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Home My WebLink AboutBLD2024-01153 MFG Home - BLD Inspections - 1/31/2025 t 615 W.Alder St.Bldg 8,SHELTON,WA 98584 MASON COUNTY SHELTON: 360 427-9670,EXT 352 COMMUNITY SERVICES BELFAIR:360-2754467, EXT 352 Building,Piwamg,Environmental Health,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:/twww.co.mason.wa.us/community-services/bid-inspection.php Permit Number BLD20 24-01 1 5 3 Date Issued 10/30/2024 Issued By Project NEW 2 BDR MODULAR HOME Site Address 591 E BENSON LOOP Applicant VANDERBERG ROXANNE M Contractor WOLF INDUSTRIES INC Contractor Phone 360-912-9507 Primary Code 201C8 IBC,IRC,IFC,IEC,IMC,& Type UP 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 Department Building Official: Community Services Designee Concrete Setbacks 2S 2 Slab Footing Perimeter Point load Footing NC(jria Footing Interior Footing Decks/Porches Foundation Stem Walls ys Other C-2r&,NA �� oie_ 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 ManufacturedSetbacks Setup Home �w Concrete Foot/Runners Final / 3► 12,5 Other Ij f6Oti'^y ^'b�ta f:411 t I IzS IZH --Tk 6�,,—L �''�ft1 I(4-_al«+4fm ra 1 l Z I13 1 Z1 � � p-�9- `� y f4;1 !z/Zo l2 d fit, Nti Glnov t. I /1;,/2 y _-V7, S c.,r4 iA- 't �l u9T1S 6�—N INSPECTION RESULTS Pagel MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Permit Assistance Center,Building,Planning (360) 427-9670 ext. 352 Application # BLD2024-01153 Application Type MANUFACTURED HOME Owner VANDERBERG ROXANNE M Parcel# 220215090031 Site Address 591 E BENSON LOOP SHELTON, WA 98584 Inspector Inspection Type Date Status Comments 11-15-24-J Q XThe footing location is back filled and with engineered fill (black rock) depth is variable 4"to 16"on the downhill corner please provide a compaction report or a report from the geo confirming the soil characteristics are adequate for supporting the proposed structure. The lower retaining wall is 4' in height and the fill on the back side is sand and �otK✓ 112& ;r. .% WaM bdps native soil uncompacted 8cc.. R-r,&,\�- anal ;,s No W S8N 1 tested the area with a 48"T-Prob in multiple areas along the back face of the wall fy qs,and the probe sank to the hilt this area will need additional compaction. Stic� �n �ot please refer to the Geo report for compaction requirements and IRC R 403 for foundations adjacent to descending slopes. Joshua ZZPER IRC R 403.1.7.4 THE LOWER RETAINING WALL WILL NEED TO BE Quarders FOOTING INSPECTION 11/15/2024 FAIL FURTHER EVALUATED BY AN STRUCTURAL ENGINEER TO VERIFY THAT THE Sw C000�y RETENTION VALUE OF THE WALL WILL BE ADIQUATE TO HOLD BACK THE SURCHARGE OF THE HOME SITE LOCATION. PLEASE PROVIDE RETAINING WALL ENGINEERING TO THE COUNTY FOR EVALUATION. (PHOTOS OF THE SITE CHARACTORISICS ARE ON FILE) NO FOOTING FORMS INPLACE THIS DATE ONLY A GRAVEL BASE PAD. 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INSPECTION RESULTS Pagel MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Permit Assistance Center,Budding,Planning (360) 427-9670 ext. 352 Application # BLD2024-01153 Application Type MANUFACTURED HOME Owner VANDERBERG ROXANNE M Parcel # 220215090031 Site Address 591 E BENSON LOOP SHELTON, WA 98584 Inspector Inspection Type Date Status Comments 11-25-24-J Q Setbacks and Gravel pad is ok this date. Compaction report has been received and placed in the file folder. The retaining wall has been rebuilt and is 38-40" in height. The entire area has been compacted in 12" lifts to 94-95% behind the Retaining wall. Per Item 5 the Geo report is in the folder see section 5.0 of engineering recommendations highlighted. The site meets the GEO engineers' recommendations "This project has a concrete footing and stem wall to be added once structure is at the site due to accessibility of the site. Footing will be reinspected prior to pour. DO NOT POUR CALL FOR FOOTING/ FOUNDATION INSPECTION WHEN READY /" -24-JQ he footing location is back filled and with engineered fill (black rock)depth is variable 4"to 16" on the downhill corner please provide a compaction report or a report from the geo confirming the soil characteristics are adequate for supporting the Joshua proposed structure. Quarders FOOTING INSPECTION 11/15/2024 FAIL ?l. 'rhe lower retaining wall is 4' in height and the fill on the back side is sand and lnative soil uncompacted I tested the area with a 48"T-Prob in multiple areas along the back face of the wall and the probe sank to the hilt this area will need additional compaction. please refer to the Geo report for compaction requirements and IRC R 403 for foundations adjacent to descending slopes. 'S. PER IRC R 403.1.7.4 THE LOWER RETAINING WALL WILL NEED TO BE FURTHER EVALUATED BY AN STRUCTURAL ENGINEER TO VERIFY THAT THE RETENTION VALUE OF THE WALL WILL BE ADIQUATE TO HOLD BACK THE SURCHARGE OF THE HOME SITE LOCATION. PLEASE PROVIDE RETAINING INSPECTION RESULTS Pagel MASON COUNTYDepartment of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Permit Assistance Centel,Buckling,Mooing (360) 427-9670 ext. 352 WALL ENGINEERING TO THE COUNTY FOR EVALUATION. (PHOTOS OF THE SITE CHARACTORISICS ARE ON FILE) NO FOOTING FORMS INPLACE THIS DATE ONLY A GRAVEL BASE PAD. PHOTOS HAVE BEEN COLLECTED DO NOT INSTALL DWELLING CALL FOR REINSPECTION WHEN CORRECTIONS ARE MADE BEFORE PROCEEDING WITH ANT FURTHER WORK. INSPECTION RESULTS Pagel MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton,WA 98584 Penult Assistance Center,Building,Planning (360)427-9670 ext. 352 Application# BLD2024-01153 Application Type MANUFACTURED HOME Owner VANDERBERG ROXANNE M Parcel# 220215090031 Site Address 591 E BENSON LOOP SHELTON, WA 98584 Inspector Inspection Type Date Status Comments -13-24-JQ �0 ost depth is not met. per IRC R403.1.4 and R403.1.4.1 please correct this ^, AD SC>? 1 oundati shall be set below frost depth. +-� 2. Dimensional onal lumber is not to be used as a stay in place FOOTING form tie. See IRC R404.1.3.3.6 "Form ties shall be steel, solid plastic, foam plastic or composite" please remove all stay in place form ties and replace with approved materials. 3. Sill anchors are not in place LMA6Z anchors are not to be wet set and shall be in place at inspection 4.Top of footing and stem wall shall be level with the bottom (forms are not level)due to slope of gravel base. CALL FOR REINSPECTON WHEN CORRECTIONS ARE MADE BEFORE PROCEEDING WITH ANY FURTHER WORK DO NOT POUR 11-25-24-J Q Setbacks and Gravel pad is ok this date. Compaction report has been received and placed in the file folder. The retaining wall has been rebuilt and is 38-40" in height. The entire area has been compacted in 12" lifts to 94-95% behind the Retaining wall. Per Item 5 the Geo report is in the folder see section 5.0 of engineering recommendations highlighted. The site meets the GEO engineers' recommendations "This project has a concrete footing and stem wall to be added once structure is at the site due to accessibility of the site. Footing will be reinspected prior to pour. Joshua FOOTING INSPECTION 12/13/2024 FAIL DO NOT POUR Quarders CALL FOR FOOTING/ FOUNDATION INSPECTION WHEN READY INSPECTION RESULTS Paget MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Permit Assistance Center,Budding,Planning (360) 427-9670 ext. 352 7/ 11-15-24-JQ 1.The footing location is back filled and with engineered fill (black rock) depth is variable 4" to 16" on the downhill corner please provide a compaction report or a report from the geo confirming the soil characteristics are adequate for supporting the proposed structure. 2. The lower retaining wall is 4' in height and the fill on the back side is sand and native soil uncompacted I tested the area with a 48"T-Prob in multiple areas along the back face of the wall and the probe sank to the hilt this area will need additional compaction. please refer to the Geo report for compaction requirements and IRC R 403 for foundations adjacent to descending slopes. 5. PER IRC R 403.1.7.4 THE LOWER RETAINING WALL WILL NEED TO BE FURTHER EVALUATED BY AN STRUCTURAL ENGINEER TO VERIFY THAT THE RETENTION VALUE OF THE WALL WILL BE ADIQUATE TO HOLD BACK THE SURCHARGE OF THE HOME SITE LOCATION. PLEASE PROVIDE RETAINING WALL ENGINEERING TO THE COUNTY FOR EVALUATION. (PHOTOS OF THE SITE CHARACTORISICS ARE ON FILE) NO FOOTING FORMS INPLACE THIS DATE ONLY A GRAVEL BASE PAD. PHOTOS HAVE BEEN COLLECTED DO NOT INSTALL DWELLING CALL FOR REINSPECTION WHEN CORRECTIONS ARE MADE BEFORE PROCEEDING WITH ANT FURTHER WORK. INSPECTION RESULTS Page MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Pei„t Assistance ce,c�r,Budding,Pl.ww,g (360) 427-9670 ext. 352 Application # BLD2024-01153 Application Type MANUFACTURED HOME Owner VANDERBERG ROXANNE M Parcel# 220215090031 Site Address 591 E BENSON LOOP SHELTON, WA 98584 Inspector Inspection Type Date Status Comments 1-13-25-JQ I!crawl space vents are not installed this date please see General notes#8 and pg SF2/1 install underfloor ventilation. - �L OK TO SEND PHOTOS WHEN PHOTOS ARE RECIEVED POUR WILL BE GRANTED JQUARDERS@MASONCOUNTYWA.GOV 1/2/24-JQ /EOR letter and Geo Eng. supplemental letter have been uploaded to SG Notes and added to the file folder for correction Item 1 of inspection dated 12-13-24 -OK this date Items 2-4 still require inspection. 12-20-24-JQ No change to site -spoke to Jason Christ and he said they are not ready and the inspection was supposed to have been canceled. 12-13-24-JQ 11"frost depth is not met. per IRC R403.1.4 and R403.1.4.1 please correct this 7�CDimensional ndation shall be set below frost depth. lumber is not to be used as a stay in place FOOTING form tie. See R404.1.3.3.6 "Form ties shall be steel, solid plastic, foam plastic or composite" please remove all s y in place form ties and replace with approved materials. Sill anchors are not in place LMA6Z anchors are not to be wet set and shall be in place at inspection X.Top of footing and stem wall shall be level with the bottom (forms are not level) due slope of gravel base. CALL FOR REINSPECTON WHEN CORRECTIONS ARE MADE BEFORE INSPECTION RESULTS Page MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Permit Assistance Center,0udding,Planning (360) 427-9670 ext. 352 PROCEEDING WITH ANY FURTHER WORK DO NOT POUR photos have been taken 11-25-24-J Q Setbacks and Gravel pad is ok this date. Compaction report has been received and placed in the file folder. The retaining wall has been rebuilt and is 38-40" in height. The entire area has been compacted in 12" lifts to 94-95% behind the Retaining wall. Per Item 5 the Geo report is in the folder see section 5.0 of engineering recommendations highlighted. The site meets the GEO engineers' recommendations "'This project has a concrete footing and stem wall to be added once structure is at the site due to accessibility of the site. Footing will be reinspected prior to pour. DO NOT POUR CALL FOR FOOTING/ FOUNDATION INSPECTION WHEN READY 11-15-24-J Q 1.The footing location is back filled and with engineered fill (black rock) depth is variable 4"to 16" on the downhill corner please provide a compaction report or a Joshua FOOTING INSPECTION 01/13/2025 FAIL report from the geo confirming the soil characteristics are adequate for supporting the Quarders proposed structure. 2. The lower retaining wall is 4' in height and the fill on the back side is sand and native soil uncompacted I tested the area with a 48"T-Prob in multiple areas along the back face of the wall and the probe sank to the hilt this area will need additional compaction. please refer to the Geo report for compaction requirements and IRC R 403 for foundations adjacent to descending slopes. 