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GEO2013-00014 Assessment BLD2013-00159 - GEO Geological Review - 4/1/2013
Ev,v'rotec,k RELEWED c,eotechvdwL° Evw. rovumevutal°IAwci. Oe °Roadway APR 0 8 2013 April 2,2013 a 26 wo i(-4 426 W. CEDAR Ste, Mason County Department of Community Development Building Department PO Box 186 Shelton, Washington 98584 RE: Geological Assessment for Frank& Teresa Property, 253 E Mountain View Drive, Allyn, Washington. BLD2013-00159 To Whom It May Concern, Please find enclosed, two copies of our geological assessment including the geological submittal checklist for the referenced project. Please contact Michael Staten at 360-275-9374 if you have any questions or require additional information. Yours Truly, Envirotech Engineering Ay4/4tL—' Michael Staten, P.E. Project Director PD$oX904 getfaLr, wasK�Otow9g522 Off: 360-275937 4 Cell: Soo-689-6045 FRY,: 360-275--4709 ewviroteeh@AeotechVarclav'fo.xw. MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Planning Division P O Box 279, Shelton, WA 98584 910 (360)427-9670 Geotechnical Assessment Review Acceptance Letter April 16, 2013 FRANK CONVERTINO P0 BOX 5041 BREMERTON WA 98312 Case No.: GE02013-00014 Parcel No.: 122205400113 Project Description: Geo Assessment & Erosion Control Plan submitted via e-mail from Michael Staten. The Geo Assessment is for a new sfr (see BLD2013-00159) The Geotechnical Assessment for FRANK CONVERTINO has been received and reviewed by the Planning Department. The assessment was prepared by Michael Staten PE dated 4/1/2013. Based on the certification provided by the licensed engineer/geologist, the referenced Geological Assessment was prepared in general accordance with the requirements in the Mason County Resource Ordinance, Landslide Hazard Areas 17.01.100.EA. Mason County considers the review valid until such time as scope of project, site conditions, and/or regulations change. Should the scope of work, site conditions, and/or regulations change after the original review, then an addendum from the original author of the assessment may be required to address these changes. The assessment would only be re-reviewed if a permit for development were submitted after these changes occur. Mason County does not certify the quality of the work done in this Geological Assessment. Please contact me at (360) 427-9670, ext. 365 if you have questions. Sincerely, Allan Borden Land Use Planner Mason County Planning Department Comments: 4/16/2013 Page 1 of 1 GE02013-00014 ,_. _T 261-5 - 000 t RECEIVED Geological Assessment for Convertino Single Family Residential Property 253 E Mountain View Drive Parcel No. 12220-54-00113 Mason County, Washington April 1, 2013 Project#1327 i Prepared For: Frank & Teresa Convertino PO Box 5041 P�� LYDE ST Bremerton, Washington 98312 Prepared By: Envirotech Engineering 43 Off, RFC045 IST PO Box 984 Belfair, Washington 98528 Phone: 360-275-9374 Fax: 360-275-4789 TABLE OF CONTENTS 1.0 INTRODUCTION.......................................................................... 1 1.1 PROJECT INFORMATION......................................... 1 .2 PURPOSE OF INVESTIGATION AND SCOPE OF WORK............................ 1 ........................... 2.0 SURFACE CONDITIONS.........».......».»....„........»......»...„................»........». 2.1 GENERAL OBSERVATIONS......................................... 3 2.2 TOPOGRAPHY..................... Z2.1 Upslope Geo►norphology.............................................................................................................3 2.3 SURFACE DRAINAGE.................... 3 3 Z3.1 Upland Water Bodies.......................................................... ................................................. 2.4 SLOPE AND EROSION OBSERVATIONS......................... . ...... ..4 3.0 SUBSURFACE INVESTIGATION............ .»...„........„„ 3.1 FIELD METHODS,SAMPLING AND FIELD TESTING............................................................................5 3.2 GEOLOGIC CONDITIONS............................................................................... 5 .............................. 3.3 SPECIFIC SUBSURFACE CONDITIONS......................................................... 6 ..................................... 3.3.1 Groundwater.......................................................................................... 4.0 ENGINEERING CONCLUSIONS......„........................„....„....................„.........................................8 4.1 LANDSLIDE HAZARDS............................................................................................................. 4.1.1 Landslides and Slope Stability Analysis........................................ .....10 4.1.2 Surface and Subsurface Drainage............................ ..11 4.2 EROSION HAZARDS...................................................................... 11 4.3 SEISMIC HAZARDS....................................................... ...................1 1 4.4 OTHER CONSIDERATIONS........................................ ..............................12 ........................................... 5,0 CLOSURE.„........................................................................................................................I................13 Appendix A-Site Plan Appendix B-Soil Information 1.0 INTRODUCTION Envirotech Engineering (Envirotech) has completed this geological assessment for a residential property located at 253 E Mountain View Drive, identified as parcel number 12220-54-00113 in Mason County, Washington (Project). As presented herein, this assessment 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, assessments for landslides, erosion, seismic hazards, and other considerations in the Conclusions Section. An initial geological/geotechnical evaluation of the Project was conducted by Envirotech without the property owner or owner's representative on March 25, 2013. It was determined that natural slopes between 15% and 40% were present within 300 feet of the Project. Due to these slope grades, a geological assessment is required pursuant to landslide hazard areas of the Mason County Resource Ordinance(MCRO). During the evaluation and site visit by Envirotech, surface and subsurface conditions were assessed in order to determine if further geotechnical studies are required.After completion of the field work and applicable Project research,Envirotech prepared this geological assessment. 1.1 Project Information Information pertaining to the Project was provided by the property owner's representative, and observations from a field visit by Envirotech. The property is currently undeveloped. The proposed development is expected to consist of a new single family residence, driveway, porch, and other ancillary features typical of this type of development. Approximate site development with relation to existing site features are illustrated in the Site Map in Appendix A. 1.2 Purpose of Investigation and Scope of Work The purpose of this geological assessment was to evaluate the Project in order to confirm that the proposed development is outside of any landslide hazard area and its associated buffers and setbacks as determined in the MCRO. The investigation included characterizing the general Project surface and subsurface conditions,and evaluating the suitability of the soils to support the planned site development. In order to fulfill the purpose of investigation, the geological/ geotechnical program completed for the proposed improvements of the Project include: • Review project information provided by the Project owner's representative; • Conduct a site visit to document the site conditions that may influence the construction and performance of the proposed improvements; • Define general subsurface conditions of the site by observing soils within test pit excavations, review well logs from existing wells near the Project, and evaluate geological maps depicting the site geology for the vicinity of the Project; • Perform soils testing,such as visual classifications,to determine selected index properties of the soils; • Complete an engineering assessment supported by planned site alterations and the surface and subsurface conditions that were identified by the field investigation, soil testing, and applicable Project research;and, • Establish engineering conclusions based on findings and anticipated Project. Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 1 Parcel 12220-54-00113 Fax:360-2754789 Mason County,Washington April 1,2013 , , 1 �A Gv�18O O�Ap �4r o;' ,.l � P �R(i 'D... z o M LAKELAND OR'`-IC /� j W, Lake Anderson f �Q h U I m Project __- I , � 0 Vicinity Map.from Mason County Website Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 2 Parcel12220-54-00113 Fax:360-275-4789 Mason County,Washington April 1,2013 2.0 SURFACE CONDITIONS Information pertaining to the existing surface conditions for the Project was gathered on March 25, 2013. by Michael Staten, geotechnical engineer with Envirotech. During the site visit, site features were documented that may influence construction or reveal potential geological hazards. This Surface Conditions Section provides information on general observations, vegetation, topography,drainage and slope/erosion conditions for the Project and surrounding areas. 2.1 General Observations The Project is currently vacant land with no improvements as previously mentioned, and surrounded by urban-type and rural residential development.Mountain View Drive extends along the west side of the property, and Case Inlet is located over 1700 feet to the east. Vegetation on and near the property consists primarily of 2'd growth firs, alders,blackberry, 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 hdar 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 Map in Appendix A for an illustration of the general slope indicators with respect to the planned development. Descending slopes exceeding 15%are located on and beyond the property. Average slope grades are approximately 18%with a vertical relief of approximately 100 feet. 2.2.1 Upslope Geomorphology Ascending grades are generally located to the northwest of the planned development. This slope is relatively minor within 300 feet of the Project. Other than slopes slightly greater than 15%on the property, off-site slopes have less gradients. The upland area of the property is situated on a hillside and crest. Landforms are primarily of glacial origin with centuries of weathering overburden. Additional geomorphology that is pertinent to both upslope and downslope areas are provided in the Subsurface Investigation Section of this report. 2.3 Surface Drainage The majority of the stormwater runoff originating upslope from the anticipated development is expected to be minimal to moderate. Significant scour or erosion was not apparent near the Project,but some sedimentation was observed on the property. 23.1 Upland Water Bodies Although there are upland water bodies, there are no apparent water bodies or wetlands located upslope from the planned development that would significantly influence the Project. Gnvirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 3 Parcel 1 2220-54-00 1 1 3 Fax:360-275-4789 Mason County,Washington April 1,2013 2.4 Slope and Erosion Observations The existing moderate slopes 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 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. The above mentioned indicators, or other signs of significant mass wasting on the property or within the general vicinity of the Project were not observed or discovered during research. Indications of past landslides, current unstable slopes, deep-seated slope problems, or surficial slope failures were not observed during the site visit. �Ml t �o z m� 1. I II��� Z_ ti$ O O M j i a 0 W 2 may, 1� 2009 Aerial Photo from Mason County Website Envirotech Engineering Convertino Geological Assessment Ph. 360-275-9374 page 4 Parcel 1 2220-54-00 1 1 3 Fax: 360-275-4789 Mason County,Washington April 1,2013 3.0 SUBSURFACE INVESTIGATION Information on subsurface conditions pertaining to the Project was gathered during research and a site reconnaissance. The site visit was accomplished on March 25, 2013 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. Appendix B has pertinent information on subsurface conditions for the Project, including test pit log(s)representative of the site soils,and water well report(s)originating from the subject property and/or nearby properties. 3.1 Field Methods,Sampling and Field Testing Information on subsurface conditions for the Project was accomplished by probing anticipated foundation areas with hand tools, and observing soils within test pit excavations and/ or earth cuts. Information on subsurface conditions also included reviewing geological maps within the Project vicinity, and water well reports originating from nearby properties.No soil samples were collected for this Project. Envirotech measured the relative density of the in-situ soils by gauging the resistance of hand tools. 3.2 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 "Geologic Map of the Belfair 7.5-minute Quadrangle, Mason, Kitsap and Pierce Counties, Washington' by Michael Polenz, Katelin Alldritt, Nicholas J. Hehemann, Isablle Y. Sarikhan, and Robert L. Logan,July 2009,provides the following caption(s)for the project area: Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 5 Parcel 12220-54-00113 Fax:360-275-4789 Mason County,Washington April 1,2013 Vashon till—Unsorted.unstratified(but locally banded)nix 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)Iooser and covered by 1 to 6 it 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 corer 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 nu 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.unconfonmable contact with underlying units.most commonly advance outw•ash(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 Hoop and unit Qgos on the Vaughn quuadranle to due south(Logan and Walsh.2007)may have resulted from a map-production error in the northwest corner of the Vauughn map(Josh Logan.RTasli,Dire, of Geology and Earth Resources. oral common.. 2009). 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 described utilizing the Unified Soil Classification System (USCS). Using the USCS in conjunction with estimated relative densities and other anticipated engineering properties of the soil, susceptibility for potential landslides, erosion and seismic hazards may be assessed. The Project is primarily composed of undisturbed, native soils, without indications of substantial fill.Competent bearing soils were encountered at IS inches below the existing native ground surface in locations where the ground was probed.For engineering purposes,these native soils consist of distinguishable layers,as presented below. Soils within the upper 4 feet of natural ground were observed to be primarily moist, brown silty sand with gravel(SM). Soils below the upper SM layer were field tested to be dense and could be the surface of hardpan. Expanded and specific subsurface descriptions, other than what is provided in this section,are provided in the soil logs located in Appendix B of this report. According to the "Soil Survey of Mason County," by the United States Department of Agriculture, Soil Conservation Service(SCS),the site soils are described as Alderwood gravelly sandy loam, k, with 15% - 30% slopes. See the soil map below, and the applicable SCS soil profile(s)in Appendix B of this report. Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 6 Parcel12220-54-00113 Fax:360-275-4789 Mason County,Washington April 1,2013 4 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 50 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.However, some seasonal groundwater is expected to flow directly above the hardpan on occasion. Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 7 Parcel12220-54-00113 Fax:360-2754789 Mason County,Washington April 1,2013 4.0 ENGINEERING CONCLUSIONS The following sections present engineering assessments and conclusions concerning the Project. These conclusions have been made available based on the planned construction activities 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 as outlined in the Subsurface Investigation Section. Conclusions for the Project that is provided herein, includes pertinent information for landslide,erosion and seismic hazards. 4.1 Landslide Hazards For the planned development, as provided in the Introduction Section of this report, it is Envirotech's opinion that the proposed development is not subjected to or cause adverse impacts to a landslide hazard area or its associated buffer or setback as defined in the MCRO. This conclusion is based on the contents provided in this report. 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. 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, excessive and/or repeated surficial slope movements, if not repaired, may represent a threat to the structural integrity of the slope. Maintenance of the slope should 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 or property. According to the Coastal Zone Atlas of Mason County, Washington, the Project is within and near terrain labeled `Stable' regarding potential landslide activity. Stable slopes are generally not prone to landslides due to small grades and accommodating geology.A site specific analyses and conclusions concerning the slopes are presented herein. A Stability Map from the Coastal Zone Atlas for the general area of this Project may be found below. Envirotech Engineering Convertino Geological Assessment Ph. 360-275-9374 page 8 Parcel12220-54-00113 Fax: 360-275-4789 Mason County,Washington April 1,2013 Scalc 1:24,000 0— Aliks � , Y S0 101111 IMF Nola+ / - f - - 7 Z N l Project , i Map from Washington State Department of Ecology Website According to the Department of Natural Resources (DNR) "LHZ— Final A-1 Map —Landslide Inventory—Mason Watershed,by Sarikhan,et. al.,May 2007,"previous landslide activity is not recorded near the project. Per the Resource Map from DNR, the Project is not within terrain labeled `highly unstable' or `highly erodible' relating to soils. DNR labeled portions of this project as medium to high slope instability with relation to slopes. This delineation is primarily dependent upon slopes and convergence. Secondly, lithology and precipitation are modeled within this delineation. In summary, this designation is based on mapping without field observations or knowledge of the specific site geology or soils. A resource map from DNR is provided below: Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 9 Parcel 12220-54-00113 Fax:360-275-4789 Mason County,Washington April 1,2013 F Project I R��bSEB 170 0 + 9 Lake ALndrncow y IF N i 0554e i 17CM40 +705e42 \ ; J(/S P u 9rf So w nd 4 1 C j p0 ^7705"a 1 1F y1T05020 1705eZ2 t Map front Washington Statue DepartmentSl of Natural Resources Website 4.1.1 Landslides and Slope Stability Analysis Past landslide activity or high slope instability indicators near the proposed development was not revealed during the Project research-In addition,detrimental landslide activity or potential high landslide indicators were not observed during the site visit as outlined in the Surface and Subsurface Conditions Sections of this report. Due to these factors, and existing/proposed conditions,a slope stability analysis was not deemed necessary for this Project. Considering the planned construction as summarized in the Introduction Section of this report the aforementioned surface and subsurface conditions for the Project; the slope stability assessment provided herein; and the Engineering Conclusions provided later in this report, it is our opinion that the Project is not within a landslide hazard area, and that the proposed site alterations will not encourage a landslide hazard. Envirotech Engineering Convertino Geological.Assessment Ph.360-275-9374 page 10 Parcel 12220-54-00113 Fax:360-275-4789 Mason County,Washington April 1,2013 4.1.2 Surface and Subsurface Drainage This project does not appear to experience significant subsurface drainage,but does show signs of some surface runoff.It is our opinion that groundwater or surface drainage is not a limiting factor for this Project. However, see the Other Considerations Section at the end of this report for recommendations pertaining to surface drainage. 4.2 Erosion Hazards 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). Temporary and/or permanent erosion control measures may be required for any site when land disturbance is involved. Erosion control will mostly depend on the timeliness of construction, moisture content of the soil,and amount of rainfall during construction. Soil erosion typical to the existing conditions and planned disturbance of this Project include wind-borne silts during dry weather, and sediment transport during prolonged wet weather. Sediment transport of disturbed soils could be from stormwater runoff or tracking off-site with construction equipment. An engineered erosion control plan has been completed by Envirotech under a separate cover. 43 Seismic Hazards Soils immediately below the expected foundation depth for this Project are generally Type D, corresponding to the International Building Code (IBC) soil profiles. According to the IBC, the regional seismic zone is 3 for this Project. The estimated peak ground acceleration ranges from 0.50g to 0.60g.This estimation is based on the United States Geological Survey(USGS)National Seismic Hazard Project in which there is an estimated 2% probability of exceedance within the next 50 years. There are no known faults beneath this Project.The nearest Class `A' or'B' fault to this property is the Tacoma Fault Zone. This fault is a Class `A,` and is located approximately 0.5 miles to the south of the Project. This information is supported by the USGS Quaternary Fault and Fold Database for the United States. The potential for liquefaction and other earthquake induced hazards are believed to be low for this Project. This is based on subsurface conditions such as soil characteristics and the lack of a permanent and substantial shallow water table. Subgrade characteristics that particularly contribute to problems caused by seismic events include submerged and confined, poorly-graded granular 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. Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 11 Parcel12220-54-00113 Fax:360-2754799 Mason County,Washington April 1,2013 4.4 Other Considerations Conclusions in this report are based on the type and location of the anticipated development,and existing on-site and off-site conditions. Site development that significantly deviates from the anticipated improvements presented in this report, or nearby development that influences this Project may require geotechnical design recommendations. Due to moderate stormwater runoff entering the site,we recommend that the site is graded so that runoff bypasses the planned residence. Applicable building codes are expected to prevent flooding within the finished floor,but excess water could be a nuisance. If runoff is problematic to the owner, mitigation includes driveway berms to divert water, catch basins to collect runoff and displace in an optimal location, channels to direct stormwater, and rock stabilization if erosion occurs. Runoff patterns may not be fully known until the groundwork is finished. Drainage mitigation is recommended after these patterns are established. It is recommended that a 50ft infiltration/ dispersion trench is located downslope from the proposed house as shown in the Site Plan in Appendix A of this report. This drainage facility should be constructed per the Mason County Small Parcel Stormwater Guidance,and collected all roof water, foundation drainage and any other stormwater collection facilities. Backflow preventers should be used to prevent any drainage collected on-site from entering the foundation area. A patio may be constructed as a slab-on-grade which may or may not be located on fill,and could require retaining structures.Retaining walls will be constructed per County requirements and may need to be engineered. If engineered, soil parameters may be estimated as 134 pounds per cubic foot (pcf) and 118 pcf for engineered fill and native soils, respectively. The angle of internal friction may be estimated as 36 degrees and 32 degrees for engineered fill and native soils, respectively. For engineered fill or disturbed native soils that will be utilized as fill material directly beneath patios,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 shall include having the soils retained on the No.4 sieve crushed(angular),and should consist of the following gradation: U.S. Standard Sieve %Finer(by weight) 6" 100 3" 60— 100 No.4 20—60 No.200 0-8 Table 1 Partical Size Distribution of Engineered Fill Compaction shall be achieved in compacted lifts not to exceed 6 inches for both native soils and engineered fill, respectively. Each lift should be uniformly compacted to at least 90% 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. Envirotech Engineering Convertino Geological Assessment Ph..360-275-9374 page 12 Parcel 12220-54-00 1 1 3 Fax:360-275-4789 Mason County,Washington April 1,2013 5.0 CLOSURE Based on the project information 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. Therefore, it is recommended that 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 a geological/geotechnical assessment,and is intended only for the owner,or owners' representative. Furthermore,.this report is only valid for the project information and location described herein. 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, Envirot h Engineering Michael Staten,P.E. Geotechnical Engineer Envirotech Engineering Convertino Geological Assessment Ph.360-275-9374 page 13 Parcel12220-54-00113 Fax:360-275-4789 Mason County,Washington April 1,2013 APPENDIX A SITE PLAN -------- ------ SCALE, I INCH = 30 FEET All0 0 �~ -16 FT 12 COMMENDED 50' INFILTRATION TRENCH PER MASON P COUNTY SMALL PARCEL STORMWATER PLAN i P 0 P Q \ i PATIO 7 PROPOSED r=- DRIVEWAY a TP1 q 9 PROPOSED �_\ 9 HOUSE 7 F N LL F~ �ww~ N> PO r OPERTY LINE PROJECT/ OWNER/ LOCATION, SINGLE FAMILY PROPERTY GE❑L❑GICAL ASSESSMENT FRANK 6 TERESA CONVERTINO 253 E. MOUNTAIN VIEW DRIVE PARCEL 12220-54-00113 MASON COUNTY WASHING ON NOTES, LEGEND ENGINEER, ENVIROTECH ENGINEERING 1. WELLS OR ONSITE SEPTIC SYSTEMS NOT REQUIRED PO BOX 984 FOR THIS PROJECT. SLOPE INDICATOR BELFAIR, WASHINGTON 98528 2. BUILDINGS, FEATURES, AND PROPERTY LINES ARE Po TEST PROBE 360-275-9374 APPROXIMATE. TPIe TEST PIT SITE PLAN APPENDIX B SOIL INFORMATION TEST PIT LOG TEST PIT NUMBER TP-1 PROJECT: SFR Geological Assessment DATE OF LOG: 03/25/2013 PROJECT NO: 1327 LOGGED BY: MCS CLIENT: Convertino EXCAVATOR: NIA LOCATION: Parcel 12220-54-00113 DRILL RIG: None Mason County, Washington ELEVATION: N/A INITIAL DEPTH OF WATER: N/A FINAL DEPTH OF WATER: N/A STANDARD PENETRATION TEST SOIL STRATA, ` DEPTH SAMPLERS USCS DESCRIPTION LL PI CURVE AND TEST DATA DEPTH N 10 30 50 0 . .............................I.................... SM Brown, moist, medium dense SILTY h :;: 1 SAND with GRAVEL. Gravel is fine and r . , .; r _ _ '!. subrounded. Sand is primarily coarse. 1 Non plastic. 2 Light brown, low moisture,dense 4 Excavation terminated at approximately 4.0 feet 5 6 1 8 9 S 1- �- 10 No Groundwater Encountered ENVIROTECH ENGINEERING This information pertains only to this boring and shouid not be Geotechnical Engineering interpreted as being indicitive of the entire site. Map Unit Description:Aiderwood 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 Elevation:50 to 800 feet Mean annual precipitation:25 to 60 inches Mean annual air temperature:48 to 52 degrees F Frost-free period. 180 to 220 days Map Unit Composition Alderwood and similar soils: 100 percent Description of Alderwood Setting Landform:Drainageways Parent material: Basal till with a component of volcanic ash Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature:24 to 32 inches to densic material 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 36 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Low(about 3.4 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability(nonirrigated):4e Hydrologic Soil Group. C Typical profile 0 to 10 inches: Gravelly ashy loam 10 to 28 inches:Very gravelly loam 28 to 60 inches:Gravelly sandy loam Data Source Information Soil Survey Area: Mason County, Washington Survey Area Data: Version 7, Jun 29, 2012 USDA Natural Resources Web Soil Survey 3/27/2013 Conservation Service National Cooperative Soil Survey Page 1 of 1 start card No. W 075736 DegFile rtment and EcoFirslogy Copyhstlh WATER WELL REPORT UMQUEWELL.I.D.4 ACP 195 Department of Ecology Second Copy—Owner's Copy rnhn Copy—W)lier's Copy STATE OF WASHINGTON Water Right Permit No. ,! (1) OWNER: N.. A11yn Retreat W. S. Add,. P.O. Box 345, Allyn, WA 98524 W (2) LOCATION OF WELL: county Mason - NE ua SW to sac 20 T. 22 m,R 1W W.M. W (?a) STREET ADDRESS OF WELL for nesmesadore* Masterson St. Allyn, WA 98524 (3) PROPOSED USE: 21 Domestic Industrial ❑ Municipal ❑ (10) WELL LOG or ABANDONMENT PROCEDURE DESCRIPTION ❑ Irrigation Test Well ❑ tither ❑ Formation:Describe by coim character,size of material and structure,end show thickness of aqu item S and the kind and nature of the material in each strawm penetrated,with at toast one amry,for each (4) TYPE OF WORK: owner's number of wee charge of Information. (IT mots than one) MATE141AL FROM To ++ Abandoned❑ Newwee gl Method:Dug❑• Bored❑ C Deepened 0 CableM Driven Q Reconditioned❑ Rotary❑ Jetted❑ Brown co lo'mora to 0 4 d15) DIMENSIONS: Dlametsrafwen 6 Inches. 