotechnical engineer. Compaction of retaining wall backfill shall be achieved in compacted lifts of about 12 to 24 inches. Each lift should be uniformly compacted to no more than 85% of the modified Proctor maximum dry density (ASTM D 1557). Over-compaction should be prevented since this will cause lateral earth pressures to increase, which may be detrimental to the retaining structure. If clean, coarse gravel soils are utilized as engineered fill, compaction may be achieved from a sufficiently experienced earthwork contractor by reasonably densifying granular soils with construction equipment. Backfill for the retaining wall should extend vertically from the top of the footing to the proposed ground suface. At the ground surface, backfill should extend horizontally from the face of the retaining wall to at least 2 feet in back of the wall. Perforated drains for retaining walls should have a minimum diameter of 4 inches and direct water as recommended in the Surface and Subsurface Drainage Section of this report. Coarse, clean gravel is recommended to be placed at least 12 inches around the drain pipe in order to provide increased drainage capabilities. Non- woven geotextile filter fabric should be wrapped around the aforementioned coarse gravel for reducing the potential of silt migration and clogging of the drain pipe. See the illustration below. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 12 of 22 Parcel No. 1221-62-100001 Fat: 360-275-4789 Mason County.Washington 2 FT MIN WATER PROOFING BACKFILL 4 FT MAX NON—WOVEN GEOTEXTILE DRAIN ROCK 6 IN MIN 4 IN DIA. PERFORATED PIPE �-- 6 IN MIN 5.3.4 Wet Weather Due to the types of subsurface soils, additional provisions may be required during prolonged wet weather. Every precaution should be made in order to prevent free moisture from saturating the soils within excavations. If the bottom of excavations used for footing placement changes from a moist and denset hard characteristic as presented in this report to muck or soft, saturated conditions, then these soils become unsuitable for foundation bearing material. If this situation occurs, a geotechnical engineer should be notified, or these soils should be completely removed and replaced with suitable compacted material as presented in this section. 5.4 Slope Stability and Erosion Control Landslides are natural geologic processes, and structures near slopes possess an inherent risk of adverse settlement, sliding or structural damage due to these processes. These risks cannot be eliminated for any site with sloping grades because gravity is constantly inducing strain on the soil mass. Geotechnical engineering provides an acceptable factor of safety for developing on or near sloping terrain. These factor of safeties are based on engineering standards such as defining engineering properties of the soil, topography, water conditions and surcharges. Surface sloughing or other types of surficial slope movements usually do not affect the deep-seated structural capability of the slope. However, excessive and/or repeated surficial slope movements, if not repaired, may represent a threat to the structural integrity of the slope. With appropriate drainage and erosion control provisions for this Project during and after construction, it is unlikely that this Project will experience excessive surficial movements. However, maintenance of the slope must be completed if the situation does arise in order to prevent the possibility of further surficial or deep seated slope movements that may be damaging to life and property. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 13 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason Counts-, Washington Building pads are expected to be on or near moderate sloping terrain with nearly 30% descending grades. Additionally, buildings will be over 50 feet away from the top of steeper 60% slopes. The proposed timber harvesting could compromise Project slopes, and recommendations are provided in this report for suitable mitigation By removing trees, the root strength is decreased over time, thereby lowering the `apparent' cohesion of the soil. Transpiration is decreased, which results in additional groundwater, increased pore water pressure and less cohesion/friction of the soil particles. Stormwater runoff also increases, and less plants will cause less absorption of the force from rain,thereby creating the potential for erosion hazards. These hazards shall be controlled by implementing erosion control, vegetation and drainage facilities as presented in this report. The Simplified Bishop Method, utilizing a spreadsheet program iterative approach, was used to analyze the static stability of the site slopes. Various radii's and center points of the circle were selected until the lowest factor of safety was found. Center points and III radii's were carefully chosen to exploit the weakest points of possible slip planes. In F addition, conservative values were used in the slope stability analysis to regards to