5. PER IRC R 403.1.7.4 THE LOWER RETAINING WALL WILL NEED TO BE FURTHER EVALUATED BY AN STRUCTURAL ENGINEER TO VERIFY THAT THE RETENTION VALUE OF THE WALL WILL BE ADIQUATE TO HOLD BACK THE SURCHARGE OF THE HOME SITE LOCATION. PLEASE PROVIDE RETAINING WALL ENGINEERING TO THE COUNTY FOR EVALUATION. (PHOTOS OF THE SITE CHARACTORISICS ARE ON FILE) NO FOOTING FORMS INPLACE THIS DATE ONLY A GRAVEL BASE PAD. PHOTOS HAVE BEEN COLLECTED INSPECTION RESULTS Page MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Pc(mii Assistants censer,ewkling.Planning (360) 427-9670 ext. 352 DO NOT INSTALL DWELLING CALL FOR REINSPECTION WHEN CORRECTIONS ARE MADE BEFORE PROCEEDING WITH ANT FURTHER WORK. MASON COUNTY INSPECTION RESULTS Pagel Department of Community Development COMMUNITY DLVLLOPi1N1EN'I' 615 W Alder St, Shelton, WA 98584 Permit Ass istarxe Center,Build ing,Planning (360) 427-9670 ext. 352 Application # BLD2024-01153 Application Type MANUFACTURED HOME Owner VANDERBERG ROXANNE M Parcel # 220215090031 Site Address 591 E BENSON LOOP SHELTON, WA 98584 Inspector Inspection Type Date Status Comments 1-17-25 DEC / LMA6Z ARE NOT INSTALLED PER PLANS 2 AREAS WHERE 5 ARE REQUIRED 8" O.C. AND 2 AREAS WHERE 3 ARE REQUIRED 8"O.C. HAVE NOT BEEN INSTALLED PER DETAIL ALSO GABLE END Drew Carlson SET-UP INSPECTION 01/17/2025 FAIL CALLS FOR LMA6Z TO BE 19" O.C. MAX . CURRENT CONDITION IS 24"- PROVIDE A STAMPED LETTER AND DETAIL FROM THE ENGINEER OF RECORD PROVIDING GUIDANCE TO CORRECT THE CURRENT CONDITION. HAVE THE LETTER ONSITE FOR THE NEXT INSPECTION WHEN CORRECTIONS HAVE BEEN MADE l� y 0(ee P. O. Box 3097 (360)687-7668 Phone Online:www.EkEngineering.net Battle Ground,WA98604 (360)687-7669Fax E-Mail: David@EkEngineering.net Wolf Industries January 21, 2025 Attn: Jason Christ 607 SE Eaton Blvd. Battle Ground, WA 98604 Re: Structural Review of the Model F-S at 591 E Benson Loop Rd, Shelton, WA At your request, we hereby provide a structural review of the Model F-S at the above location. I understand some of the specified Simpson LMA6Z sill plate anchors were not installed. I also understand the home is already placed on the sill plate; therefore, any additional attachment of the sill plate to the foundation must be done from the side face of the sill plate in the crawlspace. Note that details 1 and 2 on sheet SF2 show the locations of the LMA6Z anchors. To adeq ttach the sill plate to the foundation, I recommend the following: install (1) Simps URFP r FRFP retrofit foundation plate in place of each missing LMA6 anchor. These plates ar /8" or 9" long, respectively, and attach to the sill plate with (5) 3" or (5) 2 '/2" long Simpson SDS screws, respectively. The FRFP plate should be installed with a rip of/z" plywood between the sill plate and stem wall so that the rip of plywood is flush with the face of the stem wall (use a moisture barrier e wee e op o e stem wa an p ywoo rlp . ac each URFP or FRFP plate to the side face of the stem wall with (2) '/2" diameter wedge anchors embedded 3" minimum into the stem wall; install the wedge anchors in '/2" diameter holes drilled to a depth of at least '/Z" greater than the anchor embedment. Do not exceed 4" embedment of the wedge anchors, and do not exceed 4 '/2" depth for the drilled holes at each wedge anchor. If you have any questions, please call 360-687-7668. Sincerely; David R. Nylund, P.E. R Ny �1�oF wAs�l� i i �0 0046398OIST �SSI0NAL ��~ 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 B DD2024-01153 MANUFACTURED HOME PROJECT DESCRIPTION: NEW 2 BDR MODULAR HOME ISSUED: 10/30/2024 SITE ADDRESS: 591 E BENSON LOOP SHELTON EXPIRES: 04/28/2025 PARCEL: 220215090031 APPLICANT: VANDERBERG ROXANNE M OWNER: VANDERBERG ROXANNE M 591 E BENSON LOOP 591 E BENSON LOOP SHELTON,WA 98584 SHELTON,WA 98584 360-229-6028 OWNER'S REP: WOLF INDUSTRIES INC 607 SE EATON BLVD BATTLE GROUND,WA 98604 360-912-9507 GENERAL CONTRACTOR'S LICENSE: WOLF INDUSTRIES INC License: WOLF111921BD 607 SE EATON BLVD Expires: 01/09/2026 BATTLE GROUND,WA 98604 360-912-9507 FEES: Paid Due Modular/Manufactured Home $360.00 $0.00 Fee -2nd half collected at ready to issue State Fee-Residential $6.50 $0.00 Building Plan Review/Change of $135.00 $0.00 Use - Onsite Sewage Technology Surcharge $14.40 $0.00 Modular/Manufactured Home $360.00 $0.00 Fee- 1st half collected at submittal Planning Residential Review $275.00 $0.00 Fee Totals : $1,150.90 $0.00 REQUIRED INSPECTIONS Printed by:Anna Schaffran on:10/30/2024 01:22 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 BLD2024-01153 Setback Inspection Shear Wall Nailing Footing Inspection Connection is to be verified by Health or Utilities Set-Up Inspection BLD-Final Inspection CONDITIONS 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. Any retailer, manufacturer or contractor who installs a manufactured structure warrants that the manufactured structure is installed in accordance with the State Installation code, chapter 296-150M WAC. All installers hired to do installation work shall be certified manufactured structure 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 certification 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 " Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the farthest projection of the structure. Front setbacks are measured from the front lot line or road easement boundary, whichever is closer. 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) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed.The Building Official may grant one or more extension of 180 days, upon the receipt of a written extension request prior to permit expiration. Letter must indicate that circumstances beyond the control of the permit holder prevented action from being taken. " 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. " Disclaimer: Mason County does not require a survey to obtain a building permit.As a result, site plans may not reflect accurate data. It is the applicant's responsibility to comply with setback requirements. " Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Code 14.28 and 14.17. " 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. Printed by:Anna Schaffran on:10/30/2024 01:22 PM Page 2 of 5 Mason County Mason County - Division of Community Development 615 W. Alder St. C` Building 8 Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov MANUFACTURED HOME BLD2024-01153 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 UNLESS OTHERWISE APPROVED. * If you are installing a manufactured structure and no longer have the installation manual, you must use the instructions of the most current 24 CFR. 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. ------------ * All property lines shall be clearly identified at the time of foundation inspection. * 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. * 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. * 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. The foundation/footing must be placed on undisturbed, firm-native soil. Proper frost depth, minimum 12 inches, shall be observed below grade in undisturbed soils. * All other necessary permits from Mason County,Washington State, Federal Agencies, and/or other agencies/groups that are required for this proposed development and construction must be obtained PRIOR TO DEVELOPMENT AND CONSTRUCTION. * 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. 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. * 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. Printed by:Anna Schaffran on:10/30/2024 01:22 PM Page 3 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 BLD2024-01153 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 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. * 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. * 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. * 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. * 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. * 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 * 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. * A separate inspection in addition to the inspections required in the IBC, Section 110 shall be required in accordance with the 2018 IBC, Section 1705.12.2 and Section 1707.1. The additional inspection is required when shear wall fastener spacing is required to be 4 inches or less. The shear wall schedule shown on sheet designate wall(s)type and with fastener spacing 4 inches or less. The required inspection may be performed by the Mason County Building Department, a WABO certified inspector, certified to inspect lateral connections, the Engineer of record (EOR), or an authorized representative of the (EOR). The special inspectors duties and responsibilities shall be as specified in Chapter 17. When a third party inspector is used to perform the inspection, special inspection reports shall be submitted to the Mason County Building Department, 615 W Alder St, Shelton, WA 98584 and also available on site for review by the Building Official. Inspection reports shall be completed and submitted to the Mason County Building Department in a timely manner and shall be submitted prior to the framing inspection of said project. Printed by:Anna Schaffran on:10/30/2024 01:22 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 BLD2024-01153 Applicant/ Owner assumes all responsibility if On-site Sewage Components are encumbered. A.) Drainfield/ Reserve requires a 1 Oft 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. - -- - _______________________________ " PLN SETBACKS Front(W): 25' Sides: 6' Rear: 165'from shoreline `all setbacks measured from the farthest projection of the building "subject to EH setbacks 'all changes are subject to review and approval * Disclaimer Mason County does not require surveys for building. As a result, site plans may not reflect accurate data. It is the applicant's responsibility to comply with setback requirements. 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. 