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HomeMy WebLinkAboutBLD2023-00834 Cancelled MFG Home - BLD Inspections - 11/14/2024 Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 [� Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov G� ._TA F 3-00834 MANUFACTURED HOME ESCRIPTION: MFG HOME ISSUED: 10/12/2023 ESS: 81 NE MARINE VIEW DR BELFAIR EXPIRES: 04/09/2024 PARCEL: 322245202904 APPLICANT: DENNIS DALE OWNER: DENNIS DALE 4425 HARBOR COUNTY DR APT K71 4425 HARBOR COUNTY DR APT K71 GIG HARBOR,WA 98335 GIG HARBOR,WA 98335 1.360.710.2943 FEES: Paid Due Building Plan Review/Change of $130.00 $0.00 Use-Onsite Sewage Planning Review Fee $240.00 $0.00 State Fee-Residential $6.50 $0.00 Technology Surcharge $11.00 $0.00 Modular/Manufactured Home $275.00 $0.00 Fee-2nd half collected at ready to issue Modular/Manufactured Home $275.00 $0.00 Fee- 1 st half collected at submittal Totals : $937.50 $0.00 REQUIRED INSPECTIONS Setback Inspection Connection has been verified by Health or Utilities Footing Inspection BLD-Final Inspection Set-Up Inspection CONDITIONS Printed by:Cassidy Perkins on:10/12/2023 01:50 PM Page 1 of 5 Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov MANUFACTURED HOME BLD2023-00834 * CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting additional inspections. * REQUIRED INSPECTIONS (Footing Inspection-prior to pour(set-up manual must be on-site), Set-up Inspection-prior to skirting, Final Inspection-prior to occupancy). I hereby assume all responsibility for the scheduling of my required inspections. If the required inspections are not requested, inspected and signed off(approved) by the inspector in the prescribed order, I understand that reinspection fees and an hourly investigation fee pursuant to the current fees adopted by the Mason County Building Dept., and will be assessed in addition to my original permit fees to resolve any questionable practices or problems that have been discovered. Until resolution of any/all problems no occupancy(Final Inspection)will be granted for the residence. OWNER/CONTRACTOR(indicate which) * Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. * This permit is for the placement and installation of the manufactured home only and does not imply approval or review for any other items indicated on the plot plan. * If you are installing a manufacturing home and no longer have the installation manual for the home, you must use the instructions of the American National Standards Institute(NCSBCS/ANSI A225.1). * By definition, propane tanks and heatpumps are structures, which must meet setback conditions. Please check your "Approved Site Plan"to ensure these structures meet the setback conditions listed. * All property lines shall be clearly identified at the time of foundation inspection. * When parcel development requires direct access to county road(s), a Road Access Permit or Approval must be granted by the Mason County Department of Public Works. For any construction which is proposed to be located within 25'of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. For more information contact Public Works, at(360)427-9670, ext.450 or 100 W Public Works Dr. Shelton. The building permit will not be finaled until the permit holder can show proof that the access permit from Public Works has been finaled and approved. * Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance contact the Mason County Public Works Department prior to construction at Ext 450 * All surface water and potential runoff must be controlled on site and shall not adversely affect any adjacent properties nor increase the velocity flow entering or abutting to any state or county culverting/ditching system or road way. * Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. * The stamped approved site plan is required to be on-site for inspection purposes. If an inspection is requested and the approved site plan is not on site, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. Printed by:Cassidy Perkins on:10/12/2023 01:50 PM Page 2 of 5 A AM— Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov MANUFACTURED HOME BLD2023-00834 * Concrete used for basement walls,foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other vertical concrete work exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2). * All building permits shall have a final inspection performed and approved by Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. * The installation permit shall be displayed in clear view of the site access road. The approved site plan and other applicable instructions, including installation instructions, shall be available in this location OR placed in the location specified by WAC 296-150M. Support configuration shall be clearly marked in the installation instructions. * Any retailer, manufacturer or contractor who installs a manufactured home warrants that the manufactured home is installed in accordance with the State Installation code, chapter 296-150M WAC. All installers hired to do installation work shall be certified manufactured home installers and shall be present to supervise the installation of all on-site work. An Installer Tag shall be posted on site giving the certification number and signature of the certified installer responsible for each major part of the installation. RCW43-63B.090 An approved Installer cerification tag shall be placed on the end of the manufactured home directly above or below the HUD certification tag or temporarily located in plain site within three feet of the home's front entry. There shall be one certification tag for each certified installer accounting for the work that each installer performed or installed. Certification number and signature of the certified installer responsible for each major part of the installation.WAC365-210 * All changes to "approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction. * The foundation/footing must be placed on undisturbed, firm-native soil. Proper frost depth shall be observed below grade in undisturbed soils. * Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28 and 14.17. * Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners, connectors, and flashing. Install metal connectors approved for contact with the new types of pressure treated material. * All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may grant a one time extention of 180 days, upon the receipt of a written extension request prior to permit expiration. Letter must indicating that circumstances beyond the control of the permit holder preventing action from being taken. No more than one extension may be granted. * A Mason County Stormwater Management Worksheet was completed and signed as part of this building permit application. Design, sizing, placement, inspection