f topography, surcharges, water content, and cohesion of the site soils. Seismic conditions were estimated utilizing worst case scenario values from the static analysis, a horizontal acceleration coefficient of at least 0.15, and applying the applicable values to slope stability charts. These stability charts were presented by the American Society of Civil Engineers (ASCE) in the"Journal of Geotechnical and Geoenvironmental Engineering," April 2002. Anticipated building loads, building pad cuts, or impacts from septic drainfields are not expected to have any detrimental influence on the global stability of the slopes, provided that the setback requirements, drainage and all other recommendations in this report are adhered to. Based on the aforementioned Project criteria, observations, slope stability analysis, and the recommendations in this report, the Project has an acceptable factor of safety of over 1.5 relative to deep-seated, static slope failures. Furthermore, an acceptable factor of safety of over 1.1 for seismic conditions was also concluded for this Project. Specifically, the lowest static and seismic factor of safeties were estimated to be 1.9 and 1.2, respectively. Soil and other site parameter input values, and output results for the slope stability analysis for both static and seismic conditions are provided in Appendix E of this report. 5.4.1 Septic Drainfield Impacts The approximate location of the anticipated septic drainfield is presented on the Site Plan in Appendix A of this report. The drainfield should be within the general vicinity of the indicated location. Specifically, the drainfield should be located Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 14 of 22 Parcel No. 1221-62-100001 Fax: 360-275-=t789 Mason County..Washington downslope of the proposed structures within the south half of the property. The anticipated drainfield is not expected.to adversely influence the slope stability for the planned building structures or critical slopes for this Project. This conclusion is based on the septic location, topography, drainage recommendations presented in this report, and a slope stability analysis accounting for saturation in the upper soils. 5.4.2 Building and Footing Setbacks Anticipated surcharges from anticipated or possible planned site developments were used in the slope stability analysis. A worst-case scenerio was used for the steep slopes on the southeast portion of the Project and the moderate 30% slopes on the rest of the property. Provided that assumptions relating to construction occur and recommendations are followed as presented in this report, the factor of safety for slope stability is sufficient for the following footing setback. • A minimum horizontal setback of 50 feet must be maintained between the bottom and outside edge of the structural footing to the face of the steep descending slopes of approximately 60%. See the figure below and the Geologic Map in Appendix F for additional illustration. sLUK one= �--50 FT KN—*-I —FCE1P7hf There are no minimum building setback requirements to the adjacent 30% slope grades. 5.4.3 Erosion Control Erosion control measures may or may not be required during the logging phase of this Project, depending on the amount of ground disturbance. Erosion control is required during construction due to excessive disturbing of the topography that may cause sediment loss from wind-borne silts during dry weather, surface runoff during wet weather or tracking sediments off-site with construction equipment. Erosion control during construction should include minimizing the removal of vegetation and ground disturbance to the least extent possible. Erosion control measures during construction may include stockpiling cleared vegetation, Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 15 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington w ww nnr. temporary retention areas, 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 appear to be greater than expected, or erosion control measures are not functioning as needed, additional measures must be implemented immediately. For this Project, silt fences are preferred. See Appendix C for sketches and notes regarding selected erosion control measures. Permanent erosion control is necessary and should be completed after construction. Since site development will be completed in phases, permanent erosion control may be needed immediately after timber harvesting, and again after building construction. This may include promoting the growth of vegetation within the exposed areas by mulching, seeding or an equivalent measure. Depending on rainfall, exposed areas may require immediate protection such as plastic cover or riprap. It is recommended to provide outlet protection for all drainage facilities when necessary, and cover driveways with surface gravel as recommended in the Driveway Recommendations of this report. General notes pertaining to permanent erosion are provided in Appendix C. Additional erosion control measures that should be performed include routine maintenance and replacement, when necessary, of permanent erosion control, drainage structures and/or features. Erosion control details and specifications may be found in the current"Stormwater Management Manual for Western Washington," prepared by the Washington State Department of Ecology Water Quality Program. 