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: Contractor or Authorized Agent: Date: A301 Printed by:Anna Schaffran on:10/30/2024 01:22 PM Page 5 of 5 Geotechnical Report Vanderberg ADU 591 E Benson Loop, Shelton Parcel No. 22021-50-90031 Mason County, Washington May 8, 2024 Project#24132 Prepared For: Roxanne Vanderberg 591 E Benson Loop Shelton, Washington 98584 Prepared By: Envirotech Engineering, PLLC PO Box 984 Belfair, Washington 98528 Phone: 360-275-9374 CLYDE ST \\AS&�t'N�2 r 43045 f•SS/0. AL�`"� 5/8/24 MASON COUNTY Submittal Checklist COMMUNITY SERVICES Geotechnical Report I�nNxu�i'Nnnlnp Invvnnm•nlnllkalth lnmmllnitY,IfnMll Instructions: This checklist must be submitted with a Geotechnical Report and completed,signed, and stamped by the licensed professional(s)who prepared the Geotechnical Report for review by Mason County pursuant to the Mason County Resource Ordinance. If an item is found not applicable,the report should explain the basis for the conclusion. Note: Unless specifically documented, this report does not provide compliance to the International Residential Code Sections R403.1.7 for foundations on or adjacent to slopes, Section R403.1.8 for expansive soils or section 1808.7.1 of the International Building Code Section for Foundations on or adjacent to slopes. Applicant/Owner Roxanne Vanderberg Parcel#22021-50-90031 Site Address 591 E Benson Loop, Shelton (1) (a) A discussion of general geologic conditions in the vicinity of the proposed development, Located on page(s) 5 (b) A discussion of specific soil types, Located on page(s) 6 (c) A discussion of ground water conditions, Located on page(s) 7 (d) A discussion of the upslope geomorphology, Located on page(s) 3 (e) A discussion of the location of upland waterbodies and wetlands, Located on page(s) 3 (f) A discussion of history of landslide activity in the vicinity,as available in the referenced maps and records. Located on page(s) 8 (2) A site plan which identifies the important development and geologic features. Located on Map(s) Geotechnical Site Plan—Appendix A (3) Locations and logs of exploratory holes or probes. Located on Map(s) Geotechnical Site Plan and Soil Logs(Appendix B) (4) The area of the proposed development,the boundaries of the hazard,and associated buffers and setbacks shall be delineated(top, both sides,and toe)on a geologic map of the site. Located on Map(s) Geotechnical Site Plan (5) A minimum of one cross section at a scale which adequately depicts the subsurface profile,and which incorporates the details of proposed grade changes. Located on Map(s) Soil Profile(Appendix B) (6) A description and results of slope stability analyses performed for both static and seismic loading conditions.Analysis should examine worst case failures.The analysis should include the Simplified Bishop's Method of Circles.The minimum static safety factor is 1.5,the minimum seismic safety factor is 1.1,and the quasi-static analysis coefficients should be a value of 0.15. Located on page(s) 10 Page 1 of 42 (7) (a) Appropriate restrictions on placement of drainage features, Located on page(s) 19 (b) Appropriate restrictions on placement of septic drain fields, Located on page(s) 20 (c) Appropriate restrictions on placement of compacted fills and footings, Located on page(s) 14 and 16 (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes. Located on page(s) 19 (e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes. Located on page(s) 18 (8) Recommendations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of vegetation removal. Located on page(s) 19 (9) Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope from erosion, landslides and harmful construction methods. Located on page(s) 10 (10) An analysis of both on-site and off-site impacts of the proposed development. Located on page(s) 13 (11) Specifications of final development conditions such as,vegetative management.drainage,erosion control. and buffer widths. Located on page(s) 14 -20 (12) Recommendations for the preparation of structural mitigation or details of other proposed mitigation. Located on page(s) 20 (13) A site map drawn to scale showing the property boundaries,scale, north arrow, and the location and nature of existing and proposed development on the site. Located on Map(s) Geotechnical Site Plan I, Michael Staten, hereby certify under penalty of perjury that I am a civil engineer licensed in the State of Washington with specialized knowledge of geotechnical/geological engineering or a geologist or engineering geologist licensed in the State of Washington with special knowledge of the local conditions. I also certify that the Geotechnical cLY Df s�. Report,dated May 8, 2024 , and entitled Vanderberg %NAS/ ADU meets all the requirements of the Mason County s Resource Ordinance, Geologically Hazardous Areas Section. 43045 �, is complete and true,that the assessment demonstrates min, fC/STCRF' �SSr��nLF`�, 5/8/24 conclusively that the risks posed by the landslide hazard can be mitigated through the included geotechnical design Disclaimer:Mason County does not recommendations, and that all hazards are mitigated in such a certify the quality of the work done in manner as to prevent harm to property and public health and this Geotechnical Report. safety. Page 2 of 2 TABLE OF CONTENTS 1.0 INTRODUCTION.................................................:...............................................................................1 1.1 PROJECT INFORMATION.................................................................................................................... 1 1.2 PURPOSE OF INVESTIGATION AND SCOPE OF WORK........................................................................ 1 2.0 SURFACE CONDITIONS....................................................................................................................3 2.1 TOPOGRAPHY.....................................................................................................................................3 2.1.1 Upslope Geomorphology............................................................................................................3 2.2 SURFACE DRAINAGE..........................................................................................................................3 2.2.1 Upland Water Bodies.................................................................................................................3 2.3 SLOPE AND EROSION OBSERVATIONS...............................................................................................3 3.0 SUBSURFACE INVESTIGATION....................................................................»...............................5 3.1 FIELD METHODS,SAMPLING AND FIELD TESTING...........................................................................5 3.2 GEOLOGIC CONDITIONS....................................................................................................................5 3.3 SPECIFIC SUBSURFACE CONDITIONS.................................................................................................5 3.3.1 Groundwater............................................................................................................................... 7 4.0 ENGINEERING ANALYSES AND CONCLUSIONS......................................................................8 4.1 SLOPE STABILITY...............................................................................................................................8 4.1.1 Slope Stability Analysis.............................................................................................................. 9 4.2 EROSION............................................................................................................................................10 4.2.1 Shoreline Recession..................................................................................................................10 4.3 SEISMIC CONSIDERATIONS AND LIQUEFACTION..............................................................................11 4.3.1 Liquefaction..............................................................................................................................11 4.4 LANDSLIDE,EROSION AND SEISMIC HAZARDS CONCLUSIONS........................................................11 4.5 LATERAL EARTH PRESSURES...........................................................................................................12 4.6 ON-SITE AND OFF-SITE IMPACTS.....................................................................................................12 5.0 ENGINEERING RECOMMENDATIONS........................................................................................14 5.1 BUILDING FOUNDATION RECOMMENDATIONS.................................................................................14 5.1.1 Bearing Capacity.......................................................................................................................14 5.1.2 Settlement..................................................................................................................................15 5.1.3 Concrete Slabs-on-Grade..........................................................................................................15 5.2 EARTHWORK CONSTRUCTION RECOMMENDATIONS.......................................................................15 5.2.1 Excavation.................................................................................................................................15 5.2.2 Placement and Compaction of Native Soils and Engineered Fill...........................................16 5.2.3 Retaining Wall Backfill.............................................................................................................17 5.2.4 Wet Weather Considerations....................................................................................................17 5.2.5 Building Pads............................................................................................................................18 5.3 BUILDING AND FOOTING SETBACKS.................................................................................................18 5.4 SURFACE AND SUBSURFACE DRAINAGE...........................................................................................19 5.5 VEGETATION BUFFER AND CONSIDERATIONS.................................................................................19 5.6 TEMPORARY AND PERMANENT EROSION CONTROL.......................................................................20 5.7 SEPTIC DRAINFIELDS........................................................................................................................20 5.8 STRUCTURAL MITIGATION...............................................................................................................20 6.0 CLOSURE.............................................................................................................................................21 Appendix A—Geotechnical Site Plan Appendix B-Soil Information Appendix C-Slope Stability Appendix D—Erosion Control Appendix E—Drainage Details 1.0 INTRODUCTION Envirotech Engineering, PLLC. (Envirotech) has completed this geotechnical report for a property located at 591 E Benson Loop, Shelton, identified as parcel number 22021-50- 90031 in Mason County, Washington. As presented herein, this report includes information pertaining to the project in this Introduction Section; observations of the property and surrounding terrain in the Surface Conditions Section; field methods and soil descriptions in the Subsurface Investigation Section; supporting documentation with relation to slope stability, erosion, seismic considerations, and lateral earth pressures in the Engineering Analyses and Conclusions Section; and, recommendations for foundation, settlement, earthwork construction, retaining walls, erosion control, drainage, and vegetation in the Engineering Recommendations Section. An initial geotechnical evaluation of the project was conducted by Envirotech on April 16, 2024. It was determined that slopes in excess of 40% with a vertical relief of at least 10 feet were present within 300 feet of the planned development. Based on this site characteristic, the proposed development will require a geotechnical report pursuant to Landslide Hazard Areas of Mason County Resource Ordinance (MCRO) 8.52.140. During the site visit by Envirotech, surface and subsurface conditions were assessed. After completion of the field work and applicable project research, Envirotech prepared this geotechnical report which,at a minimum,conforms to the applicable MCRO. 1.1 Project Information Information pertaining to the project was provided by the proponent of the property, and observations from a field visit by Envirotech. The proposed development is expected to consist of a single family residential ADU, on-site septic system upgrade, and other ancillary features typical of this type of development . Approximate site development footprint with relation to existing geological site features are illustrated in the Geological Site Plan in Appendix A of this report. 