197 teat. Depth of oompleted well 197 rL Brown bardpan 4 40- E (6) CONSTRUCTION DETAILS: Sand & gravel 40 70 Q Casing installed: 6 Dram.tram 0 ft,to 192 s. worded I& Diem.from $.to it UnerInstalled❑ Sandy brown'r-lay 70 1 100 Threaded ❑ Diem.from perforatuons: Yes❑ No Dt 0 L Type of perforator used Q SIZE of perforations in.by in. ravel with water 180 197 perforations from R to R perforations from fL to R. perforations from R.to R, +a E-xrvens: Yes® No❑ vyr` r-1 `-,in^.t�tacturer's Name cook. W Type stainless wire wrap Model No. lam. St se 40 R to 197 R.m Diam._slot size from R.to .it ? t Gravel packed: Yes Q No® size of gravel Gravel placed from ft to It. _ Surface seal: Yes 91 No❑ Tow""' de ? 1 ft r ? W Material Betonite QDid any strata curtain unusable water? Yes❑ No ~ Z Type of water'? Depth of strata y Method of seaMg strata off - a!l PUMP: Manuu��.curersName Jacuzzi SUb. H.P. 6 0) (8) 'WATER LEVELS: Lend-surfaceelevaton work started 14.97 ta. completed 6 0 to T"mean sec le ref R, 0 static level 120. tt below top of we Date 0 ,Artesian pressure —Ibs.per square Inch Data WELL CONSTRUCTOR CERTIFICATION: Artesian water iscamopedby I constructed andlor accept responsibility for construction of this well, and Its W I ,va e,m`' compliance with all Washington wail construction standards,Materials used and Q (9) WELL TESTS: Drawdown is amount water level is kmered below static level the Information reported above are true to my best knowledge and belief. 4.0 was a pump test made?Yes© No❑ If yes,by whom? NAME Davis Drilline Yield: 60 gal.lmin.wM=20 tt drawdown after 1 hrs. t nsoN.F_ta on pE I Ftl � 60 20 2 Address Belfair WA 9 528 L 60 ^ 20 .' 4 112062 (Signed), License No. CL Recovery data(11"taken as zero whin pump turned o10(water level measured from well ILL oftRXEM top in weter level( . 7lm2 Water Level Time Water Leval Time Water Level 0 140-5' 3 mi n. i 241 1 hr. 120,5' contractor's Registration s 1 min. 134.5' 10 min. 123.5t No, T)AVjSRTL100A Dare .Tune .ts 97 H 2 min. 128' 15 min.123' (USE ADDITIONAL SHEETS IF NECESSARY) Date of test Baller test paldmin.with ft drawdown after his. Attest goL/min•with stem set of R.for hie, Ecology Is an Equal Opportunity and Affirmative Action employer.For spe- Aneslan the, g P m. Date cial woommodation needs,contact the Water Resources Program at(206) Temperature of water Was a chemical analysis made? Yes® 'No❑ 407-6600.The TDD numtber is(206)407-6006. ECY OSD-1-Zo{9t931"t SCALE, 1 INCH = 30 FEET TABILIZED CONSTRUCTION ENTRANCE. SEE DETAILS AND NOTES, J4, -163FT 0 15 30 ti O� Jti ----RECOMMENDED 50' INFILTRATION TRENCH PER MASON COUNTY SMALL PARCEL STORMWATER PLAN OJ O 7 PATIO PROPOSED DRIVEWAY a wo PROPOSED -\ Oe go LL HOUSE 7 F q Vl W A~ WHEEL WASH ALL TIRES DURING a j CONSTRUCTION PRIOR TO LEAVING SITE, IF NECESSARY, WHEEL WASH ON STABILIZED CONSTRUCTION ENTRANCE. PERMANENT SEEDING IBi REQUIRED WITHIN ALL � Vr DENUDED AREAS AFTER IBiY, L DISTURBANCE IS in COMPLETE, i 25' UNDISTURBED NATURAL VEGETATIVE BUFFER SEE NOTES FOR ALL TEMPORARY LOCATED DOWNSLOPE FROM CONSTRUCTION ACTIVITY AND PERMANENT EROSION CONTROL FOR TEMPORARY EROSION CONTROL. REQUIREMENTS, ROPERTY LINE J TENCHING SHALL NOT BE LEFT OPEN FOR MORE THAN 3 DAYS DURING WET SEASON, PROJECT/ OWNER/ LOCATION, �P�'v wLn DF sT9 ER❑SI❑N CONTROL PLAN �� pt _ H/ T RANK & TERESA CONVERTING 53 E. MOUNTAIN VIEW DRIVE PARCEL 12220-54-00113 MASON COUNTY WASHINGTON ENGINEER, 43045 ENVIROTECH ENGINEERING w PO BOX 984 Oic RAG/STV,R � BELFAIR, WASHINGTON 98528 ASS' N A1, 360-275-9374 SITE PLAN PERMANENT EROSION CONTROL NOTES: ENERAL NOTES, SEEDING FOR RAW SLOPES L. SHOULD THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THESE PLANS PROVE TO BE INADEQUATE DURING CONSTRUCTION, THE CONTRACTOR 1, BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL HALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL FACILITIES. MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE SWALES, LEVEL SPREADERS AND SEDIMENT BASINS. NSPECTED DAILY AND IMMEDIATELY MAINTAINED, IF NECESSARY. 2. THE SEED BED SHALL BE FIRM WITH FAIRLY FINE SURFACE, 3. ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE LEFT IN FOLLOWING SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACCROS LACE UNTIL THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED. OR PERPENDICULAR TO THE SLOPE. 3. SEEDING RECOMMENDATIONS, AS SHOWN BELOW, AND SHOULD BE EMPORARY EROSION CONTROL NOTES: APPLIED AT THE RATE OF 120 POUNDS PER ACRE. 4. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL ❑R ALL AREAS WHICH HAVE BEEN STRIPPED OF VEGETATION OR EXPERIENCED LAND REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO ISTURBING ACTIVITIES, AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A FOSTER AND PROTECT THE ROOT STRUCTURE. ERIOD EXCEEDING THE LISTED CRITERIA BELOW, ALL DISTURBED AREAS MUST BE 5. SEED BEDS PLANTED BETWEEN NOVEMBER I AND APRIL 30, MMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING OR OTHER APPROVED ARMORING OF THE SEED BED WILL BE NECESSARY, (e.g., ROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR. GRASS SEEDING GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). LONE WILL ONLY BE ACCEPTABLE DURING THE MONTHS OF APRIL THROUGH 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' EPTEMBER. HOWEVER, SEEDING MAY PROCEED WHENEVER IT IS IN THE INTEREST OF RECOMMENDATIONS. AMOUNTS SHOULD BE MINIMIZED, ESPECIALLY HE OWNER/CONTRACTOR, BUT MUST ALSO BE AUGMENTED WITH MULCHING, NETTING ADJACENT TO WATER BODIES AND WETLANDS. R OTHER APPROVED TREATMENT. USE THE FOLLOWING RECOMMENDED SEED MIXTURE FOR EROSION RY SEASON (MAY 1 THRU SEPTEMBER 30) -- THE CLEARING OF LAND, INCLUDING THE CONTROL, OR A COUNTY APPROVED ALTERNATE SEED MIXTURE. EMOVAL OF EXISTING VEGETATION OR OTHER GROUND COVER, MUST BE LIMITED TO NLY AS MUCH LAND AS CAN RECEIVE APPROPRIATE PROTECTIVE COVER OR BE PROPORTIONS PURITY GERMINATIO THERWISE STABILIZED, AFTER HAVING BEEN CLEARED OR ❑THERWISE DISTURBED NAME BY WEIGHT(%) (%) <%) Y NO LATER THAN SEPTEMBER 30 OF A GIVEN YEAR. UNLESS IMMEDIATE TABILIZATION IS SPECIFIED IN THE EROSION AND SEDIMENT CONTROL PLAN, ALL REDTOP (AGROSTIS ALBA) 10 92 90 REAS CLEARED OR ❑THERWISE DISTURBED MUST BE APPROPRIATELY STABILIZED ANNUAL RYE (LOLIUM MULTIFLORUM) 40 98 90 HROUGH THE USE OF MULCHING, NETTING, PLASTIC SHEETING, EROSION BLANKETS, CHEWING FESUE 40 97 80 REE DRAINING MATERIAL, ETC., BY SEPTEMBER 30 OR SOONER PER THE APPROVED (FESTUCA RUBRA COMMUTATA) LAN OF ACTION. UNLESS ❑THERWISE APPROVED BY THE COUNTY, SEEDING, (JAMESTOWN, BANNER, SHADOW, KOKET) ERTILIZING AND MULCHING OF CLEARED OR ❑THERWISE DISTURBED AREAS SHALL BE WHITE DUTCH CLOVER 10 96 90 ERFORMED DURING THE FOLLOWING PERIODS, MARCH 1 TO MAY 15, AND AUGUST 15 TO (TRIFOLIUM REPENS) CTOBER 1. SEEDING AFTER OCTOBER 1 WILL BE DONE WHEN PHYSICAL COMPLETION F THE PROJECT IS IMMINENT AND THE ENVIROMENTAL CONDITIONS ARE CONDUCIVE MULCHING ❑ SATISFACTORY GROWTH. IN THE EVENT THAT PERANENT STABILIZATION IS NOT OSSIBLE, AN ALTERNATIVE METHOD OF GROUND COVER, SUCH AS MULCHING, NETTING, 1. MATERIALS USED FOR MULCHING ARE RECOMMENDED TO BE WOOD LASTIC SHEETING, EROSION BLANKETS, ETC., MUST BE INSTALLED BY NO LATER THAN FIBER CELLULOSE, AND SHOULD BE APPLIED AT A RATE OF 1000 EPTEMBER 30. POUNDS PER ACRE. 2. MULCH SHOULD BE APPLIED IN ALL AREAS WITH EXPOSED SLOPES N THE EVENT THAT CONSTRUCTION ACTIVITIES OR OTHER SITE DEVELOPMENT GREATER THAN 2:1 (HORIZON TAL:VER TIC AL). CTIVITIES ARE DISCONTINUED FOR AT LEAST 4 CONSECUTIVE DAYS, THE 3. MULCHING SHOULD BE USED IMMEDIATELY AFTER SEEDING OR IN WNER/CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSPECTION OF ALL EROSION AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON. ALL ND SEDIMENT CONTROL FACILITIES IMMEDIATELY AFTER STORM EVENTS, AND AT AREAS REQUIRING MULCH SHALL BE COVERED BY NOVEMBER 1. EAST ONCE EVERY WEEK. THE OWNER/ CONTRACTOR