5.4.4 Surface and Subsurface Drainage Positive drainage should be provided in the final design for all planned residential buildings. Surface and subsurface drains should be adequately maintained during the life of the structure. Drainage shall include sloping the ground surface, driveways and sidewalks away from the Project structures. 1 Both footing perimeter drains and roof drains are required for this Project. Subsurface water intercepted in the footing perimeter drains, and stormwater collected from roof drains shall be tight-lined to an appropriate infiltration area away from buildings. An appropriate infiltration area includes the area near the southwest property corner. See the Site Map in Appendix A for recommended infiltration locations. Outlet protection is required for all outlets located on the ground surface. General drainage details are provided in Appendix D. If drainage problems occur during or after construction, additional water mitigation will be required. This may include a combination of swales, berms,drain Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 16 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County. Washington pipes, check dams or outlet protection in order to divert water away from the structures and remove excess water from the slopes. 5.4.5 Vegetation Considerations Vegetation is an excellent measure to minimize surficial slope movements and erosion on slope faces and exposed surfaces. As previously mentioned, existing surface conditions at the Project site appear to be sufficiently resistant to erosion hazards. Site development will require land disturbance and the removal of vegetation. Envirotech recommends to minimize removal of vegetation during and after construction and comply with the timber harvesting recommendations below. Vegetation that should not be disturbed is shown on the Site Map in Appendix A Selected vegetation may be removed within the 50-foot buffer as shown on the Site Map. However, vegetation should only be removed in this area in accordance with the more stringent Timber Harvesting recommendations in this report. Complete vegetation removal is permitted in building, septic and driveway areas only. Stumps and roots shall remain in place where selected trees are to be removed, and the underbrush shall remain undisturbed as much as possible. In addition, any tree may be removed if it poses a threat to life and property. 5.5 Earthquakes and Liquefaction Potential Soils for this Project are primarily Type D, corresponding to the International Building Code (IBC) soil profiles. For this region, the seismic zone is 3, which yields a maximum ground acceleration of 0.33g. There are no known faults directly beneath this Project. The nearest Class `A' or Class `B' fault to this property is the Tacoma Fault Zone, which is approximately 1 mile from the Project. This information is based on the USGS Quaternary Fault and Fold Database for the United States. The potential for liquefaction and other earthquake induced hazards are believed to be very low for this Project. This is based on subsurface conditions such as soil characteristics and the lack of a permanent shallow water table. Subgrade characteristics that particularly contribute to problems caused by seismic events include submerged, poorly-graded granular soils within the upper 50 feet of soils. Although gravel- and silt- sized soil particles could be problematic, fine and medium grained sands are typically subjected to these types of seismic hazards. Significant sand stratifications that are submerged are not anticipated to be within the upper 50 feet of the subsoils for this Project. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 17 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County. Washington 5.6 Driveway Considerations Considerations for the planned single family residence ingress/egress includes access from the State Highway. An existing driveway, apparently an old logging road, is indicated on the Site Map in the appendix. The driveway is proposed to consist of a gravel surface. The following recommendations are provided as guidelines for constructing a durable gravel surfaced driveway for this Project. The structural section of the proposed gravel surfaced driveway was designed based on the USACE technical manual 5-822-12, titled "Design of Aggregate Surfaced Roads and Airfields." The structural section shall consist of: • 4"surface course,over • Prepared native subgrade or structural fill The design method chosen,utilizes various inputs, including traffic and materials, to derive at satisfactory and serviceability for a roadway structural