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SHX2008-00042 Landslide Remediation - SHX Application - 5/9/2008
oN.srgTF MASON COUNTY BPS c °4r- DEPARTMENT OF COMMUNITY DEVELOPMENT o A', N Planning Division o T i P O Box 279, Shelton, WA 98584 �o N Y o~ (360)427-9670 J � 1864 Exemption from Shoreline Management Act Case No.: SHX2008-00042 Substantial Development Permit Requirement The Proposal By: MARK HALL 1855 OLYMPIC BLVD#250 WALNUT CREEK, CA 94596 To undertake the following development: Emergency Shoreline Exemption for storm repair. Proposed work consists of slope failure remediation cnsisting of slope toe rock fill placement inshore and outshore of existing large rock bulkhead and placement of compacted fill along the upper slide headscarp to protect the soil bock located beneath the existing dwelling. Applicant will follow up with SEPA and a geotechnical report is currently under review. Within LAKE CUSHMAN and/or its associated wetlands is exempt from the requirement of substantial development because the development is categorized under WAC 173-27-040(2) as being category D-emergency construction Please contact Tammi Wright at ext 295 if you have any questions. Issued: 5/21/2008 . . ` Expires: 5/21/2010 Authorized Local Government Official cc: APPLICANT WDFW USACOE WDOE TRIBAL COUNCIL � 1t1na kcier> k"FA% A rk-bt 1� PANIMA Jerome W.Morrissette&Associates Inc.,P.S. Civil•Municipal•Geotechnical Engineering and Planning 1700 Cooper Point Road SW,#13-2, Olympia,WA 98502-1110 (36 xffmfm 52-9990 08 May 2008 MAY 0 9 2008 Mason County Permit Assistance Center MASON COUNTY PO Box 186 Shelton, Washington 98584 SUBJECT: Hall Residence Landslide Remediation— 81 N Marine View Lane, Tax Parcel No. 423335102912, Hoodsport, Washington(N07150) ATTENTION: Ms. Charell Holcomb, Lead Permit Technician Dear Ms. Holcomb: The following items are submitted herewith as a follow up to our conversation on Monday regarding the Hall Landlslide Emergency Repair effort. Two copies of the Geotechnical Report were hand delivered to you at our above referenced meeting. Attached are the JARPA, SEPA and Mason County Building Permit application forms. A check for$240 for the Shoreline Management Application has been sent to you directly by Hall Equities Group. Checks for the SEPA and Building Permit fees are attached to this letter in the amounts discussed at our Monday meeting. Also you will find attached 5 copies of the construction plan for the emergency repair work. Thank you for your cooperation and assistance. N07150 Page 1 Hall Landslide Repair—Mason County 5/8/2008 Should you need further information or required clarification, please contact me at(360) 352-9456 or edgeawiltsie.com. Yours truly, J. W. Morrissette&Associates Inc.,PS (�'��) OLA-(, t , W L(Q.—i,A,---rj Edward A. Wiltsie, PE Sr. Geotechnical Engineer CC: Mr. Mark Hall, c/o Hall Equities Group RECEIVED f"'Ay Q 9 tv'ASQN C®V NTy N07150 Page 2 Hall Landslide Evaluation 5/8/2008 X avv�- 000,q �)— AGENCY USE ONLY DARPA FORM LAST UPDATED:March 19,2007 Agency Reference N: Date Received: Circulated by. (local govt.or agency) Project Tracking Number: Washington State JOINT AQUATIC RESOURCES PERMIT APPLICATION (DARPA) Form Step 1:Get Ready Step 2:Complete Form Step 3:Check Work <Step 4:Copy and Send In Go to www,e�ermitting.org Use black ink. Use intemet"Help" Use final review See JARPA Contacts at for correct form and Check correct buttons to answer checklist at www.epermitting.org for instructions. permit boxes. questions completely. www.epermitting.org. correct mailing addresses. ❑ Fish Habitat Enhancement Projects per RCW 77.55.181. You must submit copy of completed JARPA form and Fish Habitat Enhancement JARPA Addition to your Local Government Planning Dep't and WA Dep't of Fish and Wildlife(WDFW)Area Habitat Biologist on same day. Note for Local Governments:You must submit comments to WDFW within 15 working days. Based on instructions at www.e ermittin .or , I am sending copies of this application to the following: (check all that apply) ❑Local Government for Shoreline: aubstantial Development rIConditionai Use ariance mExemption []Revision ❑FloodpJain_Management []Critical Areas Ordinance ❑❑Washington Department of Fish and Wildlife for H draulic Pro'ect A royal (Submit 2 copies to WDFW Region) ❑❑Washington Department of Ecology for 401 Water Quality Certification (to Regional Office-Federal Permit Unit) ❑❑Washington Department of Natural Resources for Aguatic Resources Use Authorization Notification ❑❑Corps of Engineers for: ❑❑Section 404 permit ❑❑Section 10 permit ❑❑Coast Guard for: ❑❑General.Bridge Act.Permit. ❑❑Private Aids to_Nayigation.(for non-bridge projects) ❑❑For Department of Transportation projects only: This project will be designed to meet conditions of the most current Ecology/Department of Transportation Water Quality Implementing Agreement PROJECT TITLE:Hall Residence Landslide Remediation PROJECT DESCRIPTION:Install Designed Rock Fill inshore of existing large rock bulkhead and toe rock fillet outshore of large rock bulkhead to remediate landslide activity and develop slope stability safety factors that meet Mason County Standards. SECTION A-Use for all permits covered by this application. Be sure to ALSO complete Section C(Signature Block)for all permit applications. 1.APPLICANT Mark Hall (Owner) MAILING ADDRESS HALL EQUITIES GROUP, 1855 OLYMPIC BLVD STE 250, WALNUT CREEK CA 94596-5057 WORK PHONE E-MAIL ADDRESS HOME PHONE FAX# 925-933-4000 markh@halle uities rou .com 925 286-5607 If an agent is acting for the applicant during the permit process, complete#2. Be sure agent signs Section C(Signature Block)for all permit applications << 2.AUTHORIZED AGENT E.A Wiltsie,PE/J.W.Morrissette&Associates PS, Inc. MAILING ADDRESS 1700-62 Cooper Point Road SW,Olympia,Washington 98502 WORK PHONE E-MAIL ADDRESS HOME PHONE FAX# 360-352-9456 ed@iwmaeng.com 360-352-9990 3. Relationship of applicant to property: ❑ OWNER ❑ PURCHASER ❑ LESSEE m Engineer 4. Name,address and phone number of property owner(s) if other than applicant: ..> ':5. Location (street address,including city,county and zip code,where proposed activity exists or will occur) Local government with jurisdiction(city or county) Mason County Waterbody you are working in Lake Cushman <'• Tributary of Hood Canal WRIA# 16 Is this waterbody on the 303(d) List ❑ YES m NO If YES,what parameter(s)? <'Shoreline designation Zoning designation Residential—Lake Cushman Ya Section Section Township Range Government Lot 32 23 4 DNR stream type if known Office of Regulatory Assistance,DARPA DARPA FORM LAST UPDATED:March 19,2(x17 For help call 800-917-0043 or visit www.e rmittinq.org 1 Latitude and Longitude: N47026.41000' W123'13.0586' ITax Parcel Number 423335102912 ..........6. Describe(a)the current use of the property, (b)structures existing on the property,and(c)existing environmental conditions. Have you completed any portion of the proposed activity on this property? [1] YES [] NO For any portion of the proposed activity already completed on this property,indicate month and year of completion. a. Single Family Residence b. Story and one half wood frame dwelling and attached garage c. Lakefront with recent landslide d. December'2007—Temporary Erosion Control, Geotechnical Site Investigation and Topographic Survey NO Are you a USDA program participant? ❑ YES Is the property agricultural land? ❑ YES [Ifl NO 7a. Describe the proposed work that needs aquatic permits: Complete plans and specifications should be provided for all work waterward of the ordinary high water mark or line,including types of equipment to be used. If applying for a shoreline permit, describe all work within and beyond 200 feet of the ordinary high water mark. If you have provided attached materials to describe your project,you still must summarize the proposed work here. Attach a separate sheet if additional space is needed. Proposed construction consists of slope failure remediation, consisting of slope toe rock fill placement inshore and outshore of existing large rock bulkhead, and placement of compacted fill along the upper slide headscarp to protect the soil block located beneath the existing dwelling. See attached construction plan. PREPARATION OF DRAWINGS: See sample drawings and guidance for completing the drawings. ONE SET OF ORIGINAL OR GOOD QUALITY REPRODUCIBLE DRAWINGS MUST BE ATTACHED. NOTE: Applicants are encouraged to submit photographs of the project site,but these DO NOT substitute for drawings. THE CORPS OF ENGINEERS AND COAST GUARD REQUIRE DRAWINGS ON 8-112 X 11 INCH SHEETS. LARGER DRAWINGS MAYBE REQUIRED BY OTHER AGENCIES. 7b. Describe the purpose of the proposed work and why you want or need to perform it at the site. Please explain any specific needs that have influenced the design. During the 03/04 December 2007 storm, a sizable landslide occurred along the waterfront on the subject residential property. The existing dwelling has been temporarily condemned with occupancy not permitted. The purpose of this project is to restore the structural integrity of the failed slope section in accordance with the Mason County Landslide Hazard Ordinance (17.01.100). 7c. Describe the potential impacts to characteristic uses of the water body. These uses may include fish and aquatic life,water quality,water supply,recreation and aesthetics. Identify proposed actions to avoid,minimize,and mitigate detrimental impacts and provide proper protection of fish and aquatic life. Identify which guidance documents you have used. Attach a separate sheet if additional space is needed. During construction excavation and rock placement on the project site could cause turbidity in the adjacent lake. Construction at this time with the lake level at the wet season low will preclude the inundation of the work area and minimize the spreading of disturbed sediments into the lake. Bulkhead toe rock will be installed first to reinforce the existing bulkhead toe and reduce wave related agitation of the disturbed soils. 7d. For in-water construction work,will your project be in compliance with the State of Washington water quality standards for turbidity (WAC 173-201A-410)? ❑ YES ❑ NO Will the project be constructed in stages? [] YES NO Proposed starting date: Immediately Estimated duration of activity: 3 weeks 9. Check if any temporary or permanent structures will be placed: Waterward of the ordinary high water mark or line for fresh or tidal waters AND/OR ❑ Waterward of the mean higher high water for tidal waters? 10. Will fill material (rock,fill,bulkhead,or other material)be placed: Waterward of the ordinary high water mark or line for fresh waters? If YES,VOLUME (cubic yards) 250cy /AREA 0.037 (acres) ❑ Waterward of the mean higher high water for tidal waters? Office of Regulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.epermitting.ora 2 SECTION B - Use for Shoreline and Corps of Engineers permits only; <`'> 17a. Total cost of project. This means the fair market value of the project,including materials,labor,machine rentals,etc. 17b. If a project or any portion of a project receives funding from a federal agency,that agency is responsible for ESA consultation. Please indicate if you will receive federal funds and what federal agency is providing those funds. FEDERAL FUNDING ❑ YES ❑ NO If YES, please list the federal agency. 18. Local government with jurisdiction: `•': 19. Provide names,addresses and telephone numbers of adjoining property owners,lessees,etc. Please rwle: Shoreline Management Compliance may require additional notice—consult your local government. NAME ADDRESS PHONE NUMBER SECTION C-This section MUST be completed for any permit covered by this application ,:« 20. Application is hereby made for a permit or permits to authorize the activities described herein. I certify that I am familiar with the information contained in this application,and that to the best of my knowledge and belief,such information is true,complete, and accurate. I further certify that I possess the authority to undertake the proposed activities. I hereby grant to the agencies to which this application is made,the right to enter the above-described location to inspect the proposed,in-progress or completed work. I agree to start work ONLY after all necessary permits have been received. DATE SIGNATURE OF APPLICANT >. DATE 05 May 2008 SIGNATURE OF AUTHORIZED AGENT I HEREBY DESIGNATE Edward A.Wiltsie, PE TO ACT AS MY AGENT IN MATTERS RELATED TO THIS APPLICATION FOR PERMIT(S). I UNDERSTAND THAT IF A FEDERAL PERMIT IS ISSUED,I MUST SIGN THE PERMIT. SIGNATURE OF APPLICANT DATE SIGNATURE OF LANDOWNER(EXCEPT PUBLIC ENTITY LANDOWNERS,E.G. DNR) THIS APPLICATION MUST BE SIGNED BY THE APPLICANT AND THE AGENT, IF AN AUTHORIZED AGENT IS DESIGNATED. 18 U.S.0§1001 provides that: Whoever,in any manner within the jurisdiction of any department or agency of the United States knowingly falsifies,conceals,or covers up by any trick,scheme,or device a material fact or makes any false,fictitious,or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false,fictitious,or fraudulent statement or entry,shall be fined not more than $10,000 or imprisoned not more than 5 years or both. COMPLETED BY LOCAL OFFICIAL Office of Re ulato Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800 917 0043 or visit www.eoermittinca.ora 4 A. Nature of the existing shoreline. (Describe type of shoreline,such as marine,stream, lake,lagoon,marsh, bog,swamp,flood plain,floodway,delta;type of beach,such as accretion,erosion,high bank,low bank,or dike;material such as sand,gravel, mud,clay, rock,riprap;and extent and type of bulkheading, if any) B. In the event that any of the proposed buildings or structures will exceed a height of thirty-five feet above the average grade level, indicate the approximate location of and number of residential units,existing and potential,that will have an obstructed view: C. If the application involves a conditional use or variance,set forth in full that portion of the master program which provides that the proposed use may be a conditional use,or,in the case of a variance,from which the variance is being sought: These Agencies are Equal Opportunity and Affirmative Action employers. For special accommodation needs,please contact the appropriate agency in the instructions Office of Regulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.e rmittin .or_q 5 z AGENCY USE ONLY JARPA FORM LAST UPDATED:March 19,2007 Agency Reference#: Date Received: Circulated by: (local govt.or agency) Project Tracking Number: Washington State JOINT AQUATIC RESOURCES PERMIT APPLICATION (JARPA) Form Step 1:Get Ready Step 2:Complete Form Step 3:Check Work Step 4:Copy and Send In Go to%VW\V.epermitting.org Use black ink. Use internet"Help" Use final review See JARPA Contacts at for correct form and Check correct buttons to answer checklist at www.epennitting.org for instructions. permit boxes. questions completely. www.eperinitting.org. correct mailing addresses. ❑ Fish Habitat Enhancement Projects per RCW 77.55.181. You must submit copy of completed JARPA form and Fish Habitat Enhancement JARPA Addition to your Local Government Planning Dep't and WA Dep't of Fish and Wildlife(WDFW)Area Habitat Biolo ist on same day. Note for Local Governments:You must submit comments to WDFW within 15 working days. Based on instructions at www.epermitting.org, I am sending copies of this application to the following: (check all that apply) Local Government for Shoreline: nSubstantial Development 11Conditional Use FIVariance Exemption []Revision ❑Floodplain Management ❑Critical Areas Ordinance ❑'_]Washington Department of Fish and Wildlife for Hydraulic Project Approval(Submit 2 copies to WDFW RegioRECE�]E ❑�iWashington Department of Ecology for 401 Water Quality Certification(to Regional Office-Federal Permit Unit) s ❑,-!Washington Department of Natural Resources for Aquatic Resources Use Authorization Notification MAY 0 9 1008 ❑i iCorps of Engineers for: ❑❑Section 404 permit ❑ ]Section 10 permit ❑;Coast Guard for: ❑,General Bridge Act Permit ❑'_ Private Aids to Navigation (for non-bridge projects)�� �[1 ❑ iFor Department of Transportation projects only: This project will be designed to meet conditions of the mosMar4QN COUN Y Ecology/Department of Transportation Water Quality Implementing Agreement PROJECT TITLE:Hall Residence Landslide Remediation PROJECT DESCRIPTION:Install Designed Rock Fill inshore of existing large rock bulkhead and toe rock fillet outshore of large rock bulkhead to remediate landslide activity and develop slope stability safety factors that meet Mason County Standards. SECTION A-Use for all permits covered by this application. Be sure to ALSO complete Section C(Signature Block)for all permit applications. 1.APPLICANT Mark Hall(Owner) MAILING ADDRESS HALL EQUITIES GROUP, 1855 OLYMPIC BLVD STE 250, WALNUT CREEK CA 94596-5057 WORK PHONE E-MAIL ADDRESS m HOME PHONE FAX# 925-933-40C markh@halle uities rou .co 925 286-5607 If an agent is acting for the applicant during the permit process,complete#2. Be sure agent signs Section C(Signature Block)fo all permit applications 2.AUTHORIZED AGENT E A Wiltsie,PE/J.W. Morrissette&Associates PS, Inc. MAILING ADDRESS 1700-132 Cooper Point Road SW,OI m ia,Washington 98502 WORK PHONE E-MAIL ADDRESS HOME PHONE FAX# 360-352-9456 1 ed wmaen .com 360-352-9990 3. Relationship of applicant to property: ❑ OWNER ❑ PURCHASER ❑ LESSEE m Engineer 4. Name,address and phone number of property owner(s) if other than applicant: 5. Location (street address, including city,county and zip code,where proposed activity exists or will occur) M' Local government with jurisdiction(city or county) Mason County Waterbody you are working in Lake Cushman Tributary of Hood Canal =WRIA# 16 Is this waterbody on the 303(d) List ❑ YES m NO If YES,what parameter(s)? Shoreline designation Zonin desi nation Residential—Lake Cushman '/s Section Section Township Range Government Lot 32 23 4 DNR stream type if known Office of Reaulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.eoermittina.org 1 Latitude and Longitude: N47°26.41000' W123°13.0586' Tax Parcel Number 423335102912 6. Describe (a)the current use of the property, (b)structures existing on the property,and(c)existing environmental conditions. Have you completed any portion of the proposed activity on this property? m YES ❑ NO For any portion of the proposed activity already completed on this property,indicate month and year of completion. a. Single Family Residence b. Story and one half wood frame dwelling and attached garage c. Lakefront with recent landslide d. December 2007—Temporary Erosion Control, Geotechnical Site Investigation and Topographic Survey ' Is the property agricultural land? ❑ YES m NO '` Are you a USDA program participant? ❑ YES m NO 7a. Describe the proposed work that needs aquatic permits: Complete plans and specifications should be provided for all work waterward of the ordinary high water mark or line,including types of equipment to be used. If applying for a shoreline permit, describe all work within and beyond 200 feet of the ordinary high water mark. If you have provided attached materials to describe your project,you still must summarize the proposed work here. Attach a separate sheet if additional space is needed. Proposed construction consists of slope failure remediation, consisting of slope toe rock fill placement inshore and outshore of existing large rock bulkhead, and placement of compacted fill along the upper slide headscarp to protect the soil block located beneath the existing dwelling. See attached construction plan. PREPARATION OF DRAWINGS: See sample drawings and guidance for completing the drawings. ONE SET OF ORIGINAL OR GOOD QUALITY REPRODUCIBLE DRAWINGS MUST BE ATTACHED. NOTE: Applicants are encouraged to submit photographs of the project site,but these DO NOT substitute for drawings. THE CORPS OF ENGINEERS AND COAST GUARD REQUIRE DRAWINGS ON 8-112 X 11 INCH SHEETS. LARGER DRAWINGS MAYBE REQUIRED BY OTHER AGENCIES. 7b. Describe the purpose of the proposed work and why you want or need to perform it at the site. Please explain any specific needs that have influenced the design. During the 03/04 December 2007 storm, a sizable landslide occurred along the waterfront on the subject residential property. The existing dwelling has been temporarily condemned with occupancy not permitted. The purpose of this project is to restore the structural integrity of the failed slope section in accordance with the Mason County Landslide Hazard Ordinance (17.01.100). IM 7c. Describe the potential impacts to characteristic uses of the water body. These uses may include fish and aquatic life,water quality,water supply, recreation and aesthetics. Identify proposed actions to avoid,minimize,and mitigate detrimental impacts and provide proper protection of fish and aquatic life. Identify which guidance documents you have used. Attach a separate sheet if additional space is needed. During construction excavation and rock placement on the project site could cause turbidity in the adjacent lake. Construction at this time with the lake level at the wet season low will preclude the inundation of the work area and minimize the spreading of disturbed sediments into the lake. Bulkhead toe rock will be installed first to reinforce the existing bulkhead toe and reduce wave related agitation of the disturbed soils. 