and maintenance of stormwater management systems shall be the responsibility of the owner/agent of the developed parcel. It is the owner/agent/contractor's responsibility to ensure that Mason County Department of Public Works has approved the stormwater site plan for this parcel prior to the commencement of any development activities. *NOTE if Stormwater Management option "A"was selected on the Small Parcel Stormwater Management Application/Worksheet the document entitled "Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan"constitutes an approved plan based on the criteria listed on the application/worksheet. If the development has, or will have, a septic/drainfield system you are responsible for contacting Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this, or any other, parcel. You may also wish to consult with the septic design professional involved with the project. By calling for a final inspection of the building permit the owner/agent/contractor is acknowledging that all components of the stormwater management system have been installed as approved on the stormwater site plan. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. Printed by:Cassidy Perkins on:10/12/2023 01:50 PM Page 3 of 6 Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov MANUFACTURED HOME BLD2023-00834 * The plan review check list and corrections are part of the approved plans and must remain attached. It is the responsibility of the applicant, owner or contractor to make the required corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or removal of approved documents will result in failure of required building inspections. * All RED stamped approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site,then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections being performed or approvals granted. * Retaining walls needed to support a surcharge such as structures, roads,or to support slopes, shall require a separate building permit and approval prior to construction of the retaining wall. * All construction must meet or exceed all local and state ordinances in addition to the International Codes requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revocation. * When parcel development requires direct access to state road(s), a Road Access Permit or Approval must be granted and approved by the Washington State Department of Transportation. For more information contact Washington State Department of Transportation, at(206)357-2620, ext. 630. * OWNER/BUILDER acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative, or contractor. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained permission from all the necessary parties, including any easement holder or parties of interest regarding this project.The owner or authorized agent represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection.This permit/application becomes null& void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. * footing drains required per geo-study * The approval of this project is subject to the recommendations and specifications outlined in the attached geotechnical report or assessment. All applicable recommendations and specifications shall be applied to the development on this site. Any deviation requires stamped written approval from the registered design professional responsible for the report/assessment, and may require special inspection by same. Structures and/or land modifications (grading, cuts, fills, etc.)required in the geotechnical report/assessment, may require a separate permit. The geotechnical report/assessment shall remain attached to the approved building plans. * Proper erosion and sediment control practices must be used on the construction site and adjacent areas to prevent upland sediments from entering the aquatic environment. Erosion control measures must be in place prior to any clearing, grading, or construction. These control measures must be effective to prevent soil from being carried into surface water by stormwater runoff. Any discharge of sediment-laden runoff or other pollutants to waters of the state is in violation of state regulations.Any work in or adjacent to waterways that will adversely affect water quality must receive specific prior authorization from the Department of Ecology.Silt fencing, straw matting, etc. must be installed and maintained until seeding or upland vegetation has become established around all areas disturbed or newly created by construction activities. * Applicant/Owner assumes all responsibility if On-site Sewage Components are encumbered. A.) Drainfield/Reserve requires a 1Oft setback from all footing/foundations. B.)Septic tank(s) requires 5ft setback from all footing/foundations. C.) No foundation/Perimeter Drains within 30ft, down gradient of Drainfield/Reserve area. D.) No Cut Bank(s) (greater than 5ft and over 45 degrees)within 50ft, down gradient of Drainfield/Reserve area. Printed by:Cassidy Perkins on:10/12/2023 01.50 PM Page 4 of 5 Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov MANUFACTURED HOME BLD2023-00834 * In locations where structure is closer than 10 feet to the toe of the slope, mitigation shall be provided with the implementation of a catchment to collect the shallow failure and erosion debris.To serve as this mitigation, it is recommended per the Geotech to install a WSDOT Standard Plan Chain Link Fence Type 3 or 4, to serve as a catchment for minor debris falling from the cut itself or from the slope above to protect the home from damage within portions of the development that are closer than the recommended 10-foot setback. The chain link fence should be located directly at the toe of the existing excavation cut. * PLANNING SETBACKS Front, Rear, and Side: 10' *Subject to EH Setbacks Measured from furthest projection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of Laws and Ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state/local law regulating construction or the performance of construction. Issued By: VZE4=) Contractor or Authorized Agent: Date: Printed by:Cassidy Perkins on:10/12/2023 01:50 PM Page 5 of 5 r e 615 W.Alder St.Bldg 8,SHELTON,WA 98584 MASON COUNTY SHELTON:360-427-9670,EXT 352 COMMUNITY SERVICES BELFAIR:360-275-4467,EXT 352 Building.Pla—mg.E—iro—tal H_Ilh Community Health ELMA:360-482-5269,EXT 352 www.co.mason.wa.us INSPECTION CARD AND CERTIFICATE OF OCCUPANCY" To schedule an inspection call or visit http://www.co.mason.wa.us/community-services/bid-inspection.php Permit Number BLD2023-00834 Date Issued 10/12/2023 Issued By (� Project MFG HOME Site Address 81 NE MARINE VIEW DR Applicant DENNIS DALE Contractor Contractor Phone Primary Code UPC IBC,IRC,IFC,IEC,IMC,& Type Permit Type MANUFACTURED HOME Occupancy -APPROVED PLANS MUST BE ONSITE FOR ALL INSPECTIONS. -DO NOT PROCEED BEYOND EACH STAGE OR COVER WORK UNTIL APPROVAL IS GRANTED. -THIS CARD MUST BE POSTED IN A CONSPICUOUS LOCATION,FRONT OF THE PREMISES IS BEST FOR MAKING ENTRY. -ALL PERMITS EXPIRE 180 DAYS AFTER THE PERMIT IS ISSUED OR 180 DAYS AFTER DATE OF LAST INSPECTION. -OWNER/AGENT IS RESPONSIBLE FOR REQUESTING ALL INSPECTIONS THROUGH FINAL INSPECTION. **THIS STRUCTURE MAY NOT BE USED OR OCCUPIED UNTIL ALL APPROVALS ARE GRANTED.