section. Basic design inputs for calculating the surface course thickness and other design parameters include ADT, Equivalent Single Axle Loads (ESAL), selected soil properties of the structural section, and properties of the subgrade soils. Specifically, the design inputs used for this analysis is included in the following table: Input Design Initial 0/day Undeveloped property ADT 10/da Trip eneration estimate for 1 developed property i %Trucks 2% Assumed value i 3 r Design 25 yrs Design value for this analysis method %Growth 0.0% Assumed value Surface 4" thick Mnumum value based on USACE method. Table 1 Design Input Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page i8 of 22 Parcel No. 1221-62-100001 Fay: 360-275-4789 Mason County,Washington Based on the design inputs for the planned gravel surfaced roadway, the entire structural section of the roadway is only 4 inches thick over competent soils. This structural section should be composed entirely of surface course material consisting of angular, well- or poorly-graded gravel (GW or GP) overlying prepared subgrade or compacted engineered fill. In addition, the surface course material should contain less than 10% fines (material passing the #200 standard sieve), and have a California Bearing Ratio (CBR) value of at least 17. Virtually all competent GW and GP material have CBR's greater than 30. These design requirements are illustrated in the following two tables: US Standard Sieve Percent Finer 3" 100 No. 4 0-20 No.200 0-10 Table 2 Gradation Requirements for Surface Course Property Surface Course CBR 17 min Plastic Index 6 max. Particle Angularity Angular Table 3 Property Requirements for Surface Course Alternatively, surface course material conforming to Washington State Department of Transportation(WSDOT) standards may also be used for this Project. Prior to driveway construction, removal of the top soil and excessive organic material is necessary. If engineered fill is utilized for this Project, it should meet the engineered fill materials and compaction requirements as presented in the Earthwork Construction Recommendations of this Report. Native subgrades beneath the removed top soil and beneath anticipated engineered fill or surface coarse material shall be compacted to a Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 19 of 22 Parcel No. 1221-62-100001 Fax. 360-275-4789 Mason County, Washington depth of at least 12 inches per the recommendations for native soils in the Earthwork Construction Recommendations of this Report Additional surface course material is optional, however, additional material may reduce future maintenance responsibilities by hindering the migration of fines to the surface of the roadway. Over time these fine soils accumulated within the voids of the coarse material and reach the road surface where they are easily transported by traffic, wind or stormwater. The removal of fines creates pot holes and a condition for free standing water which may soften the subgrade. The accumulation of fine soils within the surface course exacerbates the freeze/ thaw effect and increases the rate of sedimentation. Periodic maintenance is required for all gravel surfaced roadways, and should be maintained when necessary. 5.7 Timber Harvesting Recommendations It is understood that timber harvesting shall be completed prior to any other site development activities. The Site Map in Appendix A indicates 3 different boundaries regarding the logging of this Project. This includes areas where timber harvesting should not occur, areas of intermediate selective harvesting, and areas of selective harvesting. The following information provides details on the type of recommended harvesting, provisions for areas not to be harvested, and general logging methods. The areas that should not be logged, as shown on the Site Map in Appendix A, extends from the top of the 60% slopes, down to the creek, and beyond to the property lines. This area shall be protected from disturbance, deforesting or site development activities of any sort. The intermediate selective harvesting areas, as presented on the Site Map in Appendix A, extends from the top of the 60% slopes to 50 feet northwest of the top of this slope. The selective harvesting shall include partial cutting by leaving all trees with a breast height diameter of less than 4 inches, and all trees with a breast height diameter of greater than 20 inches in place and undisturbed. All trees less than 4 inches in diameter, trees greater than 20 inches in diameter, underbrush, stumps from harvested trees, roots and ground shall be minimally disturbed. The selective harvesting areas, as shown on the Site Map, includes all areas within the property except the areas not to be logged or the area of intermediate selective harvesting. The selective harvesting shall include partial cutting by leaving all trees with a breast height diameter of less than 4 inches in place and undisturbed. All trees less than 4 inches in diameter, underbrush, stumps