7d. For in-water construction work,will your project be in compliance with the State of Washington water quality standards for turbidity(WAC 173-201 A-41 0)? ❑ YES ❑ NO 8. Will the project be constructed in stages? ❑ YES NO Proposed starting date: Immediately Estimated duration of activity: 3 weeks 9. Check if any temporary or permanent structures will be placed: m Waterward of the ordinary high water mark or line for fresh or tidal waters AND/OR ❑ Waterward of the mean higher high water for tidal waters? 10. Will fill material (rock,fill,bulkhead,or other material)be placed: m Waterward of the ordinary high water mark or line for fresh waters? If YES,VOLUME(cubic yards) 250cy /AREA 0.037 (acres) ❑ Waterward of the mean higher high water for tidal waters? Office of Reaulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.epermit ling.ora 2 If YES,VOLUME(cubic yards) /AREA (acres) ".11. Will material be placed in wetlands? ❑ YES NO If YES: A. Impacted area in acres: N/A B. Has a delineation been completed? If YES, please submit with application. ❑ YES ❑ NO C. Has a wetland report been prepared? If YES,please submit with application ❑ YES ❑ NO D.Type and composition of fill material (e.g.,sand,etc.) E.Material source: F. List all soil series(type of soil)located at the project site,and indicate if they are on the county's list of hydric soils. Soils information can be obtained from the natural Resources Conservation Service(NRCS). ".. G.WILL PROPOSED ACTIVITY CAUSE FLOODING OR DRAINING OF WETLANDS? ❑ YES ❑ NO If YES, IMPACTED AREA IS ACRES OF DRAINED WETLANDS. NOTE:If your project will impact greater than 1/10 of an acre of wetland,submit a mitigation plan to the Corps and Ecology for approval along with the JARPA form. NOTE:A 401 water quality certification may be required from Ecology in addition to an approved mitigation plan if your project wetland impacts are greater than 1/10 acre in size. Please submit the JARPA form and mitigation plan to Ecology for 401 certification review. 12. Stormwater Compliance: This project is(or will be)designed to meet ecology's most current stormwater manual,or an Ecology approved local stormwater manual. m YES ❑ NO If YES—Which manual will your project be designed to meet? -'" If NO—For Clean Water Act Section 401 and 404 permits only—Please submit to Ecology for approval,along with this JARPA application,documentation that demonstrates the stormwater runoff from your project or activity will comply with the water quality standards,WAC 173-201 A 13. Will excavation or dredging be required in water or wetlands? ❑ YES m NO If YES: A. Volume: (cubic yards) /area (acre) B. Composition of material to be removed: C. Disposal site for excavated material: D. Method of dredging: 14. Has the State Environmental Policy Act(SEPA)been completed ❑ YES m NO Will be prepared after JARPA Submtl SEPA Lead Agency: Mason County SEPA Decision: DNS, MDNS, EIS,Adoption, Exemption Exemption Decision Date(end of comment period) Pending SUBMIT A COPY OF YOUR SEPA DECISION LETTER TO WDFW AS REQUIRED FOR A COMPLETE APPLICATION 15. List other Applications,approvals or certifications from other federal,state or local agencies for any structures,construction discharges or other activities described in the application(i.e. preliminary plat approval, health district approval,building permit, SEPA review,federal energy regulatory commission license(FERC), Forest practices application,etc.). Also,indicate whether work has been completed and indicate all existing work on drawings. NOTE: For use with Corps Nationwide Permits,identify whether your project has or will need an NPDES permit for discharging wastewater and/or stormwater. TYPE OF APPROVAL ISSUING AGENCY IDENTIFICATION DATE OF APPLICATION DATE APPROVED COMPLETED? NO. SEPA Mason County 10 May 2008 Mason County Building Permit Mason County 10 May 2008 16. Has any agency denied approval for the activity you're applying for or for any activity directly related to the activity described herein? ❑ YES m NO If YES,explain: Office of Regulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit wvww.eoermitting.org 3 SECTION B- Use for Shoreline and Corps of Engineers permits only: 17a. Total cost of project. This means the fair market value of the project, including materials,labor, machine rentals,etc. 17b. If a project or any portion of a project receives funding from a federal agency,that agency is responsible for ESA consultation. Please indicate if you will receive federal funds and what federal agency is providing those funds. FEDERAL FUNDING ❑ YES i NO If YES,please list the federal agency. 18. Local government with jurisdiction: 1 /)f5 Se IV '°'' 19. Provide names,addresses and telephone numbers of adjoining property owners, lessees,etc. Please note: Shoreline Management Compliance may require additional notice—consult your local government. NAME ADDRESS PHONE NUMBER SECTION C- This section MUST be completed for any permit covered by this application 20. Application is hereby made for a permit or permits to authorize the activities described herein. I certify that I am familiar with the information contained in this application,and that to the best of my knowledge and belief,such information is true,complete, and accurate. I further certify that I possess the authority to undertake the proposed activities. I hereby grant to the agencies to which this applicati n is made,the right to enter the above-described location to inspect the proposed, in-progress or completed work. I agree t rt work-9 Y after all necessary permits have been received. DATE SIGNA CAT I DATE 05 May 2008 (:n OLA— L . W�ki SIGNATURE OF AUTHORI D AGENT I HEREBY DESI NATE dward A.W' ie PE TO ACT AS MY AGENT IN MATTERS RELATED TO THIS APPLICATION FOR PERMIT(S).�j- D AND TH A FEDERAL PERMIT IS ISSUED, I MUST SIGN THE PERMIT. SIG AT APPLICANT DATE SIGNATURE OF LANDOWNER(EXCEPT PUBLIC ENTITY LANDOWNERS, E.G. DNR) THIS APPLICATION MUST BE SIGNED BY THE APPLICANT AND THE AGENT,IF AN AUTHORIZED AGENT IS DESIGNATED. 18 U.S.0§1001 provides that: Whoever,in any manner within the jurisdiction of any department or agency of the United States knowingly falsifies,conceals,or covers up by any trick,scheme,or device a material fact or makes any false,fictitious,or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false,fictitious,or fraudulent statement or entry,shall be fined not more than$10,000 or imprisoned not more than 5 years or both. 11 COMPLETED BY LOCAL OFFICIAL Office of Reaulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.er)ermittina.ora 4 A. Nature of the existing shoreline. (Describe type of shoreline,such as marine,stream,lake,lagoon,marsh, bog,swamp,flood plain,floodway,delta;type of beach,such as accretion,erosion,high bank,low bank,or dike;material such as sand,gravel, mud,clay, rock,riprap;and extent and type of bulkheading, if any) B. In the event that any of the proposed buildings or structures will exceed a height of thirty-five feet above the average grade level, indicate the approximate location of and number of residential units,existing and potential,that will have an obstructed view: C. If the application involves a conditional use or variance,set forth in full that portion of the master program which provides that the proposed use may be a conditional use,or,in the case of a variance,from which the variance is being sought: These Agencies are Equal Opportunity and Affirmative Action employers. For special accommodation needs,please contact the appropriate agency in the instructions Office of Regulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.eoermittina.org 5 003482 AGENCY USE ONLY JARPA FORM LAST UPDATED:March 19,2007 Agency Reference#: Date Received; Circulated by: (local govt-or agency) Project Tracking Number: M Washington State JOINT AQUATIC RESOURCES PERMIT APPLICATION (DARPA) Form S*0!,-_-_Ck9qk-*..W6rk Step 4:.Ce d 6"1 Step 1:Get py an Go to www,epermittinc.org Use black ink Use internet"Help?' Use final review See JARPA Contacts at for correct form and Check correct buttons to answer checklist at www.epennitting.orp,,for instructions. permit boxes. questions completely. www.er.)errnitting.o_ro. correct mailing addresses. ❑ Fish Habitat Enhancement Projects per RCW 77.55.181. You must submit copy of completed JARPA form and Fish Habitat Enhancement JARPA Addition to your Local Government Planning Dep't and WA Dep't of Fish and Wildlife(WDFW)Area Habitat Biologist on same day. Note for Local Governments:You must submit comments to WDFW within 15 working days. Based on instructions at www.enermitting,org, I am sending copies of this application to the following: (check all that apply) [§]LjLocal Government for Shoreline: nSubstantial Development MConditional Use rlVariance flEExemption []Revision FIFloodplain Management []Critical Areas Ordinance E]OWashington Department of Fish and Wildlife for Hydraulic Project Approval(Submit 2 copies to WDFW Region) E]DWashington Department of Ecology for 401 Water Quality Certification(to Regional Office-Federal Permit Unit) [-]OWashington Department of Natural Resources for Aguatic Resources Use Authorization Notification [:]LjCorps of Engineers for: []P.Section 404 permit []nSection 10 permit E]nCoast Guard for: []cigeneral Bridge Act Permit []E Private Aids to Naviga tion(for non-bridge projects) E]E For Department of Transportation projects only: This project will be designed to meet conditions of the most current Ecology/Department of Transportation Water Quality Implementing Agreement PROJECT TITLE.,Hall Residence Landslide Remediation PROJECT DESCRIPTION.Install Designed Rock Fill inshore of existing large rack bulkhead and toe rock fillet outshore of large rock bulkhead to remediate landslide activity and develop slope stability safety factors that meet Mason County Standards. SECTION A-Use for all permits covered by this application. Be sure to ALSO complete Section C(Signature Block)for all permit applications. 1.APPLICANT Mark Hall(Owner) MAILING ADDRESS HALL EQUITIES GROUP, 1855 OLYMPIC BLVD STE 250,WALNUT CREEK CA 94596-5057 WORK PHONE E-MAIL ADDRESS HOME PHONE FAX# 925-933-4000 markh@halleguitiesg oup.com 1 (925)286-5607 1 If an agent is acting for the applicant during the permit process,complete#2. Be sure agent signs Section C(Signature Block)toi all permit applications 2.AUTHORIZED AGENT E A Wiltsie, PE/J.W.Morrissette&Associates PS,Inc. MAILING ADDRESS 1700-132 Cooper Point Road SW,Olympia,Washington 98502 WORK PHONE E-MAIL ADDRESS HOME PHONE FAX# 360-352-9456 1 ed@jwmaeng.com 1 1 360-352-9990 3. Relationship of applicant to property: ❑ OWNER ❑ PURCHASER E] LESSEE [1] Engineer 4.Name,address and phone number of property owner(s)if other than applicant: 5.Location(street address,including city,county and zip code,where proposed activity exists or will occur) =Local government with jurisdiction(city or county) Mason County Waterbody you are working in Lake Cushman =,Tributary of Mood Canal =WRIA# 16 Is this waterbody on the 303(d)List [] YES [E NO If YES,what parameter(s)? 1+33 Shoreline designation Zonin cle ignation Residential-Lake Cushman 1/4 Section Section Township Range Government Lot 1 32 1 23 1 4 i DNR stream type if known Office of Reaulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,21107 For help call 800-917-0043 or visit www.epermitting.org 1 003483 Latitude and Longitude: N4r26.41000' W123°13.0586' Tax Parcel Number 423335102912 6. Describe(a)the current use of the property,(b)structures exisfing on the property,and(c)existing environmental conditions. Have you completed any portion of the proposed activity on this property? a] YES ❑ NO For any portion of the proposed activity already completed on this property,indicate month and year of completion. a. Single Family Residence b. Story and one half wood frame dwelling and attached garage c. Lakefront with recent landslide d. December 2007—Temporary Erosion Control, Geotechnical Site Investigation and Topographic Survey GM Is the property agricultural land? ❑ YES m NO CM Are you a USDA program participant? ❑ YES NO 0M 7a. Describe the proposed work that needs aquatic permits: Complete plans and specifications should be provided for-qll work waterward of the ordinary high water mark or line,including types of equipment to be used. If applying for a shoreline permit, describe all work within and beyond 200 feet of the ordinary high water mark. If you have provided attached materials to describe your project,you still must summarize the proposed work here. Attach a separate sheet if additional space is needed. Proposed construction consists of slope failure remediation, consisting of slope toe rock fill placement inshore and outshore of existing large rock bulkhead, and placement of compacted fill along the upper slide headscarp to protect the soil block located beneath the existing dwelling. See attached construction plan. PREPARATION OF DRAWINGS: See sample drawings and guidance for completing the drawings. ONE SET OF ORIGINAL OR GOOD QUALITY REPRODUCIBLE DRAWINGS MUST BEATTACHED. NOTE: Applicants are encouraged to submit photographs of the project site,but these DO NOT substitute for drawings. THECORPS OF ENGINEERS AND COAST GUARD REQUIRE DRAWINGS ON 8.112 X 11 INCH SHEETS. LARGER DRAWINGS MAYBE REQUIRED BY OTHER AGENCIES. M3 7b. Describe the purpose of the proposed work and why you want or need to perform it at the site. Please explain any specific needs that have influenced the design. During the 03/04 December 2007 storm, a sizable landslide occurred along the waterfront on the subject residential property. The existing dwelling has been temporarily condemned with occupancy not permitted. The purpose of this project is to restore the structural integrity of the failed slope section in accordance with the Mason County Landslide Hazard Ordinance (17.01.100). 7c. Describe the potential impacts to characteristic uses of the water body. These uses may include fish and aquatic life,water quality,water supply,recreation and aesthetics. Identify proposed actions to avoid,minimize,and mitigate detrimental impacts and provide proper protection of fish and aquatic life. Identify which guidance documents you have used. Attach a separate sheet if additional space is needed. During construction excavation and rock placement on the project site could cause turbidity in the adjacent lake. Construction at this time with the lake level at the wet season low will preclude the inundation of the work area and minimize the spreading of disturbed sediments into the lake. Bulkhead toe rock will be installed first to reinforce the existing bulkhead toe and reduce wave related agitation of the disturbed soils. 7d. For in-water construction work,will your project be in compliance with the State of Washington water quality standards for turbidity(WAC 173-201 A-41 0)? ❑ YES ❑ NO 8. Will the project be constructed in stages? ❑ YES NO Proposed starting date: Immediately Estimated duration of activity: 3 weeks 9. Check if any temporary or permanent structures will be placed: m Waterward of the ordinary high water mark or line for fresh or tidal waters AND/OR ❑ Waterward of the mean higher high water for tidal waters? 10. Will fill material(rock,fill,bulkhead,or other material)be placed: m Waterward of the ordinary high water mark or line for fresh waters? If YES,VOLUME(cubic yards) 250cy /AREA 0.037 (acres) ❑ Waterward of the mean higher high water for tidal waters? Office of Reaulatory Assistance.,1ARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.eoermitfina.ora 2 003484 If YES,VOLUME(cubic yards) /AREA (acres) 11. Will material be placed in wetlands? ❑ YES NO If YES: A.Impacted area in acres: N/A B.Has a delineation been completed? If YES,please submit with application. ❑ YES ❑ NO EM C.Has a wetland report been prepared? If YES,please submit with application ❑ YES ❑ NO D.Type and composition of fill material(e.g.,sand,etc.) E.Material source: F.List all soil series(type of soil)located at the project site,and indicate if they are on the county's list of hydric soils. Soils information can be obtained from the natural Resources Conservation Service(NRCS). G.WILL PROPOSED ACTIVITY CAUSE FLOODING OR DRAINING OF WETLANDS? ❑ YES ❑ NO If YES, IMPACTED AREA IS ACRES OF DRAINED WETLANDS. NOTE:If your project will impact greater than 1/10 of an acre of wetland,submit a mitigation plan to the Corps and Ecology for approval along with the JARPA form. NOTE:A 401 water quality certification may be required from Ecology in addition to an approved mitigation plan if your project wetland impacts are greater than 1/10 acre in size. Please submit the JARPA form and mitigation plan to Ecology for 401 certification review. 12_ Stormwater Compliance: This project is(or will be)designed to meet ecology's most current stormwater manual,or an Ecology approved local stormwater manual. m YES ❑ NO If YES—Which manual will your project be designed to meet? UM If NO—For Clean Water Act Section 401 and 404 permits only—Please submit to Ecology for approval,along with this JARPA application,documentation that demonstrates the stormwater runoff from your project or activity will comply with the water quality standards,WAC 173-201 A 13. Will excavation or dredging be required in water or wetlands? ❑ YES m NO If YES: A. Volume: (cubic yards) /area (acre) B. Composition of material to be removed: C. Disposal site for excavated material: D. Method of dredging: 14. Has the State Environmental Policy Act(SEPA)been completed ❑ YES m NO Will be prepared after JARPA Submtl SEPA Lead Agency: Mason County SEPA Decision:DNS,MDNS, EIS,Adoption,Exemption Exemption Decision Date(end of comment period) Pending SUBMIT A COPY OF YOUR SEPA DECISION LETTER TO WDFW AS REQUIRED FOR A COMPLETE APPLICATION 15. List other Applications,approvals or certifications from other federal,state or local agencies for any structures,construction discharges or other activities described in the application(i.e.preliminary plat approval,health district approval,building permit, SEPA review,federal energy regulatory commission license(FERC),Forest practices application,etc.). Also,indicate whether work has been completed and indicate all existing work on drawings. NOTE:For use with Corps Nationwide Permits,identify whether your project has or will need an NPDES permit for disc har in wastewater and/or stormwater. TYPE OF APPROVAL ISSUING AGENCY IDENTIFICATION DATE OF APPLICATION DATE APPROVED COMPLETED? NO. SEPA Mason County 10 May 2008 Mason County Building Permit Mason County 10 May 2008 16. Has any agency denied approval for the activity you're applying for or for any activity directly related to the activity described herein? ❑ YES m NO If YES,explain: Office of Regulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.epermittincl.org 3 003485 SECTION B - Use for Shoreline and Corps of Engineers permits only: 17a. Total cost of project. This means the fair market value of the project,including materials,labor,machine rentals,etc. 17b. If a project or any portion of a project receives funding from a federal agency,that agency is responsible for ESA consultation. Please indicate if you will receive federal funds and what federal agency is providing those funds. FEDERAL FUNDING ❑ YES i NO If YES,please list the federal agency. IM 18. Local government with jurisdiction: 19. Provide names,addresses and telephone numbers of adjoining property owners,lessees,etc. Please robe: Shoreline Management Compliance may require additional notice—consult your local government. NAME ADDRESS PHONE NUMBER SECTION C-This section MUST be completed for any permit covered by this application 20. Application is hereby made for a permit or permits to authorize the activities described herein. I certify that I am familiar with the information contained in this application,and that to the best of my knowledge and belief,such information is true,complete, and accurate. I further certify that I possess the authority to undertake the proposed activities. I hereby grant to the agencies to which this applicati n is made,the right to enter the above-described location to inspect the proposed,in-progress or completed work. I agree t rt work O Y after all necessary permits have been received. DATE Az== SIGNAT CAT DATE 05 May 2008 SIGNATURE OF AUTHORI D AGENT I HEREBY DESI NAT dward A. ie PE TO ACT AS MY AGENT IN MATTERS RELATED TO THIS APPLICATION FOR PERMIT(S). D AND T�H/� A FEDERAL PERMIT IS ISSUED,I MUST SIGN THE PERMIT. SIG AT APPLICANT DATE SIGNATURE OF LANDOWNER(EXCEPT PUBLIC ENTITY LANDOWNERS,E.G.DNR) THIS APPLICATION MUST BE SIGNED BY THE APPLICANT AND THE AGENT,IF AN AUTHORIZED AGENT IS DESIGNATED. 