1.2 Purpose of Investigation and Scope of Work The purpose of this geotechnical investigation is to assess geological hazards, and evaluate the project in order to provide geotechnical recommendations that should be implemented during development. The investigation included characterizing the general project surface and subsurface conditions, and evaluating the suitability of the soils to support the planned site activities. In order to fulfill the purpose of investigation, the geotechnical program completed for the proposed improvements of the project include: Envirotech Engineering Geotechnical Report PO Box 984 page I Parcel 22021-50-90031 Belfair,Washington 98528 Mason County, Washington Ph. 360-275-9374 May 8, 2024 • Review project information provided by the project owner and/ or owner's representative; • Conduct a site visit to document the site conditions that may influence the construction and performance of the proposed improvements of the project; • Define general subsurface conditions of the site by observing subsoils within test pits and/ or cut banks, review geological maps for the general area, research published references concerning slope stability, and review water well reports from existing wells near the project; • Collect bulk samples, as applicable, at various depths and locations; • Perform soils testing to determine selected index and/or engineering properties of the site soils; • Complete an engineering analysis supported by the planned site alterations, and the surface and subsurface conditions that were identified by the field investigation, soil testing, and applicable project research; and, • Establish conclusions based on findings, and make recommendations for foundations, drainage, slope stability, erosion control, earthwork construction requirements,and other considerations. 'r WAem t,ke 6 ra a .S a Qi. W ya on Y m IEJ 3 � p`aa y 1 W 3qf \ E Ayaro RA 0 C r 8 s C �ry � Project SE A"O kd Vicinity Map from Mason County Website Envirotech Engineering Geotechnical Report PO Box 984 page 2 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 2.0 SURFACE CONDITIONS Information pertaining to the existing surface conditions for the project was gathered on April 16, 2024 by a representative with Envirotech. During the site visit, site features were documented that may reveal potential geological hazards. This Surface Conditions Section provides information on topography, drainage and slope/ erosion conditions for the project and surrounding areas. An aerial photo of the project and immediate vicinity is provided on the following page. 2.1 Topography The topographic information provided in this section was extrapolated from a public lidar source, and incorporated observations and field measurements. Where necessary, slope verification included measuring slope lengths and inclinations with a cloth tape and inclinometer. See the Geological Site Plan in Appendix A for an illustration of the general slope indicators with respect to the planned development. Maximum sloping grades within 300 feet of the proposed development area with a vertical relief in excess of at least 10 feet were observed to be 85%. 2.1.1 Upslope Geomorphology The landform that is upland from property is considered a hillside 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. 2.2 Surface Drainage The majority of the stormwater runoff originating upslope from the anticipated development is expected to be minimal to moderate . Significant scour, erosion and sediment transport was not apparent near the project. 2.2.1 Upland Water Bodies There are no apparent water bodies or wetlands located upslope from the planned development that would significantly influence the project. 2.3 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: Envirotech Engineering Geotechnical Report PO Box 984 page 3 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 • 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. Nearby landslides and slope instability indicators were observed near the project. This included shallow translational landslides, old deep seated slides, leaning/ bowing trees, and stepped land masses. --IT'- .it, .�. t i i Aerial Photo from Mason County Website Envirotech Engineering Geotechnical Report PO Box 984 page 4 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County, Washington Ph. 360-275-9374 May 8,2024 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 April 16, 2024 by a representative 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. See Appendix B for a soil profile cross-sections, soil logs, and other appropriate information as necessary. 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. More specifically for the project location, a caption from the Washington State Department of Natural Resources is as follows: Map Unit: Qgt Age: Quaternary GeoMaterial: Glacial till Description: Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited by glacial ice; may contain interbedded stratified sand, silt, and gravel. 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 Envirotech Engineering Geotechnical Report PO Box 984 page 5 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 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 beneath about 5.5 feet maximum fill depth. Within native, undisturbed areas, competent bearing soils were encountered at 6 feet maximum below the existing 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 6 feet of fill and natural ground were observed to be primarily moist,brown silty sand with gravel (SM) . Soils below this upper soil strata are known to be hardpan,but this could be up to 30 feet below the ground surface. Not withstanding the potential for any old fill, the relative densities are suitable for foundations as provided above. Expanded and specific subsurface descriptions, other than what is provided in this section, are provided within additional soil information 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 Sinclair shotty loam with 15% - 30% slopes. See the soil map below. r. `w 5 Soil Survey From USDA Natural Resources Conservation Service Envirotech Engineering Geotechnical Report PO Box 984 page 6 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County, Washington Ph. 360-275-9374 May 8, 2024 3.3.1 Groundwater From the water well report(s) and knowledge of the general area, permanent groundwater is at least 50 feet below the current ground surface. Surface seepage or perched groundwater at shallow depths was not observed on-site, nor indicated on the well reports. Envirotech Engineering Geotechnical Report PO Box 984 page 7 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 4.0 ENGINEERING ANALYSES AND CONCLUSIONS The following section includes slope stability, erosion, seismic considerations, and impacts to both on-site and off-site properties. 4.1 Slope Stability Landslides are natural geologic processes, and structures near slopes possess an inherent risk of adverse settlement, sliding or structural damage due to these processes. Geotechnical engineering cannot eliminate these risks for any site with sloping grades because gravity is constantly inducing strain on the sloping soil mass. Excessive wet weather and/ or earthquakes will exacerbate these strains. Geotechnical engineering considers excessive wet weather and `design' earthquakes in order to provide an acceptable factor of safety for developing on or near sloping terrain with relation to current engineering protocol. These factors of safeties are based on engineering standards such as defining engineering properties of the soil, topography, water conditions, seismic acceleration and surcharges. Surface sloughing or other types of surficial slope movements usually do not affect the deep-seated structural capability of the slope. However, repeated surficial slope movements, if not repaired, may present a threat to the structural integrity of the slope. If any slope movement arises, the slope should be inspected by an engineer. Subsequently, maintenance may be required in order to prevent the possibility of further surficial or deep seated slope movements that may be damaging to life and property. According to the Coastal Zone Atlas of Mason County,Washington, the project is within and near terrain labeled `Stable' and `Unstable' regarding potential landslide activity. Descriptions of these mapping units may be found in the aforesaid Atlas. A Stability Map from the Coastal Zone Atlas for the general area of this project is provided below: Project Map from Washington State Department of Ecology Website Envirotech Engineering Geotechnical Report PO Box 984 page 8 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 According to the Resource Map from the Washington State Department of Natural Resources (DNR), the project is not within terrain labeled `highly unstable' relating to soils. DNR labeled portions of this project as medium and high slope instability with relation to slopes. A Resource Map from the DNR Forest Practices Application Review System is provided below: Project fr Resource Map from Washington State Department of Natural Resources Website 4.1.1 Slope Stability Analysis The Simplified Bishop Method, utilizing `STABLE' software, was used to analyze the static stability of the site slopes. Seismic conditions were estimated utilizing worst case scenario values from the static analysis, a quasi-static analysis coefficient of at least 0.15, and applying the applicable values to STABLE software. Various radii's and center points of the circle were automatically selected, and produced factor of safeties in a graphical and tabular format. Worst case scenario values were used in the slope stability analysis in regards to topography, surcharges, water content, internal friction and cohesion of the site soils. STABLE software has been repeatedly checked with manual calculations, and consistently proved to be a very conservative program. The following soil properties were used in the analysis, and are based on observed conditions, known geology, and/or published parameters: Soil unit weight: 132 pcf Angle of internal friction: 30 degrees Cohesion: 200 psf Envirotech Engineering Geotechnical Report PO Box 984 page 9 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 Based on the slope stability analysis, unacceptable factors of safety could be present on and near the critical slope, but do not reflect conditions where development is expected to occur. For this project, at the location of the proposed development, minimum factor of safeties for static and dynamic conditions were estimated to be at least 1.5 and 1.1, respectively. See the slope stability information in Appendix C for a depiction of minimum factors of safety away from the project. 4.2 Erosion Based on the USCS description of the project soils, the surface soils are considered moderately erodible. According to the Resource Map from the Washington State DNR, as provided above, the project is not within terrain labeled `highly erodible.' This project is not 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). It is our opinion that minor erosion control recommendations provided in this report is sufficient for the development of this project, and additional engineered erosion control plans are not required. Temporary and permanent erosion control measures are required for site development. Extents of temporary erosion control will mostly depend on the timeliness of construction, moisture content of the soil, and amount of rainfall during construction. Soil erosion typical to the existing site conditions and planned disturbance of the project include wind-borne silts during dry weather, and sediment transport during prolonged wet weather. Sediment transport could be from stormwater runoff or tracking off-site with construction equipment. The Temporary and Permanent Erosion Control Section (Section 5.6) of this report consist of specific erosion controls to be implemented. Additional erosion control information and specifications may be found in the latest addition of the "Stormwater Management Manual for Western Washington," prepared by the Washington State Department of Ecology Water Quality Program. 