from harvested trees, ground and roots shall be minimally disturbed. Envirotech Engineering Geotechnical Investigation Ph, 360-275-9374 Page 20 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington The old logging access and skid trails existing on-site shall be utilized as much as possible. Conventional equipment such as skidders and crawlers may be used for this Project, although wheels are preferred over tracks in order to reduce ground disturbance. Logs shall be elevated on one end when dragging across the Project, although dragging should be minimized as much as possible for this site. Timber harvesting causes a disturbance of a complex interaction between water, soil and vegetation Recommendations in this report are provided as a cost efficient way to alleviate problems that may arise from this disturbance. Young trees 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 Engineering Geotechnical Investigation Ph. 360-275-9374 Page 21 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington 6.0 LEWrATIONS 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. Therefore, it is recommended that a qualified engineer observes and documents the construction, or Envirotech is promptly notified if project and subsurface conditions found on-site are not as presented in this report so that we can re-evaluate our recommendations. This report presents geotechnical design guidelines, and is intended only for the owner, or owners' representative, and 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 on compliance with all recommendations provided in this report. 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 ordinances or regulatory codes, or broadening of accepted geotechnical standards may affect the conclusions and recommendations of this report. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Sincerely, Envirotech Engineering Nfichael Staten, P.E. Geotechnical Engineer Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 Page 22 of 22 Parcel No. 1221-62-100001 Fax: 360-275-4789 Mason County, Washington APPENDIX A SITE PLAN __.-._ �' IIY iWrYW YYYYYWYWWYI11WiY�YWW YYYW IY I 5 k APPENDIX B SOIL INFORMATION 1 a I <{I{ `1 I i }W F- 0 3 a W 3 oc F- C UDC >W 0 _ ~ L- LLI la! w J ZQ y�"W�Qy j.' J_j l� =►Z"VWUaAU Q' ' W � 0. _ y q „�„V, W W Z H .ZW.�OAW 3V � a r O J4.FJ-- � � M�J O~�M Q LLI UMWO Ai d r .J..WWX= LLAI 3 -� UZZ= ZW�WAQl7 wa- Z y O �Li Z. Z.-��J . Z .r Phi N.•.t7..`rt U LA. F- r O •. r Li- r' r.1 o ON li V* rl rr I d Q4 4 TEST PIT LOG TEST PIT NUMBER TP-T1 E OF BORM: WA :d 1 1 1 1 D':Jri ( 1',t EMATM: WA • • * • i• Mff nAL DEF a OF WATER: 771 .oil wommo■ MINNIMME wommo■ Now iimomom 7 [ mommo■ mommo■ momow■ �MINNOW �ommo■ mommo■ mommo■ mommo■ mommi■ MIENIMM■ NNW wommo■ mommo■ NONE wommo■ ONO MINNIMM■ mommo■ MINNIMM■ ON 0 mommo■ MINNIMMi wommo■ mommo■ mommoi MINNOW■ mommo■ mommo■ womom■ ON No MINNIMM■ mommo■ MINNIMM■ woomm■ OWN��i MEMNON moomm■ NOISOME ommoo■ wommo■ MEMNON TEST PIT LOG TEST PiT NUfv1FsFR TP-2 PROJECT: Wardel GeotschnkW Report DATE OF BORM: N/A O 4IF O LOGGED c,l= CLIENT: Jeff wi• Parn Wardal EXCAVATOR: LOCATION: r_ III Y 1111 DRKI RIG: None IM f L DEPTH OF WML DEPTH OF W TE:, WA i ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ TEST PIT LOG TEST PIT NUMBER TP :'• 1 - 1 i• - Vti: iav WMALDEPIM OF WATER: r DEM OF WATER: Olson ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ i■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ al Y WATER WELL REPORT CURRENT Notice of Intent No.w192267 d orWd&laapl'-llaip,2'aespy-•••a+se, aPf-draw 1iY11��1 rN1 C.x.. c1 ) Unique Ecology Well ID Tag No. ALL312 enstmelion/DeconunisslonC rck p CotlstruCtion Water Right Permit No.MOM WELL l./ Deco n ORIGINAL MSTALLdTIONNotico Property Owner Name ANDREW SAVOIE C off*oW Nfonber Well Street Addrass 2561 STATE ROUTE 302(LOT 2) C p>:De�oa11D v:es: 13osntts teaetod Memidpet �,yty BBLFAIR County 1b1A.40N p 0 Dewarr inio- 93 Teel wa odes I.ocatim l/4-U4 NWIM See 16 Twn EW R 1W 81rx ❑aai mizoirwou a ommesam wofwapfs dmm*LOT2 SB W;si Q eea Nwwou 02800 wa.aa . mmad: Dace Dim - .a L1 8 nu C.�de 0<R-w load ++��++"`�8��is i Lot Deg Let1VIiD/.CC 1 mmmmom nbodwafwea 6 bAu. OW 16D a Still REQUMM) bong Deg Long Mmmoec C Deptefanepleledwdl 16D a comgrxucrwm l>t<feuS Tax Parcel No.122162490172 Calm wdd 6 Dgst ftam+2 a a.f 6D a IaauNdz Una imsodied " DL`AM—LID a CONS IKUMON OR DZCOADMI OF4 FUCKZDURZ L Alkem" " Dinafim fteo a Fammkic sizeafmaWdcadanaeaagaddmideand O Porbadam Ya 53WaosvesafdxsawidieaoYseetitspeacues+,swdiakrtaaaehytbreeaieireaeaf Type ofpsSaearmd b&umdmL MSE ADDFMNAL SHEETS IF NECESSARY. SIZEip" t<y aadmofpadk 5m_ise 8 MATERIAL FROM TO so"= E3Y= Na h?ao L000dsa SILTY BROWN TOPSOIL 0 1 I� Idssdlcwa's Nme SILT BOUND SAND AND GRAVEL 1 19 D i face aia Sea Meld No. a so 8 BROWN SILTY SAND 19 55 t>im Slataie ltoa f!a a GRAY SU.TY SAND 55 60 r3 Gnv&7&w pdsdt Yae Ns 0 Sin otawv Y BROWN SILTY SAND AND GRAVEL 60 175 Matni s ph old feat-it to a GRAVEL,SILTY SAND,WET 75 1105 8aeha troeb[�Te ONo 7o wla dyAt 20 R SILT BOUND BROWN SAND AND GRAVEL 105 us MmmM mW in ud BFNPONl7E CHIPS GRAY STICKY CLAY in 152 Did�mrBariesas%k«are? 0Yu ®No GRAVEL,BLACK COARSE SAND,WATER 152 160 Typeaf waft 4 Depebafinee Maaod d,eaiss sae oft: rumn mmmhaaersNe Typx H.p. iZ WATICR IS e•&La i mohmdewdaa abora s m bmel a Srds i.et 62 R bdw top of w! Dace 10r16AS Astsia peaty @:per 590M srh Der II Am" oomwoW by eee. �L Tft817:Deawdowa i.seat traer krd i reamed beam mOc ied woo pap tat ondet 0 Yes OW lfm y w►sat doo mft ha Ysdd fdGsi�teiF a anardow.adbr lm. Y1dd__.edli&"&h a dsadoaa.