18 U.S.0§1001 provides that: Whoever,in any manner within the jurisdiction of any department or agency of the United States knowingly falsifies,conceals,or covers up by any trick,scheme,or device a material fact or makes any false,fictitious,or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false,fictitious,or fraudulent statement or entry,shall be fined not more than$10,000 or imprisoned not more than 5 years or both. COMPLETED BY LOCAL OFFICIAL Office of Regulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.enermitting.om 4 003486 A. Nature of the existing shoreline. (Describe type of shoreline,such as marine,stream,lake,lagoon,marsh,bog,swamp,flood plain,floodway,delta;type of beach,such as accretion,erosion,high bank,low bank,or dike;material such as sand,gravel, mud,clay, rock, riprap;and extent and type of bulkheading,if any) B. In the event that any of the proposed buildings or structures will exceed a height of thirty-five feet above the average grade level, indicate the approximate location of and number of residential units,existing and potential,that will have an obstructed view: C. If the application involves a conditional use or variance,set forth in full that portion of the master program which provides that the proposed use may be a conditional use,or,in the case of a variance,from which the variance is being sought: These Agencies are Equal Opportunity and Affirmative Action employers. For special accommodation needs,please contact the appropriate agency in the instructions Office of Reoulatory Assistance,JARPA JARPA FORM LAST UPDATED:March 19,2007 For help call 800-917-0043 or visit www.eoermittino.org 5 • KENNETH NEAL & ASSOCIATES CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Ct. S.E.,Olympia,WA 98501-3968 ( Telephone: 360 ) a 352-5125 Fax: 360 236-0201 '-' p e-mail: kengneaAgaokcomo� WS�1�%1 . May 21,2008 MEMORANDUM TO: Mason County Department of Community Development ATTENTION: Robert D.Fink,AICP,Planning Manager Englneeting eo st 100 FROM: Kenneth G.Neal,L.G.,L.E.G.,Principal Engineering GeologistSed �o SUBJECT: Review Comments-SHX 2008-00042 —...-KENNETW G. NEAL- "Hall Residential Property Geotechnical Report, Tax Parcel No. 423335102912, 81 N Marine View Lane, Hoodsport, Washington," prepared by Jerome W. Morrissette & Associates Inc., P.S. (Morrissette), dated 28 April 2008. Our review includes evaluation of a prior report by Thomas E. Richl, PE, dated April 12, 2000,written to Mr. Brad Warner in support of the future construction of a residence on the property. Mr. Richl's report was referenced by the consultant in their report; it, however, provided no helpful information. The more current report by Morrissette was written regarding recent landslide activity downslope from and (based on their preliminary report) beneath the existing residence. Acceptance of this report in support of the proposed landslide repair is not recommended, because there are a number of serious deficiencies in the report, supporting data,and evaluations and analyses completed by the consultant. 1. The question whether this most recent movement occurred as remobilization of an existing landslide feature or on a portion of a preexisting landslide. The 2005 ground surface shown in Figure 30 suggests that a preexisting scarp may have been present. Further, the report, on Page 7, last paragraph, suggests that the landslide that occurred was part of a larger feature. A complete geologic interpretation of the extent and character of recent and past slope movement at this site is warranted. The benches described by the consultant as"terrace levels"on Page 24 are more likely landslide blocks. 2. The recent landslide mass is not adequately characterized, either in plan or section. The lateral extent of the slide mass has not been mapped; there are no north-south boundaries shown on any of the site plans, and the landslide features are not shown on the cross-section. It is apparent that the upslope (east) side of the landslide has not been clearly identified, based on apparent movements beneath the house discussed in the preliminary report (Appendix A). All boundaries (lateral and vertical) of the landslide feature should be portrayed in plan and section, including local landslide blocks, scarps,cracks,bulges, and other features as appropriate. 3. The site plans presented in the report are at a scale too small to read without magnification. The boring location that is supposed to be shown on Figure 8 cannot be discerned. It should be noted that the north arrows on Figures 8, 9 and 43 are pointed in the wrong direction and no north arrow is shown on the site plan on Figure 28. No scales are provided on any of the site plans with the exception of the profile alignment plan enclosed with the report. It would be more useful to present all of the data at a useful scale such as the 1 inch = 20 feet scale used on the profile alignment plan,perhaps requiring use of less sheets that each are readable. Mason County Department of Community Development SHX 2008-00042 May 21,2008 Page 2 4. Use of cross-sections with an exaggerated scale for portrayal of slope stability characteristics is inappropriate for slope stability work. The cross-section should use the same vertical and horizontal scale, and display all of the "subsurface profile" (MCRO 17.01.100E5.(5)), including the landslide surfaces. Further, if the 2008 ground surface has dropped from the 2005 ground surface, then the cross-section does not extend a sufficient distance upslope; similarly, the cross- section is insufficient in length of the house is showing deformation as described in Appendix A. 5. Soil descriptions shown on the boring logs and the cross-section are incomplete. Soil wetness (e.g. dry, moist, wet) is not shown, and there are no indications of whether any of the soils encountered were plastic. Clay layers are described on Figures 9 and 10 of Appendix A, but are not portrayed on the cross-section. There is no indication of whether any moisture was encountered above the "firm silty fine sand" layer encountered between depths of 19 and 20.5 feet. The piezometer installed in the bottom 20 feet of the boring would not likely monitor water at this level (or allow for discernment of water from this level versus water from deeper in the well, if the seal was not placed at the top of the screen). 6. We find the methodology used on this project to be somewhat puzzling. Only one boring, located away from what was interpreted to be the landslide mass, was extended well beyond what could reasonably have been predicted to be the base of the landslide. No borings were drilled through the landslide mass proper, even though portable equipment is available from at least two contractors that could have successfully completed the work. If a landslide plane was present at the boring site, it likely was missed due to use of five-foot intervals for sampling and testing above the silt layer. It should be noted that the split barrel samplers used for standard penetration testing are two inches in diameter, not 1 '/2 inches as described on Page 13. If the latter was used,the testing was not"standard penetration." The consultant employed Golder Associates to complete geophysical exploration that displayed what are likely buried landslide features. The lack of exploration through the slide mass precludes reliable interpretation of these features beneath the slide mass, which may be why the consultant did not use their data to construct one or more detailed cross-sections for analysis. 7. We question the 40-degree angle of internal friction presented on Page 23 for "gravelly, silty sand (loose, weathered glacial till)," or the 1.50 ksf(1,500 pounds per square foot) cohesion for medium dense silty fine sand. Since there is a denotation of"very stiff' in the note for the silty sand layer, there may be plasticity present that was not described; if weathering is present within a portion of the layer, the location of that transition should be identified in the cross-section (it is estimated later in the report, on Page 26, but there is no verification of a location where the reduction in strength actually occurs). 8. The analytical assumptions presented on Page 28 are erroneous. Had the consultant selected an appropriate value for the angle of internal friction of the upper gravelly, silty sand layer,the FOS would be significantly lower. Further, since movement was associated with the intense rainstorm in late 2007, hydrostatic pressure from ground water should be included in the analyses as a contributing factor. The pre-movement condition should be back-calculated to a FOS of KENNETH NEAL&ASSOCIATES CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Ct.SE,Olympia,Washington 98501-3968 (360)352-5125 Mason County Department of Community Development SHX 2008-00042 May 21, 2008 Page 3 approximately 1.0 and, then those strength values derived from these analyses should be applied for selection and design of an appropriate alternative. Contrary to conclusions presented in this report,tree root cohesion was likely contributing to slope stability. 9. If the boring was dry, and there were no indicators of layers above 19 feet having been wet,then the source of water that was the driving force and likely trigger must be identified. It is unlikely that water seeping.through cracks around a tree root system would have triggered movement of this magnitude. 10. Recommendations in this report regarding mitigation measures do not adequately consider the geologic processes that have occurred or are likely to occur in the future. A "shallow rock fill' placed behind a rockery that has already been displaced by slope movement would likely move along with the rockery the next time that the slope is destabilized. Since the movement occurred at some depth below the rockery, a reasonable person would assume that movement would again occur in that location and at that depth. Unless this rock fill were designed, ignoring any potential benefit of the existing failed rockery as erosion protection or support, and installed as a shear key, success would be, in our judgment, unlikely. In order for this or any other alternative that would buttress the toe of the landslide to be effective, it will be necessary to (1) verify that the strength values measured in the soil layers east of the slide mass that were used for analysis are the same as those within the slide mass (likely requiring one or more additional borings), (2) correctly interpret the actual slide geometry, and (3) evaluate the long-term effects of wave erosion along the shoreline. Strength values used for repaired slope segments should be documented in the report. 11. The analyses do not consider the slope geometry or loading resulting from the fill proposed on Pages 32 and 33. This fill would produce at least some driving force on the landslide block. 12. There are likely voids or weak areas beneath the house where displacements or distortions in the structure were observed. These will not go away as a result of proposed slope stabilization. No recommendations are provided for reinforcing the house foundation or leveling the structure. In addition to the comments listed above, the report was not signed or stamped. If you have any questions,please call. I can most easily be reached on my cell phone at 360-280-6180. 2 copies submitted KENNETH NEAL&ASSOCIATES CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Ct.SE,Olympia,Washington 98501-3968 (360)352-5125 HALL RESIDENTIAL PROPERTY GEOTECHNICAL REPORT TAX PARCEL NO. 423335102912 81 N MARINE VIEW LANE HOODSPORT, WASHINGTON 4 _ 1 A ti 0 4, a �T 4: t' PREPARED BY: EDWARD A. WILTSIE, PE 28 April 2008 Jerome W.Morrissette&Associates Inc.,P.S. Civil•Municipal•Geotechnical Engineering and Planning 1700 Cooper Point Road SW,#B-2,Olympia,WA 98502-1110 (360)352-9456 / FAX(360)352-9990 � I Jerome W.Morrissette&Associates Inc.,P.S. Civil @ Municipal•Geotechnical Engineering and Planning 1700 Cooper Point Road SW,#13-2,Olympia,WA 98502-1110 (360)352-9456 / FAX(360)352-9990 GEOTECHNICAL REPORT HALL RESIDENTIAL PROPERTY 81 N MARINE VIEW LANE HOODSPORT,WASHINGTON TAX PARCEL NO. 423335102912 28 April 2008 INTRODUCTION The purpose of this report is to provide geotechnical site evaluation data, evaluations, analyses and recommendations in accordance with the Mason County Landslide Hazard Areas Ordinance, Section 17.01.100 E for the project site, which is located at 81 N Marine View Lane, Hoodsport, Washington(see Figures & 2), which is located along the east shore of Lake Cushman, about 4.4 miles northwest of Hoodsport. xa }l '1 Prq.ct sa s Y j i'.'i51a Yi 1 I 7 Roberts Geotechnical Report I JWMA N07143 5'?I08 Project Site A� i 15pun 2 BACKGROUND Prior to April 2000 the project site served as a recreational lot and had been graded for RV parking. Formal development of the project site commenced in September 2000 with application for a building permit for a manufactured home. As part of this application process, a Geotechnical Report was filed by Thomas E. Richl,PE in April 2000. The Geotechnical Report addressed placement of a dwelling 24 ft by 38 ft in plan area on the site and recommended a 35 ft setback from the property line and another 25 ft from the high water mark of Lake Cushman. The report also included plans and a profile that showed setbacks of 48 ft from the shoreline to the east and 56 ft from the shoreline to the south. Construction on the site was initiated with a building permit issued in September 2000 and 175 ft long 8 ft high rock bulkhead constructed in May 2001, along with 40 ft of 2 ft to 8 ft high rock retaining wall on the upper site. An onsite wastewater disposal system(OSDS)was permitted for the site in July 2000. The originally permitted manufactured home was never constructed on the site. In October 2001 a new permit was submitted for a residence and garage,which was constructed with substantial completion in July 2006 with a few items remaining to be completed. ' In early December 2007, subsequent to the major winter storm of 3 & 4 December 2007, a sizeable landslide occurred along most of the waterfront on this parcel (see Figures 3 &4). Hall Geotechnical Report 2 JWMA N07150 5/2/2008 •�` �. V ^I y. .F f Ilk Al .P1 .. Figure 3 Lull + f 1� �- M rf •1 '1 Iry �' .�n � .�� 'y�. �^� � ` itt t. Figure 4 Hall Geotechnical Report 3 JW IAN07150 ;'2;'100g The writer visited the project site on 05 December 2007 to observe the failure and assess damage (Photos in Figures 3 and 4 were taken on 05 Dec 08). Subsequent to the site visit, a preliminary report was prepared assessing the outward characteristics of the site and recommending further investigation. Three contributing factors were noted in the report: • Large fir tree located on the site point facing south and subject to extreme wind forces • Waterfront point oriented to the south and subject to wave action generated along a relatively long and deep fetch • Landscape irrigation installed on the upper site, which was exposed along the slide headscap after the failure A copy of the preliminary report is included in Appendix A. Immediately following the site visit, the entire slope face was covered with plastic sheeting to prevent weathering and minimize further slope movement. As part of the process of developing remedial action plan for this site, a site investigation program was recommended. The investigation included performing one soil boring and installing one piezometer. A slope inclinometer was initially recommended, but was not installed after evaluating the site conditions during the boring. A site geophysical survey was performed throughout the failure area in an attempt to identify defined failure and fracture planes within the failed soil mass and apparently stable upland soil block. The soil boring was performed on 13 and 14 February 2008 with the piezometer having been installed immediately thereafter. GEOTECHNICAL REPORT The report scope and organization have been configured in accordance with paragraph 17.01.100 E.5 of the Mason County Landslide Hazard Ordinance: 17.01.100 E.5. Content of a Geotechnical Report A Geotechnical Report shall include but not be limited to the following: (1)A discussion of general geologic conditions, specific soil types, ground water conditions, the upslope geomorphology and location of upland waterbodies and wetlands, and history of landslide activity in the vicinity as required for the Geologic Assessment described above. (2)A site plan which identifies the important development and geologic features. (3) Locations and logs of exploratory holes or probes. (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. (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. (6)A description and results of slope stability analyses performed for both static and seismic include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5, Hall Geotechnical Report 4 JWMA N07150 5/2/2008 The minimum seismic safety factor is 1.1 and the quasi-static analysis coefficient should be a value of 0.15. (7)Appropriate restrictions on placement of drainage features, septic drain fields and compacted fills and footings, including recommended buffers and setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes on the property. (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. (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. (10)An analysis of both on-site and off-site impacts of the proposed development. (11) Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer widths. (12) Recommendations for the preparation of structural mitigation or details of other proposed mitigation. (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. The investigations and evaluations performed for this report include site observations, published regional topography, published soil and geologic investigations, site specific topography(before and after failure), one soil boring and a slope face geophysical survey. The data gathered and investigations performed have been used to prepare site remediation recommendations. PARAGRAPH 17.01.100 E.5.A(1) -GENERAL CONDITIONS Three site visits were performed on 05 December 2007, 13 December 2007 and 14 February 2008. One soil boring was drilled on the site on 13 and 14 February 2007 with continuous observation by JWMA staff. A geophysical survey of the slope area and immediately adjacent apparently stable soil block was performed using Ground Penetrating Radar on 13 February 2008. The piezometer installed in the soil boring hole was fitted with a HOBO continuous recording device with data having been retrieved on 18 March 2008. Groundcover The site consists of a residential waterfront lot with a 1 %2 story wood frame residence and garage in place onsite. The ground surface had been modified substantially via the construction of the dwelling and garage and installation of extensive landscaping and lawn with intervening large rock retaining walls. Figure 5 shows a small scale version of a topographic survey performed at the project site in 2005. Of particular note is the large fir tree shown immediately to the east of the dwelling at the head of the promontory that forms the majority of the site. The tree was estimated to have been 24 to 30 inches caliper and about 100 ft in height. The site is also populated with about 16 smaller Douglas Firs ranging up to about 10 inches caliper. Hall Geotechnical Report 5 JWMA N07150 5/2/2008 /ft'l�fl'• I IJJJ Jiff.I 1 1 f r r• - rfi7J.J '1!l V r •' �y��/� Jlf Jl/1 lJ , i ' 1 f7Jr�Jt rr i It J , � I IR/IYI l J J t rf J + ttr'I I "r t' - 1 V Y`• 7:: '•1 I 1 • 1 � IJ}'! 1 J 1 J f l l f 1 I 1 1 1 1 1 - 1 - 1•I'. l f t I l i t IN4 i+k`f,f'11 it kill 1 1 ., 1 `:� •��� ,_ .. � - 1!1 f �11 � f•Z' 1 t f i �I hlydl •\ Observations of the post failure ground surface suggest that it was well groomed with no signs of errant surface or subsurface drainage. Roof drains were all tight piped to the south bluff with release at either the bluff toe or on the lower site grassed terrace, above the rock bulkhead. The dwelling/garage roof area is estimated to be 1600 sf with approximately 1000 sf of concrete patio and driveway surrounding the east and north sides of the structure. Impervious surface on the site immediately prior to the failure is estimated to be about 2600sf• Coastal Zone Atlas The project site is not mapped in the Washington State Coastal Zone Atlas as it is well inland from the Puget Sound shoreline. Hall Geotechnical Report 6 JWMA N07150 5/2/2008 Topography Figure 6 shows the regional topographic conditions in the vicinity of the project site as shown on USGS Quadrangles. The project site is located at the toe/lake shore of a large hill,which rises approximately 1300 ft above the normal lake surface. The average slope of the hillside above the site is about 2.5 H: 1 V (21°)with locally steeper areas. The project site is also located at the north end of a rather long and deep lake fetch along the direction of the regional prevailing and storm winds. This orientation results in locally strong wave action along the lake axis. This wave action has a particularly strong impact on the project site as the site projects out from the adjacent lake shoreline and faces directly the approaching waves along the south facing portion of its shoreline (see Figure 6). rrt l NORTH W. r 735 Projd SiteProjecta e t We i �'�t fk'�-• - ;r. r y .' T I i \ \�t��J„y� ', � aid. c� � 0 % a if ' 1 ``•�•��.` i4'.. _ '! r�: f# ��i 1r I} :r /4;7 �rl a ) I revaihng rm NY W. AAA" 1 $ t - Rr grx Figure 6 O Figure 7 shows a Lidar Surface Shape image of the project region. This image shows greater definition of the topography of the upper slope area above and adjacent to the project site, as well as the creek incision located immediately south for the project site. Further study suggests that the project site may be located at the southerly terminus of an ancient landslide. The terminus point appears to be firm resulting in its becoming a promontory along the present lake shore. Hall Geotechnical Report 7 JWMA N07150 5/2/2008 ITT: CD if /!