— PRIOR TO CALLING FOR FINAL INSPECTION,ALL CONDITIONS OF THE PERMIT MUST BE MET Public Works Access/Driveway Other Health Septic Well Deptartment Planning Site Inspection Department Fire Marshall Fire Apparatus Access Fire Sprinkler Auto Fire Alarm Hood and Duct Other Final Building Building Official: Community Services Designee Department Concrete Setbacks Slab Footing Perimeter Point load Footing Footing Interior Footing Decks/Porches Foundation Stem Walls Other Rough-In Groundwork Plumbing Framing Groundwork Mechanical Plumbing Groundwork Gas Pipe Mechanical Gas Piping Shear Wall Nailing Underfloor Other Insulation Slab Ceiling Floor Vaulted Ceiling Walls Vapor Barrier Other Wallboard Interior Wall Brace Panels Fire Walls Nailing Other Final Building Manufactured Setbacks 4�'d Setup Home 1 -.?1-J3 et p �(•is eta _D Concrete Foot/Runners ,� Final Other E IS- FAIL, -1l4-;13 �i MASON COUNTY 360-427-9670 Shelton ext.352 360-275-4467 Belfair ext.352 410 COMMUNITY DEVELOPMENT 360-482-5269 Elma ext.352 Building,Planning,Fire Marshal 615 W.Alder St. Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: _9(,020Z)3- on83�j ADDRESS/LOCATION: 81 AX MARINA l,1EW P->K FINDINGS: S 4L E m i n i M un sc-f kc k P�tw 42 -��o—1 St-0),r— +c,k. H, p t,Rr 1 2XS Ai AA, 17LoKoA)&Ml;Sotyc-og vrYijA.Goy Items listed above must be corrected to gain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. ❑ Call for re-inspection when corrections are made before proceeding with any further work. Make corrections, items will be checkedon the next inspection. OK to Ens I�n7e x JL 4,o n Date: I I-IS D3 ❑ Please contact our office regarding possible Department: II11D structural damage incurred by recent Inspector: DED "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 MASON COUNTY 360-427-9670 Shelton ext.352 o 360-275-4467 Belfair ext.352 COMMUNITY DEVELOPMENT 360-482-5269 Elma ext.352 Building,Planning,Fire Marshal 615 W.Alder St. Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTIOWINSPECTION REPORT PERMIT/CASE NUMBER: ,B(,52023 - 009,39 ADDRESS/LOCATION: I N6 ,&1r4C)AIC 060 FINDINGS: th a% /�4�l�i /CIO M w Items listed above must be corrected to gain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. ❑ Make corrections, items will be checked on the next inspection. ❑ OK to Date: E] Please contact our office regarding possible Department: 1-7-11CF) structural damage incurred by recent Inspector: %0 "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 Mud Bay Geotechnical Services, LLC 1001 Cooper Point Road SW,STE 140 PMB 108 1 Olympia,WA 98S02 1360.481.9784 1 CHeathman@MudBayGeotech.com September 26, 2023 Job: 2359-MAS Page 1 Subject: Site Development— Geotechnical Report 81 NE Marine View Dr, Belfair, WA 98528 Parcel #322245202904 Dear Dale Dennis, Per your request, Mud Bay Geotechnical Services, LLC is providing a geological assessment and geotechnical report for the proposed site development located at Parcel #322245202904. The scope for this project was to perform a site reconnaissance and review of the parcel to prepare a geotechnical report meeting the requirements of the Mason County Critical Area Ordinance for development within a geologically hazardous area and its associated buffers and setbacks. This is a revised report for this project and supersedes all previous versions. Per Mason County Code Section 8.52.140(A)(v) and (vi), slopes greater than fifteen percent with a geologic contact with relatively permeable sediment overlying a relatively impermeable sediment, and any area with a slope of forty percent or steeper, with a vertical relief of ten or more feet is classified as a Geologically Hazardous Area. During our site investigation, it was concluded that the parcel falls within three hundred feet of slopes greater than forty percent with a vertical relief of ten or more feet when measured from the top of slope to the toe of slope. As such, the above-mentioned subject parcel is considered within a Geologically Hazardous Area. SITE LOCATION AND PROJECT DESCRIPTION Parcel #322245202904 consists of approximately 0.21 acres within the Shorehill Estates community located in Belfair, Washington. The site is positioned roughly 450 feet north of Hood Canal and is accessed via NE Marine View Dr, positioned directly east of the property. The site location and approximate parcel boundaries are identified on the attached Figure 1, Site Map. 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 2 The subject property is positioned within an area of moderate to steeply south-southeast dipping topography. The parcel is located within the lower mid-slope of a northeast/southwest oriented marine bluff along Hood Canal. The subject parcel and the surrounding vicinity consist of a series of flattened development pads, terraced into the hillside to allow for residential development within the Shorehill Estates community. The topography of the project site consists of a flat, cleared and graded development pad covering the majority of the center of the parcel. The upslope, north and west, margins of the flat pad feature a steep slope measuring 10 to 20 feet in height supported by a 3-foot-tall concrete retaining wall at its toe. During the site exploration on July 5, 2023, the retaining wall was noted to be in good condition, though erosion and soil overtopping have resulted in the deposition of sediment along the northern side of the development pad. Moderately steep slopes of roughly 6 to 10 feet exist along the southern and eastern sides of the property. The steep slopes on all sides of the existing development pad on-site have been created through anthropogenic cut/fill grading activities and are not reflective of the natural topography of the region. Each of the slopes surrounding the proposed development area was noted to consist of dense, native vegetation with no indications of ongoing slope movement. Presently, Parcel #322245202904 is equipped with water, power and an on-site septic system. Based on conversations with you, the property owner, it is our understanding that the scope of proposed work includes the placement of a new, manufactured home near the center of the existing development pad. We understand that the home will consist of a Skyline Model 1227CT manufactured home with the dimensions of 27 feet by 48 feet. SITE GEOLOGY AND SOILS As part of this