� lea. yi RecavArydamfthesrbe.arms WhmPm ra...r49Dlbarrlvdmssasorf6—ME opa wow kw0 Tice wa:Lewl rase warrL+d Tice water i erd Stute 91 IL — Dsroftee goolop, '�„ Aiesst�Q_ar�iais..ridtae.,et+tlao asorl bu. Artemis flaw sea Dm T®pamm ofwaa Wa a cfmmm.ot adyds mast 0 Yes ON* Start Dab 14142 s corroiba Dots 10426ros WELL CONSTRUCT ION CERTIFICATION: I catisiructed and/or accept responsl'bility for ommuction of this well,and its compliance with all Wad mgton well aoostructioo stands!+.. Materials used and the itdotmation reported above are vue to my best knowledge and belief. O DiMa C Eaaimer O Troime N��ED NELSON Dnitlq Cmpow ARCADIA DRILLING INC. ,- SiNseaa�l=(EJ Aeldtes PO BOX 1790 Dula ruaiow Liomue No. 1 s86 City Star,ziip SHELTON WA 99584 Coo maws UTaA1Lke ' ARCADDI098K1 10✓26105� Drlar'e Lfeeesed Ha Regise,sdon Ns. Dre Driaae's Sfpoatnn E-b,is as Equd 0 ,y Employs 0 wy wo-1.20 m"3" The Dgmft ettt of Ecology does NOT warranty the Data and/or Information on this Well Report. 6_7&Pqz � w�. Now*Of ww Dppar""dEodogy WATER WELL REPORT mom A F,o !77 CAP!►: CaDy STATE Of WASHMtiTON WSW mgm P No 2O m arr1ER No= �. (2) LOCATNM OF WELL Coady �_ ,dC._IM Sacw6__Tl L N R jk—+nrM (M) STREET ADDREM OF WELL (or MMat addoesa)1�— ---.,��Z �� �r ✓•� ��r z P TAX FARCK No /X A f 92W- 20 (d) PROPOSED UBE C] hidusbW ❑ MwK Pd rm WELL LOG ar PROCEDURE of POtoN ❑ byVabon ❑Tad weN ❑ O9rw Fommft Dwarbs by cd W.dreradeti sms d arabral and atrur*ea,and a Owvmw vw land and nrrsw dun rwlarral n each amabrt Pam.wMh M bat (4) TYPE OF WORK number of we9(d nee then am) aw�y for each drarpe of mk m Wm hAnla ae wafer arrcaaasmd t+la►Wb9 Now MIOERIAL. FROM TO 0 O Raoosdit nW �I Cablt O Down C ❑ Deoonnuwon ❑ Rotoy ❑Jswd • 0 p DMENSKM Ommdw d wM toDnied. _Jig Dept d art{dMod w� ?�s� R • L fp CONVMUC MM OEM" 7�f 10. rWMded 6 Oran ban 10 _ C ❑LaterardeMd Dews ban #b R d O Ttestdsd Drug ban R to R OPwbrarem Ows W"'a 0 TWO dPumd Sig d ptrbr&Wm by tQ fiarn R b R $preensporm ONO Location MeretbcLrafa Nap + TAM No Dery ~ SM axe t b R t i abawd w p do.d 011ie 04 ❑Sm d W W SNW Mdeerd pboed ktm R Io tt Sr.bron and = O No TFj �deptM ?� R De al ull- Md@nW acedn mW Dd pry strda nor 1 urwwbb weW Q❑'%s Ift Z Typtdwdw? Drolhd N drata Method d seeing*aft a/ - (>) Pipe WMAWketrb Nerve .T_ >3 WPs _Sid "P A M WXM LEVE S Lw dAwf�drwson above anerr am WM R smft bvd�o R bdow by d wal ode YMork ShOa Comgdrd Q Aeme prwass fl e per agars soh Oda Arberen wsbr ee oaMroI. by JJ (Cap wehie.ab) WELL CoHnnUCTION C@[TIRC4t10N S (9) WELLTESTS Drawdown man mt wirm s m m .-below stwo brsl I aonebrcfed wdW ao W regmn bdkV for cwsbuc4on d t=wd.and ea Wass Wine tat mtdo ❑*9 M yea`by wfam9 wdh aR Mlashrrylon wer coraftumm sbmdends hbiwo uwd Ytdd _9d hro wMh R draerdoenr after and 91t rdorsrshon rerpo�r.M.d abors ars Yw to ay bat 1prowled�ye�an�d[b/eMt YW 90mn wAr R drtwdown M%r ho Type or Prat Name✓ .VAAJ..=No YWd ----ohm wMh R drawdoree sib- bra (L+csnsed Dn9edErrgea" fb-V ry deft PM MM w MO wben pump tuned dQ(WdK bvW MMV.M d ban Tome Warns l roerwe No Q wd lop b waft ftv" Tom alder Level TMN Water Level Toe Mw Lend Or" Q 6 (srgrrsd) No lJffr•y = Ddtdbet Addnsa A.0, �x it fear �r� /y j✓. �f edrrted _.L0 adhrmr wAh b R drawdowembr. —Z .Jn carbadoft Aabd R dmwdom No .PA Aremin Sow 0 P m Oaltdbr Mw ADornoNAL SHEETS IF mEcassmM TwnperaWm d water Wass dwracM andym made+ O Yoe ficolopy w an 6qud Oppakarty and Alirtnebvs Adnrr anpkyer For spend eCtr osat zo(i aopareradMrort made,oonmot the WMw Resomoa Program M(36M 407 f3600 The TDD msnbar s CJ"407-S006 -700 �5 N:��w � Scaics 1:24,000 o < I Mile% WX FIF i ♦e'er t� [ # ', � yy qy ..r';,•�� +r- } "ee u an f C h A`PPRAXt 7E LOB,4TIa f m: �. q1 of ;PRo3 r 1 .4" F # I .y w. i APPENDIX C EROSION CONTROL i i GEOTEXTILE FABRIC WRAP AROUND TRENCH TO AT LEAST ENTIRE BOTTOM OF TRENCH i BEFORE PLACING GRAVEL 2'x2'x5' WOOD POST OR SILT FENCE le DEEP, B' VIDE TRENCH EQUIVALENT ON BETTER FIL TO LED A EL4, 1 1/2' L GEOTEXTILE FILTER FABRIC TYPE SWILL BE PER SPECIFIED IN V GRAVEL THE %TORMWATER MANAGEMENT MAMLIAL FOR THE PUGET SOUS BASIN,' OR APPLICABLE COUNTY STANDARDS DIRECTION OF WATER FLOW ZS FT Z GMTEXTILE FILTER FABRIC SHALL BE PURCHASED IN A EXISTING CONTINUOUS ROLL CUT TO THE LENGTH OF EACH BARRIER TO GROUND SURFACE AVOID USE OF JOINM IF JOINTS ARE NECESSARY,FILTER FABRIC SHALL BE SPLICED TOGETHER ONLY AT A SUPPM. POST WITH A ZS FT HOMAN 6-INCH OVERLAP AND SECURELY FASTENED AT DOTH ENDS TO THE POST. e' 3. STANDARD FILTER FABRIC SWILL BE FASTENED USING 1' MAPLES ON TIE VIBES(HOG RINGS)B 4 IN SPACDN& _ 4. POSTS SHALL BE SPACED AND PLACED AT DEPTHS INDICATED IN f NTS. GR�AILS ON SECURELY THIS SHEET,AND DRIVEN SECELY INTO THE { 5. WIRE MESH SHALL BE 2'WX14 GAUGE OR EOUIVI.ENT. THE VIBE MESH NAY BE MDU A70 IF EXTRA-STRENGTH FILTER 2'x2' WOOD POST (TYP) GEOTEXTILE FABRIC FABRIC OOMNtFLAHEMT%AND CLOSER POST SPACING is USER ON EQUIVALENT OR BETTER AND VIBE MESH 6 A TRENCH SMALL BE EXCAVATED ACCORDING TO THE DETAILS ON 2 6 FT NAX O.C. THIS SHEET ALONG THE LIE OF THE POSTS AND UPSLOPE FROM 0.5 FT THE SILT FENCE. 