///�I I l ,%1lI, JY 7lft 7!t, • Z Irlll''' T1----► s � it //I/jII/ f(; !J II / I/I 1 / / ! 1 r/ I/ I�' ///I/1l/!17!1 It ltt''�iJ IIrJ,,a//7!1/ . �• � r�� � �� // / l II/ i!/ I// !-'lt/— Il,ltttt/t+fr '✓� ' T. � \\ ir,n!' +7�/7 j 7-T �`� •-i��.' � �. �!!% + I/I / I!!I lIl! /tI ///~ trlll :fll 1 "II',+,tt ��� • rll /!i I ' / ��I,J,J j.�'�►i'1 y+//r I ��._*7\\\1\\\\`\\ti\ � � S � 3if � /////1/tI /' ' ,..MAO SGRPI Jill � . /l7 7 tr 1; �Iclr! ( ;N1tq � � �, -} � +\J � I `.'•- `: � t•. �-� '. . I y l t\ \ t\ �\ \\� - - -�.\♦\\ \\\♦yam LrJ I\�! �,� " • \t \ t \\ \ \\ \ `��♦ = \t \ \ \\ \ \\ ♦\, \`\\\\ .`���' ��� �'p"\\�\ titttt�tIle \ \ \ l ♦ �-.,,�\ � t,t t�,�\\\\{i�(1. \\,� ,'tier m.�♦\ u�i \♦`\� a� �� �\ 3 '� t \ \ \ tt m m I"III,'NI'tt\tl I+, ♦ ♦ \ti` \\ t\\\ It I It l!I,I "'rllll!) j yy - ✓ � .♦� � � \ � i \i � i Il�rl!liln4litll!I�\ � 1 ' ��`"�. tr oo e .;!,���Iblldrlrwr� `r ' � � ,"�.i° '�I���,•�� - �� 4 O Q 00 As noted above, Figure 5 shows the site topography as developed from detailed site specific measurements performed in 2005. Figure 8 shows a similar site specific topography using the 2005 topography as the background and showing the location of the recent slide head scarp and present location of the slope toe rock bulkhead. Based on a comparison of the 2005 survey and 2008 measurements, it appears that the lakeshore rock bulkhead has moved lakeward along about 80 ft of the bulkhead face with a maximum excursion of approximately 4 ft at the center of the displaced area. Six ground surface profiles were performed at the site as part of the 2008 post-slide survey(see Figure 9). 2005 survey data was used to generate approximate surface profiles along the same alignments as the 2008 profiles. Comparison plots were developed showing both profiles on the same sheet. The profile plot sheet is located in Appendix B along with a plan sheet showing the locations of the profiles. NORTH LEGEND �� I Baseline 1-Profile Line ® -Geophysical Track Line �! Upon studying the profiles, it is clear that minor changes shown on Profiles 1 and 6 may be survey error or the result of landscaping changes. Upper bank changes in Profile 5 occurred in the vicinity of the main failure with the lower slope showing minimal of no change,which is felt to be a result of the profile alignment. Profiles 2, 3 and 4 show notable and consistent differences between the 2005 and 2008 survey measurements. The shape of the changes in the profiles suggest that the failure consists of a sliding block with no apparent rotational component. The upper portion of the block dropped vertically in elevation while maintaining about the same surface shape. The lower slope(lakefront rock bulkhead) appears to Hall Geotechnical Report 9 JWMA N07150 5/2/2008 have slid forward(toward the lake)pushing a small amount of toe soil in front of it in the area of maximum displacement. Figure 9 also shows Geophysical Survey track lines for the Ground Penetrating Radar survey performed for the site. Regional Geology The project site is located along the west facing slope of Dow Mountain as shown in Figure 10. The Site is mapped as EVcf, which is basically basalt rock. Surficial site conditions and subsurface investigations suggest that the site is more consistent with the surrounding mapping, Qgt, which is glacial till. Lake Till,late Wisconsinan(Pleistocene)--Unsorted,unsttatifited,highly. • compacted mixture of clay.silt.sand,gravel,and boulders deposited by glacial ice of the Puget lobe;gray;may contain interbedded streeti- lictI sand,silt,and gravel;sand-size fraction is very angular and curt- • gains abundant polycrystalline quartz.which distinguishes this unit �11CB• front alpine till;cobbles and boulders are commonly striated and(or) L�,n • faceted;although umveathercd almost everywhere.may contain cob- Ip 119 bles or-mail boulders ofdecply weathered granitic rock. ^. Evd Crescent Formation basalt,flow dominated I .......�-,�:_ i 55 Qgd Project Site 4<Do Mtn 65 ,r�,,r 45 f5 66 30� 55 -- 60 Qgt. - ✓1 ,.- - c � � 5 Qap c_ 5 45 s5 �3 % Jf fig° Ev�f .. Geologic Map of the Shelton 1:100,000 Quadrangle,Washington ` Lake �• � ht RO'"t Inym zoo? Kokanee Qga Figure 1b shore sediments also suggest that the till includes an intermediate layer of highly over consolidated lake bottom sandy silt with distinct finer layering(see Figures 11 & 12). Hall Geotechnical Report 10 JWMA N07150 5/2/2008 .b• r } 3r MW awr Okw r Fipun 12 Further review of the lake front shoreline along and adjacent to the project site indicates that the surficial sediments consist of silts, sands and gravels to at least 30 ft below the toe of the rock bulkhead with no evidence of rock outcroppings. Hall Geotechnical Report 11 JWMA N07150 5/2/2008 4 Figure 13 Surficial Soils Surficial soils in the project area are mapped as Re—Rough Mountainous Land, Hoodsport soil material (see Figure 14). Jim y� ,� © € RN J_1AJ-0 J 5cw1- Urine Cnnn ty,Washingl—(WA645) ® N.P Unit Map Unit Name Acres Percent of Symbol in AOI AOI ; �, r ^• He I Icodsport 0-0 0.04i ,�1qq'..t�M ♦ i , � �. •'r+t w gravelly Sandy lnam,U to S '� • 4 �'I percent slopes ,�°§' PC Rough 27.3 48.9i6 ''r "'�i. _ h� �♦d`. (rj mountaatatn land,Hoodsport Prged Sde r r xv�,/fr ,. soil materialf- VV Water 29.7 31.19{, ��.,- =A: - • •? � +�i Totafs Ior Area of Interest(A07) 561 I00.0% ;�-. � :�t �'•� l 1 f rrt � I . Ir of k" f171M .07'JANENNNIIU s�sr J* Figure 14 PARAGRAPH 17.01.100 E.5.A (2)—SITE PLAN Figure 5 shows a comprehensive site plan for the project site. The site development will not be changed under this proposal. Hall Geotechnical Report 12 JWMA N07150 5/2/2008 The proposed construction effort will include reinforcing the failed marine bluff slope and relandscaping to replace the bushes, shrubs and lawn that were removed as part of the process of temporarily securing the failed slope area after the slide occurred. The proposed remediation will be discussed in subsequent sections of this report. PARAGRAPH 17.01.100 E.5.A(3)—EXPLORATORY HOLES & PROBES Exploratory test holes and probes performed at this site subsequent to the slope failure in early December 2007 include: one soil boring with piezometer and ten geophysical survey track lines with Ground Penetrating Radar soundings. There are no water well logs available for the study area as the residences are supplied water by the Lake Cushman Water Company. Soil Boring One soil boring was performed southeast of the dwelling and about 6 ft from the south edge of the concrete driveway and southeast dwelling corner(see Figures 8 & 15). The boring was intended to investigate soil stratification and characteristics as well as the condition of the unfailed soil block located beneath the existing dwelling. The boring extended to 55 ft below the existing ground surface (30 ft below the toe of the lakefront rock bulkhead). Samples were taken with a 1 %2 inch diameter split spoon sampler and Standard Penetration Blow Counts were recorded for each sample taken. Samples were taken at about 5 ft intervals. - t Hall Geotechnical Report 13 JWMA N07150 5/2/2008 A soil boring log is contained in Appendix C,which describes the measured result and observations made during the soil boring by the JWMA site technician. Generally,the soils encountered consisted of about 13 ft of brown lose gravelly silty sand overlying a layer of medium dense silty fine sand at about 18 ft depth. Below 23 ft soils generally consist of gravelly silty sand to silty gravelly sand changing from brown(23 to 38 ft)to gray(31.5 to55 ft). These lower soils are very dense, apparently consisting of competent to weathered glacial till. It is noted that the silty fine sand layer below 18 ft depth appears to be similar to the silty fine sand sediments observed along the lakeshore (see Figures 11 & 12). Piezometer Upon completing the soil boring a piezometer was installed in the bored hole consisting of 20 ft of slotted pipe packed in concrete sand with a casing seal of bentonite at the surface and a surface monument set in concrete at the ground surface(see Figure 15). A HOBO digital recording pressure transducer was installed in the piezometer to provide continuous hourly pressure readings that would be converted in to water depths and ultimate provide a record of water depth change in the piezometer over time. The piezometer was set at a depth of 53 ft below the ground surface. Measurements were made on an hourly basis during the period from 14 February through 18 March 2008. Figure 16 shows a plot of the recorded data. Deeper drilling efforts in the soil boring process required the addition of water to the soil boring to maintain progress in drilling in the hard/cemented soil conditions encountered. This effort plus the cleaning and developing of the piezometer left a small depth of water in the piezometer upon completion. As such,the recording device Hall Well Stage Data Lake Cushman,Washington 760.00 Existng Ground Surface 750.00 740.00 730.00 720.00 710.00 Bottom of Borehole 700.00 2/12/200B 2/17/2008 222/2008 2/272008 3132008 3/82008 31132008 3/18/2008 323/2008 0:00 0:00 0:00 0:00 0:00 0:00 0.00 0:00 0:00 —Ground Surface(ft-NGVD29) - Water Surface El(ft-NGVD29) Bottom of Hole(ft-NGVD29) Figure 16 Hall.Geotechnical Report 14 JWMA N07150 5/2/2008 i began recording a water depth immediately upon installation due to the residual water in the piezometer. The recorded data shown on the figure indicate that there was a very small change in water level during the 33 days of recording. Hence,it is conclude that the 55 ft of soil investigated do not pass shallow groundwater to any appreciable extent. Geophysical Soundings I ` Golder Associates was engaged to perform 11 geophysical sounding lines at the project site to provide continuous profile data across the project site (see Figure 9). The report generated by Golder Associates is included in Appendix D. The soundings were taken using a GSSI SIR 8 Ground Penetrating Radar System. This system provides reasonable soil strata reflection results to a depth of about 25 ft. Using the soil boring information described above, crude interpretations of the geophysical profiles were developed(see Figures 17 through 27). I L1f1!1 EAst Borehole Distance(feet)feet scarp West Ground sutace t t s F Bedding Plane Offset-Possible „��. Slide Tension Crack ......... .... ........................ 2 Reflector Concides with i i Firm SiftyFne Sand Sp Encountered n Soil Boringy; I�• nal aronualed,no 1 dear retuns below 3 t � t� this depth. .r ,.t Y•j -,��yt� �, f? •,s:...W-:AI►..+ ..r .r „K.y!d ..r. 4 _ <-(eNtVicat arIlfaq Hall Geotechnical Report 15 JWMA N0715O 5/2/2008 Line 2 Moot drop goul fJistiince(fes1) Boliddars West East 0 10 20 f`---gyp 50 56 60 Ground surtax Bedding Plane Offset-Possible i _'~;• Slide Tension Crack J. ' t ReflectorConcideswth 0 f Firm Silty Fine Sand y.'• Encountered in Soil Boring AL l e-Signal at6nryle11,no < r .? Y • ; clear returns DMow �}�1 "• , r 1.�,j A , �Y' ii� � � � • yt J, 1, /ths depth ^t . •(:i•:� � r M�f } ..?ar ,�.w1 ♦•t.•.t n i r,v^a•. :" + 1, 4 4 ^ <-(electrical artifact) I .'."t ✓ �,^.7a� •" .`y'rZ'`.. 1 �.wM r�C'1'r ^�'", w . . •iy,,' ✓ ^, YT Figure 18 I 5 Line 3 5-loot drop,scarp&rock wall Distance(feet) goutders East t0 10 20 30 40 50 Mst Ground surface 1 , ,`C � .. ;� Fx �+.{.,� .1, .; R• ••fir +�" a � °► , �`!'a t ,y 1;-fry y44 r ; Reflector Concedes with ~•, ,� {t� % t Firm Silty Fine Sand `�• �l.�` : �' ' Encountered in Soil Boring i Signal attenuated,no clear relums below Ns depth. 4 _ <-(electrical artilacl) I ��'. � >�.��1 ♦♦ ,�W t/• l -sue . ,]���,]'� / N Mi Y�7'+. t�e: 't "ij , 1•;l +S-?. !- 'F 4y.s �. � ' `t�-^t: a� 3~ L�t Figure 19 ti iP• .,FIE �� .t; Hall Geotechnical Report 16 JWMA N07150 5/2/2008 � x Approximate depth in feet a ApprOXIM le depth In feel CD Nom o y N ".t R i ..�Z'+�.r wd � �i 1 � ��t■i�.lw ?li�s'1 t. ` • _ `ti► �"�� ,", � ... al '�'n�;yx ., 1���� � i +� •"4 .a,� .i���i��'�'�- 1� tt 1�1111 [1 w w w is w: . ■Mb O i HL lilw 0.0 to Lt raw' (r — — g _.. �A*1>S '.yam• �.t't m�' I� /q . y)M .40 • i�J.� wN 7 • � iN.tiR�.- � 1 1 To w M N w^ �..`'� W alt•+— -y'- -.- N,��- - -- O 'fl; iT��'-:i� <`!�-`.• f7 III .SS i. d•.d'�t 1 ..' .. tY,�.' - i1J1 ,'�t�l •' ��� •N -.. - .. `{' ,��� •..6xw o m � S �•6jj 1- 1 � Ivry.•IN ''•Y u�i a 1 �.#�7 - - �! t 1 �. I T m 21 X W l �S!( f41 ?.f��� t�... M T;0 '3 ,��., E; .q o fn o m mCL • 1 fir. +..•: .µ.,.wily v, m G y �' n - _ ! s. ..rRt._ a t• __= 1 1 v w�wb- ww wwf Kvpo.77 A'.I t t776►iA73�7 iYya7A [[[[ ff .ow U ^ j ° J -d •N Nra• O — - — - - - - - - - - - — -'- - - - ,r} ttt� " - - �� •tt r��- .. J = ` �� lift womb" .rw..� T y c ri d uTi' n m i■ 00 O O � x z �z G) � O � a a On C Approximate depth in foot a Approximate depth in feet ro � "���%�i�• #errs �_"+', ��� I o �,. .. .. _,.,,��� �-.,�,�,�r,'a++r, ..•vr,- - - �� - -li � o r :L .2.; i I v �� .+ JS ..•i t / ' li -- '4 �5 .1 �+:(' s' c. r I -^ t�K !-`14y'Sle.�i`�`��•C'l' {#fr (j�•11�� 1 hjt 77 •_n. •� t ,�,� I • � r � r r n r � r r r r r r r M.r 411111- if It, I i.�• � _� i tS it�{! I o �• ,, , . , N f ` - ••-.5 lr ,� .j� I�II�. �I I � .. v � 1� Y r • r r � _ � .Z7 r r r • r � '��� � O fl 17,7-7i 0.0 -D ao (D m n a c ,.� •Z+ r h. •r ;iy i e �. J' ( .. r � • • m i., all+t i to j n 1 I O > > o - •,•� p' t 1 ( r r i r * •,•r r r r-r •T1J-'f�1,',[{ -oil e ° { � r 1 la•j 1 T � `ill. I z .. • • • • • • • r • • — • • r • • �i.h• i • r r`r {iw"r ri r' tit rL Z.r r��w'� oo O + • n � n , i "to 0 m = d N O O O 00 x 0 Ehl O z o � �1 Approximate depth In feet a3 _ N Awoodmte deptt in test 2 . n w Y * w�s,.w Y Y Y Y Y r, i, '' .O •• w.a« •+t�.�•>♦rrw..wu+r•w�wp•=Rw.•+�.� "�i. O C 5j . � t •. 1 ' •mot' .".�: �"":�tN i_ t � 'i.tl,, - t t y, i r,`s.1t .�L- '!f•.lei t it t • P _ �,t i e R t"R�t ft .. s• s•J.4�� �r� t_ �.;i • ' •• w Y w Y Y�wl w w � � •�•.���a.•. • t T'�Y �•ar __i �• _G •�.Ys'fS' �•' tit. ,wY � r r w N w w w w w w•� w•w• a ► .a r•:_ 3 -0 1.� f II I x •o wIG c � 11�'!' yrtl'��•; , � .. � .-t.,i... _r ,v:..•,1l�t''1 y��►1�1 1�•t � � �Ox .• • w w Y•w as '� rp �.s e I � .'y(' 1 t i�I I� � •e qt N•i� w•AN'M!'wC'w.w.w.sr a v; �r U/ .• • as a iqw N Y w Y Y Y Y,.r w•iww. �� w �' $ - i - "ANi`(� } 2 { a D�, r • tk, a;�, rj' t w w•!r` +MtM'w+ls+wii . {i: m a c-n o �R. L':Y t� • .,i,t t t ..�� _ .1 c i t t ���• t 1 m Q. ifatan"" { i t -_ t.Y • 4i a�`T. .!. •��ti . aCD �y+p •N ) U 1, � � .. ,JJ x� }t3q_� �) �, �.N.t1�Js.% 'ki+.^.•o �•.'i�t }4�'��I�}C'�•i'( i � � ••rLi••1t � ��'A.1w�irS�tai1�L.'�' tit iflY � 1 �"j O it n rom a R OL 6 3 d Ei 0 N � N O O 00 � x 0 z 0 y Approximate depth in feet .� Approximate depth in feet I n I � I .. .. r � r.r.r r..,.r.rh.:L /� �� �t'` ��{�� .. _ � • � �•�.;.r i i � It 1� ( f/ 1 t r• ." I �!. h _� t` t`l��� t ��1 � I � ,t =S,11�r�.•,��t��1!t�rk111 ,i '°t(�11t Y;_ .• u A. 'A�IR•ef�}?!d�wir+.•u M:r w._it' I •,o _•- �. •- Al i�'. t �0•? yr- rV z.z«. Misr a .>:�, • 1 � 1 � l,r �K t ►± �( i I nfit- ! c �s.. .•—i�, , <,�,�• y 3 ' xro I _t:. ro �•C. r I' •{ �' ....s..r � •'.+• i1ew•Ft�w;►tAT�YNe�� �,, ` I o ..r w �•r+..M Nr—°y:r.r._�rr.r.ww.q►'.iifi�lj+' � I � _..t�' y� ..JL`�� J'*'A:7�1+.r'�.. i�.r li •il i c r .. ..re••wriSN r .-_ .:�. ��•.�.Si� It— A y ��♦.� .r-,.J <7 .�'... - rei �I G •?ii�.iii�.i c� U w n i z I z ^yMn S N O N •� O O Upon assembling the bedding plane offset data, surface cracking observations and the survey of the failure headscarp,Figure 28 was developed. This figure shows failed areas and potential or latent failure areas. ir!{{r{rr{fir/ ri fl r I+ j Ir ► / 'rrrr ''rsf' a� r ! { / r r r11f, /{/rrlf rfr rr r ftrl+++ r r r rlri+rlrir; r r Stxface Crack rrrrrrt { irj+lrr i ifr fr r f r {rff'rr,�i trrtrr r+rr { ' " ' ' +tr r r r`�/ r!r r r r r r { f 1p•,',�',— �: r r rr•r+. r;,, ; - rrrrl� r r'r 1 { r !f ! r r }�!/ �,,f4,., rrrr •^r�,.`c .< , v i 1?+i)r V. Of t � � ., r i ; Surveyed Headscarp ML Wart � rlrrrrr rr frlrrr � r/{ 8 - � {{{lr r{{ r r 1 r r. r +r rrr r 1rlr- r Interpolated Bedding t4 r t rr: Plane Offsets from . 1 = Extensnre Geophysical Survey, Surface Cracking tt t t .t t 1 t•ya*i •Il�itt t • 1 -�= _ (see Figure 29) r , t Surface Cracks \ r Interpolated Bedding Plane Offsets from Profile 4 r r r \rrr rrr♦ — Geophysical Survey `\\ �\�,�.4 t' AJignment-Deforrred r �• _ - _ ,,,, i .t :`y�r Cortina lrS `\E lilt r\� Rock Bulkhead ` t = Surface MM\t\ t" \r rr rr\�`�` \`\�� ^\\ .`�� -- , t �r r �,,•�, . ,'�� ���;\�i\\its Prdie As noted in Figure 28, Figure 29 shows the extensive cracking that existed surrounding the based of the large promontory fir tree. The tree has since been removed as indicated by the reference to fir stump on Figure 28. Hall Geotechnical Report 21 JWMA N07150 5/2/2008 Y • fipum 29 PARAGRAPH 17.01.100 E.S.A(4)—PROPOSED DEVELOPMENT There is no proposed development on this site. There is however proposed structural remediation for the purpose of reestablishing the stability of the failed slope that lies immediately to the south and west of the existing dwelling. The remediation effort will be discussed in subsequent paragraphs. PARAGRAPH 17.01.100 E.S.A(5)—GEOLOGICAL CROSS SECTION Based on the topographic data gathered at the project site,topographic Profile No 4 has been selected for site analysis(see Figure 30). This profile passes through the most seriously failed portion of the bluff, including the portion of the headscarp with the largest vertical height and the portion of the rock bulkhead that has undergone the largest horizontal displacement. Hall Geotechnical Report 22 JWMA N07150 5/2/2008 PROFILE 4 2005 Gmuna SurbM Gravelly Sitty Sand soil t3orinq 20MGmund Surface (Lose-Weathered Glacial Till) Soil Unit Weight=120 pd 760.00 Internal Angle of Friction=4 0 degrees 7B°°° Cohesion=0 psf 7so.0a Very Stiff Sity Fine Sand( edDense) M Soil Unit Weight=120 pd Internal Angle of Friction=33 degrees Cohesion=1.5 ksf(unweatherd) i 4p.,^ia 740.00 Summer V eter Level 7130.CIO730 00 Gravely Silty Sand 13Feb08W terLevd 72o,ca (Competent to Weathered Glacial Till) 7z0.oc So Unit Weight=120 pcf Internal Angle of Friction=40 degrees Cohesion=2 ksf 7;7 710.00 Bottom fBorehole 700.00 7aa 00 607.00 6KDJ 0+eo 1+00 79Uf@ 30 The average slope from the rock bulkhead toe to bluff crest prior to the slope failure was 1.7H:1 V (31'). Soil strength characteristics assigned to the layers encountered in the soil boring are shown on Figure 30. These are the parameters that have been used in the pre-failure slope stability analyses. PARAGRAPH 17.01.100 E.5.A (6)—SLOPE STABILITY ANALYSES The above geologic profile has been used to develop an analytical cross section for use in slope stability analyses for the project site. Shallow groundwater has not been include in these analyses as the soil boring indicates that the glacial till soil block that underlies the dwelling is sound and generally impervious with no indication of interflow. The slope stability analyses for this site were performed in three steps: • Pre-Failure Condition • Post-Outer Till Block Breakup Condition • Remediated Condition Hall Geotechnical Report 23 JWMA N07150 5/2/2008 Overview Upon investigating this site it has become clear that the project site was reasonably sound and stable prior to construction of the existing dwelling. As part of the dwelling construction,the site was modified by limbing the existing large promontory area fir tree, constructing of large rock retaining walls along the upper reaches of the site, adding upper bluff fill, landscaping and installing in-ground irrigation. Generally, all construction performed, including the dwelling, driveway,roof and site drainage,decks and patios, landscaping and retaining walls exhibited good workman ship. However,the combination of a number of these items resulted in a condition that appears to have precipitated a bluff failure. Slope stability analyses were performed, using the Rotational Equilibrium Analysis or Multilayered Earthworks computer program(REAME 2004),using the Simplified Bishops Method for Circular Slip surfaces. Both static and quasi-static analyses were performed. The quasi-static analyses were performed using a lateral acceleration coefficient of 0.15. Pre-Failure Condition The first slope stability analysis to be performed included the post-site development conditions with the dwelling,landscaping,etc. in place and the site subgrade in its native condition. Figures 31, 32 and 33 show the representative failure surface evaluations for each of the site terrace levels, indicating safety factors of Static 2.03 and Quasi-Static 1.38 for the upper terrace(similar to the December 2007 failure), Static 2.02 Quasi-Static 1.4 for the intermediate terrace and Static 1.7 and Quasi-Static 1.16 for the lower terrace. Based on these results, it appears that the site conditions immediately after development provided slope stability safety factors in excess of the Mason County Code requirements (Static= 1.5 and Quasi-Static 1.1). Hall Profile No.4-Existing-Upper Terrace E 820 L C??TTER AT(80,845) RADIUS= 113.286 S.C.= 0.00 P.R.= 0.00 E ACTOR Or SAFETY (2D) — 2.031 BY SIMPUrIED BISHOP METHOD Quasi-Static Safety Factor=1.38 A 780 T T 750 N 740 I 720 N 700 IF J.W.Morrissette 6 Associates 680` " 4_ 60 80 100 120 140 160 190 200 T DISTA24CY IN FE3T Figure3l Hall Geotechnical Report 24 JWMA N07150 5/2/2008 Hall Profile No.4-Existing-Intermediate Terrace E 820 L CENTER AT(80,804) RADIUS— 72.588 S.C.— 0.00 P.R.