4.2.1 Shoreline Recession Due to the close proximity of a shoreline, an evaluation of the shoreline recession rate for this project was completed. This was accomplished by interviewing property owners within the vicinity of the project, and/or carefully reviewing and comparing historical aerial photographs of the project. Historical aerial photograph sources may be found in the 1951 aerial for the Soil Survey of Mason County, aerials from the Washington State Department of Ecology, and from the Envirotech Engineering Geotechnical Report PO Box 984 page 10 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 Washington State Department of Natural Resources website. Based on available information, we conclude that the past shoreline recession for this project is less than 10 feet in 50 years. 4.3 Seismic Considerations and Liquefaction There are no known faults beneath this project. The nearest Class `A' or 'B' fault to this property is the Olympia Fault Zone , which is not located on the property or adjacent properties. This information is supported by the USGS Quaternary Fault and Fold Database for the United States. Potential landslides due to seismic hazards have been considered, and are addressed in the Slope Stability Analysis Section provided earlier in this report. 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. 4.3.1 Liquefaction The potential for liquefaction is believed to be low for this project. This is based, in part, on the subsurface conditions such as soil characteristics and the lack of a permanent shallow water' table. Subgrade characteristics that particularly contribute to problems caused from liquefaction include submerged, confined, poorly-graded granular soils (i.e. gravel, sand, silt). Although gravel- and silt- sized soil particles could be problematic, fine and medium grained sands are typically subjected to these types of seismic hazards. No significant saturated sand stratifications are anticipated to be within the upper 50 feet of the subsoil for this project. 4.4 Landslide, Erosion and Seismic Hazards Conclusions DNR did indicate relict landslide activity on the project. Mapped slope conditions, as delineated by the Departments of Ecology and/or Natural Resources, were considered in our slope stability assessment. Based on the proximity and severity of mapped delineations with respect to the proposed development, results of the aforesaid slope stability analysis, observed surface conditions, and other pertinent information, it is our opinion that the proposed development may occur in accordance with the recommendations in this geotechnical report. Envirotech Engineering Geotechnical Report PO Box 984 page 11 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 4.5 Lateral Earth Pressures Retaining walls may be utilized for this project. The lateral earth pressures exerted through the backfill of a retaining wall are dependent upon several factors including height of retained soil behind the wall, type of soil that is retained, degree of backfill compaction, slope of backfill, surcharges, hydrostatic pressures, earthquake pressures, and the direction and distance that the top of the wall moves. An equivalent fluid unit weight used for structural design may be estimated as the product of the backfill soil unit weight and the earth pressure coefficient for at-rest pressures. Retaining walls should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of the following: At-Rest Active Native Soils 49 pcf 32 pcf Engineered Fill Soils 45 pcf 28 pcf The values provided above shall be increased by 1 pcf for every 1 degree of backfill/ natural slope angle. These equivalent fluid unit weight values do not include lateral earth pressures induced by earthquakes, groundwater, or surcharges from live loads. Earthquake pressures should be added to the wall analysis, and treated as an inverted pressure triangle where the resultant pressure is located at 2/3 of the wall height, or other method approved by a structural engineer. The following resultant earthquake pressures as a function of the wall height(H) may be utilized: At-Rest Active Native Soils 15AH psf 9.8H psf Engineered Fill Soils 13.6H psf 8.2H psf See the Earthwork Construction Recommendations Section for details concerning the use of native soils,engineered fill and placement of backfill. 4.6 On-Site and Off-Site Impacts From a geotechnical position, it is Envirotech's opinion that the subject property and adjacent properties to the proposed development should not be significantly impacted if all recommendations in this report are followed. This opinion is based on the expected site development, existing topography, existing nearby development, land cover, and Envirotech Engineering Geotechnical Report PO Box 984 page 12 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 adhering to the recommendations presented in this report. Future development or land disturbing activities on neighboring properties or properties beyond adjacent parcels that are upslope and/or downslope from the subject property could cause problems to the subject property. For this reason, future development or land disturbance near the subject property should be evaluated by a geotechnical engineer. Envirotech Engineering Geotechnical Report PO Box 984 page 13 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 5.0 ENGINEERING RECOMAMNDATIONS The following sections present engineering recommendations for the proposed improvements of the project. These recommendations have been made available based on the planned improvements as outlined in the Introduction Section of this report; general observations including drainage and topography as recapitulated in the Surface Conditions Section; soil/ geologic conditions that were identified from the geotechnical investigation that is summarized in the Subsurface Investigation Section; and, project research, analyses and conclusions as determined in the Engineering Analysis and Conclusions Section. Recommendations for the project that is provided herein, includes pertinent information for building foundations, earthwork construction, building and/ or footing setbacks,drainage, vegetation considerations, and erosion control. 5.1 Building Foundation Recommendations The recommended allowable bearing capacities and settlements as presented below, consider the probable type of construction as well as the field investigation results by implementing practical engineering judgment within published engineering standards. Evaluations include classifying site soils based on observed field conditions and soil testing for this project. After deriving conservative relative densities, unit weights and angles of internal friction of the in-situ soils, the Terzhagi ultimate bearing capacity equation was utilized for determining foundation width and depth. Foundation parameters provided herein account for typical structural pressures due to the planned type of development. A structural analysis is beyond the scope of a geotechnical report, ands structural engineer may be regld to design specific foundations and other structural elements based on the soil investigation. Stepped foundations are acceptable,if vented for this project. Continuous, isolated, or stepped foundations shall be hodftntaW,evW b , thjJFJJJJN1JOJMundation and qoop o The frost penetration depth is not expected to extend beyond 12 inches below the ground surface for this project under normal circumstances and anticipated design features. 5.1.1 Bearing Capacity Existing in-situ soils for this project indicates that the structure can be established on shallow, continuous or isolated footings. Foundations shall be established on relatively undisturbed native soil that is competent and unyielding. Alternatively, foundations may be constructed on selective re-compacted native soil or compacted engineered fill as described in the Earthwork Construction Recommendations Section of this report. For a be pa o an 1500 ;f, iinimum ontinuous footing width of 15 inches shalt laced at a minimum depth in rder to extend below the existing fill. The fill was measured to be 5.5 feet We Irea, and is expected to mostly be less than this, but could be more., Foundation Envirotech Engineering Geotechnical Report PO Box 984 page 14 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 recommendations are made available based on adherence to the remaining recommendations that are provided in this report. Alterations to the aforementioned foundation recommendations may be completed upon a site inspection by a geotechnical engineer after the foundation excavation is completed. 5.1.2 Settlement Total and differential settlement that a structure will undergo depends primarily on the subsurface conditions, type of structure, amount and duration of pressure exerted by the structure, reduction of pore water pressure, and in some instances, the infiltration of free moisture. Based on the expected native soil conditions, anticipated development, and construction abides by the recommendations in this report, the assumed foundation system may undergo a maximum of 1.0 inch total settlement, and a maximum differential settlement of 0.75 inch. 5.1.3 Concrete Slabs-on-Grade Interior slabs, if utilized, should be supported on a minimum of 4 inches of compacted coarse, granular material (Retained on U.S. Sieve #10 or greater) that is placed over undisturbed, competent native subgrade or engineered fill per the Earthwork Recommendations Section below. The recommendations for interior concrete slabs-on-grade as presented herein are only relevant for the geotechnical application of this project. Although beyond the scope of this report, concrete slabs should also be designed for structural integrity and environmental reliability. This includes vapor barriers or moisture control for mitigating excessive moisture in the building. 5.2 Earthwork Construction Recommendations Founding material for building foundations shall consist of undisturbed native soils to the specified foundation depths. Compacted engineered fill, or selective re-compacted native soils may be used to the extents provided in this Earthwork Construction Recommendations Section. The following recommendations include excavations, subgrade preparation, type of fill, and placement of fill for building foundations. 