6 FT ---47.SILT FENCES SHALL RE LOCATED DOIUIISLOLE FROM THE CLEARING LOOTS O' THE PROJECT. EXISTING GROUND SURFACE L. rT 12' DEEP, S' VIDE RTR�TRENCH D WITH 1 25 FT WASHED GRAVEL BOTTOM EXTENTS OF GEOTEXTILE FABRIC SILT FENCE _ DCTAEI PERMANENT EROSION CONTROL NOTES- N.T.S. SOD PLC L SOD FOR GRASS$VALES SHALL BE MACHINE CUT AT A 3/4-DR H WWM THOm=AT GENERAL NOTM TTHEETpTI ff CMM HEASLFAXMTS FOR THOCgESS SHALL EXQUDE TOP GROWTH AND 1 SHOULD THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES Z STANDARD SIZE SECTIONS O' SOD FOR GRASS SWALES SMALL BE STRONG ENOUGH TO SHOWN ON THESE PLANS PROVE TO BE INADEQUATE DIRBNG CONSTRUCTION, SUPPORT THEIR OWN WEIGHT AND RETAIN THEIR SIZE NO SHAPE MEN SUS VAEB BY THE THE CONttACTOt SHALL INSTALL ADDITIONAL EROSION AND SEDIMENT END OF A 3 FOOT SECTIOL CONTROL FACILITIES. I SOD FOR GRASS SVALES SHALL NOT BE HARVESTED ON TRANSPLANTED WHEN Z ALL ER09M AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE EXCESSIVELY DRY OR VET NOCTIRE CONTENT MAY ADVERSELY AFFECT ITS SURVIVAL 3 ALL�E D DAILY AND SEDIE TELY CONTROL FAlNEITIES AND DEVICES SHALL BE MAINTAINED IF NECESSARY 4. SOD FOR GRASS SVALES SHALL BE HARVESTED, DELIVERED AND PLACED WITHIN A PERIOD OF 36 HOLM TFT IN PLACE D UNTIL THE LPSLOLE AREAS HAVE BEEN PERMANENTLY SEEDING FOR RAW SLOPES TEMPORARY EROSION CONTROL NOTES- L BEFORE SEEDING.INSTALL NEEDED SURFACE WRAF CONTROL MEASURES SUCH AS GRADXMT FOR TERRACES. INTERCEPTOR DD= SVALES, LEVEL SPREADERS AND SEDIMENT LAN ALL AREAS WHICH AcTt HAVE DEEM STRIPPED OF VEGETATION tR EXPERIENCEANTICIPATED Z THE SEED BED SHALL BE FIRM WITH FAIRLY FINE SURFACE,FOJ.OVDG SURFACE LAND�� ' TES.AND WHERE ER FIlBELOW WOW ALL IS ANTICIPATED R DAs PERFORM ALL OPERATIONS ACCROSS OR ParENDICLLAR TO THE SLOPE. FOR A PQ>®EXCEEDING THE LIMED CRITERIA BELOW, ALL DNTING ORIED AREAS 3. S� ATIONS, AS SHOWN BELOW,AND�B BE APPLIED AT THE RATE MIST HE DDEWIITELY CONTROL T EB WITH MD.CIONG, GRASS PLANTING F OTHER O 120 PAS PER ACRE. APPROVED EBSI'Sm/CONTROL TREATMENT APPLICABLE TO THE TIME O'TEAR 4, SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REMM MRIGATOBN AND GRASS SEEBO THROUGH ALOE WILL OR,Y IE ACCEPTABLE DUROC THE MONTHS O OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STgUCTIR E, AFRO SEPTENBER HOWEVER, RING MAY PROCEED WHENEVER IT G 5,SEED DEBT PLANTED BETWEEN NOVEMBER I AND APRIL 30,AMONG OF THE SEED BED W THE MULCHING INTEREST ET THE I�BUT MUST ALSO RE AUGMENTED WILL BE NECESSARY,WITH MlLCDiG.NETTING OR OTHER APPROVED TREATMENT. G FERTILI?13RS ARE TO p, L��O'JUTE MAT.CLEAR PLASTIC COVERIGL BE USED ACCORDING TO SUPPT.OW RECOREMDATIMM AMOUNTS DRY SEASON(MAY 1 TH U SEPTEMBER 30— THE CLEARING OF LAND, SHOULD BE MINIMIZED,ESPECIALLY ADJACENT TO WATER BODIES AND WETL NDL INCLMUST BE THE REMOVAL ff EXISTING VEGETATION RECEIVE OTTER P OUDD COVER. USE THE FOLLOWING RECOM E DED SEED MIXTURE FOR EROSION CONTROL,ON A COURNTY PROTECTIVE CUM OR BE BE LOOTED TO ONLY AS OTHERWISE LAND CAN AFTEAVING BEEN APPROVED ALTERNATE SEED MIXTURE. CLEARED OR OTHERVISE DISTURBED, BY STABILIZED,_ THAN SEPTEMOER 30 OF A GIVEN YEAR,UNLESS D99MATE STAID SEDIMENT CONTROL PLAN,ALL AREAS CLEARED OTHERWISE DISTURBED NAME AND IS SPECIFIED DO THE EROSION PROPORTIONS PURITY GERMINATION BY WEIGHT CD CD co MUST BE APPROPRIATELY MADILRED THROUGH THE USE OF MED.CDNG,NETTING. PLASTIC SH ,O7OSIIN BLANKETS, FREE DRADUM MATERIAL, ETC.,BY RESTOP RAGROSTIS ALBA> IO 92 90 SEPTEMBQt EETING30 dt SOOtER PER THE APPROVED PLAN OF ACTION.LIST ESS CHEWINGAH RYE(LOLIUN FESRE MULTff LORXBU) 40 90 90 OTHERWISE APPROVED BY THE CODNTY,SEMVL FERTIL103M AND MRAM" A SUE CBNMUGATp 40 97 Be O'CLEARED OR OTHERWISE DEMIRBED AREAS SHALL BE PERFORMED DURING THE FOLLOWDNO PER100L MARCH 1 TO MAY 15, AND AUGUST 13 TO OCTOBER L � . �n SEEDED AFTER We 1 WILL.BE DOE WHEN PHYSICAL COMPLETION OF THE CLU w 96 90 PROJECT IS 24UNW AND THE ENVIIONENTAL CONDITIONS ARE CONDUCIVE TO � R SATISFACTORY GROVTK ON THE EVENT THAT PERANENT MABD.IZATION IS MIf MLAXHDNG POSSIBLE,AN ALTERNATIVE METHOD OF GROIRD COVER, SUCH AS NULCWNG, OLATNETTING,PLASTIC S/ENUR EROSION BLANKETS,ETC..MUST RE INSTALLED BY IO L MATERIALS USED FOR MLCDG ARE RECOMMENDED TO BE WOOD FIRER CELLULOSE,AND LATER THAN SEPTETOER 3Q SHHOLD BE APPLIED AT A RATE OF 1000 POUNDS PER ACHE IN THE EVENT THAT CONSTRUCTION ACTIVITIES OR OTHER SITE DEVELOPMENT Z"L-CI MILD BE APPLIED IN ALL AREAS WITH EXPOSED SLOPES GREATER THAN 24 ACTIVITIES ARE DISCONTINUED FOR AT LEAST 4 