project, available geologic data from the Washington State Department of Natural Resources (WA DNR) available at the 1:100,000 scale was reviewed, and a site-specific geologic map was prepared. The project vicinity geologic map is attached as Figure 2, WA DNR Geologic Map. Figure 2 indicates the project site is underlain by Pleistocene continental glacial drift(Qga). The glacial drift material mapped on-site is characterized by the DNR as well-sorted, sand and pebble layers with sporadic lenses of silt and clay intermixed throughout. The conditions observed on-site are generally consistent with the mapped geology for the region. Along with the site geology, soil data was also reviewed and is represented in Figure 4, USDA Soil Map. The soil for the parcel was mapped by the United States Department of Agriculture Natural Resources Conservation Service (USDA NRCS), as Unit Ek—Everett very gravelly sandy 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 3 loam, 15 to 30 percent slopes. The Everett soil series is described by the USDA NRCS as a somewhat excessively drained, very gravelly loamy sand to extremely cobbly coarse sand. This material has been derived from sandy and gravelly glacial outwash and has an estimated depth to water table of greater than 80 inches. The mapped soil deposits are consistent with the WA DNR Geologic Map and soil types observed on-site. It should be noted that the slope percentages displayed on the map are estimates made by the USDA NRCS and do not necessarily reflect true surface topography. SURFACE WATER AND DRAINAGE CONDITIONS The glacial deposits mapped at the project site consist of highly variable drainage characteristics. Some of the water falling on the surface of these deposits may pond in low lying areas or drain directly as surface runoff to water bodies where it becomes channelized into creeks, rivers, and lakes. The nature of these deposits allows for the surface water to create deeply incised channels with steep sided slopes. Some of the surface water also infiltrates into the ground and exits down gradient as seepage or other surface water bodies. The slopes surrounding the parcel are well vegetated, and the upkeep of natural and planted vegetation is encouraged so that the amount of surface runoff can be reduced to the greatest extent possible. Localized seepage is common within lenses of coarser grained sand and gravel contained in the native glacial deposits mapped at the site. Localized seepage typically occurs in areas where coarser soils such as sands and gravels are trapped within finer-grained silts and clays. No groundwater seepage was observed along the slope face or anywhere on-site during the site reconnaissance. Furthermore, no coarse stratum bound by impermeable sediment was noted within upslope/downslope slope cuts nor during our subsurface exploration of the site. Due to the topography, any water runoff likely flows south or southeast, downslope toward Hood Canal. SUBSURFACE EXPLORATION As part of the investigation, a site visit was performed on July 5, 2023, to observe the soil conditions on the parcel. Two (2) shallow hand-augured boring in conjunction with downhole dynamic cone penetrometer testing were completed specifically for the subject development. The approximate locations of these borings are shown in the attached Figure 4, Site Exploration Map. Each boring was completed using a Humboldt Manufacturing model H-4414QC hand auger with a 4- inch diameter bucket tube sampler. In situ testing was performed at selected depths using a Humboldt Manufacturing model H-4202A dynamic cone penetrometer to estimate the density of the soil. The dynamic cone penetrometer uses a 15-lbs steel mass falling from a height of 20- 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 4 inches onto an anvil to penetrate a 1.5-inch diameter 45-degree cone tip seated into the bottom of the hole. Upon excavating to the test depth, to be sure the cone is completely embedded, the cone point is seated 2-inches into the undisturbed bottom of the hole using the dynamic cone penetrometer. The cone point is further driven 1 3/4 inches using the ring weight hammer falling 20-inches. The blows for each interval are counted and recorded until one of the following occurs: • A total of 50 blows occurs in less than 1 3/4 inches of penetration in any increment. • The rod is advanced the complete test increment for a total of 3 3/4 inches (2-inch embedment, and 1 3/4 inch completed test increment). The soil samples were classified visually in the field in general accordance with ASTM D2488, The Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Once transported back to the office, the samples were re-examined, and the field classifications were modified accordingly. Summary logs of the borings are included in Appendix A. Note the soil descriptions and interfaces shown on the logs are interpretive, and actual changes may be gradual. Upon completion, the borings were backfilled to the original ground surface using excavated material from the spoil piles. SUBSURFACE AND GROUNDWATER CONDITIONS The first boring completed on July 5, 2023, designated BH-1-23, was completed to a final depth of 48 inches below ground surface elevation. BH-1-23 was performed within the proposed footprint of the home, near the northern side of the development area. The conditions encountered within BH-1-23 were as follows: 0-4 inches: Crushed gravel(FILL) 4-12 inches: Tan, dry, silty sand with gravel(SM) 12-42 inches: Loose, red-brown, moist, well-graded sand with gravel (SW) 42-48 inches: Dense, red-brown, moist, well-graded sand with silt and gravel(SW- SM) Groundwater was not encountered within BH-1-23 on July 5, 2023. The second boring, designated BH-2-23, was completed to a final depth of 36 inches below ground surface elevation. BH-2-23 was positioned to the southeast of the proposed home, near the top of the slope along the southern margin of the property The conditions encountered within BH-2-23 were as follows: 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 15 0-8 inches: Tan, dry, silty sand with gravel(SM) 8-36 inches: Very dense, red-brown, well-graded sand with silt and gravel(SW- SM) The conditions observed in BH-2-23 displayed similar qualities and characteristics of the soil units recorded in BH-1-23, suggesting consistency across the subject parcel. Groundwater was not encountered within BH-2-23 on July 5, 2023. During the exploration, no indications of groundwater were observed on-site. Due to the presence of coarse, sandy and gravelly sediment, we suspect that the on-site soils are sufficiently infiltrating. No upland waterbodies or wetlands were noted during the site exploration nor during our review of remote data. The nearest mapped water