SHALL BE RESPONSIBLE FOR HE MAINTENANCE AND REPAIR OF ALL EROSION AN SEDIMENT CONTROL FACILITIES. ET SEASON (OCTOBER 1 THRU APRIL 30) -- ON SITES WHERE UNINTERUPTED PROVIDE FULL WIDTH ONSTRUCTION ACTIVITY IS IN PROGRESS, THE CLEARING OF LAND, INCLUDING THE EMOVAL OF EXISTING VEGETATION AND OTHER GROUND COVER, SHALL BE LIMITED F INGRESS/EGRESS ❑ AS MUCH LAND AREA AS CAN BE COVERED OR STABILIZED WITHIN 24 HOURS IN 3/4 IN T❑ 1 1/2 IN6 FT THE EVENT A MAJOR STORM IS PREDICTED AND/ OR EROSION AND SEDIMENT CRUSHED GRAVEL TRANSPORT OFF-SITE IS OBSERVED. PLACED AT 6 IN LL CLEARED OR DISTURBED AREAS SHALL RECEIVE APPROPRIATE PROTECTIVE MINIMUM DEPTH OVER OR BE ❑THERWISE STABILIZED, SUCH AS MULCHING, NETTING, PLASTIC WELL-DRAINED HEETING, EROSION BLANKETS, FREE DRAINING MATERIAL, ETC., WITHIN 5 DAYS AFTER AVING BEEN CLEARED OR OTHERWISE DISTURBED IF NOT BEING ACTIVELY WORKED. S❑ILS ILT FENCING, SEDIMENT TRAPS, SEDIMENT PONDS, ETC., WILL NOT BE VIEWED AS -0,02 IN/MIN FULL LENGTH DEQUATE COVER IN AND OF THEMSELVES. IN THE EVENT THAT ANY LAND AREA NOT EING ACTIVELY WORKED REMAINS UNPROTECTED OR HAS NOT BEEN APPROPRIATELY TABILIZED 5 DAYS AFTER HAVING BEEN CLEARED, ALL CONSTRUCTION ACTIVITY ON R=25 FT MIN HE 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. STOCKPILE MANAGEMENT rL 1. STOCKPILE SHALL BE STABILIZED (WITH PLASTIC COVERING OR OTHER APPROVED DEVICE) ACCESS ROAD DAILY BETWEEN NOVEMBER 1 AND MARCH 31. 2. IN ANY SEASON, SEDIMENT LEACHING FROM STOCK PILES MUST BE PREVENTED. 3.SUBGORADELISHALL NOT BE PLACED WHILE EXCESSIVE Y WET, OR WHEN ICONDIN A RONS EXIST OZEN OR UTHAT DDY CMAY DIQIDHERWISE BEN, WHEN STABILIZED C❑NSTRUCTI❑N ENTRANCE DETRIMENTAL TO PROPER GRADING OR PROPOSED SODDING OR SEEDING. 4. PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE TOPSOILED SHALL BE MAINTAINED N.T.S. ACCORDING TO THE APPROVED PLANS. STABILIZED CONSTRUCTION ENTRANCE 1. 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 BE 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 OR THROUGH A PROJECT/ OWNER/ LOCATION: �PEL ��LYDE sT9 ER❑SI❑N CONTROL PLAN i C FRANK & TERESA CONVERTIN❑ 253 E. MOUNTAIN VIEW DRIVE o J, PARCEL 12220-54-00113 13 MASON COUNTY WASHINGTON ENGINEER, C ENVIROTECH ENGINEERING 43045 �• PO BOX 984 �+�f FG1 Tf., \�� BELFAIR, WASHINGTON 98528 360-275-9374 DETAILS AND NOTES I f 1235 EAST 4AVE ✓ SUITE lot01 OLYMPIA,WA 98506 (360)754-9339 FAX(360)352.2044 MC SQUARED E-mail:eng@mc2-inc.com I N C O R P O R A T E D January 29, 2014 Lexar Homes 1213 Long Road Centralia, WA 98531 Attn: Jared Baehmer R1 : Opening in Crawl Space, Convertino Residence, Allyn Washington, M C Squared Incorporated project number 13432 Dear Jared, At the 26' opening in the crawlspace pony wall, a 6-3/4"x2l"Glu-Lam beam is sufficient to support the floor above. The Glu-Lam beam is supported at one end by the concrete stem wall and at the other end by a pressure treated #1 Hem-Fir 6x6 post on a 24"diameter concrete footing. The pressure treated#1 IIern-Fir 6x6 post will need to be replaced with a#1 Hem-Fir 6x8 with a Simpson CCQ7x6 at the top and Simpson CB68 at the bottom. The 24"diameter footing will need to be removed and replaced with a 36" square by 12" thick concrete footing with (3) #5 rebars each way, or a 42"diameter by 12"thick concrete footing with(3)#5 rebars each way. Please see attached detail. Supporting calculations have been attached with this letter. If you have any questions,please contact me at (360) 754-9339. Sincerely, MC Squared, Inc. oshua'I h+tergeis, E.I.T. Engineer in Training „', 'f o W sy% fib q L� Reviewed by q r .¢ (V 4 2086 rr Mike Szramck. PL:, , �� �1�09- � 1241t'f' Engineer S'FRUGR.RAL• FouND.-Vrroi\ • CIVIL ENGINFERS 1 MC SQUARED, INC. Job: OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 Sheet: _Page_,____...__uf' 6.1-W LAM �M ; p 14 2 4 141z Is F= 4- IG Ps;' = 3_Sc f"-F 1 118'30� LASE 36' SQ F_ 6y 12" THTCK- -42-" 9' L>y /Z.. TF+ sGK GONG. FT G W/ (3) At a 'S F7W OW E e-T;L 0A'S ; u•sE sx�/-l(Pswv cp"&z CN .BcT 7-0/41 T 1235 EAST 4TH AVE i Project Title: SLUE,oi I Project ID: OLYAPMWA906 Engineer: Project Descr:s6075439;MC SQUARED 3�352 2M4 I v t Q A r 41 A A 1 G 11 N I-KOF U11AL l NOINFIMl'S1yN •!9�11.i:h<.u;1>i ;' -..._.._ ._-.__....... PrWed:28 M 2014.8:21AM File=mTNGINE-1ENERCA-1.OtLExAR - EC6Multiple Simple Beam ENERCALC INC 1983 2013,Build:6.13.8.31,Ver: C3.8 31 KW-06006122 Licensee:IVIC SQUARED,INC. Description Wood Beam Design : New Beam Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size: 6.75x21,GLIB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32,210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.350, L=0.560 k/ft,Trib=1.0 ft Design Sunlmary Max fb/Fb Ratio = 0.861; 1 0(0.350)uos6ol fb:Actual: 1,859.89 psi at 13.000 ft in Span#1 _ _____ __. • Fb:Allowable: 2,161.08 psi Load Comb: +D+L+H ----_-- Max fv/FvRatio= 0.409: 1 26.0 ft, 6.75x21 fv:Actual: 108.49 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi _ Load Comb: +D+L+H Max Deflections Max Reactions tkj [0 L Lf V., E H Downward L+Lr+S 0.617 in Downward Total 1.003 in Left Support 4.55 7.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.55 7.28 Live Load Defl Ratio 505 >360 Total Defl Ratio 311 >180 ix.jr}ASr'4111Av'k` Project Title: 1 i Wrru tot C► s/ En ineer Project ID: otY34 Y1A,NA 98it>8 3W n4'93,,W I Project Descr: MC SQUARED ssI 2w, INC 09 P IIR AT Q A KOVIt!NAI •POUNIMTN}M 0"LooCAJk-FSAS NAted:28JAN2014,8:39AM Wood Column Fie=m1ENGINE-11ENERCA-1�Ver:613,8'31 ENERCALC,INC.1983-2013,Build:6.13I,II Description: New Post @ Glu-Lam Beam Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used :IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 It Wood Member Type Sawn (bsed for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.1 p 7.50 in Cf or Cv for Bending 1.0 Fb-Tension 975.0 psi Fv 140.0 psi Area 41.250 i02 Cf or Cv for Compression 1.0 Ix 193.359 inA4 Cf or Cv for Tension 1.0 Fb-Compr 975.0 psi FI 650.0 psi ly 103.984 in14 Cm:Wet Use Factor 1.0 Fc-Prll 850.0 psi Density 27.70 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 15.3-2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No(1 -0-0 Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 It,K=1.0 Applied Loads _ _Service loads entered.Load Factors will be applied for calculations. Column self weight included:63.479 Ibs•Dead Load Factor AXIAL LOADS. .. Axial Load at 8.0 ft,Xecc=1.20 in, D=4,550,L=7.250 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8620:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+Myy, NDS Eq.3.9-3 Top along X-X 0.1475 k Bottom along X-X 0.1475 k Location of max.above base 8.0 It Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 11.80 k for load combination:nla Applied Mx 0.0 k-ft Along X-X -0.06576 in at 4.671 ft above base Applied My -1,180 k-ft Fc:Allowable 581.50 psi for load combination:p+l Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03193:1 ? r=:r m �i 2rn tss_,an Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 8.0 ft Applied Design Shear 5.364 psi Allowable Shear 112.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +D+L+H 1.000 0.8620 PASS 8.0 ft 0.03193 PASS 8.0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only -0.057 0.057 k k 4.613 k L Only -0.091 0.091 k k 7.250 k D+L -0.148 0.148 k k 11.863 k 1235 LAST 4TH"E� Project Title: ► I SLIM,WA .- 1, Engineer. Project ID: PC# OLYA1 36o-335 2 Project Dew: MC SQUARED 0441 i N c O x r u M A r F.it �>•1%tY'II:MI.•ifAM1rMT10N•CIVIL f:NWNCI4N; _._._..__.