5.2.1 Excavation Excavation is recommended to remove any excessive organic content, old fills/ disturbed soils or other deleterious material, if present, beneath foundations and to achieve appropriate foundation depth. Additional sub-excavation will be required for this project if the soils below the required foundation depth are loose, saturated, not as described in this report, or otherwise incompetent due to Envirotech Engineering Geotechnical Report PO Box 984 page 15 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 inappropriate land disturbing, or excessive water trapped within foundation excavations prior to foundation construction. All soils below the bottom of the excavation shall be competent, and relatively undisturbed or properly compacted fill. If these soils are disturbed or deemed incompetent, re-compaction of these soils below the anticipated footing depth is necessary. Excavations shall be completely dewatered, compacted, and suitable before placement of additional native soil,engineered fill or structural concrete. s +cement and Compa ative Soils and red`Fill' For engineered fill or disturbed native soils that will be utilized as fill material directly beneath foundations, observation and/ or geotechnical testing is required prior to foundation construction. The following placement and compaction requirements are necessary. For disturbed native soils or engineered fill beneath foundations, limits of compacted or re-compacted fill shall extend laterally from the bottom edge of the foundation at a rate of one horizontal foot for each foot of compacted or re- 'ompacted fill depth beneath the foundation. See the illustration below. FOOTING COMPACTED NATIVE SOILS OR ENGINEERED t FILL 1 II UNIIISTURBED SUBGRADE Both engineered fill and native soils used as compacted fill should be free of roots and other organics, rocks over 6 inches in size, or any other deleterious matter. Because of moisture sensitivity, importing and compacting engineered fill may be more economical than compacting disturbed native soils. 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 Particle Size Distribution of Engineered Fill Envirotech Engineering Geotechnical Report PO Box 984 page 16 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County, Washington Ph. 360-275-9374 May 8,2024 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 95% of the modified Proctor maximum dry density (ASTM D 1557) and within 3% of optimum moisture content. Each lift surface should be adequately maintained during construction in order to achieve acceptable compaction and inter-lift bonding. Temporary and permanent earth cuts and fill slopes exceeding 4 feet in height should be limited to a slope of 2:1 (horizontal:vertical). Utility trenches or other confined excavations exceeding 4 feet should conform to OSHA safety regulations. Permanent cut and fill slopes shall be limited to a slope of 2:1, unless otherwise approved by an engineer. 5.2.3 Retaining Wall Backfill Native soils may be used as retaining wall Backfill for this project if the total wall height is 4 feet or less and the recommendations below are followed. Native soils for retaining walls exceeding 4 feet in height must be approved by the local authority or evaluated by an engineer. Backfill may consist of engineered fill, as presented in this report, or borrow material approved by a geotechnical engineer. Compaction of these materials shall be achieved in compacted lifts of about 12 inches. Each lift should be uniformly compacted to at least 85%, and no more than 90% of the modified Proctor maximum dry density (ASTM D 1557). If pavement or building loads are planned to be located within retaining wall backfill, then 90% compaction is required. In addition, heavy construction equipment should be at a distance of at least '/2 the wall height. Over-compaction and limiting heavy construction equipment should be prevented to minimize the risk of excess lateral earth pressure on the retaining structure. Envirotech recommends that retaining wall backfill is compacted with light equipment such as a hand-held power tamper. If clean, coarse gravel soils are utilized as engineered fill, and surcharges will not influence the retaining wall,compaction may be achieved by reasonably densifying granular soils with construction equipment. 5.2.4 Wet Weather Considerations Due to the types of subsurface soils, additional provisions may be required during prolonged wet weather. Every precaution should be made in order to prevent free moisture from saturating the soils within excavations. If the bottom of excavations used for footing placement changes from a moist and dense/hard characteristic as presented in this report to muck or soft, saturated conditions, then these soils become unsuitable for foundation bearing material. If this situation occurs, a geotechnical engineer should be notified, and these soils should be completely Envirotech Engineering Geotechnical Report PO Box 984 page 17 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 removed and replaced with compacted engineered fill or suitable native material as presented in this section. 5.2.5 Building Pads4 Building pads for this project, if utilized, shall be constructed per the fill placement and compaction recommendations as presented above. Both engineered fill and native soils may be used for building pads. Building pad slopes shall be no steeper than 2:1 for both compacted engineered fill and re-compacted native soils used as fill. Building pad fill shall be "keyed" into the existing subgrade to a depth of at least 2 feet below the existing ground surface. The term "keyed," as used here, implies that the interface between the building pad and subgrade is horizontally level. Alternatively, building pads may be keyed into the subgrade to the above specified depth, and stepped. Stepped fill should be keyed into the subgrade at a minimum width of 10 feet. All footings shall be located at least 5 feet away from the top of the engineered fill slope. See the diagram below for a depiction of fill pads for structural support. i COMPACTED FILL LEVEL CUT BENCH BENCH EXISTING GROUND SURFACE BENCH BENCH 5.3 Building and Footing Setbacks Provided that assumptions relating to construction occur and recommendations are followed as presented in this report, the factor of safety for slope stability is sufficient for a 20 feet footing setback from the face of the nearby ascending and descending slopes exceeding 40%. See the figure below and the Site Plan in Appendix A for an illustration of the setbacks. Envirotech Engineering Geotechnical Report PO Box 984 page 18 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 STRUCTURE TOP OF SLOPE SLOPE FACE Ii—il � �-- SETBACK --� Fo�1TINu From the illustration above,JWures may be located JJWr to the top of slope by ext u rr ugh to maintain the reconffnended setback. In addition, the required setback may be reduced by mitigation, and subsequently would require additional geotechnical studies. 5.4 Surface and Subsurface Drainage Positive drainage should be provided in the final design for all planned residential buildings. Drainage shall include sloping the ground surface, driveways and sidewalks away from the project structures. All constructed surface and subsurface drains should be adequately maintained during the life of the structure. If drainage problems occur during or after construction, additional engineered water mitigation will be required immediately. This may include a combination of swales, berms, drain pipes, infiltration facilities, or outlet protection in order to divert water away from the structures to an appropriate protected discharge area. Leakage of water pipes, both drainage and supply lines, shall be prevented at all times. If impervious thresholds are exceeded per the prevailing agency code, then engineered stormwater management plans are required for this project. The drainage engineer must coordinate with a geotechnical engineer for input with relation to slope stability prior to submitting drainage plans. If stormwater management plans are not required for this project,then the following recommendations should be followed. For this project, we recommend that roof downspouts atop spTW bl`' this project. Recommended drainage details are provided in Appendix E of this report. 5.5 Vegetation Buffer and Considerations For this project, we believe that a detailed clearing and grading plan is not warranted unless the prevailing agency thresholds are exceeded, and basic vegetation management practices should be adhered to. Vegetation Buffer—Vegetation shall not be removed from the face of the critical slope or within a distance of zero feet beyond the top of the slope. However, any tree deemed hazardous to life or property shall be removed. If tree removal is necessary, then stumps Envirotech Engineering Geotechnical Report PO Box 984 page 19 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 and roots shall remain in place, and the underbrush and soil shall remain undisturbed as much as possible. Any disturbed soil shall be graded and re-compacted in order to restore the terrain similar to preexisting conditions and drainage patterns. See the Site Plan in Appendix A of this report for a depiction of the vegetation buffer. 5.6 Temporary and Permanent Erosion Control Erosion control during construction should include minimizing the removal of vegetation to the least extent possible. Erosion control measures during construction may include stockpiling cleared vegetation, silt fencing, intercepting swales, berms, straw bales, plastic cover or other standard controls. Although other controls may be used, if adequate, silt fencing is presented in this report as the first choice for temporary erosion control. Any erosion control should be located down-slope and beyond the limits of construction and clearing of vegetation where surface water is expected to flow. If the loss of sediments appears to be greater than expected,or erosion control measures are not functioning as needed, additional measures must be implemented immediately. See Appendix D for sketches and general notes regarding selected erosion control measures. The Site Plan in Appendix A depicts the recommended locations for erosion control facilities to be installed as necessary. Permanent erosion control is necessary if substantial vegetation has not been established within disturbed areas upon completion of the project. Temporary erosion control should remain in place until permanent erosion control has been established. Permanent erosion control may include promoting the growth of vegetation within the exposed areas by mulching, seeding or an equivalent measure. Selected recommendations for permanent erosion control are provided in Appendix D. Additional erosion control measures that should be performed include routine maintenance and replacement, when necessary, of permanent erosion control,vegetation, drainage structures and/or features. 5.7 Septic Drainfields Septic drainfrelds were considered in our geotechnical evaluation. This includes septic drainfrelds with relation to the observed soil conditions, expected vegetation removal, and existing and proposed topography` Based on the aforesaid parameters, the septic ical slopes This is also based on c p ianOF will'All iecorrirTien a tons rn'` rs report including maintaining drainfrelds behind the geotechnical setback.All ' ut further geotechnical considerations. 