features include a stream positioned roughly 275 feet west of the parcel, and Hood Canal, approximately 450 feet southeast of the site. To estimate the depth to static groundwater on-site, regional well logs made available by the Washington State Department of Ecology were reviewed. Based on our review of nearby well logs, we estimate that the depth to groundwater on-site is greater than 100 feet below ground surface. Based on the topography of the site and proximity to the Puget Sound, it is our interpretation that the depth to groundwater is slightly above sea level elevation, with the possible exception of perched groundwater atop impermeable sedimentary units. GEOLOGIC HAZARD ASSESSMENT Liquefaction Hazard The attached Figure 5, Liquefaction Hazard Map, displays liquefaction susceptibility data available from the Washington State Department of Natural Resources (WA DNR). Soil liquefaction is a phenomenon whereby saturated soil deposits temporarily lose strength and behave as a viscous fluid in response to cyclic loading. This phenomenon is most significant in loose, saturated sandy soils with lesser effects experienced in other soil types. Figure 5 indicates the project vicinity has a Very Low to Low liquefaction susceptibility. Based on our observance of unsaturated, sandy and gravelly sediment which reaches dense to very dense conditions within the shallow subsurface, we conclude that the risk of soil liquefaction on-site is Very Low. Steep Slope & Landslide Hazard As part of the site investigation, we reviewed landslide hazard mapping and LiDAR imagery, available from the Washington Department of Natural Resources. The current landslide hazard mapping inventory available shows "Landslide Compilation"at the 1:24,000-scale. This layer is 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 6 composed of different WA DNR landslide layer datasets that represent various landslide mapping techniques to remotely identify geomorphic features that typically represent areas with the potential for landslide activity. The landslide data is included as Figure 6, WA DNR Landslide Map. Figure 6 indicates that there are no mapped landslide deposits directly on-site. The nearest mapped landslides are positioned roughly 0.3 miles to the west-southwest, and 0.5 miles to the northeast, respectively. Based on the locations of the mapped landslides within the region, it appears that slopes most susceptible to deep-seated landslide are the sections of marine bluff that have become oversteepened through stream incision processes. Though a stream exists west of the project site, it is our interpretation that the subject parcel is on the opposing flank of a local ridgeline, greater than 250 feet from the stream, and not at risk of deep-seated landslide. This interpretation is supported by the lack of geomorphological features commonly indicative of deep-seated landslide activity such as crescentic headscarps along the top of slope, benching throughout the mid-slope, and hummocky terrain and/or debris washout at the toe of slope. No indications of pre-historic, recent, or ongoing landslide activity are observed for the subject property. In addition to WA DNR landslide hazard mapping, the geomorphology (shape of the land) was analyzed during the site evaluation and compared to the Light Detection and Ranging images (LiDAR)from the Washington State LiDAR portal. LiDAR is a remote sensing method where light is pulsed down to the surface of the Earth and back to a sensor. Quantum Geographic Information Systems software (QGIS) was used to create the LiDAR derived digital elevation hillshade map and processed with overlying contours lines at two- (2) and ten- (10) foot intervals. This methodology enables bare earth images of the surface to be analyzed for the presence of important geologic landforms. The most recent available LiDAR images of this site are from 2019, attached as Figure 7, QGIS LiDAR & Contour Map. Figure 7 shows that the subject parcel is situated within an area of moderately south-dipping topography. The subject parcel and neighboring properties show significant terracing and earthwork associated with the development of Shorehill estates. As such, the topography of this site and the surrounding area has been altered from its original topography. Figure 7 indicates that the existing development pad on-site is situated at an elevation of approximately 116 feet above sea level. Using QGIS, slope percentage values were calculated by making use of elevation data from the most recent LiDAR data available, olympics_south opsw 2019 dtm 64, a digital terrain model data set from 2019. The slope calculations are expressed as a percentage, where the difference of two elevation points (rise) is divided by the distance between them (run)and then multiplied by 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 7 100. For reference, a slope percentage of 100% is equal to a 45' slope angle, where the rise is equal to the run. The slope map for the area is shown in Figure 8, QGIS Slope & Contour Map. Figure 8 indicates that the development pad contains slopes of less than 15 percent. The slope that encapsulates the property's northern and western boundaries increases in height from 8 feet to 22 feet moving west from NE Marine View Dr; these slopes range from 60 to 100 percent to greater than 100 percent. The slope along the southern and eastern parcel boundaries ranges from 6 to 10 feet in height with a slope on the order of 60 to 100 percent. It should be noted that these slopes have been artificially steepened through the previous grading of the flat pad on-site as well as the neighboring properties to the north, west, and south. Utilizing QGIS software, a single slope transect was drawn from southeast to northwest, through the subject parcel and proposed location of the home. The transect was designated Line A-A" and was drawn roughly orthogonal to the elevation contour lines and is shown at a 1.00 vertical exaggeration. The orientation of the line transect and the resulting slope profile are shown in the attached Figure 9, Slope Transect & Profile. Figure 9 highlights the small slope on the southern side of the development pad and the larger, steeper slope along the northern side of the site. The smaller, southern slope spans an elevation difference of roughly 10 feet over a horizontal distance of approximately 25 feet. The hillside on the upslope side of the property spans approximately 18- 20 feet over a horizontal distance of roughly 17 feet. A rough estimate of the region's natural slope gradient is shown in Figure 9 for reference. During the site investigation, the entirety of the parcel and surrounding area was assessed for signs indicating potential slope movement. The slope was visually