CONSECUTIVE DAYS, THE (HORMONTAUVERTICAL). OWMER/CONTRACTOR SMALL BE RESPONSIBLE FOR THE DNSPECTION OF ALL 3. HLILCHIRG SH O LD BE USED DBEDIATE LY AFTER SEEDING OR IN AREAS WHICH CANNOT EROSION AND SEDIMENT CONTROL FACILITIES IMMEDIATELY AFTER STORM BE LBECAUSE OF THE SEASOt ALL AREAS REQUIRIG N LCH SHALL BE COVERED BY EVENTS,AND AT LEAST OIL EVERY VEEX. THE OWNER/CONTRACTOR SMALL BE RESPONSIBLE FOR THE MAINTENANCE AND REPAIR OF ALL EROSION AN SEDIMENT CONTROL FACAITDES WET SCUM CONSTRUCTION � ACTIVITY 1 TIS IN PRESS, THE CLEARING OF LAND, INCLUDING THE REMOVAL OF EXISTING VEGETATION An OTHER GROUND SHALL D COVER, BE PROJECT/ OWNER/ LOCATION LOOTED TO AS MUCH LAND AREA AS CAN BE COVERED OR STABILIZED WITHIN WERDALL 24 HORs IN THE EVENT A MAJOR STORM M PREDICTED AN/ OR EROSION RVED ND GEOTECHNICAL REPORT SEDIMENT TRANSPORT OFF-SITE IS OBSE ALL CLEARED OR DISTURBED AREAS SMALL RECEIVE APPROPRIATE PROTECTIVE JEFF AND PAST WERDALL COVER ON BE OTHEIMX MABI_NZED, SUCH AS MLC I NG, NETTING,PLASTIC PARCEL NM 1221 62 100001 SFEETDG, EROSION BIAKETS FREE DRAINING MATERIAL,ETC., VITH01 5 DAYS MASON COUNTY, WASHINGTON AFTER HAVING BEEN CLEARED OR OTHERWISE DISTURBED IF NOT BEING ACTIVELY VON OL SILT PEMCM SEDIMENT TRAPS, SEDIMENT PODS, ETC., DESIGNER WILL NOT BE VIEWED AS ADEQUATE COVER IN AND[IF TFENSELVE$.IN THE ENVOTECH ENGINEERING EVENT THAT ANY LAND AREA NOT KING ACTIVELYIR WORKED REMAINS UNPROTECTED OR HAS HOT BEEN APPROPRIATELY STABXno 5 DAYS AFTER 74 IR HURD ROAD HAVING BEEN CLEARED,ALL CONSTRUCTMN ACTIVITYON THE SITE, EXCEPT BELFAIR, WASHINGTON 98528 FOR APPROVES EROSION AND SEDIMENT CONTROL ACTIVITY, SHALL TIL I NEGIATELY 360-275-9374 CEASE UN SIREN A TIME WOtEHE NTMOED LAND AREA HAS BEEN APPROPRIATELY PROTECTED O STABILIZED. EROSION CONTROL APPENDIX D DRAINAGE DETAILS i STEEL CLAMPS (TYP) CORRUGATED TIGHTLINE 10 FT MIN 4PACDIG 1/2 INCH DIAMETER 6-INCH MIX DIAMETER SECURELY FASTENED TD PIPE j 8-12 INCH QUARRY SPALL IBR APPROVED ENERGY DISSIPAT13R LEVEL SECTION TWO 3-FOOT o o 0 0 0 00 0 0 0 o ANCHORS CTTP>, O°O0°0 0 0 O°O°O°O°O° 1 FT Mlli 04 REBAR OR O°0000 00°000 EQurvALENT a FT MIN GEOTEXTI.E FABRIC TIGHTLINF DETAn R N.T.S. FINAL GROUND SURFACE GEOTEXTILE FABRIC WRAPPED ARMAG QUARRY SPALL CORRUGATED TIGHTLINE 8-12 INCH QUARRY SPALL OR6-INCH MIL DIAMETER APPROVED INFILTRATION MEDIA O O°O°O°O°0°O° 1 FT O°O°O°O°°°p°p SIJBSLIRFACE DRAI firs wren S NOTE, N.TS. VFILTRATIOI FACILITY COMPONENTS AND SIZEMAY NEED TO BE DETERRED BY A DRAINAGE ENGIEER AND/ OR PREVAILING GOVERMENT AGENCY. i FT M9N I NOTEl M>H SUES FIOR GRASS-LIED SVALES SHALL NOT EXCEED 5.OX WITHOUT APPROPRIATE ENERGY DISSIPATORS. GR cc_ INEn SWAT c N.T.S. PROJECT/ OWNER/ LOCATD]i WERDALL GEOTECHNICAL REPORT JEFF AND PAN VERB&L PARCEL NO, 12M 62 IOW MASON COUNTY, VASHDNGTON ENGI Mb 74 ME 1 ENNG�II�NG Bf1FA1R, VASMINGTOR 98M 360-275-M4 DRAINAGE DETAILS APPENDIX E SLOPE STABILITY CD a 0 to U) 0 U O L U 4) tD O CL .0 N [-7 O O 0 N to L T C o %-. ++ O C � M U y a O � o L O N U E U O 0 CL L O O of CD a N 0 0 0 0 0 0 0 C U O CL 0 V NNtODN qt N m E O w m O C to m N O O O N C w E w " E N Lr OT W �vN0v � o 0) o » � Cl) �t7 'U �i a Cam? Q V E N to N co U) ca t .0- co to 0 0 co CD got•! qtd• Nd' N V- T- T- � C O OO tV d0 000 � � 00 CNp � � d co 0' O N � P- ti N N N N O CD 0 L O go t O eF h O N ch .0 L .fi r E p ,� O � -i o N ^^ 0 fl. O N 0 c p o � v c CV � et e o 0 E m � `) (D C cu Co > > o F- Qf EF- a�� co O O CO) w co U- .0 L �: c LL. tL IL cti tv O _ to CM " 'C o a`� : as cm m aa) r CL ,� 4- ,- 0 O N y �. 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A t ; \ 1oo OFT t 160 \ � , i �i \ \ B 44 * / � � PROPOSED 2-STORY ccu I yTEEPROXIMATE SDrGLE FAMILY RESIDENCE END OF'TOP OF SPSLOPE 140 ' r * \ f 4 120 c PEED SHOP ! � DWELLING I PROPOSED GP / B SURFACED DR A / APPROXIMATE LOCATION OF PROPOSED SEPTIC" 1oo DRAINFIELD PROPERTY LINE / / i / LIMITS OF 80 EXISTING OLD WATER LOGGING ROAD F INFILTRATION 60 k i i I i I , i I i E APPENDIX G VICIlVITY MAP 1 i� f t-- EALTADR 1 f 1 1 t ESKY6S,R CT ��4r Z C2ewrtronaac:4arHer. �,., 1 � f 1 4 1 '. alu all OR E CORBIN:.N ! ApO E LAKELAND �. °o � ii►C lskel2rorlorson !1 I A7 # 1 1 f f 1 1 t � 1 I f 1 i 1 1 i 1 i i1 f f R 1 j VICINITY MAP 1 I Parcel No. 1122162 100001 � Mason County, Washington f , i i I I APPENDIX H DRIVEWAY DETAILS 4' SURFACE COURSE l+i 93X CONPACTMN 2X MIN 1 ORIGINAL GRADE PREPARED SUBGRADE (SEE REPORT) 77MALMADCRM MWffiti IWTDWALB NOTES; L ROAD SHALL HAVE A MUM M GRADE REQUIRED BY PREVAILIM GOVERNMENT STANDARDS, 2. ROAD SHALL BE A MAXIMUM OF 13 FEET VIDE OR IN ACCORDANCE WITH COUNTY REQUDZEMENTS FPROJECT/ OWNER/ LOCATM 3. SURFACE COARSE MATERIAL SHOULD MEET OR WERDALL EXCEED THE GENERA- REQUIREMENTS AS PRESENTED GEOTECHNICAL REPORT 4' TNEE PWARED CAL REPORT. FF Aim PAN WERDALL LEAST12INCHES THE SURFACE COARSE AND RCEL NM IM 62 100001 FOLLOW THE RECONlENIDATOYJS AS PROVIDEDINTHESON COUNT1f, WASHDEiTON GEOTECHNICAL REPORT. ENGD+EM ENVIROTECH ENGV*XRlm 74 NE HIM ROAD BELFAM VASHINGTON 98528 360-273-%74 ROAD CROSS-SECTION t i 7 i }l 3