— 0.00 E 800 ACTOR OF SAFETY (2D) — 2.016 BY SIMPLIFIED BISHOP METHOD V QuasiStaticc Safety Factor=1.40 A 780 T I 760 O � I 720 N 700 F J.W.Morrissette 6 Associates E6800 20 40 60 80 100 120 140 160 180 200 T DISTANCE IN FEET Fiyurc 32 Hall Profile No.4-Existing-Lower Terrace E 820 L CENTER AT(80,770) RADIUS- 38.755 S.C.— 0.00 P.R.— 0.00 E 800 ACTOR OF SAFETY (2D) - 1.732 BY SIMPLIFIED BISHOP METHOD V Quasi-Static Safety Factor=1.40 A 780 T I 760 O N 740 I 720 N 700 F J.W.Morrissette & Associates E E 6800 20 40 60 80 100 120 140 160 180 200 T DISTANCE IN FEET Figure 33 Post-Outer Till Block Breakup Condition As part of the development of the site,one large fir tree (24 to 30" caliper) was preserved on the site promontory. The tree was limbed for view purposes, leaving a large tuft of branches at the top of the tree. As described above, the project site faces south southwest along the main axis of a relatively deep water portion of the lake to the south. The prevailing winds and storm winds blow from the south to southwest. Under these conditions,the aerodynamics of the lone fir tree exposed to relatively constant winds, as well as extreme storm winds likely resulted in large magnitude deflection and oscillation of the tree, north to south due to sail area and east to west due to vortex shedding. Further, the oscillation of the tree Hall Geotechnical Report 25 JWMA N07150 5/2/2008 combined with the loss of native vegetation and the addition of irrigation introduced more water into the subgrade during the intervening wet seasons. Over time the block of soil that the tree had anchored itself into was broken up,permitting water to penetrate deeper and more completely through the soil mass(see Figure 29). The silty fine sand layer observed on the beach and in the soil boring appears to be strong when buried in the subgrade,but degrades when exposed to environmental conditions. During the summer season the lake level is raised,maintaining this stratum in a saturated condition at the immediate lakeshore. During the wet season the lake is drawn down exposing these soils to the atmosphere. The draw down seepage pressures, atmospheric desiccation, freeze/thaw,periodic wave surging during storms and upslope wetting as a result of the till block breakup appears to have severely degraded this layer. Upon degrading this layer becomes very weak and upon thorough wetting it becomes slick, lubricating the movement of the soils above it. Finally, in the broken condition,the soil block became more susceptible to the extra weight on the upper bluff contributed by the large rock retaining walls. The large rock used to replace native soil or add to it add load to the slope, as the rock weighs about 60%more than the soil on the slope. Additionally,the vertical weight of the tree becomes an active driving force once the block is broken up and the soil thoroughly wetted. It is also noted that once the soil block beneath the tree was mobilized, adjacent slope environments were dragged along with the main promontory block. Hence,the failure spread laterally along the bluff face in both directions engaging soil masses that were previously stable. Based on the foregoing, it is concluded that these combinations of events weakened the previously stable soil block beneath and outshore of the tree,precipitating the failure. The long-term break up of the soil block was followed by the December 2007 storm,which included extreme winds and a>100 yr rainfall event. These conditions were analyzed in an attempt to quantify the impact of the soil breakup and wetting. The slope stability model used in the existing condition analysis was modified by separating the broken soil block and reducing it strength by using an internal angle of friction of 20°. The strength of the silty fine sand layer was reduced based on the observation of the degraded material present on the lakeshore. The cohesion was reduced to 0 psf and the internal angle of friction was reduced to 200. It is assumed that the failure progression started with the immediate tree area,progressed down slope and then finally upslope,yielding the dramatic vertical displacement shown in Figures 3 and 4. As such,the first analysis was performed on the intermediate terrace,which is the area where the tree resided. Figure 34 shows the graphical results of the analyses,yielding a static safety factor of about 0.85. Hall Geotechnical Report 26 JWMA N07150 5/2/2008 Hall PROFILE 4 EXIST - TREE FRACTURE - INTERI4EDIATE TERRACE E 820 CENTER AT(80,T70)RADIUS=41.62 S.0=0.00 PR=0.00 L L 800 FACTOR OF SAFETY(20)=0.848 BY SWURED BISHOP METHOD v 1 A 700 T I 760 0 I 720 N 700 I J.W.Norrissette i Associates EL. E 6800 20 40 60 80 100 120 140 160 180 300 T DISTANCE IN FEET Figure 34 Allowing the failure to progress down slope, an analyses of the lower terrace showed a safety factor of 0.75 (see Figure 35). Hall PROFILE 4 EXIST — TREE FRACTURE — LATTER TERRACE 820 L CENTER AT(83,760) RADIUS- 29.660 S.C.- 0.00 P.R.- 0.00 E 800 ACTOR OF SAFETY (2D) - .732 BY SIMPLIFIED BISHOP METHOD v A 780 T I 760 0 I 720 N 700 I' J.W.Morrissette 6 Associates E 6800 E 20 40 60 80 100 120 140 160 180 200 Figure 35 T DISTANCE IN FEET Finally, in this scenario, the slide progressed to the upper terrace. Figure 36 shows the somewhat higher static safety factor of the upper terrace prior to losing the support of the intermediate and lower terraces of 1.1. Hall Geotechnical Report 27 JWNM N07150 5/2/2008 Hall PROFILE 4 EXIST - TREE FRACTURE - UPPER TERRACE g 820 L CENTZR AT(80,832) _RADIUS 102.120 S.C.= 0.00 P.R.= 0.00 B 800 -ACTOR OF SAFETY (2D) = 1 .134 BY SIMPLIFIED BISHOP METHOD v A 780 , T I 760 O N 740 1 I 720 N 700 F J.W.14orrissette 6 Associates p 680 0 20 40 60 80 100 120 140 160 180 200 Figure 36 T DISTA17C1 Ill FEET Remediated Condition Numerous forms of remediation were considered in attempting to develop a method of repair for this site, which included: • Retaining wall with soil nail and whaler support • Deep Section Rock Fill • Rock Fill Struts • Geofabric Terracing • Shallow Rock Fill As the action of the large fir tree was identified early in the site investigation,the tree was removed in December 2007, so as to reduce subsequent losses. Hence,the removal of the large fir tree is implicitly part of every alternative. As the analyses progressed, it became obvious that the second major contributor to the failure mechanism is the degraded silty fine sand layer. It was also concluded that over time the broken soil block will heal and provide stronger granular soil performance in the future, especially with the influence of the tree and heavy upper rock wall removed and highly limited irrigation. It was found that the least invasive is the Shallow Rock Fill,which consists of trenching along the rear of , the lakefront rock bulkhead to a depth below the silty fine sand layer and installing a layer of angular rock to a depth of about 5 to 7 ft and then replacing some of the native material over the shallow thickness rocks(separated by geogrid and geotextile). This approach breaks up the continuity of the silty fine sand slip surface and provides a locally strong soil layer to provide support for the upper slope soils. Hall Geotechnical Report 28 JWMA N07150 5/2/2008 The analytical model used previously was modified to eliminate a portion of the silty fine sand, add a shallow rock fill block and increase the strength of the broken soil block. The shallow rock fill was assigned a soil unit weight of 130 pcf and internal angle of friction of 450. The reconstituted soil block was assigned an internal angle of friction of 300. Figures 37, 38 and 39 show the results of this repair on each of the terrace areas, indicating safety factors of Static 1.99 and Quasi-Static 1.34 for the upper terrace, Static 1.83 Quasi-Static 1.27 for the intermediate terrace and Static 1.52 and Quasi-Static 1.20 for the lower terrace. These results exceed the minimum requirements of the Mason County Code. Hall PROFILE 4 Repair - Upper Terrace 820 L CENTER AT(83,835) RADIUS= 104.246 S.G.= 0.00 P.R.= 0.00 E 800 TACTOR 0r SAFETY (2D) = 1.986 BY SIMPLIFIED BIS130P B1?TBOD V A 760 T I 760 0 N 740 I 720 �1 70� F J.W.Morrissette fi Associates 680 120 140 160 180 200 J 0 0 40 60 80 100 Figure 37 DISTANCE IN FEET Hall Geotechnical Report 29 JWMA N07150 5/2/2008 Hall PROFILE 4 Repair - Inter*nediate Terrace $20 L. CENTER AT(80,807) RADIUS— 76.703 S.C.= 0.00 F.R.= 0.00 800 ACTOR OF SAFETY (2D) — 1.873 BY SIMPLIFIED BISHOP I-P—T13OD A 780 T I 760 O N 740 I 720 N 700 F J.W.14orrissette 6 Associates 6900 20 40 60 80 100 120 140 160 180 200 Figure 38 T DISTANCE IN FEET Hall PROFILE 4 Repair Lower Terrace - 820 L CENTER AT(77,770) RADIUS= 40.956 S.C.= 0.00 P.R. 0.00 3 800 ACTOR OF SAFETY (2D) 1.519 BY SIMPLIFIED BISHOP t-07HOD V A 780 T I 760 a N 740 ? 720 1.1 100 F J.W.14orrissette & Associates i E 6800 20 40 60 80 100 120 140 160 180 200 Figure 39 T DISTANCE IN FEET PARAGRAPH 17.01.100 E.5.A (7)—SITE DEVELOPMENT RESTRICTIONS Based on the foregoing,the site may be remediated using the shallow rock fill and toe rock placement. There are several restrictions that need to be engaged as part of this remedial action: Hall Geotechnical Report 30 JWMA N07150 5/2/2008 • The remediated slope will be sensitive to the introduction of water. It is imperative that the slope be permitted to dry thoroughly during each dry season. o To this end,the in-ground irrigation system should be abandoned and removed. Pressurized subgrade pipelines should be avoided on the project site. For the first dry season,there should be no irrigation on any of the terraces. After the first season, irrigation via surface hoses may be applied sparingly,about 1 inch of water per week during the months of July,August and September,provided the natural rainfall is less than 1 inch per month. If the natural rainfall is greater than 1 inch per month, irrigation should be reduced on a prorate basis to 0 inches irrigation for natural rainfall of 3 inch per month. o All site drainage should be directed away from the bluff face or collected and tight piped to the lake shore. Rainfall runoff disposal in the lake should be provided with lake shore energy dissipation. • Surface loading on the various terraces should be reduced and maintained at natural soil loading levels. Large rock retaining walls located in the waterfront upper slope area(see Figure 40) should be removed and the surface should either be regarded or light weight retaining walls be constructed in their place. If new walls are installed,the wall faces should be set at least 1.5 ft further inshore than the existing rock wall faces. • Existing roof and footing drain systems should be video inspected prior to recomissioning. All pipelines should be certified for material type, continuity and structural integrity. All corrugated polyethylene pipelines should be replaced with PVC or high density polyethylene pipelines. • Upon completion of the remediation and regarding effort,the site should be inspected by a qualified Licensed Professional Engineer monthly during the months of November,December, January and February during the first wet season to confirm the performance of the remedial construction and upper slope healing. • The existing rock bulkhead toe should be surveyed and inspected for movement at completion of construction after each major rainfall (4 inches per 24 hours or greater) and two years after the completion of construction. • Offsite upslope roadway drainage and onsite driveway drainage should be collected and conveyed in a tight pipe drainage system to the lake shore for storm events up to the Mason County 100 year Design Event for this area. • Toe rock is an integral part of this design approach and must be maintained in the appropriate depth along the rock bulkhead toe. It is also noted that the shoreline along this portion of Lake Cushman is in a slow state of recession. The beaches will tend to become steeper with time. As such,more frequent toe rock maintenance will be required in the future. PARAGRAPH 17.01.100 E.5.A (8)—CLEARING & GRADING The existing site has been covered with plastic sheeting and roof drains have been rerouted via surface piping temporarily to preclude the introduction of surface water into the slope area. The large fir tree has been removed. Upon completion of the proposed structural mitigation,regrading of the upper terrace areas may commence. The addition of fill to the terrace should be minimized to the greatest extent possible. Wood decks, stairways and walkways should be used to recreate pedestrian access between levels so as to reduce vertical load on the upper slope as much as possible. Hall Geotechnical Report 31 JWMA N07150 5/2/2008 Areas where severe surface cracking occurred(see Figure 29) should be excavated at least 18 inches to insure that lower level cracks have resealed. Native material can be reinstalled if cracks have healed. In areas where cracks have not resealed, a further inspection will be required by this office to assess the size and depth of the remaining cracks. Cracks found to be excessive will require further excavation to assess subgrade conditions in the field and replacement of native material in a manner that will minimized future soil mass contraction. The headscarp vertical face must be protected from weathering and deterioration of subgrade conditions beneath the dwelling. WSDOT Gravel Base should be placed and compacted as shown on Figures 40 and 42 to provide lateral support and surface protection in this area. -:15 i ice= i ` !,':." NORTH .::.'_�r�==ice' r' r ••_=: x 1" AI HEADSCARP STABILQATIONa 1)Clear headscarp face and area down slope of headscarp for a hoizontal distance of 12 ft along visible headscarp and 20 R beyond the headscarp at both '��� Remove Large/ ends. =_ i ott+ 1 Rock Retaining 't,. .i Walls 2)Do not disturbe headscarp face of �: t' t area above headscarp. \ i I t, r t 1 r !t )Construct upper slope compaded fill_ )Cover fill section with geotextile- ``s_`~~ •``-` ` ��� r -ter► ~.�� - - /�''�:�'////, Hall Geotechnical Report 32 JWMA N07150 5/2/2008 i t Clear headsarp toe area. Remove organic material to a depth of 18 inches Cutoff and Remove projecting curb stop section Remove all pressurized piping Fgure 41 Surface GeoleAle, Q.f irat 50x)atapMd E�dstiny Dweln y surface 1E'cc both direr ions ampaOad W DO ravel Base 1 t+f- lea Any Lint • ......... ••74 .NM.N.D2 SN.2+.N.t '.N.i .AP .NNIn `1�.N: •'4 iw� 2 1 18 in '' sl ompa eneh >yr.•o,•4.`a�'%�'.NA'.ci�.. .o-,e,.-.�a�.r,oryr..r�r �:..:rl 12 t+/ r Cleared headscarp tt area al satiny H esdsarp TYPICAL SECTION HEADSCARP FILL Fiyuls 43 Hall Geotechnical Report 33 JWMA N07150 5/2/2008 PARAGRAPH 17.01.100 E.5.A(9)—TEMPORARY EROSION CONTROL A temporary erosion control plan should be prepared for the project site in accordance with the requirements of the Mason County Drainage Manual. Specifically, it is recommended that construction be undertaken in the spring/summer seasons to reduce the impact of rainfall on the disturbed site area. The primary area of concern with respect to surface erosion is the bluff toe during the main structural remediation. In generally, surficial erosion can be minimized in this area by constructing during the period when the lake level is low. Additionally, construction of the rock toe fill as a first element would provide improved protection against soil in the lower excavation being eroded and washed into the lake. Upper terrace grading should be accompanied by constructing silt fence and placing staked straw waddles along the down slope side of the regrading areas. All disturbed areas should be stabilized with mulch and seeding or weighted plastic sheeting if they will remain unworked for more than 14 days. Sufficient plastic sheeting,rope and sand bags to cover the open work area should be stockpiles on site during the construction period. Upon completion site work, all disturbed areas should be stabilized with mulch, fertilizing and seeding. Silt fences and waddles may be removed upon the development of a good stand of grass and the development of landscape cover(groundcover plantings and bark mulch). PARAGRAPH 17.01.100 E.5.A(10)—ONSITE & OFFSITE IMPACTS Based on the proposed development plan presented herein,both onsite and offsite impacts of this effort should be minimal as surface conditions on the site will not change. PARAGRAPH 17.01.100 E.5.A (11)—FINAL DEVELOPMENT CONDITIONS Upon completion of the proposed site development, consideration should be given to post construction site landscaping and facilities maintenance. In planning site landscaping,consideration should be given to the guidance provided by WSDOE in three short manuals relating to site development and maintenance on marine bluff sites that provide a good reference source. The WSDOE site can be reached via the internet at hnp://www.egy.wa.izoy/progmmstsea/shorelan.html. Look in the subsection titled Property Owner Guides. These manuals may also be obtained by calling the WSDOE publications center via(360)407- 6000. It should be noted that water and gravity are the two most dangerous elements impacting a moderately to steeply sloped marine bluff sites. As noted above, extreme care should be taken in maintaining all Hall Geotechnical Report 34 JWMA N07150 5/2/2008 potential water sources(domestic water pipelines, onsite wastewater pressure pipelines, etc.) and disturbed soil surfaces, along with appropriate site maintenance practices. All pressure water pipelines(drinking water and septic waste) should be checked annually to insure pipeline continuity. PARAGRAPH 17.01.100 E.5.A(12)—STRUCTURAL MITIGATION As described earlier in this report, structural mitigation consisting of shallow rock fill at the slope toe is recommended,combined with an outshore bulkhead toe rock fillet. Figures 44 and 45 show the schematic plan and typical section for this remediation construction. IdORTH :��:%i.�r'r'r :e r -.� �f `7-- C rrl/ ' AN /'.• '_ ` ' _^ �-�..:_-_ - -- yI 1_f��IF� I i!S 11�.Jf /1 � !! /r /r r Shallow Rock Fill- ` Behind existing rock bulkhead :`�`: —� •a _—i iii/ Outshore Rock Toe Fillet `�`1`_ ``_-.\-`` ` �...�... - _ _-=\`/ •-- is� _ ! /// �� Displaced Rock Bulkhead Face ������ ����, ��•��^. _ '- _r rrr�/rrr r 1 / r r r```=` ..•jrr'rr rrr €4 r __ _ Figure 43 - - --'r r r' Hall Geotechnical Report 35 JWMA N07150 5/2/2008 Replace native soil Shallow Rock Fil - '�oo i Existing Large Rock i Rock Toe Filet - D Season L ke Level Sily Fine Sand Sol Layer sac 8eddng i 72a cc Wet Seas Lake Levsl ; naoa i i i t i i t+Op am 2+00 i Figure '—.....'. Hall Geotechnical Report 36 JWMA N07150 5/2/2008 Geogrid(Tenser SS20) Geotextile(Mirafi 500X) >2 Replace native Soii 8 Landscaping 1 Large Rock removed from upper retaining waNs EL 740 R E)asting Large Rock Bulkhead i r f �Y Shallow Rock Fill- 8"Gabion Rock — —2 EL 735 ft 1 ....... EL733ft EL 731 R &sting 2ft �— Ground — EL 729' 10R ed ng-4"mnus Crushed Rock Silty line and iSoil Layer Geotextile (Mirafi 500X) TYPICAL SECTION SHALLOW ROCK FILL&TOE FILLET Figure 45 PARAGRAPH 17.01.100 E.5.A(13)—SITE MAP See Figures 40 and 44 above. Should you have any questions or require additional information, please contact me at(360)352-9456. Yours sincerely, J.W. Morrissette & Associates Inc.,P.S. Edward A. Wiltsie, P.E. Sr. Geotechnical Engineer/Associate Hall Geotechnical Report 37 JWMA N07150 5/2/2008 APPENDIX A PRELIMINARY SITE REPORT Hall Geotechnical Report 38 JWMA N07150 4/28/2008 1"4MM Jerome W.Morrissette&Associates Inc.,P.S. Civil,Municipal @ Geotechnical Engineering and Planning 1700 Cooper Point Road SW,#B-2, Olympia,WA 98502-1110 (360)352-9456 / FAX(360)352-9990 11 December 2007 Mr. Mark Hall 1855 Olympic Boulevard, Suite 250 Walnut Creek, California 94596 SUBJECT: Landslide Evaluation—81 N Marine View Lane, Tax Parcel No. 423335102912, Hoodsport, Washington(N07146) Dear Mr. Hall: Pursuant to your request, I visited the above referenced site on 05 December 2007 and observed landslide activity that had developed following the winter storm of 02 and 03 December 2007. In general the land movements observed suggested both a deep seated slope failure, which subsequently precipitated several shallower surface block failures. The combination of these failures has lead to the extensive displacements and distortion of the landscaped yard area, retaining walls, docks, bulkhead and beach located between the dwelling and the Lake Cushman shoreline. BACKGROUND The project site is located on the east shore of Lake Cushman about 1.2 miles north of the Lake Cushman MPpwM.w/4N .i • Y �V rrOYw '+ 1 NM791M"MUM ws N07150 Page 1 Hall Landslide Evaluation—Mason County 4/25/2008 Dam. The project site includes a recently constructed 1 '/2 story wood frame residential dwelling with one out building, onsite wastewater system,bulkhead and dock,retaining walls and landscaping. The parcel under review is fronted by Lake Cushman shoreline on the northwest and southwest. d 1 � PrgtQ �JCRTH r i I�CAsArAn 'l'', t ig,re The development process for the project site was initiated by Mr. Brad Warner in April 2000 with an engineering evaluation of the parcel by Mr. Thomas E Righl,PE, 2119 N92nd Street, Seattle, Washington 98103. Mr. Richl visited the site twice and prepared a two page report with 5 pages of figures. A report was generated and has been obtained from the Mason County archives (see Appendix A),which is listed as a Geotechnical Report,however did not meet the scope detailed in the Mason County Landslide Hazard Ordinance. Mr. Richl overviewed the site use history, site geology and surficial soil conditions, concluding that the site was sound, suitable for residential dwelling construction with reasonable foundation loads and specified a set back from the dwelling footings to the lakeside property line of 35 ft and at least 25 ft from the high water mark of Lake Cushman for a 24 ft by 38 ft dwelling. The existing dwelling is considerably larger than the 24 ft by 38 ft foot print,but appears to have been within the set backs requirements established by Mr. Richl. GEOMORPHOLOGY The general land form in the vicinity of the project site is an environmentally reworked glacial terrace. The property is located on a lower hillside along the terrace margin facing west(see Figure 3). N07150 Page 2 Hall Landslide Evaluation 4/25/2008 T r ! R is Y f dr r wMa r rra. � •2MO.