inspected for indicators of active or recent mass-wasting and erosion. The slope was noted to crest gradually, and did not exhibit channelized erosion rivulets, mid-slope water seepage, ground cracking, or other common surface indicators of active erosion or mass-wasting conditions. Furthermore, large mature coniferous trees growing throughout the slope were observed to have upright trunks, lacking the "pistol-butt" bend commonly seen in the trunks of trees where downslope soil creep is occurring. Based on our site investigation and review of available data, it is our interpretation that the project area is of very low landslide hazard. GEOTECHNICAL RECOMMENDATIONS Slope Stability Based on site reconnaissance, subsurface exploration, and a review of the site geology and other readily available information presented previously, in the opinion of Mud Bay Geotechnical 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 18 Services, LLC the potential for geologic hazard is low throughout the property and proposed development area. It is in our opinion that no indications of ongoing slope instability are present and no landforms indicating past mass-wasting are observed. We conclude that the risk of deep- seated landslide activity is very low and the geologic hazard on-site is primarily limited to shallow erosion of any bare or oversteepened sections of the slope. From our observations in-situ, the slopes are vegetated and competent glacial soils are found within the shallow subsurface. It should be recognized that shallow erosion and sediment deposition were noted along the steep, artificial slope along the northern and western sides of the development pad. As such, we recommend positioning the home structure away from this area to mitigate the risk of sediment deposition adjacent to the structure. Per Mason County Code Section 8.52.140.4F(ii), a minimum setback of 50 feet is standard for development activities adjacent to slopes exceeding 40 percent with 10 or more feet of vertical relief. Based on our geological assessment, we recognize that the slopes on-site have been artificially steepened from their original topography through previously permitted developments. Although the slopes fit the definition of a geologically hazardous area, it is our interpretation that the geologic hazard on-site is low. Based on our observations of competent soil within the shallow subsurface, we conclude that a setback of 10 feet from slopes greater than 40 percent and 10 feet of vertical relief to be sufficient to mitigate the risk of geologic hazard on-site and within the surrounding area. To verify the recommended setback is appropriate, we performed an assessment of the slope stability for the site under static and seismic conditions for the design seismic event at the site location. Based on the results of the analysis, the proposed development will not serve to increase on-site or off-site risk of landslide or erosion activity and will maintain a slope stability factor of safety greater than 1.5 under static conditions and 1.1 under seismic conditions with setback distance of 10-feet from slopes greater than 40 percent for the current proposed development activity, as indicated on Figure 10, Geologic Setback Map. The recommended setback should be adhered to with the exception of mitigations measures that are described later in this report for portions of the structure that are proposed within a closer setback. Shallow Foundation Support Shallow pier pads can be used to support the home. We recommend locating the bottom of the new footings at a minimum depth of approximately 12 inches below the existing ground surface. 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 9 The subgrade at that elevation should be cleared and grubbed and the exposed native subgrade soils should be compacted in place. The subgrade should be inspected for any pockets of loose material. Loose material should be compacted in place to a firm and unyielding condition or removed and replaced with a minimum of 6-inches of Crushed Surfacing Base Coarse (CSBC). The CSBC should be placed in layers no greater than 6-inches and compacted to at least 95 percent of the maximum dry density. Footings bearing on a subgrade prepared as described above can be designed using a maximum allowable bearing pressure of 2,000 psf. We recommend a minimum strip footing width of 16 inches be used in the design, and a minimum width of 28 inches for isolated pier pads. The maximum allowable bearing pressure may be increased by up to one-third for short-term transient loading conditions such as wind and seismic loading. We anticipate that total settlement will not exceed one inch, and differential settlement along an equivalent 50-foot length of footing will not exceed half of the total settlement. The settlement is expected to be elastic and will occur as the footings are loaded. We recommend footing subgrade preparation be evaluated by Mud Bay Geotechnical Services, LLC prior to placement of concrete. Foundation subgrade preparation should not be performed during periods of wet weather. We recommend staging the foundation subgrade excavation, compaction of native subgrade soils, and placement of CSBC to limit the time the foundation subgrade is exposed to weather. Foundation Backfill We recommend all backfill used as backfill for footings and stem walls be placed in horizontal layers no more than 6 inches thick with each layer compacted to 95 percent of the maximum density. The backfill material should be comprised of Select Borrow as described in Section 9- 03.14(2) of the WSDOT Standard Specifications, or an equivalent free-draining material. Utilities Utilities may need to be temporarily or permanently relocated as part of the project. The utility subgrade (base of trench excavation) should be relatively firm prior to placing bedding materials. Subgrade that is observed to be soft, pumping, or containing abundant organics or refuse should be sub-excavated to firm subgrade soil or a maximum depth of 2 feet. Sub-excavated areas should be backfilled with structural fill. All new utilities that traverse through critical area geologic hazard zones should be constructed at a depth between 18 and 24 inches below the existing 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 10 ground surface. The utility subgrade (base of trench excavation)should be compacted in place to a relatively firm prior to placing bedding materials. Material placed directly below, around, and above utility pipes should consist of Gravel Backfill for Pipe Zone Bedding as described in Section 9-03.12(3)of the WSDOT Standard Specifications. The pipe bedding materials should be placed and compacted to a relatively firm condition in accordance with the