___... P&ted:28 AN 2014,8 39A1d Wood Columnv Fle=m1ENQNE-11ENERCA-1.01LEXARC-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 I IISQUARED. Description: New Post @ Glu-Lam Beam Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0254 in 4.671 ft 0.000 in 0.000 it L Only -0.0404 in 4.671 ft 0.000 in 0.000 ft D+L -0,0658 in 4.671 ft 0.000 in 0.000 ft Sketches 21 COB o r 0 II t rn t;a8 I i Loads are total entered value.Arrows do not reflect absolute direction. v ---- PT #1 HF 6xg POST r' SIMPSON CB6. 63�V5 EA WAY FIRM UNDISTURBED NATIVE SOIL 3 G Save 0.CONCRETE FOOTING FOR WOOD COLUMN - - tN SCALE- I INC- - 30 FEET TABILIZED CONSTRUr''?ON ENTRANCE. 0 5 SEE DETAILS AND NOTES. -1 T �J t2 COMMENDED 50' INFILTRATION TRENCH PER MASON ,gyp COUNTY SMALL PARCEL STORMWATER PLAN PATIO PROPOSED DRIVEWAY a ao PROPOSED \ 4 HOUSE N W ZQ~ 7~ WHEEL WASH ALL TIRES DURING K'i CONSTRUCTION PRIOR TO LEAVING -\ SITE, IF NECESSARY, WHEEL WASH ON PERMANENT SEEDING 7 STABILIZED CONSTRUCTION ENTRANCE. REQUIRED WITHIN ALL f�Y DENUDED AREAS AFTERvt DISTURBANCE IS COMPLETE. 25' UNDISTURBED NATURAL VEGETATIVE BUFFER SEE NOTES FOR ALL TEMPORARY LOCATED DOWNSLOPE FROM CONSTRUCTION ACTIVITY AND PERMANENT EROSION CONTROL FOR TEMPORARY EROSION CONTROL. REQUIREMENTS. ?� , �T ROPERTY LINE J TENCHING SHALL NOT BE LEFT OPEN FOR MORE THAN 3 DAYS DURING WET SEASON. PROJECT/ OWNER/ LOCATION, CLYDF S EROSION CONTROL PLAN NNAS11/1 T-I- ANK 6 TERESA CONVERTING w 253 E. MOUNTAIN VIEW DRIVE -PARCEL 12220-54-00113 Z (� MASON COUNTY WASHINGTON ENGINEER- a ENVIROTECH ENGINEERING 43045 PO BOX 984 BELFAIR, WASHINGTON 98528 360-275-9374 SITE PLAN PERMANENT EROSION CONTROL NOTES, ENERAL NOTES SEEDING FOR RAW SLOPES SHOULD THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON HESE PLANS PROVE TO BE INADEQUATE DURING CONSTRUCTION, THE CONTRACTOR 1. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL HALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL FACILITIES. MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE SWALES, LEVEL SPREADERS AND SEDIMENT BASINS. NSPECTED DAILY AND IMMEDIATELY MAINTAINED, IF NECESSARY. 2. THE SEED BED SHALL BE FIRM WITH FAIRLY FINE SURFACE, ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE LEFT IN FOLLOWING SURFACE ROUGHENING, PERFORM ALL OPERATIONS ACCROS LACE UNTIL THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED. OR PERPENDICULAR TO THE SLOPE. 3• SEEDING RECOMMENDATIONS, AS SHOWN BELOW, AND SHOULD BE EMPORARY EROSION CONTROL NOTESi APPLIED AT THE RATE OF 120 POUNDS PER ACRE. 4. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL OR ALL AREAS WHICH HAVE BEEN STRIPPED OF VEGETATION OR EXPERIENCED LAND REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO ISTURBING ACTIVITIES, AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A FOSTER AND PROTECT THE ROOT STRUCTURE. ERIOD EXCEEDING THE LISTED CRITERIA BELOW, ALL DISTURBED AREAS MUST BE 5, SEED BEDS PLANTED BETWEEN NOVEMBER 1 AND APRIL 30, MMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING OR OTHER APPROVED ARMORING OF THE SEED BED WILL BE NECESSARY, (e,9., ROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR. GRASS SEEDING GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). LONE WILL ONLY BE ACCEPTABLE DURING THE MONTHS OF APRIL THROUGH 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' EPTEMBER, HOWEVER, SEEDING MAY PROCEED WHENEVER IT IS IN THE INTEREST OF RECOMMENDATIONS. AMOUNTS SHOULD BE MINIMIZED, ESPECIALLY HE OWNER/CONTRACTOR, BUT MUST ALSO BE AUGMENTED WITH MULCHING, NETTING ADJACENT TO WATER BODIES AND WETLANDS. F ❑THFP APPROVED TREATMENT, USE THE FOLLOWING RECOMMENDED SEED MIXTURE FOR EROSION R( .>LASON (MAY 1 THRU SEPTEMBER 30 -- THE CLEARING OF LAND, INCLUDING THE CONTROL, OR A COUNTY APPROVED ALTERNATE SEED MIXTURE. EMOVAL OF EXISTING VEGETATION OR OTHER GROUND COVER, MUST BE LIMITED TO NLY AS MUCH LAND AS CAN RECEIVE APPROPRIATE PROTECTIVE COVER OR BE PROPORTIONS PURITY GERMINATIO THERWISE STABILIZED, AFTER HAVING BEEN CLEARED OR OTHERWISE DISTURBED NAME BY WEIGHT(%) (X) (%) Y NO LATER THAN SEPTEMBER 30 OF A GIVEN YEAR. UNLESS IMMEDIATE TABILIZATION IS SPECIFIED IN THE EROSION AND SEDIMENT CONTROL PLAN, ALL REDTOP (AGROSTIS ALBA) 10 92 90 REAS CLEARED OR OTHERWISE DISTURBED MUST BE APPROPRIATELY STABILIZED ANNUAL RYE (LOLIUM MULTIFLORUM) 40 98 90 HROUGH THE USE OF MULCHING, NETTING, PLASTIC SHEETING, EROSION BLANKETS, CHEWING FESUE 40 97 80 REE DRAINING MATERIAL, ETC., BY SEPTEMBER 30 OR SOONER PER THE APPROVED (FESTUCA RUBRA COMMUTATA) LAN OF ACTION. UNLESS ❑THERWISE APPROVED BY THE COUNTY, SEEDING, (JAMESTOWN, BANNER, SHADOW, KOKET) ERTILIZING AND MULCHING OF CLEARED OR OTHERWISE DISTURBED AREAS SHALL BE WHITE DUTCH CLOVER 10 96 90 ERFORMED DURING THE FOLLOWING PERIODS- MARCH 1 TO MAY 15, AND AUGUST 15 TO (TRIFOLIUM REPENS) CTOBER 1. SEEDING AFTER OCTOBER 1 WILL BE DONE WHEN PHYSICAL COMPLETION F THE PROJECT IS IMMINENT AND THE ENVIROMENTAL CONDITIONS ARE CONDUCIVE MULCHING ❑ SATISFACTORY GROWTH. IN THE EVENT THAT PERANENT STABILIZATION IS NOT OSSIBLE, AN ALTERNATIVE METHOD OF GROUND COVER, SUCH AS MULCHING, NETTING, 1, MATERIALS USED FOR MULCHING ARE RECOMMENDED TO BE WOOD LASTIC SHEETING, EROSION BLANKETS, ETC., MUST BE INSTALLED BY NO LATER THAN FIBER CELLULOSE, AND SHOULD BE APPLIED AT A RATE OF 1000 FPTEMBER 30. POUNDS PER ACRE. 2. MULCH SHOULD BE APPLIED IN ALL AREAS WITH EXPOSED SLOPES I EVENT THAT CONSTRUCTION ACTIVITIES OR OTHER SITE DEVELOPMENT GREATER THAN 24 (HORIZONTAL,VERTICAL)• TIES ARE DISCONTINUED FOR AT LEAST 4 CONSECUTIVE DAYS, THE 3. MULCHING SHOULD BE USED IMMEDIATELY AFTER SEEDING OR IN WNER/CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSPECTION OF ALL EROSION AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON, ALL ND SEDIMENT CONTROL FACILITIES IMMEDIATELY AFTER STORM EVENTS, AND AT AREAS REQUIRING MULCH SHALL BE COVERED BY NOVEMBER 1. EAST ONCE EVERY WEEK. THE OWNER/ CONTRACTOR SHALL BE RESPONSIBLE FOR HE MAINTENANCE AND REPAIR OF ALL EROSION AN SEDIMENT CONTROL FACILITIES. ET SEASON (OCTOBER 1 THRU APRIL 30) -- ON SITES WHERE UNINTERUPTED PROVIDE FULL WIDTH ONSTRUCTION ACTIVITY IS IN PROGRESS, THE CLEARING OF LAND, INCLUDING THE F INGRESS/EGRESS EMOVAL OF EXISTING VEGETATION AND OTHER GROUND COVER, SHALL BE LIMITED 3/4 IN TO 1 1/�JI 0 AS MUCH LAND AREA AS CAN BE COVERED OR STABILIZED WITHIN 24 HOURS IN NiO FT HE EVENT A MAJOR STORM IS PREDICTED AND/ OR EROSION AND SEDIMENT CRUSHED GRAVEL RANSPORT OFF-SITE IS OBSERVED. PLACED AT 6 IN LL CLEARED OR DISTURBED AREAS SHALL RECEIVE APPROPRIATE PROTECTIVE MINIMUM DEPTH OVER OR BE OTHERWISE STABILIZED, SUCH AS MULCHING, NETTING, PLASTIC WELL-DRAINED HEETING, EROSION BLANKETS, FREE DRAINING MATERIAL, ETC., WITHIN 5 DAYS AFTER AVING BEEN CLEARED OR OTHERWISE DISTURBED IF NOT BEING ACTIVELY WORKED. SOILS ILT FENCING, SEDIMENT TRAPS, SEDIMENT PONDS, ETC., WILL NOT BE VIEWED AS -0,02 IN/MIN FULL LENGTH DEQUATE COVER IN AND OF THEMSELVES. IN THE EVENT THAT ANY LAND AREA NOT EING ACTIVELY WORKED REMAINS UNPROTECTED OR HAS NOT BEEN APPROPRIATELY ::[aHR!ZED 5 DAYS AFTER HAVING BEEN CLEARED, ALL CONSTRUCTION ACTIVITY ON R=25 FT MIN i HL ..,I L, 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. STOCKPILE MANAGEMENT GL 1. STOCKPILE SHALL BE STABILIZED (WITH PLASTIC COVERING OR OTHER APPROVED DEVICE) ACCESS ROAD DAILY BETWEEN NOVEMBER I AND MARCH 31. 2. IN ANY SEASON, SEDIMENT LEACHING FROM STOCK PILES MUST BE PREVENTED. SUBGRRADEILIS SMALL ESSSIVOT EL WET, DR WHEN CONDITIOED WHILE IN A NS EXIST N OR MUDDY HAT MAYYIOTHE WHEN THE RWISE BE STABILIZED C❑NSTRUCTI❑N ENTRANCE DETRIMENTAL TO PROPER GRADING OR PROPOSED SODDING OR SEEDING. 4. PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE TOPSOILED SHALL BE MAINTAINED N.T.S. ACCORDING TO THE APPROVED PLANS. STABILIZED CONSTRUCTION ENTRANCE 1. 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. 13, ADDITIONAL ROCK SHALL BE ADDED PERIODICALLY TO MAINTAIN PROPER FUNCTION OF THE PAD. r 'HE PAD DOES NOT ADEQUATELY REMOVE THE MUD FROM THE VEHICLE WHEELS, THE WHEELS SHALL BE HOSED OFF BEFORE HICLE ENTERS A PAVED STREET. THE WASHING SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK AND WASH WAILER SHALL DRAIN TO A SEDIMENT RETENTION FACILITY OR THROUGH A PROJECT/ OWNER/ LOCATION C LY D e sT EROSI❑N CONTROL PLAN �� or�ti'A•s/ 9T FRANK 6 TERESA CONVERTINO 253 E. MOUNTAIN VIEW DRIVE 14 -PARCEL 12220-54-00113 MASON COUNTY WA HING ON 9I �� ENGINEER- ENVIR13TECH ENGINEERING 43045 �4L, PO BOX 984 BELFAIR, WASHINGTON 98528 fsS/�V4LFyVti 360-275-9374 DETAILS AND NOTES Mason County Review Checklist For a Geological Assessment Instructions: This checklist is intended to assist Staff in the review of a Geological Assessment. The Assessment is reviewed for completeness with respect to the Resource Ordinance. If an item is found to be not applicable, the report should explain the basis for the conclusion. The Assessment is also reviewed for clarity and consistency. If the drawings, discussion, or recommendations are not understandable, they should be clarified. If they do not appear internally consistent or consistent with the application or observations on site, this needs to be corrected or explained. If resolution is not achieved with the author, staff should refer the case to the Planning Manager or Director. Applicant's Name: Permit#: ✓-'" / ` �C5 Parcel#'s: LLt Date(s) of the Document(s) reviewed: I 1. A discussion of geologic conditions in the general vicinity of the proposed development, with geologic unit designation based on referenced maps. OK? _Comment: 2. (a) A discussion of the ground water conditions at the site, OK?_V Comment: (b) A discussion of the estimated depth to water OK? L Comment: (c) A discussi n of the quantity of surface seepage OK? Comment: (d) A discussion of the upslope geomorphology OK? Comment: (e) A discussi n of location of upland waterbodies and wetlands. OK? Comment: 3. The approxi ate depth to hard or dense competent soil, e.g. glacial till or outwash sand. OK? Comment: 4. A discussion of any geomorphic expression of past slope instability (presence of hummocky ground or ground cracks, terraced topography indicative of landslide block movement, bowed or arched trees indicating downslope move ent, etc.). OK? Comment: l/l 5. A discussion of th history of landslide activity in the vicinity, as available in the referenced maps and records. OK? Comment: C 6. An opinion on whether the proposed development is within the landslide hazard area or its associated buffer or setback and the otential for landslide activity at the site in light of the proposed development. OK? Comment: fU 7. A recommendation by the preparer whether a Geotechnical Report should be required to further evaluate site conditions and th proposed development of the subject property. OK? Comment: Page 1 of 2 Form Effective June 2008 8. If the presence of a hazard is determined within 300 feet of the proposed development, then the following are delineated on a geologic map/site map: (a) the area of the proposed development, OK? Comment: r W� (b) the boundaries of the landslide hazard area (top, both sides, and toe), OK? Comment: (c) the associated buffers (top, both sides, and toe) OK? Comment: (d) building or other setbacks(top, both sides, and toe). OK? Comment: 9. 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 OK?��Comment: Are the Documents signe and stamped? By whom? A License#: 0- License type: FIRST REVIEW If not approved, what is the next action/recommendation for further action? Reviewed by on . Time spent in review: SECOND REVIEW/UPDATE Reviewed by on . Time spent in second review: ..._....---------- THIRD REVIEW/ UPDATE Reviewed by on . Time spent in third review: Disclaimer: Mason County does not certify the quality of the work done in this Geological Assessment Page 2 of 2 Form Effective June 2008 (-�e6 2-613 - nc�° I RECEIVED � 4,j APR 032013 426 W. CEDAR ST. Mason County Department of Com unity Development Submittal Checklist For a Geological Assessment Instructions: This checklist must be submitted with a Geological Assessment and completed,signed, and stamped by the licensed professional(s)who prepared the Geological Assessment for review by Mason County pursuant to the Mason County Resource Ordinance. If an item found to be not applicable,the report should explain the basis for the conclusion. Applicant/Owner rY-b.,,k & T&T511 GO Parcel# Site Address 2,53 6 A amok rh Lea D Ve . Aw (1) A discussion of geologic conditions in the general.vicinity of the proposed development, with geologic unit designation based on referenced maps. Located on page(s) (2) (a)A discussion of the ground water conditions at the site, Located on page(s) '7 (b) A discussion of the estimated depth to water Located on pages) 7 (c) A discussion of the quantity of surface seepage Located on page(s) '7 (d) A discussion of the upslope geomorphology Located on page(s) 3 (e) A discussion of location of upland waterbodies and wetlands. Located on page(s) 3 (3) The approximate depth to hard or dense competent soil, e.g. glacial till or outwash sand. Located on page(s) in ;4) A discussion of any geomorphic expression of past slope instability(presence of hummocky ground or ground cracks,terraced topography indicative of landslide block movement, bowed or arched trees indicating downslope movement, etc.). Located on page(s) 4- (5) A discussion of the history of landslide activity in the vicinity, as available in the referenced maps and records. Located on page(s) 9 (6) An opinion on whether the proposed development is within the landslide hazard area or its associated buffer or setback and the potential for landslide activity at the site in light of the proposed development. Located on page(s) 19 (7) A recommendation by the preparer whether a Geotechnical Report should be required to further evaluate site conditions and the proposed development of the subject property. Page 1 of 2 Form Effective June 2008 Located on page(s) /3 I (8) If the presence of a hazard is determined within 300 feet of the proposed development, then the following are delineated on a geologic map/site map: (a) the area of the proposevelopment, Located on Map(s) 41 (b) the boundaries of the land ide hazard area (top, both sides, and toe), Located on Map(s) &(i (c) the associated buffers (toiR, both sides, and toe) Located on Map(s)�A1 (d) building or other setbacksAtop, both sides, and toe). Located on Maps) Al (9) A site map drawn to scale showing the property boundaries, scale, north arrow, and the location and nature of existi g and propo ed development on the site. Located on Map(s) —! ' I, IC M-., Gl yoL `te n hereby certify under penalty of perjury that fam 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 Geological Assessment, dated �- ZOf 3 , and entitled C>Otl Ve4o► o �i nyiCe / ►►n1 Y meets all the requirements of the Mas n County Res urce Ordinance, Landslid Hazard 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. (Signature and Stamp) 4-/1113 �Q 3045 `�sslOIVAL R�V Disclaimer: Mason County does not certify the quality of the work done in this Geological Assessment. Page 2 of 2 Form Effective June 2008