—T."usersao. ♦ �'—ar ..»aanecum �c�xq orar.na The hillside has apparently formed through surficial erosion along the Lake Cushman valley. The property is located on the lower hillside at about elevation 750 ft(msl). The adjacent hillside rises to a peak at about elevation 2080 ft. The hillside slopes at an average gradient of about 210. The local lakefront bluff on the project site is estimated to be about 20 ft high from the dwelling finished floor to the beach along the toe of bluff. Looking more closely at Figure 2, it is clear that local surface erosion has carved a sizeable drainage incision to the northeast of the project site. This incised area contains a season creek that occasionally flows through the dry months. This creek outfalls at the south end of the site. The combination of the lake to the west and the creek to the east,provides a uniquely drained condition along the small promontory on which the dwelling located on this parcel is constructed. In addition to having two way drainage on the site,the upslope area is narrowly shaped with very limited stormwater runoff tributary area. GEOLOGIC SETTING The project site is shown on Figure 4,which is an excerpt from the WSDNE Geologic map of the Shelton 1:100,000 Quadrangle (OFR 2003-15). The project area is mapped as Qgt, which is Till from the late Wisconsinan period and is of Pleistocene origin. Generally,this till forms the substructure for this area and is very competent and highly overconsolidated. N07150 Page 3 Hall Landslide Evaluation 4/25/2008 „?,[ti Eaw ' ^--t`iy ,Pa •_fT wE d- ry GI Cr alp CW Project Site -- 'b. Td t 1. i ” ' law 00 r � c11114 �4 late lsconsinan(Pleistocene) lltigorted,unstratified.highly 0-01 ompacted mixture of clay,silt,sand,gravel.and boulders deposited by glacial ice of the Pugct lobe;gray;may contain interbedded strati- Ak, { - fled sand,silt,and gravel;sand-size fraction is very angular and con- V rains abundant polycrystalline quartz,which distinguishes this unit uplfrom alpine till;cobbles and boulders are commonly striated and(or) or faceted;although unweathered airmist everywhere,may contain cob- oo. ! bins or small boulders ofdecply weathered granitic ruck. Q'4 Figure d SURFICUL SOILS The surficial soils in the vicinity of the project site are mapped as Rc—Rough mountain land, Hoodsport soil material. Observation of site conditions confirm the Natural Resource Conservation Service mapping. aaasop county,Mfasninoton(WAG43) Nap unit Map Urit N— Acras Pertlnt of _ Sy-WI Is AOr AOI W lmdwa 7.2 I.Oh 9rayeai sandy Project Site - loam.0 to i percent stops Nd Noodsport 3.1 11.A% 9raveay sandy loam,S to 1S percent slopes rb a Rugb 3e2.6 50.2% m taiwus Y- Lane,ttoodsport sod material tta Rouyn St.e 7.I% moinbf s Lard.Tabo sod matmal w water N-1-2 31.3?e TOEds for Area el Interest(AOI) 723A IOO.1Y% N07150 Page 4 Hall Landslide Evaluation 4/25/2008 Site specific soil consist of 0 to 3 ft of gravelly sandy loam overlying competent glacial till (see Figure 6). The project site also includes significant amounts of topsoil and amended soils that were places as part of the residential landscaping process. ni The glacial till located below the surface gravelly sand extends about 15 to 20 ft to about the beach level, to the top of a red brown fine sandy silty clay, which is exposed along the bluff toe beach. GROUNDCOVER& VEGETATION As noted above the project site consists of a well landscaped residential lakefront property(see Figure 7). One item of particular note is the large Douglas Fir located at the tip of the promontory that is occupied by i+ 9, ea •I sie Fg�re 8 • + 1 �3 a i N07150 Page 5 Hall Landslide Evaluation 4/25/2008 this parcel. This fir is about 24 inches in diameter and nearly 60 ft tall. This tree is located at the top of the bluff and occupies nearly the center of the landslide area. There are also three smaller firs located at the bluff crest(about 12 inches diameter)that flank the larger tree. Figure 8 provides a typical view of the site ground surface on the date of observation, showing the basic groundcover/vegetation conditions at the site prior to the landslide occurring. Generally,the site was covered with manicured landscape environment, consisting of grass lawn terraces retained by large armor rock retaining walls with perimeter landscape beds with shrubs and bushes that appear to have been planted within the last 1 to 2 years. The lawn and landscape areas included an in-ground irrigation system. ONSITE DRAINAGE The onsite drainage system appeared to be in good repair. Reportedly,the roof downspout piping was constructed with PVC pipe. System release points were somewhat less than optimal. Some roof and yard drain pipes were constructed with release points on landscape terraces rather than extending to the beach/lakeshore. Site grading was generally gentle and toward the bluff face with surface yard drains set in the landscape areas. In observing drainage in adjacent offsite areas, it was noted that the private driveway immediately upslope from the project site is steeply sloped with runoff collected from the adjacent site directed to the driveway and ultimately flowing toward the easterly perimeter of the project site. Flows during the early December 2007 storms resulted in significant flows along the driveway,which resulted in rutting the gravel driveway surface that was 3 to 4 inches deep. N07150 Page 6 Hall Landslide Evaluation 4/25/2008 LITTORAL ENVIRONMENT The Lake Cushman littoral environment is generally controlled by local winds, which are mainly generated over the Pacific Ocean and approach the lake valley from the south and south-southwest(see wind rose Figure 1). The ground surface winds along the lake area adjusted by local topography,which is quite pronounced. The lake valley is aligned more or less north/south(see Figure 2). As such,the prevailing and storm winds that impact the project site align with a considerable north/south fetch length along the central lake axis, allowing maximum wind impact at the site,which has lakefrontage facing due south through west. In addition to wind impact the site receives significant wave action as a result of the relatively strong and consistent waves acting along the deepest water fetch of the southern 1.2 miles of the lake. This exposure results in season(mainly wet season)loss of beach sediments to erosion and migration and strong cantilever forces on the bluff crest fir trees due to their year-round foliage and sail area. LANDSLIDING AND SURFACE CRACKING A mentioned above, locally extreme rainfall was experienced on 02 and 03 December 2007, following freezing temperatures and a modest snowfall. It is noted that during the past three wet seasons some form of locally extreme rainfall has been experienced. During the 2005/06 wet season,persistent modest rainfall (0.25 to 2 inches per day)was experienced over about a 30 day period in this region. During the 2006/07 wet season, a number of sizeable storms in the 2 to 4 inch/24 hour range were experienced between early November and mid-December 2006. Individually,the past two wet seasons have be average to above average in total rainfalls,but the rainfall conditions that occurred combined with the early December 2007 storms provide the driving force for the initiation of landslide along the margins of the Puget Sound. In the case of the study site, it is not completely clear at this time what the mechanisms are that produced the landsliding that occurred at this site. Surface Expression Sum till Clay —..4y . a r Figure 9 N07150 Page 7 Hall Landslide Evaluation 4/25/2008 Inspection of the site surface conditions showed two forms of sliding/gound movement. It appears that a deep seated rotational failure has developed in the clay strata located beneath the above referenced glacial till. This clay expresses on the surface along the Lake Cushman shoreline(see Figure 9). I This brown clay normally lies beneath the natural gravel and sand beach sediments,becoming exposed on I the surface at locations where wave action and surface water flow from upland sources scours away the protective beach. On the project site it is highly probable that wave action removed some of the beach cover. At the same time the sub-till clay became somewhat excessively loaded,possibly due to overburden and saturation of overburden. It is also possible that an artesian conditions developed beneath the clay, causing the beach area strata,which had lost its counterbalancing overburden,to heave up under landward/upslope loading. In either event,the exposed beach clay heaved upward and moved outward toward Lake Cushman(see Figure 9) leaving behind a bulge in the beach profile and an abruptly raised area where the clay layers fractures. The exposed clay was apparently deposited as a result of seasonal settlement of fine soil particles in wet to semi-wet conditions,yielding the distinct layering in the clay strata(see Figure 10). ►.w Fcil(6�0 The beachfront clay buldge and heave denotes what is most likely the lower and lakeward limit of the rotational failure. It is possible that the failure extends below the water surface in the form of a heaved area on the nearshore sloping lake bottom. The upland limit of the rotational failure appears to be located along the vertical till face exposed immediately lakeward of the dwelling(see Figures 6& 11). It is probable that the combination of N07150 Page 8 Hall Landslide Evaluation 4/25/2008 Coy Btd6ng Lryan fqura 11 overstressing of the sub-till clay and a weak plain in the overlying glacial till resulted in a near vertical fault at this location. Appro*mata Bode Saparakn Cracb W The deeper substructure failure and rotation displaced the overlying soil changing the balance of forces and precipitating a series of block failures(see Figure 12) and subsequent meandering soil cracks (see Figure 13). N07150 Page 9 Hall Landslide Evaluation 4/25/2008 Approbmate Bode ' Separation Gads r .r t. . YyY e l Large rock alignment in the retaining walls and bluff toe bulkhead shows localized distortion and displacement. The bluff toe bulkhead was pushed our in the vicinity of the beach level clay bulge. The rock bulkhead appeared to show a slight forward rotation,which was contrary to the trajectory of the underlying rotational failure, suggesting that the surface soil blocks have slid forward confirming significant upper soil block displacement toward the lake. This condition is also confirmed by the outward rotation of the outer dock pile supports with little of no distortion of other dock elements(see Figure 14). T N07150 Page 10 Hall Landslide Evaluation 4/25/2008 DWELLING CONDITION The site dwelling was investigated briefly for signs of displacement and distortion. All doors and windows checked exhibited smooth and regular action. Small amounts of ceiling, wall and floor displacement were observed. Separation between the ceiling car decking (attached to the underside of the roof trusses) and the roof ridge beam was observed in one of the second floor bedrooms (see Figure 15) and in the kitchen along the transverse ceiling beam. i ,4 nD Nn e Beam and Car Dip am Rod Tiusm i Figure 15 Floor displacement was noted in the living room. Two steps separate the living room and kitchen hall area. The steps had a noticeable slope down from the tread face on the landing and single stair tread. A separation was also noted between the fireplace base and the laminated wood floor on the south side (see Figure 16). N07150 Page 11 Hall Landslide Evaluation 4/25/2008 partition etitea.n ea Slone and Laminated Fbarot Figure 16 A brief investigation of the southeasterly crawl space area showed no displacement or cracking of the footings or stem walls. The ground surface beneath the vapor barrier felt firm and continuous in the areas checked. There was some water lying on top of the vapor barrier. There did not appear to be water beneath the vapor barrier. Upon exiting the crawl space,it was noted that the landscape beds in front of some of the crawl space vents were relatively low and could have admitted surface water during the recent rainfall, explaining the water on top of the vapor barrier. At the time of the inspection,no serious or incipiently serious damage was observed. SUMMARY OF FINDINGS,CONCLUSIONS & RECOMMENDATIONS Based on the foregoing, it is apparent that: • The failure consists of a deep seated rotational failure with the failure slip surface located about 20 ft below the original top of bluff combined with several surface block failures and meandering cracking through the soil blocks. • Factors potentially contributing to the failure are: o Multiple bluff face slope exposure o Large fir tree located at transverse center of slide o Probable prior clay strata shear failure o Clay strata weakening by sub-clay hydrostatic pressure o Pre-slide fracture in glacial till block o Onsite and roof drainage release on slope o In ground irrigation system o Surface drainage from upslope residential lot • Existing structure shows only minor distress at this point,however it is likely that the till block that the dwelling is founded upon will begin to expand with the loss of lateral restraint easing into N07150 Page 12 Hall Landslide Evaluation 4/25/2008 an active soil state and a slow pattern of settlement and progressive upward structural displacement will develop. In reviewing the systems at work, it is preliminarily concluded that the failure is the result of a number of factors, most specifically the configuration of the property as a projection out from the lake shore with water and wind exposure on three sides, combined with the location of a large fir tree at the point of the promontory with significant sail area. It appears that the proximity of the lake, and wind and wave action has resulted erosion of protective beach sediments and the progressively deeper wetting of the underlying highly over consolidated layered clay through penetration between layers and along failure plains left from prior slope failures and slides evidenced in the clay structure. This weakened substructure combined with surface conditions, consisting of modest slope fill, onsite and offsite storm runoff penetration, storage and seepage through slope soils,may have set the stage for the failure. It is probable that the failure has been in progress for 2 or more years and the early December 2007 winter storm provided the required excitation and working of the subgrade that triggered the mass movements experienced. The balance of forces that held the upper slope soil mass in place relied mainly on the strength of the underlying clay strata to resist the overturning moment of the upper slope soils. The clay at the outshore toe of the failure has been exposed to the atmosphere for quite some time. Reportedly, a past failure of the access road resulted in the placement of a culvert in the creek channel and new fill to accommodate the creek flow in the area east of the site. The culvert was placed higher than the original creek bottom. Hence, eroded soils from upstream erosion was trapped in the creek and not allowed to reach the lakeshore. This material was apparently the primary spending source for beach replenishment along the project site. Loss of this material may have reduced the mobile beach cover sediments. The combination of loss of replenishment and strong littoral forces (winds,waves and currents)probably resulted in more frequent and broader exposure of the clay surface. This exposure would result in more direct wave induced pressuring of water into the clay seams,plus the surging of the penetrating water. Additionally, during the period that the beach clays were exposed after lake drawdown in preparation for the wet season,the clays would be exposed to wind and sun, which would dry the otherwise weathered clay, causing it to locally shrink and the layers to part. The drying and shrinking would open channels for deeper water penetration during storm periods. Reportedly,the early December 2007 storm was a"slow moving pineapple"or a lingering warm wind and rain storm originating in the Pacific Ocean and approaching the Washington coast from the southwest. Winds were reportedly strong and sporadic along Coast and up into the Coastal Mountain Range. Storm rains raised the lake level. Winds were likely strong along the lake axis generating sizeable and extended wave attack along the toe of the project site bluff enhancing the above described wetting mechanism and building excess porewater pressure within the beach clay and within the layer laminations. Strong winds working the bluff crest trees, especially the large fir, from the east, south and west further exaggerated the wetting and pore pressure buildup eventually causing the failure to initiate in the underlying clay and propagate upward through the slope soils,till block and fill. Continued working of the upper fill soils by the bluff crest trees appears to have caused the upper bluff soils to thoroughly fracture, expressing as numerous meandering cracks all through the slope surface between the normally occurring soil failure blocks. N07150 Page 13 Hall Landslide Evaluation 4/25/2008 The above conclusions are subject to change as more data becomes available. However,being a plausible and likely scenario,this combination of events leads to a unique set of circumstances from which remedial recommendations can be developed. The following actions are recommended at temporary remedial action: • Shutdown and drain all pressurized water systems • Reroute all roof and yard drain systems via new continuous surface piping(abandon all existing yard irrigation and roof/yard drainage piping)to the beach with rock energy absorption through a riprap mound at the pipe terminus • Cover the entire failure slope area with plastic sheeting so that the slope soil can drain and dry out • Do not use the onsite wastewater system(sink,tub or shower drains or toilets) • Remove the large fir tree from the bluff crest • Driveway drainage from the parcel to the north and upslope should be diverted to the east side of the existing driveway and directed into the existing natural drainway located further to the east. This runoff should be collected in a tight invert conveyance that will not allow the flow to enter the ground surface until it is in the drainway • If the slope soil dries out and naturally stabilizes and winter storm conditions do not worsen the beach clay conditions, it may be possible to: o Carefully remove some of the large armor rock that make up the landscape retaining walls o Add gravel/rock fill along the toe of the bulkhead to counterbalance the clay bulge and protect the beach from further environmental exposure(wind/sun drying and wave surge). A, .