manufacturer's specifications. Bedding and cover should be a minimum of 6-inches thick. Erosion Control Onsite materials are erodible when exposed on steep slope areas. No excavated material should be placed on the steep slopes. Soil stockpiles and exposed slope areas should be covered during heavy rainfall and siltation fences, or other detention devices should be provided as required to control the transport of eroded material. Silt fences should be used as an erosion control measure and to separate the critical area boundary from the work area where disturbance is allowed. Jute, coir, or turf reinforcement mat should be placed on the surface of all exposed ground surfaces and spoil piles that are not intended for reuse during and following construction, pinned using 9- inch landscaping staples at a 16-inch spacing. The erosion condition adjacent to the structures should be monitored periodically for any signs of surface erosion, degradation, and shallow failures. If significant erosion or failures are observed, then those should be mitigated as soon as possible. Vegetation should be maintained where it currently exists on existing slopes where disturbance is not necessary as part of construction. Existing bare and disturbed soil areas should be planted immediately with grass and deep-rooted plants and native conifers to help reduce erosion potential. Where felling of trees is necessary, stumps should be left intact except for areas where they encroach on the footprint of structures. All exposed soil should be hydroseeded or planted with a mixture of native plants as soon as possible after grading is complete. If the construction is not completed until the later part of the summer or fall and winter months, then the areas should be left covered until the springtime growing season. Drainage Considerations Excessive water can affect slope stability. Care should be taken to control the excess of water being introduced to the slope. All drain lines should be routed all the way down the slope to the lowest extent possible and or away to areas with less than 15 percent slope, and/or tied into the 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 11 local stormwater systems. Discharging all stormwater to the lowest point possible away from structures is the preferred method for discharging stormwater and is one of the most pertinent mechanisms in reducing slope failure and the erosive action affecting structures in the future. The site should include a proper drainage design to control and properly discharge surface water. The surface of the developed portion of the parcel should be graded slightly to allow surface water to flow and collect in a manner that does not increase the onsite erosion. The discharge outfall of stormwater pipes that do not connect directly to existing stormwater conveyance facilities should include a T-shaped discharge outlet underlain by a quarry spall apron with a minimum width of 2.5 feet and a minimum length of 4 feet to dissipate the energy of the flowing water. The quarry spalls should be underlain by a geotextile meeting the requirements of a Construction Geosynthetic for Underground Drainage in Section 9-33 of the WSDOT Standard Specifications. Prior to backfilling foundations, a perimeter footing drain system, consisting of a 4-inch diameter, perforated, or slotted, rigid plastic pipe placed at the base of the structure excavations wherever existing footings are exposed as part of the work. The drain should be embedded in a clean, free- draining sand and gravel meeting the requirements of Section 9-03.12(4)of the WSDOT Standard Specifications for Gravel Backfill for Drains. The drains should be sloped slightly to drain to an appropriate discharge area. Site Grading and Earthwork Considerations Permanent cuts and fills should be stable at slopes of 2H:1 V. We recommend limiting the height of fills to no more than 3 feet unless additional engineering analysis is performed. Soils placed within the footprint of structures should be considered structural fill. Structural fill should consist of material meeting the requirements of Select Borrow as described in Section 9-03.14(2) of the WSDOT Standard Specifications. All excavation cuts and fill should be located outside of the recommended minimum 10 foot setback from slopes greater than 40 percent. Structural fill should be placed and compacted in lifts no greater than 6 inches with a plate compactor or jumping jack compactor. Structural fill should be placed and compacted to a minimum of 95 percent of the maximum dry density. All other fill and backfill material should be placed and compacted as described previously. Fill placed in softscape, landscape, or common areas that can accommodate some settlement should be compacted to a relatively firm and unyielding condition. 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 12 Reduced Setback Mitigation As described previously, based on our observations of competent soil within the shallow subsurface, we conclude that a setback of 10 feet from slopes greater than 40 percent and 10 feet of vertical relief to be sufficient to mitigate the risk of geologic hazard on-site and within the surrounding area without mitigation being included for a closer setback. As shown on Figure 10, portions of the proposed structure are closer than 10 feet to the toe of the steep slope. In our opinion the slope is primarily an erosion and shallow failure hazard and the primary concern of a setback closer than 10 feet is the potential for shallow failures coming from the slope to directly impact the home and damage the home. In order to mitigate for this we recommend that all locations where the setback of the structure is closer than 10 feet be mitigated with the implementation of a catchment to collect the shallow failure and erosion debris. To serve as this mitigation, we recommend installing a WSDOT Standard Plan Chain Link Fence Type 3 or 4, to serve as a catchment for minor debris falling from the cut itself or from the slope above to protect the home from damage within portions of the development that are closer than the recommended 10-foot setback. The chain link fence should be located directly at the toe of the existing excavation cut. RECOMMENDED ADDITIONAL SERVICES Before construction begins, we recommend a copy of the draft plans and specifications prepared for the project be made available for review so that we can ensure that the geotechnical recommendations in this report are included in the Contract. Mud Bay Geotechnical Services, LLC is also available to provide geotechnical engineering and construction monitoring services throughout the remainder of the design and construction of the project. The integrity of the geotechnical elements of a project depends