5.8 Structural Mitigation With respect to landslide alleviation or slope improvements, structural mitigation is not necessary for this project. This determination is based on the anticipated improvements of the project, engineering conclusions, and compliance with all recommendations provided in this report. Envirotech Engineering Geotechnical Report PO Box 984 page 20 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8,2024 6.0 CLOSURE Based on the project information provided by the owner, the proposed development, and site conditions as presented in this report, it is Envirotech's opinion that additional geotechnical studies are not required to further evaluate this project. Due to the inherent natural variations of the soil stratification and the nature of the geotechnical subsurface exploration, there is always a possibility that soil conditions encountered during construction are different than those described in this report. It is not recommended that a qualified engineer performs a site inspection during earthwork construction unless fill soils will influence the impending foundation. However, if native, undisturbed subsurface conditions found on-site are not as presented in this report, then a geotechnical engineer should be consulted. This report presents geotechnical design guidelines, and is intended only for the owner, or owners' representative, and location of project described herein. This report should not be used to dictate construction procedures or relieve the contractor of his responsibility. Any and all content of this geotechnical report is only valid in conjunction with the compliance of all recommendations provided in this report. Semantics throughout this report such as `shall,' `should' and `recommended' imply that the correlating design and/or specifications must be adhered to in order to potentially protect life and/ or property. Semantics such as `suggested' or `optional' refer that the associated design or specification may or may not be performed, but is provided for optimal performance. The recommendations provided in this report are valid for the proposed development at the issuance date of this report. Changes to the site other than the expected development, changes to neighboring properties, changes to ordinances or regulatory codes, or broadening of accepted geotechnical standards may affect the long-term conclusions and recommendations of this report. The services described in this report were prepared under the responsible charge of Michael Staten, a professional engineer with Envirotech. Michael Staten has appropriate education and experience in the field of geotechnical engineering in order to assess landslide hazards,earthquake hazards, and general soil mechanics. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Sincerely, Envirotech Engineering i� 5 r Michael Staten, P.E. Geotechnical Engineer Envirotech Engineering Geotechnical Report PO Box 984 page 21 Parcel 22021-50-90031 Belfair,Washington 98528 Mason County,Washington Ph. 360-275-9374 May 8, 2024 . SCALD I I� t5 35 G 1 TOE [IF CRI1iCAL SLOPE ti T' ',WHERE 5RADES EXCEEL 40% 483 EIdENSON L P _ - EXISTING RESIDENCE V I L BENSON L' P xw —2C' BUILDING SETBACK . � FRpN TOP OF SLOPE ,, 4" . -{ "-FXISTIN." 'CABIN TO BE W` (- 1E?'LACED WITH ADU ' F1I F /ER❑ VEGETATION HUFFER sEE REP 07 T TO OF .T;CAL SLOPE wHERE TRADES Er.CEEI 40% SI ' t l t 5l3JE��ETISON L P 1RTESi CON7O..ks WERE"OT rk0'44EI,LT A LlurAz;n LANL S,RV[YDR CONTOURS VPE EXTRA''OLATEC FROM A ,..su.-. LICAR SO..RCE,Ak6 EVCOi-DRATEC FXLC �'�' BUILDINGI SETBACK 1£AS-RE?'E%TS AS EX-LAI%ED Vi THE GmTE•'=H4�AL �sr'D:T FROM TOE OF SLOPE PokiNpARIES w1YE NOT VRE'A;ED D' A LUTENSEL LGGG:ND S..R'JEVOR LOf.ATMNS OF SITE FEATURES THAT ARE :kOWN HE-:E. S_CH As TU' OF sLO'Es.TOE IF I[ AR`' EN'IllE ;L.00•'ES. r<TE+ FEATURES, LTC. WITH RELATION TO -TOE OF - .AL AL SLOPE f�' ElasmR�,ON'k0_ E%vIRUTE-K E'��_D,EE,:%r TIE -R[rERT'• LINE;MUST TE vE;IF]E, AT -E rp ppx 9F. OW"EP.RET:WNE•i RAnms EN THE EETTECHNELAL ATE=ORT WHERE CRADES EXCEED 40Z 'i SLUM IMMCATOS' �yFAIR, WASHINi TDN =95,:i 1•.'0v3LE SETMA.::KS. DTFENS, LEPTHS,ETL„ ITN :lu-pT--eala QEL^TIDN TO GEOLO]]C FEATURES.113T PLOVER T ' BO" r-:src4L Co%Tou: LItiES, THESE "EOp-7 FEAT.P.ES . . P LOTATED ON � c TFE sN9.,E-T �RO'ERTY(R NEL'iJB[R'll'; �:Os•ER"E'. TP: Tt<s7 PIT SITE �'LA,`! V C4'::K•VA NQQIITT,L V.1LG i A{NA ��I GT.il�I GT.i! PROP❑SED ADU FILL. SEE -REPORT FOR F❑UNDATI❑N DEPTH EXISTING AND PROPOSED GRADE -------- CONGLOMERATE OF GRAVEL, ------- -____SAND, SILT, CLAY V* DENSE GLACI4L TILL SFL:TION A^A HOTESI ENGD.EER 1' MINOR GRADE CHANIES REMRED IN ORDER TO ACHIEVE ENVIROTO"H EnG[NFER:NG r7mm CRAAA^£ 10 ncx 78s ?)THE SOIL PROb FE IS ACCURATE FOR -HE DEPTH CF QELFAIR.LASHEWION 70a:0 THE OBSERVED TEST P]TS AT THE SPFCIF[EL' La:ATIONS. TAR-Pr.,-9174 LOv ER WITHS ARE RASED ON SITE GEOLOGY. SELL LMM). AA1rOR rx>ERTD CE EN THE :ENERAL AREA SOIL PROFILE TEST PIT LOG (TP-1) Date of Log: April 16, 2024 Location: 591 E Benson Loop, Shelton Logged By: MCS Depth USCS Description 0—5.5ft SM Silty Sand with Gravel. Medium brown and moist (FILL) Loose and unconsolidated Gravel is primarily coarse and subrounded Sand is mostly medium No plasticity 5.5 —6ft SM Native,undisturbed, loose to medium dense Density increases with depth APPENDIX C SLOPE STABILITY 1 _ oa _ ao 1 _ _ I So 1 _ 4 O 1 _ 5 O 1 . 460 1 _ -70 1 _ So 1 . 9 O .2 _ O O Slope Stability: Dynamic v� 0 CD CD i a� T F• ■- P� NNF✓ F� t- N NNN 0 +p m J UI W N F+ 0 0 0 0 0 0 0 0 0 0 0 0 APPENDIX D EROSION CONTROL GEOTEXTILE FABRIC WRAP AROUND TRENCH TO AT LEAST ENTIRE BOTTOM OF TRENCH BEFORE PLACING GRAVEL 2'x2'x5' WOOD POST OR 12' DEEP, 8' WIDE TRENCH EQUIVALENT OR BETTER FILLED WITH 3/4' TO 1 1/2' WASHED GRAVEL OR VEGETAT N zs n DIRECTION OF - EXISTING WATER FLOW GROUND SURFACE �� zs rr SILT FENCE - CROSS SECTION N.T.S. 2'x2' WOOD POST (TYP) GEOTEXTILE FABRIC OR EQUIVALENT OR BETTER AND WIRE MESH @ 6 FT MAX. O.C. � 6R �� asrt EXISTING rrni GROUND SURFACE z 12' DEEP, 8' WIDE TRENCH FILLED WITH 3/4' TO 1 1/2' 2'FT WASHED GRAVEL OR VEG Tl BOTTOM EXTENTS OF GEOTEXTILE FABRIC SILT FENCE - DETAIL N.T.S. PROVIDE FULL WIDTH 3/4 IN TO 1 1/ N�o FT r INGRESS/EGRESS CRUSHED GRAVELI PLACED AT 6 IN MIN]MUM DEPTH WELL—DRAINED SOILS ^0.02 IN/MIN FULL LEhoTM R=25 FT MIN ti — ncccSs Rena STABILIZED CONSTRUCTION ENTRANCE N.T.S. GERAL NOTES. PERMANENT EROSION CONTROL NOTES SEEDING FOR RAW SLOPES SFOILD THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON FESE PLANS PROVE TO BE INADEQUATE DURING CONSTRUCTION,THE C13NTRACTIR L BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL TALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL FACILITIES, MEASURES SUCH AS GRADIENT TERRACES,INTERCEPTOR DIKES, ALL EROSION AND SEDIMENT CONTRA 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 FIDE SURFACE, ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE LEFT IN Fd10VING SURFACE ROUGHENING,PERFORM ALL OPERATONS ACCROS LACE UNTIL THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED, OR PERPENDICULAR TO THE SLOPE. 3, SEEDING RECOMMENDATIONS,AS SHOWN BELOW,AND SHOULD BE MP13RARY EROSION CONTROL NEITESM APPLIED AT THE RATE(F 120 POUNDS PER ACRE 4. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOMER 31 WILL OR ALL AREAS WHICH HAVE BEEN STRIPPED Or VEGETATION OR EXPERIENCED LAND REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO ISTURBING ACTIVITIES,AND WHERE NO FURTHER WORK IS ANTICIPATED FIR A FOSTER AND PROTECT THE ROOT STRUCTURE. R1OD 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.g., ROSDIN CONTRCIL TREATMENT APPLICABLE TO THE TIME OF YEAR. GRASS SEEDING GEOTCXTILES, JUTE MAT,CLEAR PLASTIC COVERING). ONE WILL ONLY BE ACCEPTABLE DURING THE MONTHS OF APRIL THROUGH 6.FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' EPTEMBER. HOWEVER, SEE➢ING MAY PROCEED WHENEVER IT IS IN THE INTEREST Or 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. MOVAL CF EXISTING VCGETAT04 OR OTHER GROUND COVER, MUST BE LIMITED TO NLY AS MUCH LAND AS CAN RECEIVE APPROPRIATE PROTECTIVE COVER OR BE PROPORTIONS PURITY GERMENATIM THERWISE STABILIZED, AFTER HAVING BEEN CLEARED OR OTHERWISE DISTURBED NAME BY VEIGHT(%) (%) I%) Y NO LATER THAN SEPTEMBER 30 IF A GIVEN YEAR. UNLESS IMMEDIATE TABIL.IZAT04 IS SPECIFIED IN THE ERM04 AND SEDIMENT CONTROL PLAN,ALL REDTOP(AGROSTIS ALBA) 10 92 90 REAS CLEARED OR OTHERWISE DISTURBED MUST BE APPROPRIATELY STABILIZED ANNUAL RYE(LOLIUM MLLTIFIIItUM) 40 98 90 ROUGH THE USE OF MULCHING, NETTING,PLASTIC SHEETING,EROSM BLANKETS, CHEWING FESUE 40 97 BO REE DRAINING MATERIAL,ETC., BY SEPTEMBER 30 OR SOONER PER THE APPROVED (FESTUCA RUBRA COMMUTATA) LAN OF AC77CK UNLESS 07HERVISE APPROVED BY THE COUNTY, SEEDING, (JAMESTOVN, BANNER, SHADOW,KO(ET) RT[LIZING AND MULCHING 13F CLEARED OR OTHERWISE DISTURBED AREAS SHALL BE WHITE DUTCH CLOVER 10 96 90 ERFORMED DURING THE FOLLOWING PERIODSM MARCH 1 TO MAY 15, AND AUGUST 15 TO (TRIFOLIUM REPENS) CTOBER L SEEDING AFTER OCTOBER 1 WILL BE DONE WHEN PHYSICAL COMPLETION THE PROJECT IS IMMIFNT AND THE ENVDROMENTAL CONDITIONS ARE CONDUCIVE MULCHING 13 SATISFACTORY GROWTH IN THE EVENT THAT PERANENT STABILIZATION IS NOT SSIBLE,AN ALTERNATIVE METHOD OF GROUND COVER, SUCH AS MULCHING,NETTING,L MATERIALS USED FOR MULCHING ARE RECOMMENDED TO BE WOAD ASTIC SHEETING,EROSION BLANKETS, ETC., MUST BE INSTALLED BY NEI 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 EXP13SED SLOPES N THE EVENT THAT CONSTRUCTION ACTIVITIES OR OTHER SITE DEVELOPMENT GREATER THAN 21 (HARIZONTALVFRTICAL). CTIVITIES ARE DISCONTINUED FOR AT LEAST 4 CONSECUTIVE DAYS, THE 3.MULCHING SFOLLD BE USED IMMEDIATELY AFTER SEEDING OR IN VNER/CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSPECTIIN 1F ALL EROSION AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON,ALL ND SEDIMENT CONTROL FACILITIES IMMEDIATELY AFTER STORK(EVENTS. AND AT AREAS REQUIRING MULCH SHALL BE COVERED BY NOVEMBER L AST ONCE EVERY WEEK. THE OWNER/ CONTRACTOR SHALL BE RESPONSIBLE FOR HE MAINTENANCE AND REPAIR OF ALL EROSION AN SEDIMENT CONTROL FACILITIES. MPSCILING ET SEASON (OCTOBER I THRU APRIL 30)—ON SITES WHERE UNINTERUPTED L TOPSOIL SHOULD BE USED FOR THIS PROJECT DUE TO HIGHLY ONSTRUCTION ACTIVITY IS IN PROGRESS, THE CLEARING OF LAND, INCLUDING THE DENSE EXPOSED SOILS. EMOVAL OF EXISTING VEGETATION AND OTHER GROUND COVER, SHALL BE LIMITED 2,TOPSOIL SHOULD BE PLACED ON SLOPES NOT EXCEEDING RAIL 13 AS MUCH LAND AREA AS CAN BE COWERED IR STABILIZED WITHIN 24 HOURS IN I STRIPPING AND STOCKPILING ON-SITE SOILS SHALL ONLY BE HE EVENT A MAJOR STORM IS PREDICTED AND/ OR EROSION AND SEDIMENT PERMITTED IF TOPSOIL IS FRIABLE AND LOAMY (LOAM, SANDY LOAM, RANSPORT OFF-SITE IS OBSERVED, SILT LOAN, SANDY CLAY LOAM,CLAY LOAM), CLEARED OR DISTURBED AREAS SHALL RECEIVE APPROPRIATE PROTECTIVE 4,STRIPPING SHALL BE CONFINED TO THE IMMEDIATE CONSTRUCTION :OVER OR BE OTHERWISE STABILIZED, SUCH AS MULCHING, NETTING, PLASTIC AREAS A FOUR TO SIX INCH STRIPPING DEPTH IS CAN, BUT HEETING,EROSION BLANKETS, FREE DRAINING MATERIAL,ETC., WITHIN 5 DAYS AFTER DEPTH MAY VARY DEPENDING ON THE PARTICULAR SML ALL aVING BEEN CLEARED OR OTHERWISE DISTURBED IF NOT BEING ACTIVELY VORKE0. SURFACE RUNOFF CONTROL STRUCTURES SHALL BE IN PLACE BEFORE ILT FENCING, SEDIMENT TRAPS, SEDIMENT PONDS,ETC., VILL NOT BE VIEWED AS STRIPPING. DEQUATE COVER IN AND OF THEMSELVES,IN THE EVENT THAT ANY LAND AREA NOT EING ACTIVELY WORKED REMAINS UNPR13TECTED IR HAS NOT BEEN APPROPRIATELY TABILIZED 5 DAYS AFTER HAVING BEEN CLEARED, ALL CONSTRUCTION ACTIVITY ON HE SITE,EXCEPT FOR APPROVED EROSION AND SEDIMENT CONTROL ACTIVITY, SMALL MEDIATELY CEASE UNTIL SUCH A TIME AS AFOREMENTIONED LAND AREA HAS BEEN PPROPRIATELY PROTECTED OR STABILIZED. STOCKPILE MANA(f1p(T L STOCKPILE SMALL BE STAIII-END(VIM PLASTIC COVERING OR DTH M APPRDVED IEVICE)DAILY ETWON NEIVEMEM I AND MARCH 3L 2.IN ANY SEASON,SEDIMENT LEACHING FROM SToic PIES MUST BE PREVENTEL 3.TOPSOIL SHALL NOT BE PLACED WHILE IN A FROZEN OR MUDDY CONDITION,WHEN THE SUBGRAM IS ExCESSIVELY VET,OR NEN CONDITIONS Ex[ST T14AT HAY OTHERWISE BE DETRIMENTAL TO PROPER GRADING OR PROPOSED SOCDNG OR SEEDING. 