%,2 S'S'10NAL EXPIRES 09/11i2009 Edward A. Wiltsie, PE Sr. Geotechnical Engineer J. W. Morrissette&Associates Inc., PS N07150 Page 14 Hall Landslide Evaluation 4/25/2008 APPENDIX B TOPOGRAPHIC PLAN AND PROFILES Hall Geotechnical Report 39 JWMA N07150 4/28/2008 APPENDIX C SOIL BORING LOG Hall Geotechnical Report 40 JWMA N07150 4/28/2008 JWM&A Sheet 1 of 2 J.W.MORRISSETTE&ASSOCIATES INC.,P.S. PROFESSIONAL CONSULTING SERVICES CIVIL.MUNICIPAL&GEOTECHIVICAL ENGINEERING AND PLANNING 1700-132 COOPER POINT ROAD SW Tel(360)352-9456 OLYMPIA,WASHINGTON 98502 Fax(360)352-9990 SOIL BORING LOG PROJECT TITLE:Hall Landslide DATE: February 13-14,2008 PROJECT NO:N07150 BORING NO: BH-1 LOCATION:81 Marine View LnHoodsport,WA BORING TYPE: Hollow stem auger,SPT/18" SW of house entrance split s oon/140 lb.hammer 30"drop DRILLING CONTRACTOR: Geotech.Test.Lab. RIG TYPE: Mobile B40;Neil/Andrew DEPTH SAMPLE SAMPLER DESCRIPTION REMARKS IN NUMBER BLOWS FEET TYPE& PER RECOVERY 6INCHES 0 1 2 3 S1/SS 4/5/3 Gravelly silty sand w/some or anic material l0YR/4/3 4 (12"—67%) 1 OYR/3/1 5 6 7 8 S2/SS 8/5/5 Gravelly silty sand 10YR/3/6 9 (7"-39%) l'T 10 11 12 13 S3/SS 8/5/4 Gravelly silty sand 10YR/3/4 14 (8"—44%) 15 16 17 18 S4/SS 10/18/23 Firm silty fine sand 1 OYR/5/3 19 (14"—78%) 20 21 22 23 SS/SS 37/50 for 4" Gravelly silty sand 1OYR/5/1 24 (11"-61%) ,f 25 @ 25 ft.hard drilling(lower gear used) 26 27 28 S6/SS 50 for 3.5" Cobbles,Gravel&Sand,hard drilling 29 (8"—44%) Sample Tip,strongly cemented gravelly sand 30 lacial till 1 ` c ' `lr"'� •�,.,�►��-'-•"�-1�^;r!'"I`,;fed HALL , ' ' 2-1/3 fob �r JWM&A Sheet 2 of 2 J.W.MORRISSETTE&ASSOCIATES INC.,P.S. PROFESSIONAL CONSULTING SERVICES CIVIL MUNICIPAL&GEOTECHNICAL ENGINEERING AND PLANNING 1700-132 COOPER POINT ROAD SW OLYMPIA,WASHINGTON 98502 (360)352-9456 SOIL BORING LOG PROJECT TITLE:Hall Landslide DATE: February 13-14,2008 PROJECT NO: N07150 BORING NO: BH-1 LOCATION: 81 Marine View LnHoodsport,WA BORING TYPE: Hollow stem auger,SPT/18" SW of house entrance split s oon/140 lb.hammer @ 30" drop DRILLING CONTRACTOR: Geotech.Test.Lab. RIG TYPE:Mobile B40;Neil/Andrew DEPTH SAMPLE SAMPLER DESCRIPTION REMARKS IN NUMBER BLOWS FEET TYPE& PER RECOVERY 6INCHES 31.5 S7/SS 40 for 4" Gravelly silty sand—glacial till/hard drilling l OYR/4/2 32 (3.5"—19%) 33 S8/SS 40150 for 4" Gravelly silty sand l0YR/4/1 34 (12"—67%) 35 36 37 38 S9/SS 50 for 3" Gravelly silty sand 10YR/5/2 39 (12"—67%) �U , 40 41 42 43 S10/SS 46/41/50 Gravelly silty sand 10YR/5/2 44 (18"— 100%- 45 46 47 48 S11/SS 50 for 2 Silty gravelly sand 1 OYR/5/2 49 (10"—56%) 50 51 52 52 ft.water added to hole 53 53 ft.more water added to hole 54 S 12/SS 50 for 4 Gravelly silty sand IOYR/4/2 55 (7"—39%) 56 57 58 59 60 APPENDIX D GEOPHYSICAL REPORT Hall Geotechnical Report 41 JWMA N07150 4/28/2008 Golder Associates Inc. 18300 NE Union Hill Road,Suite 200 -` ` - older Redmond,Washington 98052 C Telephone:(425)883 0777 _ ASSOCI M*Ass Fax:(425)882 5498 March 24,2008 Our Ref.: 083-93083.000 JW MORRISSETE&ASSOCIATES,P.S. 1700 Cooper Point Road SW-Building 2 Olympia, Washington 98502-1100 Attention: Mr.Ed Wiltsie RE: GPR SURVEY RESULTS FOR HALL PROPERTY, NEAR LAKE CUSHMAN, WASHINGTON Dear Mr. Wiltsie Golder Associates Inc. conducted a geophysical survey at a residential site near Lake Cushman, Washington on February 14, 2008. The purpose of the investigation was to attempt to image subsurface geologic features,such as offset bedding,voids,or soil disruption that might be related to ground displacement. The subsurface data were acquired with a ground penetrating radar system using a 120 MHz antenna. The data were logged to a laptop computer using Chesapeake acquisition software. The GPR data were acquired along transects selected by the client(Figure 1). 'The following report discusses the instrumentation and methodology, and provides an example interpreted GPR profile cross section for one of the transects(Figure 2). The data from the remaining transects have been processed to remove noise, background ringing and gain corrections and are presented in Appendix A. INSTRUMENTATION AND METHODOLOGY Ground Penetrating Radar The GPR data were acquired with a GSSI SIR 8 System subsurface interface radar using a 120 MHz antenna. Ground penetrating radar uses electromagnetic waves to image subsurface geology and stratigraphy. An antenna, which is pulled along the ground, continuously transmits electromagnetic pulses into the subsurface. The pulses are reflected at soil boundaries,voids,or from discrete objects such as utilities,boulders,etc. The reflected pulses are received by the antenna,processed and stored digitally and displayed on a laptop computer. The image represents a cross-sectional view of the subsurface stratigraphy along the survey transects. The depth of subsurface penetration is a function of the material through which it passes, but typically ranges from 10 to 50 feet. Sand and gravel OFFICES ACROSS AFRICA,AUSTRALIA, EUROPE, NORTH AMERICA AND SOUTH AMERICA 032408dh1_Hall GPR Survey Results.dccs Mr.Ed Wiltsie March 24,2008 JW MORRISSETE&ASSOCIATES,P.S. -2- 083-93083.000 provides the best subsurface penetration. Silt and clay size materials are electrically conductive(have low resistivity)and essentially short-circuit the signal resulting in poor subsurface penetration. FIELD PROCEDURES Ground penetrating radar profiles were collected along 12 transects selected by the client(Figure 1). The vertical scale, or x-axis, on the GPR profiles was set to collect data to an estimated depth of 50 feet below ground surface. The data were marked at 10-foot intervals along the horizontal or y-axis on each profile using a fiducial marker controlled by the antenna operator as he passed flagged or tape measure marks. RESULTS The GPR data are presented on 11 un-interpreted profiles in Appendix A(Figure Al-Al 1). The data are displayed with a vertical depth scale of 50 feet. However, the GPR signal was attenuated at a depth of approximately 25 to 35-feet below the ground surface on all of the GPR profiles. Figure 2 shows an interpreted GPR profile that can be used for reference when reviewing the data on the uninterrupted transects(Al-Al1). The upper edge or top of the profile record represents the ground surface and is independent of vertical offsets or changes in slope. Therefore the ground surface on the GPR profile always appears as a horizontal surface. Any offset in deeper reflectors or strata beneath the scarp will be shifted upwards on the GPR profile in an amount equal to the distance that the antenna was shifted vertically down as it passed over the scarp. As can be seen the affect of the ground-surface offset, or small scarp,is not evident in the shallow layers on the GPR profile. Horizontal features that are interpreted to be bedding planes were detected on the GPR data as well as anomalies that may be utilities, boulders or small voids (Figure 2). A possible offset of the stratigraphy, or horizontal reflectors, can be seen 55 feet from the start of the transect. This subsurface feature is located near a surface offset located at what is believed to be surface evidence of the land slide(4-foot scarp). On the interpreted profile, there is evidence of offset of some of the deeper reflectors that is greater than the offset of the surface scarp. This is possible evidence of previous displacement of these deeper reflectors. Any surface expression of this displacement is now mantled by recently deposited material. However,the apparent offset of these subsurface reflectors may also result from excavation activities in the past. CLOSURE Golder services were conducted in a manner consistent with that level of care and skill ordinarily exercised by other members of the geophysical community currently practicing under similar conditions subject to the time limits and financial and physical constraints applicable to the services. Ground penetrating radar, is a remote sensing geophysical method that may not detect all subsurface features of concern. Furthermore, some anomalies on the geophysical data, interpreted as subsurface voids or bedding offsets may be caused by excavations or erosion. Discrete objects such as boulders, utilities or miscellaneous debris cannot be definitely categorized based on GPR data along. Golder Associates 03240881_Hall GPR Survey Results.doca Mr.Ed Wiltsie March 24,2008 JW MORRISSETE&ASSOCIATES,P.S. -3- 083-93083.000 Please contact us if we can be of further assistance or if you have questions regarding this investigation and report. Sincerely, GOLDER ASSOCIATES INC. V/ David Hrutfiord Project Geophysicist Richard E. Sylwester Associate, Senior Geophysicist Attachments: Figures 1 and 2 Appendix A GPR Data DH/RES/km Golder Associates 032408dhl Hall GPR Survey Results.do" FIGURES Golder Associates 1• 4 •III !j' �.•' 'fir , � � 1'_a,v�ai �•YyY -�-'_``•a. _ �Y ��'"!� ,� • � T ti� ��^ ,�`��'!':jai y . lk • . _ . : PR profile location, numbered at start of • end o See Appendix A for • - data. Not i scale Golder AssociatesY profile line locations Figure I i, 1: , Llrl@ I Dore�Yol�? East Distance (feet) Scarp U_ 24 ^ A West Ground surface „_.� r.�..5 ....,�.,,._�..... �.. -ter.- s _- _,..��... ....A� :."�"""... .............+....., am ..._. GPR anomaly, interpreted to be small void or boulder Bedding plane interpreted from GPR data Possible older offset in bedding planes Ringing signal from shallow or surface metal object Increased noise from lifting antenna off the ground Figure 2 Colder Associates Inc. Interpreted GPR profile 0®3-M83 JWMIRe%WenGal WRIWAIFgure 2h/DEH Hall Site Profile line I APPENDIX A GPR DATA Golder Associates Dine 1 Borehole Scarp East Distance(feet) West -20 Ground suffacenow dIP AM FAL N - <- Signal attenuated, no „ , ! clear returns below 3 • • t this depth. i ! to% i 40 01 oil """ „" w <-(electrical artifact) As r IMP .F 5 Goider Associates Inc. Figure Al oB3-9303a JV--Al/ResOari'dal GPR/1AlA/Figure AIH/DEH Hall Site GPR Profile line 1 Line 2 3-to at drop Boulder Distance(feet) Boulders East 0 10 20 30 50 55 60 West u Ground surface 1 �.�a tt r �.•rs•.e�..+�a. ,�.�.� Yet � --- — — — — — — — --•� � _.�_a. W24 •� � r�— sr � � � •` err ��__ .�.w/`• .iv � �~+� Q �,;Mlwt �:: ',f�r Signal attinuaUed, no s. s •,• tw •;' '• ,,•�,,, { . '•. clear returns below ' :�, w ' ' •+' •►�r� • w i' y'� this depthNo � ` .'�• •h . Iltir wu,4.ri,�.S►'1s r.•1.:'iV d'M: r,• `•.i" i 4 .. �./� • , * • .• r' ...� .'"" <- ;' '�•q; ,!y���N. •• r v.;• •. .�j,�.'r��r wr�.• ..�a'? �h(r i�•�r.�� � "'• �i.,AY rq��r• `l•,!,/JA.• ■, ��' n�.. ny•: (electrical artifact).'r'• p L � �ti `I� . ,� R r w w • ■ w w • w. 5 Wider Associates Inc. Figure A2 93083 AM/Residendal GPRAIVA/Figure A2HIDEH Half Site GPR Profile line 2 Line 3 Distance' f 5-fool drop,scar &rack G��all (feet) Boulders East 10 20 3 40 50 Wiest Ground)surface �. 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' 1 <_Signal attinuated no to.' �Z /• ":'� a{r A clear returns below this depth. •,r )° 11 �� 'R' "A,'�+•.y'�.d:..�lw, .f,'.: .i• .�'�� wr,1 � r v'•r'Ivt +R�`'+.F•t •h `� r -(electrical artifact) � rl ,r {►F'. ?. i .Rl t � d �' • "''rft I � /'rt Mi.r. •• v r, °°. � { r"4 � 1 J- ((.+• { ,+ , ► >,.•,�ry,•. '��1�'•� 5 . ..ir•r'� r r rIr•rr •+, r .r`. .. .441 y'> `t'.1�� '°fir, ,� IT r .+.IR 0.• �' j1 r'?1�� 'i t.Yh VA �'• x "d 1 •'. r }, rrf f�,SSj1 • �,�! .. MN,.�//� il�it • ";•r Rr fr r'� ® ,,•r . ,.�rt�,y S :`+ �Ij� �,j� 4r ' •K•!� + ar,IwSrs. .r. . ♦ ''IZ`�!' ••..t': � y�+1,�'i . 'iS � �{ 4rrr r�4r: hiJ:. �' rrA,�I •{ � e.,�., .P 3�i.. � I*,Mr`� �. '� . fin" 'r° �r -.,, r 'rh�t� IAA• � •� ♦'Nt'• rl •M UI' �Iw vrl � .��� `,F,r�,,�.,��, •M.M��.� r �•+.1� r ��•r,�' .'a I•+�'� w�■ • �•,\I;�•Ill t,rl �.i�' ,�yr�r yyy��'::..n�` • raa�nri Lw���:�]�J���y���f I�'•,wr��.,,rr�.,-Ly c1_ �.7G' .I{i.a�.•...w�� �'��` �i�firtii �•`iw� WI�iJrlYjiwri�irt.�fI NASi�lii�rf�YiYn1�� Golder Associates Inc. Figure Ai,3 083-WOV MM/ResmenUal GNMA/F' ure 9H/DEH Nail Site GPR Profile line 3 Line 4 scarp Distance (feet) 4-foot drop,rock wall Boulder East p 10 2Q 30 4•0 50 60 West Ground surface pause motion j mow �"' low . A •U I �I • •a �• r,rAf ,p ,� A fD ;. - •.w. ."r"• 10, � � ,. ;" ..`�.!�4►, �. Aw-war , ,;�`�r+} • � 4 .� fti .,� r�ry .� .. •. a. . , �/ 1J1 .• .Mv r1 rR. I .off r I.q!` i 1 r1. I J �r.tf rr •r`tl' r P }.. rt` ♦ wgirr / i`r. . , ,i.rr.�,IrM, Ii.� �r, a , r � r r �a'i •r�1, Mr � �j r' �.1., a. ` 'ry , '•,.�,5' M rf 1 j• r",• \.Y ! "� r.l., , ,•rw', .- , r :� 1" , 1••i" 4 ..,` .y,1 �.1,. 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Figure A4 083-93083 JWM/Residential GPRJWA/Figure A4H/QEH Hall Site GPR Profile line 4 Line 5 Distance (feet) Sloped brush 5-foot drop, rock wall East 0 10 20 30 40 50 West 1 1 1 1 1 1 Ground surface 0 mll 16, - ML � 1 li '• 1 � t 1 1 1 1 2 1 1 1 1 1 1 <-Signal attenuated, no 1. •` 1 1 r` 1 clear returns below . : this depth. 30 1.:.:.,rra—__ffl 'L - ► �� 'S"�•►w, V ! �•••►wcs�•t� vx tif+r. �..►�.. �e r• .r� b .�. +. . - ,..� C-(electrical artifact) 5 Golder Associates,Inc. Figiure /®15 MI 083-93033 MMIResialental GPRAIFigure A5H/DEH Hall Site GPR Profile line 5 Line 6 Distance(feet) South 0 10 20 30 40 50 60 North Now t t ! 11 1 ! A Ground surface —t— — — - - - - - -1- - - - - -E- - - - - -•A - - - - - a- - - - - -A- - i ► Yi,rrarrr�r ■� aecY � r ors T N i w P 2 �• ' 1 1 t� Y (electrical artifact > 1- 1 1 l I 1 4 1 1 I•' t ��3 <-Signal attinuated, no 1.. �1 � � !f i ! � 1 clear returns below � ., this depth. ,i, 1 1 1 4 FA. ,... 404:..•.1— :.-....,; ... .y,,,. .�•. .., .,�,.... .,.,_...i _.�. - ,..,A <_(electrical artifact) 1 1 R Golder Associates Inc. Figure A6 W-53DV J10IM/Residenual GPRANAT19we AMDEH Hall Site GPR Profile line 6 Line 7 Stairs Distance (feet) North South 0 10 20 30 40 50 60 70 80 85 Ground surface — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - Oak vim dOW 10 �JV► � i.' 'ti..'� ��. •� '.w�y�rr.•Y/Mr•.. Hwy. ••.��•�w �• .« •�'•' 1 l`• wry / 1' ./, )•ya/���y•w: ..+.. .► p ws • IF • • • Y■ 'YI}•� � •l l , •. �. 1 7N` • it <-Signal attinuated, no :• �' i ,;1;';. Z l 1 �a' 1 ► 1 clear returns below ' 1' . : 1 l . ' x• 1 .:� ;? ,1 this depth. +v r++. .w..�w ..•r�+�ww�.r..r +►..I�,w .or...«.n•.w...,.....;,,;�R.• .�. .... - .�+�t��r r� ...ram.'' <- (electrical rtifact) ,l f 2 C E 11pp i • 1 q • i Ip C r Golder Associates Inc. Figure A7 0$3-93083 JWM/Residential GPRi1 NA/F1 ure A7H/DEH Hall Site GPR Profile line 7 Line 8 Antenna on angle Distance (feet) South 0 10 20 30 40 50 North Ground surface — — — — — --- - - - - - - �.; � 001 •f'�•'i ••Yr. ~ems •� ��-. ��� • r'� I \�,, • '�.•• •�►. .� ��'• •� Ti fi ' ' � •�. .',r � � M �•r' � • ,. � '' 1' �u Syr!';!.•, .. 3 t `�• , ' ' . . ,.,••r� - .'-' Lp � �' � �•'S •, 1�•,� �' •;= a�•,� •� � r•�;• � clear returns below � � ��,'' ' '• • ;.�',9-`''" ;' .•� .: ;� , ; '' ?�• �' ,,af:�; � this depth. !C� ':'�`..�..,, .+,. .'�i.., .�.�r,,". .�r.y.w.»•�•.�.'" "''�'r.�.-'�''�: • ;"'"'�.,�, ':,,r, <- (electrical artifact) M • R 5 Goldler Associates Inc. Figure A8 0 3-930V JoUKA/Residential GPRM.'A/Fi ure A8H/DEH Hall Site GPR Profile line 8 r Line 6A Distance(feet) Northeast 0 90 20 30 40 50 60 Southwest Ground surface --- - - — — — — — — — "'111 ■ H...Wry,.. '�•. - it '•*,+.^..�� 1 30 �, 1 �_� :.;*''TM 1""`,�?�+r";':�r-- , .,'* ^s.`•.. ..* '°�ti�"";"' 1 "S.'�,•J.' 1 ,�'�r.;�'rV,•��, ''i Q1 i. ,v� 4.+. ��,-ti.,•�•'1�t':''"a'�..', '• '��,'!�:�. � •. "'� t.'rM►r� 1 '. � � �w jet :� �r ' d ,.w.! .fir "'.•. � �,y `.. 1 i t '�; "r• 1 - :j . # E i Lth al attinuated, no r returns below f � r f f 1 C . . 4 ..' <-(electrical artifact) ""-' 1 1 1 t 1 1 E 1 1 5 Guider Associates Inc. Figure A9 083-93M JWM/Residenuai GPRMA/Figure A9H/QEH Hali Site GPR Profile line 8a Line 9 on sidewalk Distance (feet) septic mound South 0 10 20 30 40 50 60 70 80 North Ground surface IF • •ter .� .. i' w st r-•.. .,�r •�. Mom.y Ali ■ •.��� r• �� • �• ` r •- Y'• .• 'S . /♦ ••'F.' ',�•' ' r�" � fir. � � ,r Y r.:ti ,•` � .�•' �/• f ..''',. '' ti 2 r p t.li 3 .� .. ;. '• ..A <_Signal atiinuated, no '� s clear returns below this depth. ' `'":•'�' (electrical artifact) 1A14] !t •4 r r Golder Associates Inc. Figure A1 a 083--93083 MM/Residential GPRMA/F' ure AtOH/DEH Hall Site GPR Profile line 9 Distance(feet} Line 9A pavement Antenna tilted on slope South 0 10 20 30 4 50 60 70 North Ground surface - - — - - - -_ - - — — — ��,- - - - - - - ---- — — — — — — — — — t:M _ r .::'rarer �. �� �+ ■ .. _ +,� i..- 'T Z:.zZa _�, �..F?• ■was a -.�-=w'�'�=L� �"�- J�a�:� NINO low 10 uA., I ..• �' ' _� • , y. nigo'OL T. Op S dF • " .. 'fir;•,:. > i' . <-Signal attinuated no • " • ,; L '• " i • clear returns below y Ab• '. this depth. 'w; '«•,!ry'":il"r' -.-....•:►�• • ... •,.� •~.,. w <- (electrical artifact) 40 If Il • • Ili � a+ rr • a • M GoWer Associates Inc. Figure Al 1 003-4083 JWM/Residential W/WA/Figure AlIH/OEH Hall Site GPR Profile line 9a - SITE PL � - APT I N � , 4 �d - . . - - . -i i- it L L F bA � _ ; LANDS CAPE PLANT AND HARD S CAPE MATERIAL LEGEND . - SYMBOL . . . PATIO/CONCRETE PAVING •r-•� . 0 Cn � NEW IIARDSCAPE P ® `-� . NEW STEPPING STONE PATH-MATCH EXISITNG MATERIAL - F s I Rmm FOCAL POINT/ENTRY ACCENT ELEMENT(S) O - A PP I— d1 NEW LANDSCAPE AREAS � MASON 00UjVTy D PLANTS AS APPROI RIATE 11 t1`E awN DCp o p� �, AN {USE OF SALVAGED/SAVED .) = �Q�`Q �cp T©.' Q NsImu � NEW WALL SCREENING PLANTING - T TO qpI- VAL1- - I ( %,"j cc �,► G- NEW GROUND COVER PLANTS �� C\. , NEW LAWN 0 10 20 40 ,, NEW STEPPING STONE PATH-BY LAKE BORDER .1\�\�\;�\ice�;\\\`\\ --",; _'•` ,-- COORDINATE MATERIAL WITH OWNER � Qp r (n � EXISTING VEGETATION TO REMAIN, - r � O .Qn � °'� z, ,-`� SAVE,AND PROTECT .. C) � V ct - _ CLEAR PLATE GLASS RAILING AND POSTS r 00 cl� � ON - - LAWN/PLANTER EDGE-CUT TRANSITION . 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O REDWOODS LOC BE W PE REDWOO 0 LARGE SPECIMEN - - - - - - - - - ---- rY+T+ +T+t+,.i,i,+r+r _ WITH #i-+°i-+rh-4r COORDINATED WI OWNER C00 ^ 1 ' /V r!+!r +i+i+ hi+ , +i+i, �, i~ + 4r 1 +~ i+, I+ A `Y r J +' EX.TREES C NEW .. f� EES O NE I AR,.,, z 0 BENCH a - '7 _ R. - 7a .9 O WITH OWNS COORDINATED - - r+ r+r+ 1\ r + r+ - . . -1 7 STEPPING LAWS WITH OFF-SET TEP �C WI 0 /I BOULDER ROCK 0 UNE COURSE 1+ + + r++ r~+~+++~i + + �y� . T.VNER. a + a WITH OWNER. TH EPA 000ORDINATED.STON TH T BE .7�9.4- . - +++ ++i+++a #+~ia a++ii ai i — i+++ Q i. 9 \ i _ - - ++++ +++++a+a+�i ai++l+l+++i+ +++++~} i+i + + - R. 4! t 60 4 - + i + + + ` '+ + - -. � FOCAL l 4 D 0_ POINT E AND E G TYPE MATE RIAL 0 LOC KED D GEAR STORAGE 13== +i - o Y ELEM ENT MENT LOCATION Oc o r a a: � N ( l / WITH J "•d� TED WI OWNER N E RDINA I� I i I TO B Coa D E S OAT +no.. `` \ ��v V - -I +\ a / �s , ;• �v :a. O 7 N G. .+ ". P C 0 MATCH EXISTING. ..REPLACE BROKE DOCK T .a i ah+ +++, + t t + r r r r -,d ' S• ,-• .. - T \# + l • TO /_9 G OF PICKETTYPE R E, ' .ING. S. RAILING REUSE 1ST RAMP _a. + t+- . .A 4_� Ti +++++r -- 1T I a. .. . C k - +r+ r+~+r+r+ytr+~�•+ r r r + + + . � 7 .9- 58. - _ t~, Q.. r r SAVE - E�EXISTING FLOATING DOCK TO REMAIN, _ IN t O 4* W W w +i+ aiai i*a +T+ i � +i++ +++i P S 4� PROTECT DURING CONSTRUCTION-. RE AIR A r >lI _ -- r h"-1 '� POSSIBLE LARGE�'. NEW V NECESSARY TO ATTAIN NORMAL OPERATION W w - ___-__ �- - { } W y IV I . . _ - -- - SPECIMENREDWOODS LOCATION ^ FUNCTION. :; ; ;t' \,, H W + + + + ! ! + + . aa 4.__ + ! O r + + , , , „, , + .. ! + lii + i + + + + ++ + , + + , + + , rhrr + ! ! a ! a + + a + a a + i t �. \ i€ FOCAL POINT ELEMENT TO BE DETERMINED IN W W W ++++ h ri++r ++++++ �-� 1 . * .��j, - . + + +~+ + + + + +i+ +'+i+ +,l++i + %%%+++i w 1� V FUTURE. TYPE,MATERIAL,CONSTRUCTION,AIVD W W W W LAWN. 1.od __ _ _ ,�,y ,i+«.•' w + r I __t__�_, -,\ .. . I- � le, + + + + + a i + + - + a ! + + y+ a . . } + r + + `+`+ + a+'r + + + i i + i r h!r + ++++++ C/D � (••�� mil.// J/ W W w V�./ /''� �) Jr W .V IV _ \ +++ + a + + ++~�+ + a+ +~+ +~ +✓+++~t+r T +~ _ l�-_ ♦y �V `y Vr \\ W W /'� 0C T ACTUAL LOCATION TO BE COORDI ATED WITH y y y y `y --- h� - - -__ ` T IV y (•/ M..I v ^^I w V \\� r 12 REPAIR EX.DRIVEWAY TO MATCH EXISTING �, � `,� 74s.4 _ .. 1. � * `\\I, �,11 I, � C� Cti MATERIAL. COORDINATE WITH OWNER ON LIMITS. @@\\�\ �� _ , o 3 INSTALL ALL SEDIMENT CONTROL STRUCTURE \ W w W ►� G LAWN TIGITM NE TO OUTFALL + + I / —�I f f 4 4. � � I 11. '� 0., . . � J \\\ W v IV 1V W 1 —■ `V W Vi ♦V W W \1\ W W IV ♦Y W �J \ O / -_.. \\\\� W W W W b' W J. J. W -J. 4. W V. W Ji ,\\\ W W W `Y J' — i .\\dr J. .V �V J ♦V .Y .V I J.`- ♦L .V J. '-� ItW .V W ♦V \ � y W W W EX.SLOPE VARIES 2H: V • r--� �—�-I . - .- ---- �\ 74t3.5 + \\\\\\ W W * W � - W IV 1 =� `V W W W y W W /<L W W W W . TO 3H:1 V PER COUNTOURS SHOWN - - 00 1 '. P, 1 �`\\\ \ \ 'Y W 1\\�\1 -, �V ♦Y W �V W V� W Vi ♦V ♦Y W IY. W Vi 1\ .V IV IV LA.P.11L11 DV llml tLriL . `"1�I `V `V V - �V - - J/ V�W W �Y ♦V �r J'll +' W \\ W `V `V EX SPACES - �Jr�° J. .V �V\ \♦\' ��\ �Y .V ♦V Ji ♦Y L l .Y .V W `W -:_.V \\ .V ♦V .V IV _ � Date: 04/20/201 C� Dwg#: 10001 - 026 J. V• W ♦Y J. W W �V W W �L 4. I . . - �a �� INDEX TO SHEETS Designed by: FBCE - POSSIBLE{3}NEWLARGE I �a�5'U " Drawn by: D TC � �" 1 ITE PLAN - AREA DELIENATION/GRADING 11) ql SPECIMEN REDWOODS LOCATION If � 1 SLATE PATIO FOR HAMMOCK � ` �- 2. GRADING CORSS SECTIONS POSSIBLE{3}NEW LARGE, j � ` `�3 3. LANDSCAPE PLANTING PLAN Revisions: SPECIMEN REDWOODS LOCATION 4. LIGHTING SCHEMATIC WW 5. DRAINAGE SCHEMATIC - 6. IRRIGATION PLAN Sheet: Site Plan Vertical Scale: - 1 " = 20 FT . Page 1 of 6 ,r �� , mill o rj) 1 cn ° �R� ;✓i G � j� — — p -2- zart 'Tt p 5. 270 SF SOG DECK - _- 0 It X / ,= v - o ❑ w � 4� d qq_r :P 7� cc w ADO A�G ��o �FSS10N1��-�� In oc F 17 6.0 TY Q � ococ 0 oc 0 00 -i ct 7:$ �"V%` oc o o , o �X, ----------------- Q - _ I ` -- - - Date: 04/20/2010 vvg4: 1.0001 - 026 Designed by: JECB: Y con - Drawn b JECB evisians • �; r ��— �� �_ Sheet: Site Plan _ --� \ Vertical Scale: �� - 1 " = 2 FT p ' a ;��� `� �/ �> o 1 _ i, � V r PILE ELEVATIONSLn • , •� AUGERCAST PILE 12 INCH DIAMETER • , 765 765 � o X SPACING; 6 FT (MAX 7 FT) ' REINFORCEMENT; 4(#4) EQUALLY SPACED i STIRRUP SPACING; 48" lvMX cc ALL SPLICED;LICED; MIN 30 BAR DIAMETERS ALL (---.'LEARANCES PEk IBC 2009 U.N.O N FINISH FLOOR=760.4 I - - - -- HARD S CAPE PATIO F'c; 2500 p s l 760 , , ; 760 TOP OF W L ELEVATION 75 N s A EL Y b,0 3 .00 ' �T4 b,0 jto 755 755 . , o 1 .25 ' X �o 11 .57 ' � 11 . 7 ' 11 57 ' 1-1-_ 7-,----- --- ---- -- _ ---- .,� - - --v- --- \r,CHARz,, _.......... .. _ _ _...... . �0V v - � � � Asy 750 A ' / 50 .. .. ...... - - .... ...._.. ...... _... - ............ _ . . .-- - - . . .......— - 3 .00 , 37— - ----- -- -- ---- -- - - -- -- -- - ----- - - -------- ---- — -- - - - -- -- ----- r — �, __ � - � ss10 N A1-37 E� � - - - -- ------ ---- - ------ - ---- -- -- ---- -------- - --— -- - -- -- - - - - — -- --- ------ - -- - -_ -- — v _ va "v a" -- _ 0 0 .......... 1 .00 '- - - 745 ` �` - ` .` � o . . � . 745 A° ° ` 1 .33 ' K v v . . v v _ v . ,v a • G APPROXIBLO H (OR AS NEED D) 'V ,V V V 10.00 v ,p v ri 1 .33 APPR X 1 B 0(C U r LENGTH R S E�v ED 10.00 r 10.00 ' r 10.00 ' 10.00 0 . . ( . ) Q - MO o V1 ►> 00 v 740 - 740 ►� nv' v iv ivy v v ' a iv � N APPROXIMATE EXISTING GROUND SURFACE tj v, vv 1 i • i vv 3 v 00 P6 P5 P4 �P3 p P1 Date: 04/20/20 10 735 _ _ _ _ 735 Dwg#: 10001 - 026 B•EL = 737.33 B.EL — 737.33 B•EL — 737. 