on proper site preparation and construction procedures. In addition, engineering decisions may need to be made in the field if conditions are encountered that differ from those described in this report. During the construction phase of the project, we recommend that Mud Bay Geotechnical Services, LLC be retained to review construction proposals and submittals, inspect foundation subgrade conditions, drainage installation, excavation stability, fill placement and compaction, and provide recommendations for any other geotechnical considerations that may arise during construction. INTENDED USE AND LIMITATIONS This report has been prepared to assist the client and their consultants in the engineering design and construction of the subject project. It should not be used, in part or in whole for other purposes 2359-MAS: 81 NE Marine View Dr, Belfair, WA 98528 Page 1 13 without contacting Mud Bay Geotechnical Services, LLC for a review of the applicability of such reuse. This report should be made available to prospective contractors for their information only and not as a warranty of ground conditions. The conclusions and recommendations contained in this report are based on Mud Bay Geotechnical Services, LLC understanding of the project at the time that the report was written and on-site conditions that existed at time of the field exploration. If significant changes to the nature, configuration, or scope of the project occur during the design process, we should be consulted to determine the impact of such changes on the recommendations and conclusions presented in this report. Site exploration and testing describes subsurface conditions only at the sites of subsurface exploration and at the intervals where samples are collected. These data are interpreted by Mud Bay Geotechnical Services, LLC rendering an opinion regarding the general subsurface conditions. Actual subsurface conditions can be discovered only during earthwork and construction operations. The distribution, continuity, thickness, and characteristics of identified (and unidentified) subsurface materials may vary considerably from that indicated by the subsurface data. While nothing can be done to prevent such variability, Mud Bay Geotechnical Services, LLC is prepared to work with the project team to reduce the impacts of variability on project design, construction, and performance. We appreciate the opportunity to serve your geotechnical needs on this project and look forward to working with you in the future. Please contact us at your earliest convenience if you have any questions or would like to discuss any of the contents of this report. Sincerely, Chris Heathman, P.E. Mud Bay Geotechnical Services, LLC : ? t.:,1t. "^— f ' • � 1. �1t „lt PW -C Goo9kF,m i ve IN _ a: „�,;,.r •� d air M"�. � :�,..r ,. MBG S - ..� .T1 .� �^.� f �'. - fie, • � _ • _ I ! J �:'p' - r,5,•�1 1,. w � .r. - w �t Sources:Esri,USGS I WA State Parks GIs,Esri HERE,Garmin,FAO,NOAA,USGS,Bureau of Land Management,EPA,NOS I Washington Geological j Survey,2019,Surface geology,1:24,000--GIS data,November 2619:Washington Geological Survey Digital Data Series DS-10,version 3.1. Oa - ® ® Legend Qga Approximate Parcel Boundary Qgpc Geologic Units 100k ❑ Pleistocene continental glacial drift Qgt (Qga) ❑ Pleistocene continental glacial till (Qgt) Qga ❑ Pleistocene glacial and nonglacial deposits (Qgpc) �16SI ❑ Quaternary alluvium (Qa) Quaternary mass-wasting deposits ❑ (Qls) Mud Bay Geotechnical Services, LLC Job#:2359-MAS I Date:July, 2023 ' 200 m Figure 2: WA DNR Geologic Map 81 NE Marine View Dr, N 1600 ft Belfair, WA 98528 Geotechnical Report Sal Map—Mason County.Washington t.so Natural Resources Conservation Service Legend Approximate Parcel Boundary Map Unit Symbol Map Unit Name Ek Everett very gravelly sandy loam,15 to 30 percent k slopes r- r ,py -ram. i► �` .� � `ot Mud Bay Geotechnical Services, LLC Job#:2359-MAS I Date:July, 2023 Figure 3: USDA Soil Map OnAl 1�"' "&�' 81 NE Marine View Dr, N c is Belfair, WA 98528 MD MAP ���- cow& tom+ '°° Geotechnical Report • • • ` C• '� _d•y ,rrti�./'—lit• ' 400 `'..�� • • ♦ Approximate Parcel Boundary IF Approximate Boring Location I IV IIIJ w • •r . !•• v r Ajo- 'lo •�+ .�,�. ,•'a. ,�': .fir �!''•�„�. r� r a• •41 . Mud Bay Geotechnical Services, LLC 31RUM:Me 1 -�'' '> ''fie y �. • j1�M,wpip4 Sources:Esri,USGS i WA State Parks GIS,Esri,HERE,Garmin,FAO,NOAA,USGS,Bureau of Land Management,EPA,NPS i Palmer,Stephen P.; Magsino,Sammantha L.,Bilderback,Eric L.;Poelstra,James L.:Folger,Derek S.;Niggemann,Rebecca A.,2007,Liquefaction susceptibility and site x I S''rn,ips of Washington State,by county:Washington division of Geology and Earth Resources Open File Report 2004-20,[78 plates,45 p.text]. b Moderat Legend to High — �� Approximate Parcel Boundary 41 Liquefaction Susceptibility ■ High Moderate to High Very Low Moderate Low to Moderate Low Very Low to Low Very Low to Low ' Very Low r-^3 ■ Bedrock Peat Mud Bay Geotechnical Services, LLC Job#:2359-MAS I Date:July, 2023 200 m Figure 5: Liquefaction Hazard Map 81 NE Marine View Dr, N 600 ft Belfair, WA 98528 Geotechnical Report Sources:Esri,USGS I WA State Parks GIS,Esn,HERE,Gannin.. FAO,NOAA,USGS.Bureau of Land Management,EPA,NPS i Washln(tton Geological Survey,2022,Washington State Landslide Inventory Database-GIS data,July 2022:Washington Geological Survey Digital Dahl Series 29, C s o version 1.0. s t Legend w� ,,.► : Q Approximate Site Location Gt " t Landslides Mx Landslide Compilation ,�Y f amaii #10 r 'for „rr ( ,,., • �� ' F Mud Bay Geotechnical Services, LLC Job#:2359-MAS Date:July, 2023 Figure 6: WA DNR Landslide Map 0.3 km 81 NE Marine View Dr, N 0.3 mi Belfair, WA 98528 . Geotechnical Report iij Legend Approximate Parcel Boundary 10' Contour Line 2' Contour Line � r /j, Mud Bay Geotechnical Services, LLC Job#:2359-MAS Date:Jul 2023 Figure 7: QGIS LiDAR & Contour Ma 1�0 200 ft 81 NE Marine View Dr, Belfair, WA 98528 _ Geotechnical Report Legend s ! Approximate Parcel Boundary 10' Contour Line \ zzo 2' Contour Line fa r Slope Percentage 0-15% p y. 15-40% 0 i ■ 40 60% l i ■ 60-100% 1 O >100%(45° Or- Q, ' \ Mud Bay Geotechnical Services, LLC {k' Job#:2359-MAS Date:July, 2023 Figure 8: QGIS Slope & Contour Map 0 50 100 ft 81 NE Marine View Dr, '� '� Belfair, WA 98528 N _ _ �_ `�, Geotechnical Report Legend f9 SA A ' / Approximate Parcel Boundary / 10' Contour Line 2' Contour Line Transect Line A-A" ya M — Slope Percentage A Neighboring Driveway 0-15% - ! S�oPe ■ 15-40% teNa���a� ■ 40-60% NO Flo 00- 100 60-100% Road 900 ■ Development Pad �r- 00* .100 000- Mud Bay Geotechnical Services, LLC °D Job#:2359-MAS Date:July, 2023 Figure 9: Slope Transect & Profile ao 81 NE Marine View Dr, A 0 Elevation Profile(ft) EKI Belfair, WA 98528 0 100 Geotechnical Report