4.PREVIOUSLY ESTABLI9E3 GRADES ON THE AREAS TO BE TOPSOILED SMALL BE MAINTADED ACCORDING TO THE APPROVED PLANS. STABILIZED CONSTRUCT1114 ENTRANCE L MATERIAL SHALL BE 4 INCH TO 8 INCH QUARRY SPALLS (4 TO 6 INCH FOR RESIDENTIAL SINGLE FAMILY LOTS)AND MAY BE TOP-DRESSED WITH 1 INCH TO 3 INCH ROCK. (STATE STANDARD SPECIFICATIONS, SECTION 8-15,) 2.THE ROCK PAD SHALL BE AT LEAST 12 INCHES THICK AND 50 FEET LONG(20 FEET FOR SITES WITH LESS THAN 1 ACRE OF DISTURBED SOIL).WIDTH SHALL BE FULL VIETH CF 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 SILT FENCE. ILT FENCE GECITEXTILE FILTER FABRIC TYPE SHALL BE PER SPECIFIED IN THE 'STTRMWATER MANAGEMENT MANUAL 'OR THE PUGET SOUND BASIN: OR APPLICABLE COUNTY STANDARDS GE17TEXTILE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF :ACH BARRIER TO AVOID USE OF JOINTS,IF JOINTS ARE NECESSARY,FILTER FABRIC SHALL BE SPLICED `OGETHER ONLY AT A SUPPORT POST WITH A MINIMUM 6-INCH OVERLAP AND SECURELY FASTENED AT OTH ENDS III THE POST, STANDARD FILTER FABRIC SHALL BE FASTENED USING V STAPLES OR TIE WIRES <HOG RINGS)B 4 IN PACING. .POSTS SHALL BE SPACED AND PLACED AT DEPTHS INDICATED IN THE DETAILS ON THIS SHEET,AND IVEN SECURELY INTO THE GROUND. WIRE MESH SHALL BE Z'X2'X14 GAUGE OR EQUAVILENT,THE WERE MESH MAY BE ELIMINATED IF TRA-STRENGTH FILTER FABRIC(MOMrff11,4HENT),AND CLOSER POST SPACING IS USED. .A TRENCH SHALL BE EXCAVATED ACCORDING TO THE DETAILS ON THIS SHEET ALONG THE LINE[F THE OSTS AND UPSL13PE FROM THE SILT FENCE SILT FENCES SHALL BE LOCATED DOWNSLOPE FROM THE CLEARING LIMITS OF THE PROJECT. APPENDIX E DRAINAGE DETAILS HOUSE ROOF DOWNSPOUT SERVES UP TO 700 SF OF ROOF SO FT MIN VEGETATED FLOW PATH DOWNSPOUT EXTENSION ROOF DOWNSPOUT AND SPLASH BLOCK DETAILS N.T.S. �., li/zslZy U?Q- In Place Density - Soils Report#: IPDS-000001-00 Olympia Client: Project: 2118 Black Lake Blvd.SW Olympia,WA 98512 Wolf Industries 24S221 (Permit:BLD2024-01153) Phone:(360)534-9777 607 SE Eaton Blvd Vanderberg-22586 Battle Ground,WA 98607 591 East Benson Loop Road Shelton,WA 98584 Inspection Information: Inspection Date: 11/20/2024 Time Onsite: 08:00 Weather Conditions: 40's, Rain Inspection Performed:Compaction Testing of Soils Report Profile: Any Deficiencies Noted: ❑Yes�✓ No Deficiencies Cleared: ❑Yes❑No Retest/Re-inspection: ❑Yes❑No Standby: ❑Yes❑No Field Data: Location/Area: 4' Retaining Wall Backfill and Building Pad Gauge: Gauge Standard Density Count: Gauge Standard Moisture Count: Instrotek 5716 2684 688 Gauge Make: Gauge Model: Gauge Serial Number: Instrotek 3500 Xplorer 5716 Proctor Information: Sample Number/MTC Sample Number/Description: 1 /S24-0714/GW,Well-graded Gravel with Sand, Crushed Proctor Value(pcf): 127.5 Optimum Moisture and Oversize Rock Correction: 7 8% As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of Page 1 of 6 clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. *v . � in= In Place Density - $ol1S Report#: IPDS-000001-00 MATERIALS TESTING•CONSULTING,MC. Olympia Client: Project: 2118 Black Lake Blvd.SW Olympia,WA 98512 Wolf Industries 24S221 (Permit:BLD2024-01 1 5 3) Phone:(360)534-9777 607 SE Eaton Blvd Vanderberg-22586 Battle Ground,WA 98607 591 East Benson Loop Road Shelton,WA 98584 In Place Density Test Results Test Mode/ Location of Elevation Wet Density Dry Density Moisture% %Comp. %Regd. Number Depth Test 1 6 Wall Backfill +12" 138.6 120.0 15.5 94.1 90 2 6 Wall Backfill +18" 139.0 121.1 14.8 95.0 90 3 6 Wall Backfill +24" 140.3 121.9 15.1 95.6 90 4 6 Wall Backfill +30" 140.4 122.4 14.7 96.0 90 5 6 Wall Backfill +42" 133.0 118.4 12.3 92.9 90 6 6 SW Building FSG 137.6 126.7 8.6 99.4 95 Pad 7 6 Middle of FSG 140.2 123.1 13.9 96.5 95 Building Pad Proctor Information -Sample 2: Sample Number/MTC Sample Number/Description: 2 /S24-0713/GW,Well-graded Gravel with Sand, Crushed Proctor Value(pcf): 137.6 Optimum Moisture and Oversize Rock Correction: 7.0 In Place Density Test Results -Sample 2 Test Mode/ Location of Elevation Wet Density Dry Density Moisture% %Comp. %Regd. Number Depth Test 1 6 SE Building FSG 147.3 131.5 12.0 95.6 95 Pad 2 6 NE Building FSG 147.1 132.4 11.1 96.2 95 Pad Soil Type: ❑Native Soils❑� Imported Fill Test Method: ❑ASTM D-698/AASHTO T-99 Fv], ASTM D-1557/AASHTO T-180 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of Page 2 of 6 clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. In Place Density - Soils Report#: IPDS-000001-00 ►umnaaa nsnNo a *w4� Olympia Client: Project: 2118 Black Lake Blvd.SW Olympia,WA 98512 Wolf Industries 24S221 (Permit:BLD2024-01153) Phone:(360)534-9777 607 SE Eaton Blvd Vanderberg-22586 Battle Ground,WA 98607 591 East Benson Loop Road Shelton,WA 98584 Remarks: MTC inspector was on site, as requested,to observe the placement of imported crushed rock for 4 ft. retaining wall backfill and building pad. The material was observed to be consistent with MTC sample numbers S24-0713&S24-0714. Contractor placed the material in lifts and compacted the material using a Bomag BPR 70/70 D diesel plate compactor (approximately 1250 lbs.) At all locations tested the material met or exceeded the minimum required compaction, and was observed to be firm and unyielding with no pumping at time of inspection. NOTED ITEMS: 1)Although material met the required minimum compaction, moisture values exceeded the maximum+3.0%as recommended in the geotechnical report. 2)The staked building corner measured at 7.0 ft.to the backside of the 4 ft. high retaining wall.This complies with the recommendations made within the geotechnical report of 5.0 ft or greater setback from the wall. As a mutual protection to clients,the public and ourselves, all reports are submitted as the confidential property of Page 3 of 6 clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. In Place Density - Soils Report#: IPDS-000001-00 Olympia Client: Project: 2118 Black Lake Blvd.SW Olympia,WA 98512 Wolf Industries 245221 (Permit:BLD2024-01153) Phone:(360)534-9777 607 SE Eaton Blvd Vanderberg-22586 Battle Ground,WA 98607 591 East Benson Loop Road Shelton,WA 98584 0 To the best of MTC inspector's knowledge,the above-described work was performed in general accordance with project specifications and approved plans. Work in progress.Additional inspection needed. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of Page 4 of 6 clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 1 In Place Density - Soils Report#: IPDS-000001-00 Jw MAMMALS Tarnma♦comsm MB.me. Olympia Client: Project: 2118 Black Lake Blvd.SW Olympia,WA 98512 Wolf Industries 245221 (Permit:BLD2024-01153) Phone:(360)534-9777 607 SE Eaton Blvd Vanderberg-22586 Battle Ground,WA 98607 591 East Benson Loop Road Shelton,WA 98584 Images: *C,- 0,5-v,, - r x, taljy� i .� 41- WPF6 rr P 1 % - 77 As a mutual protection to clients,the public and ourselves, all reports are submitted as the confidential property of Page 5 of 6 clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. r In Place Density - Soils ReportM IPDS-000001-00 MATMALS T8*TMQ•CONWLTW%"M Olympia Client: Project: 2118 Black Lake Blvd.SW Olympia,WA 98512 Wolf Industries 245221(Permit:BLD2024-01153) Phone:(360)534-9777 607 SE Eaton Blvd Vanderberg-22586 Battle Ground,WA 98607 591 East Benson Loop Road Shelton,WA 98584 Reported By: Nic Dier Reviewed By: Kevin Walters As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of Page 6 of 6 clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 31,0 2.o24 0I t S3 c.Anr� /z/a$' -7k- ��ng Cogs P.O.Box 3097 (360)687-7668 Phone online:www.EkEngineering.net Ek Engineering, Inc. Battle Ground,WA98604 (360)687-7669 Fax E-Mail:David@EkEngineering.net is D�5 i Wolf Industries December 31, 2024 � Attn: Jason Christ 607 SE Eaton Blvd. Battle Ground, WA 98604 Re: Structural Review of the Model F-S at 591 E Bensen Loop, Shelton, WA At your request, we hereby provide a structural review of the Model F-S at the above location. The Model F-S is a factory-built 14' x 44' home transported and placed on a site-built concrete foundation. This home is placed on a narrow bench on a hillside with the long dimension of the home perpendicular to the slope. There is an approximately 3'-6" tall stacked block retaining wall (with 3' to 4' of compacted engineered fill behind it) on the downhill side of this bench; the toe of the home's 12"wide perimeter footing is set about 6' back from the retaining wall at its nearest point, and the bottom of the home's perimeter footing is 8" to 10" above the top of the retaining wall. certify/recommend the following: 1. The 12"wide perimeter footing placed on compacted fill is adequate to support the home. 2. On the downhill side of the home— between the home and the retaining wall described above— I recommend placing an 8" to 10" deep at least 18"wide layer of clean crushed ; rock adjacent to the perimeter foundation and compacting with a vibratory plate or similar method. Visual approval of this compacted layer is adequate. . at6da-I (compacted soil free of organics"or engineered'fM,Trfl_T5T,Ve { entire perimeter of the home up to at least 12"above the bottom of the footing for f protection. 4. Pre-cast concrete pier pads (10 1/2" square at the base or larger) may be used to support. one or more decks of up to 4' x 6' with one pier pad at each exterior corner of the dec1 5. The pre-cast concrete pier pads may be placed directly on the compacted fill and need not '. E be embedded in the fill or soil. If you have any questions, please call 360-687-7668. Sincerely; R. N David R. Nylund, P.E. 0046-dam �•' w� GIs TERCs��y gc-t��2�1-oLLr3 EVwL'Y-oteC.k Ev q t vieenvu�D, PLc. ceotecho.Ccal- 6vVv rov1.vvtvLtal Dra%v�age Roadway December 31,2024 Roxanne Vanderberg 591 E Benson Loop Shelton,Washington 98584 Reference: Geotechnical Supplement Letter 591 E Benson Loop,Shelton,Washington Dear Ms. Vanderberg, Envirotech Engineering, PLLC (Envirotech) previously completed a geotechnical report for the proposed project located at the referenced address. A site visit was conducted by Michael Staten with Envirotech on December 23, 2024 in order to evaluate recent site preparations that included earthwork and placement of the modular ADU. Information pertaining to the completed site preparation was provided by the owner's contractor,Wolf Industries. At the time of our recent site visit,the earthwork had been completed with compacted gravel import on the surface, and the ADU elevated on temporary supports. Information from the contractor included that all subgrade soils within the influence of the foundation is either undisturbed, native soils or compacted fill per the specifications of the geotechnical report. The subsoils within the influence of the foundation are defined as a 1:1 slope from the foundation edge as described in the geotechnical report. Based on our recent observations of the surface conditions, contractor provided information of the site pre aration, and our analysis of the undisturbed native soils Furthermore,the compacted rock behind the retaining wall meets the intent of our geotechnical report,the 8 to 12 inch depth compacted rock pad for foundation support meets the requirements in the geotechnical report, and the planned foundation being located at least 4 feet from the back of the retaining wall are acceptable. PO gOX984 gelfair, wask%A tov-92522 D f f: 3&0-27593Y 4 CCU: 360-689-6045 evw%votech@geotechvi.%caf.%w fo.cow�. Thank you for the opportunity to work on this project. If you have any questions or need any further assistance,please contact Michael Staten at 360-275-9374. Sincerely, Envirotech Engineering Atiti CLYDg ST NVASI 4 s+ 43045 NAL�t'�\ 12/31/24 Michael Staten,P.E. Project Director Page 2of 2