33 B.EL — 737.33 B.EL — 38.36 B.EL = 741 .45 Desi led by: JECB BOTTOM OF � y Drawn by: JECB PILE ELEVATI N U Revisions: HORIZONTAL DISTANCE NOT TO SCALE SEE PLAN VIEW FOR PLACEMENT _ Sheet: Wall Elevation Vertical Scale: 1 " = 2 FT 765 765 0 GLASS RAILING X w i FINISH I LOOR=760.4 HA SOAP PATIO r 760 STEEL SLEEVE S ET IN CONCRETE FOR RAILING POT - 8" C.M.U., SLD. ROUT 760 - 5 15 25 v ° v .00' ; pZA 755 EL=7 4.9 4H.1 v�l E� . 755 EL=7-3.9 0 10 20 30 7 NEW NEW LANTS X.GRADE MATCH 750 ' IVIIN -A' EX.GRADE 750 MEER DRAINS CONNE TED TO. S1 E PING STONE MAIN YARD D IN ROC RY WALL PA H 745 ROC CENTER(ISSA UAH,� A) ONE ROCK 745 4 FE: T HIGH PLUS 1-FOOT EINIMEDMEN BACK FILL .WITH FRACTURED DRAIN ROCK N METING THE 6V;I I BATTER AT FA E W/DRAINAGE REQUIRE. N'TS FOR"SHOULDER.BALLAST" CCORDING TO ROC BACKFILL PERFORATED P E kip WSDOT ST NDARD SPECIFI. ATIONS SECTION9-03.9(2) TO E RAIN L,g S 740 A-A 740 H: 1"=5' V: 1:=5' 735 EXISTI G ROCK - BUL AD 735 730 730 kn n '+i to n n vi °O ^ 10+00 10+10 10+20 10+30 10+40 10+50 :10+60 10+70, 10+80 765 765 765 765 GLASS RAILING �D w - o GLASS RAILFNTG F.INI H FLOOR=760.4 rx; 60 HARDSCAPE P TIO STEEL SLEEVE S T IN CONCRETE OR RAILING PO FINISH LOd.R=7b0.4 HARDSCAPE. AM = 5 760 760 EL=759.4 STEEL SLEEVE S T IN CONCRETE OR RAIL G P0, T 8" C.M..U., SLD. 3ROUT 760 8" C.M.U., SLD. GROUT _ r r � 755 755 755 r � NEW LAWN,SEE P.L N EW PLANTS v t 1� .25' 755 v ° v WEEP OLES 750 WEEP OLES ° (a 2 FT C. -: BACK F L WITH FRACTURED DRAIN ROCK MEETING THE � °� : ; (/2 FT O,C. 750 750 REQUIRE TENTS FOR"SHO DER BALLAST'ACCORDING TO '. �- y.�;�:,-�. MATCH - - -_ - 750 1I—I I - i i 5% E ..GRADE tt�SDOT STANDARD SPECI *]CATIONS SECTION 9-03.9(2) —I 1= 1= I=I 1-1 i BACK FILL WIT FRACTURED DRAIN RO : MEET G THE EX.G RA DE REQUIREMENT FOR"SHOULDERBALLAST"ACC RDING TO - TEPPING STONE T STAND R.D SPECIFICATIONS SECTION 9-0 .9(2) N:E�1%LA��ATH WSDO 4, 745 745 MATCH EL=745.4 1 X.GRADEONE ROCK O . 745 1000, 1 .00NON' EX. RARE DRAINS CONNECTED TO MAIN YARD DR IN �740 . 740 740 TER:RF CE ROCKERY WALL USE"MO NTAN "ROCK FROM RENAKA.S 740 ROCK CENTER ISSAQUAH, WA) 4 FEET HIGH PL S 1-FOOT EMBEDMENT 6V:1H BATTER T FACE W/DRA AGE ROCK BACKFIL AND PERFORA D PIPE 7'S EXISTING dCK 735 735 TO DRAIN(TYP SECTI N B-B BULKHEADL 735 N H: 1"=5' 1:=5' SECTION C-C EXISTING ROCK BULKHEAD H: 1"=5' V: 1:=5' - 730 730 730 V` lj V 66 U'1 O t-- U �: _ t` [` ti in kf ('" �S d0 N -' 10-1-00 Ial-la 10+20 10+30 10.I-40 10-+-50 la+ba I0-1-70 10+00 10+10 10+20 10+30 10+40 10+50 10+60 10+70 CD MARK HALL RESIDENCE 81 North Marine View CROSS SEC S. Geotechnical Engineering g Jason WA 98548 F WAy�F Retaining Structure s _I Engineering & � � Phone: 510 268-8680 � � Project Management / InspectionConsulting Pavement Design & Anal Analysis ' Deferred Submittal to - Y Business, Inc Fs9`�GISTE permit no. BLD2008 00545 S%NAL PO Sox 181 A � _Auburn WA. 98071 Phone: (206) 786 8645 Fax: (253) 833-7316 V '~ v cc cc c-r' O 6� g 11 cC w N 6" CONCRETE SOG @ 6" CONCRETE SOG #4 @ 16. o.c/e.w 1% MIN SLOPE 2.0 ' min typ. 8 1% MIN SLOPE 2.0 ' min 8 + - - - - - - - - - typ i " w v v v v b v v 'v 8" C.M.U., SLD. GROUT o —I 2 „ . a fm— 1500. psi, Fy= 60000. psi I 8" C.M.U.C.M.U., SLD. GROUT . r vv #5 @ 16. Vert @Edge ' ' '— ' ' 2 - � f m= 1500. psi, Fy= 60000. psi � m #5 cr 16. Honz • 45 @ 16." Vert @ Edge .� � #5 @ 16." Horiz Q cc 51.7 y - o v v •O O HEEL (top) : 45 @ 16" o.c/e.w - Iw AUGERCAST PILE, 12 INCH DIAMETER SPACING; 6 FT (MAX 7 FT) p 2'-9 7 ' REINFORCEMENT; 4(#4) EQUALLY SPACED STIRRUP SPACING; 48" MAX - �� 9F 37343 @� G/sTE� \ 2.0 min ;5" ss�oNA � ALL SPLICED; MIN 30 BAR DIAMETERS typ ALL CLEARANCES PER IBC 2009 U.N.O =III=III=III= °= p F c; 2500 psi _ F'y; 60 ksi 0 Z s - HEEL (top) : #5 @ 16" o.c/e.w N v � _ 5'-6" ►—•� v - AUGERCAST PILE, 12 INCH DIAMETER _ SPACING- 6 FT (MAX 7 FT) o REINFORCEMENT- 4(44) EQUALLY SPACED W STIRRUP SPACING; 48" MAX o ALL SPLICED; MIN 30 BAR DIAMETERS Q _ _ o 0 ALL CLEARANCES PER IBC 2009 U.N.O d- +� F c; 2500 psi 00 F' ; 60 ksi 1 RETAINING WALL ct N LESS THAN 6 FT1Z o7:� 4'-3" 3 Date: 04/20/2010 Dwg#: 10001 - 026 Designed by: JECB e RETAINING WALL Drawn by: JECB 6 to 12 FT -------------------------- Revisions: Sheet: Wall. El.ev Vertical Scale: 1. " = 2 FT . .---. -.-I .... 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TATA/ 4-� HT, AS SHOWN SUS S ;�' •I W ti' E L L - ,••� BRI STLECONB PINE �.. f' H V 0 I.U C� S s E '�. i 1£1 •� T r 'I T-4`HT. A5 SHOt��ti 1 . . ... . . . . . . -.:.. . ...- ......:. s.. ram. :...,,'' (� Q� PNUSSTRQBLS REPANDENS . - :;., .' . . . :': : :':':•: . : :':'. : : R� o I� - : �.'r _ �, x : : :'.�. WEEPING WHITE PII\E r-- x,d �5. r ,� I — e,. - = f;\ U COMPACTA / A .HT. AS SHOW' 3 .•. . .•.•.•.'. . . . - o " TSUGA CANADENSIS ALREA :... - . \ <i. ,..i AD HEML - o i +, DEN AN . .A L 9GK .. � MP TAN •0 CT GQ C .. C - - - - r O Y� • J C — :<P O :l: „ : ���... c: :i:. E TREE ,� I H z ;-: P. 9t S Q) C� 0 r•./• H.T. ASS. Ot \ DEL H'/ADEN SL5 JED �:TSUGA CAN -`\• �: •',... _ram.. P.. c� :8 :'r- ; W HEMLOCK TUB. I N HE NADIA D E OH CA �JE D L a -� kz� H O \ i �/ T T U B 'I \. , : P �—� x I is O 1 f - _ •3 I V SHRUBS: - _ \ '� -, P., LAWN. ;: . .S s r R 7 ti }1 ..P °Ty I K t t T l2 -I4 HT : b o ASS d --- ANA ". ... .'.'.'. .• ' ABLE BALSA,yLEA N , . . . . . ,.: ... -.�_ .. .. ',,�� .�� ' : Ii �' L . } =�_ r DWARF BALSA M FIR . . - -.- -•.:.:...•. ... . . . . . . . . . . . . . P y o 5 GALLON AS SHOWN_ 14 — -:- :. . . . ° o -S , TA i ,. X I;MPERVIRIr\S _ _I!S S i t V �k I• GATED sox W D , VERI . . ......:.' _ :. 1 C ., ;_.tea I ,r .,...: �. _Y-- 16 8 S S -. .'.- a CHAMAECY PARIS dBTUSA'N<1lNA :•..: '•...:....... t : b P , - `_\ , _ :.. _.._ - A.. OKI F.AL_E CYPRESS DWARF HN - -��' � �, '�' ••Y y - : - \ r6 1 -, ::-I- - )--.. � l8 26 AS SHOWw 4 . . . . . . .'. .... ....... ... S- R 3 �_.. : Ft 1 c YPARIS PISIFERA SUNGOLD ��. .... .'.•..,.-...-. _ . --� —% _ : -_ `- ti F S GOLD AWARA FALSE CYPRESS . .. ... .,:::': . : :. .: : ::: : :': :': ; _ FIRE PIT R_ . ,> - ..t ,: -. p of yi - FIRE PIT - b � .� � ��" '� ��F POSSIBLE(�)NEW L GE � r r - S _ - - C :�- _ D. BURKWOODII CAROL HACKIE / „ .. :'...., : _ •.• -' _ n K c, - - / - SPECIMEN REDWOODS LOCATION •n CAROL M ACKIE DAPHNE _ - _ - _ \ . DAPHNE : ,0 A5 SHOWS .. ._ .. _ _ ... � .. -'• - � - - -• - � ,-.. ;'•: � ''�''u: O 37343 w' \ ,e� 1 I - _ i '\ F ^. $ r A R., 3•- S K 1 EE - + 1 -- - T,_ S GRALAND DAP _ , -K � �'G =� \ WTI - s fi y 1 , _.. _ _ _ _ \ NAU .... '.:' - - _ •. r + + f. /1�0.�\ a lh I D HAIR GRASS ... ••-..... ... -, '.. -..., . .. . • •,y + .:..�, + +' ._ ..,• + .� ' - ...� _ /`; �_ ... c - _ O `; ;� . 1�A ASSOKTI;U VAR167 Y/ 1._0 HT. AS SHOWN 2_ - `�.- -: ` :+ Da \a�' HEATH-SLIMMER AND WINTER$ 00 I1NC� 1. 4. %' a .- a \ _ _ 1 ;:. �:t _ _ _ - l i _ l \v % `- I� 14 HT. AS 11 - . _`. -�'-`- _ . - - i ' MULARIUM/ - �. ,rr - s . _ _ �� I eL � IEMUM 1�UM \�, I - �: �a , .. 1 _ - R 1 _ 1; UNROSE +..�- / - O S rt•i . _ . / {� \ + I. LA WN 3 -. _ _ r 1 „ I F _ _ 3. - ..r... \HT - 18 A SHOWN' - =,\AS WN F _ . . .y ATJ3�OLIA £L . . + - 9.I:MIA.L - � _ .. - N Y- � rf _ DWARF MOUNTAIN LAUREL _�. _ . _ . _ _ . . ,1 \ q j� \\r tea\ - L .1 - _ ��. _ � A�/,)T��OLII.IIY1/ _ j '=� - ,\, y _ v . . , i yQ .".i' r ! `C Lill- '... � •.. -•. '.. -'... -'-._ '.. ., ��. � 1l\' '•T-� \ .A • - �1- \ \ - - -r_.... k`.. ORECON - - i. I �/ \ . . _ .. . '... � •.. •.., '-..ate '. •. ': � /. �. -• "- - _ . . + 24 -36 HT. A SHOWN-1_ 12 ,.. - . — . _ PIERIS JAPONICA/ S S W'v . -. _ . . . TB .._ \\ • - \�: h EY 5HR - - - /Y-0 RTHE-VALE -LIL \ - P:. ERIS JAPONICA LITTLE HEATH / l8 �0 HT. AS SHOW' 11 r - - _- v`,`"\ - - \•�' //` LITTLE HEATH PIERISI. 1. --�_\ti�.. ,\ ...'.. ,\\ \ , \\ \ \,T .. \\ - /+ f R r vy� t�T -24 _ _�0 HT A SHOWN .. _ _ . _ CC A RLSCIFOLIA, 5S WN 7 _ D �, SW EET BOX _ - - .�._: WE - .. '--... _ _ . .:= ` N 1 .. _ - Yfv,��.L, -4 HT. AS SHOWN 5 ---- J 44 .... C _ .. - /J ^ 0 TED LILAC-ASS R :�:.. . . ........:. I - �.1.::`: ::.. ..... ..::.-. I POSSIBLE 3 NEW LARGE -..: ...- = �/ 00 _ �--I � ) .... �SPE TMEN REDWOODS LOCH • '_"' (n 0C 30 a6 HT. .AS SHOVJti ,> 1. 0 WO LOCATION ............ .. P EAR ASSORTED M I 1-9 ' ' M ATUM/ 1l"-20„HT, AS SHOWN 24 .. _... .. . ' (_ ..IN1LJ OV '�. 3 ., P09SMLE(3)NEW. . ..,..._......_ -- C� EVERGREEN H[JCKLEB£RRY o �' /' �: j 4� Q -SPECIMEN REDWOODS LOCATION... ...... .. i YUCCA- FEILD OBSERVE) Y HT. 4 \-� .... .... ... .... . ....... � • � � � i ..- I ' � � FERNS: � � O VD 1, _..__-_.IUM NIPPONICUM'PICTUM'/ 12" AS SHOWN 5 _ _._. �- � 43 JAPANESE PAINTED FERNS �--I �1 POLYSTICHUMPOLYBEPIIARUM./ 12" ASSHOWN 3 LANDSCAPE PLANT MATERIAL LEGEND - NEW PLANTS LANDSCAPE PLANT MATERIAL LEGEND - EXISTING PLANTS �/' o V, a.) � JAPANESE TASSEL FERN SIZE � � � 4.) 'z ASSORTED FERNS 12" AS SHOWN 19 SYMBOL BOTANICAL r CQ:I4IMQA NAMES CONDITION SPACING QUANTITY-REMARKS SYMBOL BOTANICAL/'COMMON NAMES REMARKS o 0C � P..I I--I - - - -- - . GRASSES: � TREES: TREES: ' �.-.;rALUCA'BLAUSILBER'/ 12" AS SHOWN 12- 'PECIl MN REDWOOD OWNER OWNER 8 SPECIMEN REDWOODS TO BE SELECTED - . BLAUSILBER BLUE FESCUE BY OWNER. SIZE,SPACING,AND ACTUAL k HAKONECHLOA MACRA'AUREOLA'/ 1211 AS SHOWN INSTALLATION LOCATION TO BE MAPLE TREE TO REMAIN,SAVE,AND PROTECT . JAPANESE FOREST GRASS VINES: COORDINATED WITH OWNER. Date: 0 4/2 0/2 010 ;, MOLINLA CAERULEA-VARIGATED/ [Art AS SHOWN 1 VARIGATED MOOR GRASS WINTER JASMINE DWg#. 10001 - 026 RHODODENDRON&AZALEA: PARTHENOCISSUS TRICUSPIDATA/ 1 GAL, S SHOWN 00 ALDER T.REE _ TO REMAIN',SAVE,AND PROTECT Designed by: BCE BOSTONIVY 24' AS SHOWN Drawn b D i C R EVERGREEN AZALEAS-ASSORTED 18 R-� DECIDUOUS AZALEAS-ASSORTED r� AS SHOWN ,1. . GROUNDCOVERS: `� CEDAR TREE TO REMAIN,SAVE,AND PROTECT y FRAGRARIA CHILOENSIS/ I GAL. .1.81,O.C. .AS REQ'D HOLD S"FROM BORDERS,SHRUBS;AND TREES ------------ RHODODENDRON P.J.M. 30"-34"HT. AS SHOW:NT 8mom BEACH STRAWBERRY R 3 RHODODENDRON-ASSORTED STANDARD 30"40"HT. AS SHOWN 12 0 Revisions: M + + + ARCTOSTAPHYLOS UVA-URSI/ 25/0 1 GAL. IS O.C. .AS R.EQ'D HOLD 16 FROM BORDERS.SHRUBS.AND TREES FIR TREE TO REMAIN,SAVE;AND PROTECT ". KINNIKINNICK _ I AHONIA NERVOSA/ 25% A _ I . . `.".` LONGLEAF MA.HONIA . NOTE. .Y POLYSTICHIIM MLINITLIM/ 25% 1 GAL. 18"O.C. AS REQD HOLD 16"FROM BORDERS,SHRUBS,AND TREES _�) .. WESTERN SWORD FERN ���j r _ • CHERRY TREE - TO REMAIN,SAVE,AND PROTECT �r ACTUAL FINAL PLANTING LOCATIONS SUBJECT TO OWNER'S DECISIONS AND FIELD DIRECTIONS. .`.-.`.-- LTBUS CALYCINOIDES/ 25% I GA.L. 181,O.C. AS RE 'D HOLD 6' O BORDERS,SHRUBS,AND TREES \r-s Sheet: L an ds c ap e PLANTING PLAN HAS BEEN PREPARED WITH ANTICIPATED PLANTING AREA DIMENSIONS. ` ` - EVERGREEN BRAMBLE \ WEEPING EVERGREEN TREE Td REMAIN,SAVE;AND PROTECT � BUILT OUT TERRACED PLANTING AREAS SUBJECT TO FIELD CONDITIONS AND MAY VERY FROM SHOWN PLANS. -. LAWN SOD ;OVER LOCAL COMMERCIAL SEED MIX Vertical Scale- - 1 "" = 10 FT I AWN/PLANTER EDGE-CUT TRANSITION SHOVEL-CUT TRANSITION I' Page 3 of 6 SECTION 32 , TOWNSHIP 23 N , RANGE 4 W PROFILE 1 PROFILE 2 PROFILE 3 760.00 780.00 760.00 760.00 780.00 780.00 750.00 750.00 750.00 750.00 750.00 � 750.00 740.00 740.00 740.00 740.00 740.00 \ 740.00 730.00 730.00 730.00 730.00 730.00 730.00 720.00 720.00 720.00 720.00 720.00 720.00 \ \ 710.00 710.00 710.00 710.00 710.00 710.00 0+80 1+00 2+00 HORIZONTAL SCALE: IWO FEET VERTICAL SCALE. 1'•10.00 FEET 700.00 700.00 700.00 700.00 LINE TYPE LEGEND 690.00 890.00 890.00 890.00 0+80 1+00 2+00 0+80 1+00 2+00 PROFILE BEFORE DEFORMATION PROFILE AFTER DEFORMATION - - HORIZONTAL SCALE. 17-20 FEET VERTICAL SCALE: 1'm10.00 FEET HORIZONTAL SCALE. 1'w20 FEET VERTICAL SCALE. 1'40.00 FEET P Ru -FiLE 4 -- -- - PROFILE- -5 - - - PROFILE 6---- 780.00 780.00 760.00 780.00 780.00 780.00 750.00 750.00 750.00 750.00 750.00 750.00 740.00 ` 740.00 740.00 740.00 740.00 1 740.00 730.00 730.00 730.00 \ \ 730.00 730.00 730.00 720.00 720.00 720.00 720.00 720.00 720.00 710.00 710.o0 710.00 710.00 710.00 710.00 0+80 1+00 2+00 0+80 1+00 2+00 HORIZONTAL SCALE. 1'-20 FEET HORIZONTAL SCALE. IWO FEET VERTICAL SCALE: 140.00 FEET VERTICAL SCALE: 1'40.00 FEET 700.00 700.00 F, O a 3 090.00 690.00 x 0+80 1+00 2+00 N HORIZONTAL SCALE. IWO FEET g VERTICAL SCALE. 1'=10.00 FEET CALL BEFORE You DIG: N N THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF b ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 a A MINIMUM OF 48 HOURS PRIOR TO ANY CONSTRUCTION. NO DATE BY APPR REVISIONS E.A. I _ Approved By Pt W. 02/25/08 ; Civil • Municipal • Geotechnical Engineering and Planning DESIGNED BY DATE GEOTECHNICAL REPORT 400 L.W., T.L. 02/25/08 HALL C.A.D.D. BY DATE x erome W . Morrissette & Associates Inc . P . s • CHECKED BY DATE RESIDENCEJ Profiles � 02/25/08 0Ir 1.700 Cooper Pt. Road S.W. #113-2, Olympia, Wa. 98502-1 1 1 0 Ph 360.352.9456 Fx 360.352.9990 DATE PLOTTED 07150- Geolog 'cal Plan SHT 2 OF a a 0 a SECTION 32 , TOWNSHIP 23 N RANGE 4 W Ap / lit i �l 1 /f l fl it�l 1/ �llilrlll� I I I I I I� 11 ^� J aq / / � ll� l / / ll�l 111 / /Il11111 li �.l.�l � l 1 / IIJI/ �l�l ll/IIIIII I I 11I11� 1 0 / 1.11111I � �� III 1 1 I I PROFILE ALIGNMENT LEGEND I \ PATHSQ - - -GROUND PENATRA77NG RADAR BASELINE X SURVEYED GROUND SHOT PATHS - - I I I I I I I \ \ /#x \ �IJII(/loll` r\ \\\\ \ \ \ �7 /Ill l l / l ^� -� l / IIII // / J i1 ' .♦. : � : �\\\�\\\ 11I \ \\\\.\� \ \ \ IIII l l l /l l l / l � �l l � �%l,// / � �� ///��8 ♦. � - ., � \\\��y\I11\\ I \\\ \\\\\ \\ \ \ \ A s/ ll �765— \ \ \\\\\ \\\eAs L�IvE/3 / � l 1 i I l 1 i � 11 . 11 / j i l IIII i � � I l l l l I / � / � � s l j III j III II II III l��ll I I I I i �� — \\ I I I I I I I I I I IIII I I I I I III �\ \\ I I I 1 I I I IIII• I I I' I� II1111 I � \0 �; I I I I I I I I I I 11�II11 I I I / / 1 \IIIII I f 1 2 / \`\`` _ — 1770 \\\\\\ .00 AV 765 - I I I I I \ \. \ \ \ I I IIII� � \ \ \ . 1 \ 1 �' � \`\�\\\ �, , 1 ��►— 8 �. -�®l _ 60\Nk — — 80A — �x V\ 1 i l / /• I I 'moo �s \ \ \ � I\\ Illlll II\ \ \ \ III III I IIIIIII I I / / '�s \ � z \w \ i IIII ► I \ . m \ I I , I III IIIIIIIjIIIII \ / , *LS I � � IIIIIIIIIIIIIII�I � \ / I�I�Illi�lll;�lll�� SCALE. 1"=20 FEET i n in ?n -0 PROJECT DATUM BAR AND CAR LOCATED 62' EAST OF GRAVEL ACCES ROAD TO HALL RESIDENCE ALSO 130' SE OF THE CENTER OF HALL RESIDENCE FRONT PORCH ELEV-771.38 LAKE CUSHMAN DATUM CALL BEFORE YOU DIG: THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 8 A MINIMUM OF 48 HOURS PRIOR TO ANY CONSTRUCTION. m b NO DATE BY APPR REVISIONSd. S E.A.W. 02/25/08 kffl�Civi Approved By GEOTECH N I CAL REPORT DESIGNED BY DATE l - Municipal - Geotechnical Engineering and Planning HALL L.W., T.L. 02/25/0 C.A.D.D. BY DATE RESIDENCE Profile Alignment Plan d Jerome W . Morrissette & Associates Inc . P . S 0 CHECKED BY DATE 1700 Cooper Pt. Road S.W. #B-2, Olympia, Wa. 98502-1 1 1 0 Ph 360.352.9456 Fx 360.352.9990 DATE PLOTTED07150—Geological Plon SWT 1 OF 2 a o 0 C SECTION 32 , TOWNSHIP 23 N RANGE 4 . W 760. 00 760. 00 760. 00 760. 00 760. 00 760. 00 750. 00 750. 00 750. 00 750. 00 750. 00 750. 00 740. 00 740. 00 740. 00 740. 00 740. 00 ` 740. 00 730. 00 \ 730. 00 730. 00 730. 00 730. 00 730. 00 720. 00 720. 00 720. 00 720. 00 720. 00 720. 00 710. 00 710. 00 710. 00 ` 710. 00 710. 00 710. 00 0+80 I+d o 2+00 700. 00 700. 00 700. 00 700. 00 HORIZONTAL SCALE. 1'=20 FEET PROFILE 3 VERTICAL SCALE: 1'=10.00 FEET 690. 00 690. 00 690. 00 - 690. 00 LINE TYPE LEGEND 0+80 1+00 2+00 0+80 1+00 2+00 PROFILE BEFORE DEFORMATION HORIZONTAL SCALE: 1'-20 FEET PROFILE 1 HORIZONTAL SCALE: 1'=20 FEET PROFILE 2 PROFILE AFTER DEFORMATION VERTICAL SCALE: 1'=10.00 FEET VERTICAL SCALE: 1'=10.00 FEET - - 760. 00 760. 00 760. 00 760. 00 760. 00 760. 00 750. 00 750. 00 750. 00 750. 00 750. 00 750. 00 740. 00 740. 00 740. 00 740. 00 740. 00 740. 00 730. 00 \ 730. 00 730. 00 730. 00 730. 00 \ 730. 00 720. 00 720. 00 720. 00 720. 00 720. 00 720. 00 710. 00 710. 00 710. 00 710. 00 710. 00 1 710. 00 - - 0+80 1+00 2+00 0+80 11,.p p 2+00 700. 00 700. 00 HORIZONTAL SCALE: 1'-20 FEET PROFILE 5 HORIZONTAL SCALE. 1'=20 FEET VERTICAL SCALE; 1'=10.00 FEET VERTICAL. SCALE: 1'=10.00 FEET PROFILE 6 0 x 690. 00 690. 00 0+80 1+0o 2+00 CALL BEFORE YOU DIG: THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR g TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY CONSTRUCTION. NO DATE BY APPR REVISIONS Y_ /� D �p�JY'OV2C1 B� E.A.W. 02/25/08 3 DESIGNED BY DATE GEOTECHNICAL REPORT 4 . Civil • Municipal - Geotechnical Engineering and Planning L.W., T.L. 02/25/08 HALL C.A.D.D. BY DATE PROFILES erome W . Morrissette & Associates Inc . P . S . CHECKED BY DATE RESIDENCE h � � 02/25/08 1700 Cooper Pt. Road S.W. #113-2, Olympia, Wa. 98502-1110 Ph 360.352.9456 Fx 360.352.9990 DATE PLOTTED 07150-Geological Plan SHT 2 OF 2 0 SECTION 32 , TOWNSHIP 23 N RANGE 4 W PLANNING: � \ ALL SETBACKS ARE MEASURED FROM THE FURTHEST PROJECTION OF THE BUILDING ^ REPLACE NATIVE SOIL AND LANSCAPING \ /�\\\��\\�\\ 2 —EX. GROUND GEOTEXTILE (MIRAFI 50OX ) RESET ROCK DISLODGED DURING CONSTRUCTION MATCH EXISTING BULKHEAD HEIGHT 18" MIN. OVER //\// MASON COUNTY APPROVED } ' ' ''''' ' DCD PLANNING . . . . .\�\\�\� l H N REQUIRED TO BE ON SIT 4°y GEOGRID TENSAR SS20 E PLAN I \j\\: \�j/ ANGES SUBJECT TO APPROVA // I OR APPROVED EQUAL ) /\\// / ( ) \/ I By Date D GEOTEXTILE (MIRAFI 500X) I ;\ 1.6 BATTER . . j Ill I 1 I I I I I SHALLOW ROCK FILL - 8" GABION ROCK �\ �\ -o.�f�j . ... . .. .... . . .. ........ . . . ..:. . . . . >\� . . 1 � t� II11 / IIIIII l / l I \�; . . . . . . . . . . . . . . . . . . . . . �\ . . I I {J — I 1 II/ I I . . . . . . . . . - / / II l l . . . BEDDING - 4" MINUS CRUSHED ROCK \\j �j . . . . . . . . . .. . .. . . . .. . I EXISTING WASTEWATER \ . . l l l l o i I DRA/NFIELD j� 2 (GLENDON SYSTEM) >\'\ �. / . . . . . SILTY FINE SAND / 1 2' HIGH FILLET TYP. . �`. . /` / ///./// I \ . . . . . / \ \ \ \ �. _ KEY BASE ROCK 18" INTO GLACIAL TILL . . . . . . . ,` \ \ \ \ \ SILTY FINE SAND \ Ill, _ — \\ \ \ \ \ \ \ \ III \ \ \ \ \ \\ \ \ \ I OUTSHORE ROCK FILL - 8" GABION ROCK GLACIAL TILL / / / / / /,� / , ; \\\\�01 \ BEDDING - 4" MINUS CRUSHED ROCK d %� / i \\\\�111� \ I \ \\ \ \\\Illl SECTION A-A W / / l / / �ppflti EXISTING SINGLE FAMILY { \\ \ \\\\ SHALLOW ROCK FILL AND TOE FILLET / / / / / l / p WOOD FRAME DWELLING Q \\ \ \\\\ \ \ (TYPICAL SECTION) Bo ��I l l l l l LAKE CUSHMAN WATER CO.) d f I' O 7W--= v v v v v v i / HEAD SCARP FILL I 1 1�' ;..� I 1 / l 7� ., (SEE NOTE THIS SHEET) 1 I W.. . \\ \ \ \ \ �8o N. T.S. ENq QF IDIISPILA EO i0`K I I II 1 I I o a I I I I HEAD SCARP 1 SOIL BORING I �/ I I I P �`�A. WET SEASON x I I I I I I I o ' i. \�L - WATER LEVEL I \ I I I:1 I / 11 � ,.: f / / W � _:. »o I I III \ \ I\ II I I I I o {�►�� I I �� �C` OUTSHORE ROCK I I I Io II �\\ \ E STUMP -65 TOE FILLET t ;- _{ ■ / .. W . :. \\\\ \\ \ , \ I _ - - 760 EX. DWELLING \SHALLOW ROCK FILLN PIP EO,� W- Of \\ I SURFACE GEOTEX77LE (MIRAFI 50OX) 4'BEHIND EXISTING ROCK BULKHEAD I I I \ \ \ - - - - ` f - \\\c _ \ 12" STANDARD GEO-TEXTILE STAPLES - GUTTER FLOW STAPLED TO SURFACE 18" C.C. BOTH DIRECTIONS DISPLACED ROCK \ \ \ \ \ \ "\ \ �o o � - BULKHEAD FACE \ \ \ \ \ \ \ \Qp18 no \\\� _ _ -\ 1 \\\\\\\\\ \1\ �' \ I - �f_ — / �\ �\ - - --- -\\\ EX. GROUND END'b DISPLACED-ROC \ \ \ \ \ \ \ \/\\\\\\� III \\\ / l i i ���-- / '//.�/%//.�//.�//.�//.�\ COMPACTED FILL BENCH \ \ \ \ \ \ \\ \ \ \\ \ \ =-- COMPACTED WSDOT GRAVEL BASE 12' f -- EX. HEAD SCARP CLEAR HEAD SCARP FILL AREA CLEARING LIMIT \ \ \ \ \ \ v I \ \ \ \\\ 1 I % HEAD SECTION B-B \ \ \ \ \ ► III II I I / / ; / / / SCARP FILL DETAIL � / \ \ \ �\ \\ \ \ \ \\ \ \\ \\\ I I i ►�IIIIIIIII�IIIII� �S I / // / / / / (TYPICAL SECTION ) LS CONSTRUCTION SEQUENCE: N. T.S. o \ � I � I IIIIIIIIIIIIIII III � \_ f l INSTALL OUTSHORE ROCK FILL ALONG TOE OF EXISTING LARGE ROCK BULKHEAD. OEXCAVATE 30 TO 50 FEET SHALLOW ROCK FILL AREA ALONG INSHORE SIDE OF EXISTING LARGE ROCK BULKHEAD. INSTALL GEOTEXTILE. EXISTING 30" DIA. O INSTALL BEDDING, SHALLOW ROCK FILL, RETAINING WALL ROCKS, COVER STEEL CULVERT GEOTEXTILE AND NATIVE SOIL FILL. OCOMPACT NATIVE SOIL FILL IN PREPARATION FOR LANDSCAPING AND LAWN. O FINE GRADE FILL SURFACE, FERTILIZE, SEED AND MULCH. HATCH LEGEND O CLEAR AND ROUGH GRADE HEAD SCARP FILL AREA. REMOVE ALL PIPE LINES, CONCRETE WHEEL STOPS AND OTHER DEBRIS. HEAD SCARP STABILIZATION O CUT FILL BENCH AND SHAPE NATIVE SURFACE FOR FILL PLACEMENT SHALLOW ROCK FILL / TO 20 FEET BEYOND EACH END OF HEAD SCARP. OUTSHORE ROCK BULKHEAD FACE PLACE, FILL, AND COMPACT TO 909 MAXIMUM DRY DENSITY IN 12" LIFTS. SCALE: 1"=20 FEET O q ROCKERY TO BE REMOVED AND REPLACED SHAPE AND FINE GRADE GROUND SURFACE. 0 10 20 40 0 10 INSTALL SURFACE GEOTEXTILE ON UNDERDECK GROUND SURFACE AND AREAS THAT WILL NOT RECEIVE PERMANENT EROSION CONTROL VIA LAWN AND LANDSCAPING. A W1 OF WAs ?' PROJECT DATUM Zq BAR AND CAR LOCATED 62' EAST OF _,RAVEL ACCES ROAD TO HALL RESIDENCE ALSO 130' SE OF THE CENTER OF HALL RESIDENCE FRONT PORCH ELEV=771.38 LAKE CUSHMAN DATUM �� ��'G SSTER� �sS'IONAL CALL BEFORE YOU DIG: THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY CONSTRUCTION. NO DATE BY APPR REVISIONS _ A A01117 W.-IE&ACivil Appraoved By E.A.W. 06/13/0� Municipal • Geotechnical Engineering and Planning DESIGNED BY DATE L.W., T.L. 06/13/08 HALL LANDSLIDE REIVIEDIATION m `n/ P . S . C.A.D.D. BY DATEPlan and DetaIIS Jero 1 le V V . Morrissette & Associates Inc . CHECKED BY DATE RESIDENCE 06/13/08 1700 Cooper Pt. Road S.W. #B-2, Olympia, Wa. 98502-1 1 1 0 Ph 360.352.9456 Fx 360.352.9990 DATE PLOTTED 07150—Geological Plan SHT 1 OF 1